ML20197A704
| ML20197A704 | |
| Person / Time | |
|---|---|
| Site: | Yankee Rowe |
| Issue date: | 05/05/1986 |
| From: | Papanic G YANKEE ATOMIC ELECTRIC CO. |
| To: | Clifford J Office of Nuclear Reactor Regulation |
| References | |
| DCC-86-045, DCC-86-45, FYR-86-049, FYR-86-49, NUDOCS 8605120370 | |
| Download: ML20197A704 (33) | |
Text
{{#Wiki_filter:. . YANKEE ATOMlC EiECTRIC COMPANY "ho"e m ") * '2-' ' o0 TWX 790 380 7619
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,',q 1671 Worcester Road, Framinghant Massachusetts 01701 DCC 86-045 C'
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May 5, 1986 FYR 86-049 United States Nuclear Regulatory Commission Washington, D.C. 20555 Attention: Mr. James W. Clifford PWR Project Directorate No. 1 Division of PWR Licensing-A
References:
(a) License No. DPR-3 (Docket No. 50-29) l (b) Letter, J. Clifford, NRC, to G. Papanic, YAEC, dated March 14, 1986, Yankee Nuclear Power Station - IPSAR Sections 4.4 (Classification of Structures, Components and Systems), 4.5 (Wind and Tornado Loadings), 4.8 (Tornado Missiles), 4.9 (Effect of Pipe Break on Systems, Structures, and Components Inside Containment), and 4.11 (Seismic Design Considerations). (c) Letter, B. W. Holmgren, YAEC, to E. van Stygeren, CYGNA, j dated January 31, 1983, Yankee Nuclear Power Station RSS: Soil Mechanics Investigation. (d) Letter, B. W. Holmgren, YAEC, to E. van Stygeren, dated April 20, 1983, Yankee Nuclear Power Station Soil Mechanics Investigation.
Subject:
Ultimate Soil Bearing Capacity at Yankee Nuclear Power Station (YNPS) Det.r Sir: References (c) and (d) (attached) are being provioed in response to questions in Enclosure 3 of Reference (b) regarding ultimate soil bearing capacity. These letters were also requested by Mr. Thomas Cheng during the April meeting in San Francisco between NRC and YAEC. The ultimate soil bearing capacity at YNPS is a minimum of 20 ksf. The methodology used to calculate this value is described in Reference (c). Reference (d) provides further justification that structures at YNPS are founded on a dense, glacial till. Very truly yours, YANKEE ATOMIC ELECTRIC COMPANY
^
OSlh O P P George apanic, Jr. P Senior Project Engineer Licensing GP/kmc Attachments , d
1 ..
" YANKEE ATOM /C EE.ECTRIC COMPANY .
1671 Worcestre Road, Framingham, Mosso<husetts 01701 Yauxes ^ January 31, 1983 MAG 59/83 W.O. 3856 DCC CES YR 83-04 Mr. Eric van Stijgeren 141 Battery Street Suite 400 San Francisco, CA 94111
Subject:
Yankee Nuclear Power Station RSS: Soil Mechanics Investigation
Dear Mr. van Stijgeren:
Your analysis of the Reactor Support Structure (RSS) concluded that the soil bearing pressure beneath the RSS foundation, could exceed the original design value of 8.0 KSF under seismic loading. Yankee Atomic Electric Company has researched this situation to detemine if a potential overstress condition exists. Mr. G. A. Harper and Mr. J. P. Jacobson of our Environmental Sciences Division conducted an evaluation of the soil bearing pressure and have researched our files for original construction documentation. Their findings' are attached herewith. In sum =ary, they have concluded by three independent methods that the soil beneath the RSS could safely support a load of at least 20 KSF. This is adequate for support of seismically induced loads, including NRC spectra. In addition, the attached reference material makes a strong case for the statement that all VC column footings are founded on dense glacial till. We call your attention to References 6, 7B, and 9 in particular. Also, Yankee Atomic Electric Company has been in contact with Mr. Denton Nichols, noe a Principle Engineer with New England Power Company. Mr. Nichols was formerly a field engineer at Rowe for Stone & Webster during original plant construction. He recalls that the VC column footings were placed on dense, glacial till. This fact is of importance in your soil liquifaction study. Please call if you have any questions regarding the attached material. Very truly yours, I YANKEE ATOMIC ELECTRIC COMPANY B. W. Holm n Mechanical aalysis Group BWH/kac cc: J. D. Haseltine C. L. Child A. V. Poudenko 2: 6: M m ' DCC w/ attachments
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I figure 6 4 Chart for esumaung allowabic C " "E' '" ** "# I" "" C 1C 20 3C AC SC se nitme n t ( A hre Peck Hanses and
% wm 30 cm Thornburn, io'o ;
- Settlements of footings in clays are estimated on tne basis of pnnciples of consolidation and settlement desenbed bv Singh and Prakash (1970). For footings in sands, settlements may be estimated w.th the help of the chart m Fig. 6.4. _ . .
6.4 EARTHQUAKE LOADS ON FOOTINGS LJ Let us conside: the effect of seistruc loads on the settlement behavior of a typical ) i buildmg as shown m Fig 6.5 Additional forces apphed to a spread footing may include. ... [ [@cu,NO c.
- 1. Vertical alternating loads 9 > nd .
g
- 2. Horuontal alternating loads
- 3. Alternatmg moments about one or more axes
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If vertical alternatmg ioads predominate, failure may be expected to follow a , static pattern, as shown m Fig 6 2 If horaontal forces are predorrunant. sliding may occur. Overturm ,oments probably cause shp surf aces to form alter-nately on each side o.
..e foundation (Wxne and Darragh.1956)
-r '
l, it is assumed that carthquake moment on a frame induces compression on
., q?-
one side and tension on the other Thus, the oscillatmg earthquake force subjects exterior footmgs to alternating mcreased compression and its release. If the dynamic force is considered " ' e an equivalent static f orce, and if results of a
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stnictural analysis of latera. .hquake loads show a % percent increase in the s
+
3 vertical loads on the exterior u lumns, then the extenor footmgs c ould be made .[ . 3
, P N ercent larger to accommodate the combined static and seisrmc loads and to .N p I p Provide for shear failure considerations The sues of the i itenor footmgs would 'Of not be affected much. Smce earthquake Imds act for rnuch shorter duratiort the 1 / ;
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' l 204 Soi! Enginecnng nu Procuce m soils u here properties may be c N q.n .. psf Pn, cess, emp neal met hods based 10 1.500- 2.000 used The static cone penetratmn 20 3,300_ 4,000 a relatively accurate method for 30 6 000- 7.000 40 5.00Cs 10.000 a pile both m saturated clays and :
I 50 10.000-12 000 lar soil the small-diameter cone diameter pde. and extrapolation ; cohesmn and interna: fnction the Similar relationships have been piotted u. Em ope fo: st atic mne pe"" rehably If the layer in which en tration results The latter are theoretically nmre acceptabic. p.a cui quite uniform, extensive laborati in the fine granu!ar, umforn, aliuvial deposits of t he Lou Count i .e' ties and use of the equations fo results, but test loading remams ! Foundanon bimensmos The soil properties of mut n eig h t value of the beanng capacity wl l I cohesion and angle of fnction may be considered as constant s affeci um For determimng the beanng l the beanng capacity of a foundation m given c;rcumstances The later a strength o' the soil is measured 1 dimensions and the depth of a foundation are t he vanables u it h which th' overburden pressure A reductioi ! j engineer must try to match the structural requirements with t he pron- type, and method of pile install:
} arnve at the perimeter shear aloi j
erties of the soil Equatien (G-12) and Fig fr l! provide the me.ur '
; selectmg the width and depth of a foundation once the tota load and t '" reduction coefhcient are given ir soil properties are known. The equation and graphs. and ymdar gra;u l for deep foundations. reveal a number of interestam pom's u hich prot ab l
[ guidelines for foundation design. namely - ritz 1 g Dnlied cast-in-place pdet 1 in ideally cohesive soils (saturated c!ay = t he hearm; can:o . Drdied cast-in-place pue: 1 it v as a pressure is independent of t ne u ndt n of 'he f u , ,, Dnwn suanght closed-cr 2 11. uleally cohesive smis the bearmg c;.paci'y mcrea es . u Dnven tapered closed-en depth f ron. . , c t o O .. c pms. t he w e r;h t of t he so; rence<
% when 6 mereases f rom nd to lui, l'or greater deptir i n-ocanng capaci us reases only h. t he a mount of so i re n o so .
p es dnven through sand. tr
-J ! < u i ~ u <.- ou oo, ,, w,,.c .o ,sie.g ,, o P
- n. umforn. cia 3 oceper ihan abou ve t imes :nououh -no-erties in saturated senst:ve cl the beanng pr essure g:aned neion t!us ornin r ice :han eh cause a permanent loss of stren dne to combmed n eight of concrete ano nackfI. a d d ed t .s i ni r.oot mg pressure Another method 'or determin pue-dnvmg formula The numb
.L In cohesionless son. t r.e beanne capant mc rea c' bne oh fd! an entire book, and their i uith noth width and depth of the f ootmg limited usef ulness .\1ost of the of the unrk done by ench biow iou via!!oti Inr i
I
/, u. r [op dahons ,e h r beanng capant v of 2 1 they attempt to calculate the re cannot be est abhuhen, accurat ch wit h the c<piat uur a nd d oe- used ' distance moved t 3 the pdc n other foundations I or r.nd-hear mg pih dn s en t hrough s er v so!' -oC t h- depend on a number of assom; equations and t a b.ie- fm deep f ou nd.an,n* n n oo ned m ( .h:m' m h r pdc forrnulas r t he set ' or th quite rehabir re oln when t h< pik t:p he- m so+ uoh us mn n. - hi oo tion is near b cornplete . the d n t m medoun c!ay s and u. gr.u m a von u it h .n anca strengths to depend on t he hammer the pi inction of 30 to .1,c Im pas m n rc o mu.mc. unen nsntoor i .ns every- heca'. hmiding caide jirrse oped both by side and end i> ear mg .md w hen eno ov mg t ake p,o, o ,
our ,,. , GrL Y F W A t> < C 5 Ar it, h s k, g s) [ [ p g , j q l
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, TABLE 11 1 - i Heminal Velves of Allowable Booring Pressures for Spread Founciations '
~'
Alle=able i eering pre s sure
" ~
sons per sq fi
"" "#I
- Type of bearing material 'g _
Ordina ry mended j ~* g l j range value = I for use t l Massive crystalline igneous and metamorphic rock: graniac, diorite, ba salt, 60 to 100 80
)~ ,
i Hard. sound rock gneiss, thoroughly cemented conglomerate (sound condition allows ednor "I = cracks). i j Foliated metamorphic rock: alsie, schist (nound condition allows minor Medium hard sound 30 to 40 35
! crack s). rock i Sedimentary rock: hard cemented shales, altissone, sandstone, limestone Medium heed sound 15 to 23 20 - - i i withose cevities. rock , !
f Teethered or broken bed rock of any kind except highly argillaceous rock Soft rock 8 to 12 i 10 ' ' j (shale). ; Compaction shale or other highly argillaccous rock in sound condition..... Sofi rock 8 to 12 ' 10 y - l Tell graded misture of fine and coarse grained soil: glacial till, hardpan, Very compact 8 to 12 l 10 i ! boulder clay (GT-GC, GC, SC). l k- -- l 1 Gravel, gravel-sand mistures, boulder-gravel mistures (GT, GP, ST, SP) . . . Very compace 7 to 10 8 I
- Medium so compact 5 to 7 6 - -
i Loose 3 to 6 I 4 L Coarse to medium sand, sand with little gravel (Sr, SP) . . . . . . . . . . . . .... Very compact 4 to 6 I 4 - i - Mediura no compace 3 to 4 3 l Loo se 2 to 3 2 - - Fine to mediwa sand, siliy or clayey medium so coarse sand (ST, SM, SC). . Very compac: 3 to 5 . 3 I Medium so compact 2 to 4 2. 5 i Loose I so 2 l 1.5 l i Fine sand, silty or clayey medium to fine sand (SP, SM, SC). . . . . . .. . . . .. Very compac 3 so 4 , 3 - - Medium to compact 2 to 3 2 i Loose 1 to 2 1.5 - - l Homogeneous inorganic cla y, sandy or silty clay (CL, CH). . . . . . . . . . . . . . . Ve.y stiff to hard 3 to 6 4 l Medium so stiff 1 to 3 2 .- 4 - Sof 5 so 1 .5 laorganic site, sandy or clayer sils, varved sitt. clay. fine sand (ML. Mll) . . Very stiff so hard 2 to 4 3 . - Medium to stiff 1 ao 3 1.5 Sof .5 to 1 5 . - Notes: l
- 1. Variations of allowable bearing pressure t. size, depth and arrangersent of footings are given in Table 112.
- ~
- 2. Ccc+ acted II!!, placed =;th conuo! of a41s ws, decaisy,and lift :).idacss, has a!!cuaL!c 1,c a: Ins pre s sure of equiv-alent assural soil.
- 3. Allowable bearing pressure on con.pressible fine grained soils is generally limited by considerations of overall ses-element of structure. Table 6-1. !
- 4. Allowable bearing pressure on organic soils or uncompacted fills is determined by investigenion of individual case. 8
-l l compressibility of subsoils is constant with depth, analyze consolidation settlement of the entire ...
f ou nda: ion. ;
- 5. PROPORTIONING INDIVIDUAL FOOTlHGS. There significant compression will not occur in strata
- below a dep,th equal to the distance between footings, proportion size of individual footings to give equal ,
= J -
settlement; use for:nulas for imroediate settlement in Figures 118 and 119. Shere significant'consolida. tion settlements rosy occur below this depth, select footirig size on the basis of the safety factor against f 1 ultimate failure as a first trial. Analyze overall consolidation settlernents for the combined effcci of y _ these individual footings, in this case, settlernents are controlled by the combined stresses of all founda. sion units and rosy he little aficceed by alacration of individual footing arcak. - - ,. mem. E ,m. : DESM N m rmvMC. Soa g r,
l 5 SOIL CH ARACTERISTICs 7-5 and prior consolidatson. "Dicy make satisfactory foundaten materials under the J right circumstances. Sc ne building codes, for example, allow up to 5 tons per sq f t 4 en hard, dry, consolidatui elay (mmpressed int a long time under glaciers or other everburden), but only 15 ton , per sq f t for staff ciay and I tun per sq f t for medium I clay. But such pressures should not be used in design if merrases m moisture content
$ may occur.
4 Because of its cohesiveness, clay can stand on steep slopes temporardy. It also can transmit moderate lateral pressures around a small escavation. F urthermore, O because clay is impermeable, it can keep groundwater out of an escavation Deep ,
'I cacavatena, howev er, may blow up af the clay bottom is subjected to hydrostatic f pressure from underlying pervious layers.
i Hardpan consists of cohering material containmg roca f ragm en ts. liardpans of 4 glacial origm are er.mpoacd of particles, rangmg m mise from milondal clay to tmulders, dthat were at least partly cemented together by high pressures. Other common
? hardpans may be mixtures of sand, gravel, and clay; cemented mand and gravel, or .
icemented edt and sand. Dry cemented hardpans w d! not disintegrate w her. sub. erged m water; but those with clay as the binder w d! The suitabilitv of hard pan w as a foundation material depends on its conachdation and the characteristles of under-3 lymg strata. Some budding codes allow up to 12 tens per sq f t on hardpan overlying ) ,- , t*$ rock. h, "ITC ers.is Some a glacial glaesaldepoast tilla, highly of mixtures aimpremed, and pockets or indurated, are very of hard clay, in theirsilt, mand, gravel, and
't astural state wl almost impervious. Usually sell graded, they are excellent at 3 construction of earth dams and embankmenta Ahowabie beatmg pressuree :r.2 pge up to 10 tona per sq ft for buildmgs. Ieose tills, however, vary m charact >r and n sy cause uneven settlements.
- bam, e' topsos!, is a mtxture of humus (organic m atter ) and aand, silt, or ela ,
' Thile good for agricultural purposes. it is not desirabic fer foundations Ado 6e is a heavy-textured alluvial clay, found ir. arid regions of wuttwestern '
,Jnited States Though stif' and cohesive when denne and moist, it is not a devrable f foundation material, because it loses these properties w hen wet
_ hess is a uniform, cohesive, wind-blown depmt of f ne-grained sod Of ter. oght
.cbrown in color, it consista of particles rangmg m sine f rom 0.01 to 0 05 mm It
l
(' becomes impervious and difheult to compact w hen worked. Bond betw eer, particles as due to a calcareous binder. llence, whco naturated, a loess deposit may settic. depending on its initial density and solubihty of broder. Loese can stand unsupported ,s l g en nearly vertical cuta But inchned cuta erode badly Allowable be.arir.g pressuren
% for buildmg foundations may range up to 2 tons per sq f t
. "' Soils that generally should no. be used for foundations melude gumbo, a clayhke '
j c material, very sticky when wet . mud, or mucA, a sticky mixtare of earth and water. very weak or fluid . peat partly decayed organic material as found in sw an.pn w it h very poor r, earing capacity , and oenton ue, d eco m posec voiranic am =en -, s Oen wetted ' =w-6ciis whose strength cepend? on a soluble binder rnay be used as a f oundatmr. .-
, Insternal only where w ater can be ex cluded For ciample, calub, a conglomerate of 3. '
' 6 , sand, 7 sdt, anc gra v en cem en ted toget her by calcium carbon a te. n.s v lose the (Nli '
.J
+ blader by leaching. If ence, f ootmga may settle , steep ruta, break dow n [
Eods of teri occur as mixtures Their claanif caton depends on the banir sods that 3*termine their behav or, but not neccanardy on the relative amounts of theer amla , l f
; iL ip
,d t. Generally, a mis ture is denoted by the name of the sod with primar y e ft e r t r
, behavior and no adjective based or. the and with serrmdary eff ect Ir, one rimaa, -
Je j& . - .
' , blion system, for ezarn pu, rnin tures with more than 20% c' lay, by dry w e er ht. are 4# '
i I
'S ded as a cJay, because such a mounts of clay dominate the behav mr of the n'u ture secondary fraction is sand. tr.r rninture is clammified as aand v clay . J tw armndan Whrn rnore than 30% cla v o po ur.t.n' J b )d ah. mm is sUt, t,*e se used the rnis ture is ada clay
~ ~
rm-- . 2&
'OLie E l shows dia g r a rn m ra e n U3 a riammificat on svetern developed n the lower "ippi Valley Divim mri, l' S Grpe of Engmwes It anaumee the folkw mg one ow < c ; 3 % DA MD r /l NAs>OOccf W ( 'u ! G ft ] G U)& V f7. 5 , 61, G f A , ,1, jl(g L l}( c(
l P' i /
l t i S PIEA D FOOTINGS AND M ATS 7-23 i t'
- made with loada distributed over relatively small arcas. howes cr, the effects of weak of soil layers r naturated clan at some dastance bclow grade may not tw dnclosed cal Preferady, design abould be based on pressure-acttlement curves determ ined f rom
,i,,
' confined compression testa and conantidation tests on mod sam pica If th< data are Table 7-4. Allowable Bearing Valuem on Soila, Tona per sq Fi*
e-Ma.maave crystalbne bedrock granate. gneias trat> roc k -in sound condition 100 40 Foheted rock . ochist and alate-in sound condition L Sedsmentary rock hard shales, adtstonen. sandstonea-in mound condit.on 15 Ezeept.aonally comoseted gravels or aanda 10 Compact gravel or aand-gravel mastures 6 4 g Loose gravel, compact coarse sand
- g. Imoar coarse aand or sand-gravel mistures. com pact 6ne sar.d or wet. conhned roarw
"*- mand 3 2
- s. Leoac 6ne aand or wet. conEned 6ne sand 1 Staff clay . 4 2
f Medium staff clay I Soft clay p 'e e W
- Cooe M an uaL N e w York State Building Construct 4on Cooe Me aim T a th 7-3 i Y i
9 given in terms of void rateo, they may be cons erted te settlement w ith 3 , (6 - e,112A p, * ' I + r,
~'" where M . total ex pectai settirment under load, m
/- e, = initial voids ratu, f
e, = vmda ratio under prensure p , A = thekness of un! layct, it Suppose settlement data are plotted for a nod layer 10 f t thra Th-n. arttlement on a soil lay er consider a bly d ee per may be estimated b) div id mg th< la ver mte IO-It-thick sectsona, calcuialmg the pressure an the m uidic of cach sectior . dete r ro ming ' 'j from the pressure-actuement curve the acttlement for each accton, and addmg the 6 settle m en ts . In coreputing pres ures , they may be asumed to specac rorn si f ootmg , 00 a 30* or 1.on -2 slope. < *w
$ ?
/ As an alternativt the pressure at the center of the thick layer may oc computed i Ther.. the acttk ment for a imit layer with this prensure m a v be obta med f rorn the pressur e-ac t tle m en t urves F mally, the total s< ttlem en t may be obta m ed hs j
, multipiy mg th a act '.irrn en t b y th< ra t m of the la y er t Lr k nru, f t to 11# f t i ts two Q methods do nnt g n e e n ar tl > t he same results. but they ab<mld be < lon< crmugt for practical purpreca Either technique also may be adapted to com putat mn of arttb #
men'.s where different mu! ia y ers underlic a footing, if pressure -netth merd rutvet arr avadable for each type of m.d 4% (C. W Dunham, "Foundatmns of Structurce,' McGra. .llil! Itook Com pa n y. - /* New York , It li Peck . W F H anuen, and W E Thorn burn, "Foundat mo 1.nt m eer - , g,I '9
\ ing," John Wdcy A .%>ns. In( New York . N M New ma rk , "Nm phfied Com pu tat um -quirgofm J-o .crtical Pressurm m Elsatic F oundations" and "In fiuence Cha rts f or Com putat mn h-m
.h of Stremars in Elastic F oundatmna,' Unia.creup of /thnais. I.ntvnrenne A r pen ~e
, U.79i,I '
4 Station /f ut/cgins vo! 33. no 4, hept 24.194 and Screes 33h, Nm lin l'84 2 ; ' '. U ' [ *i # - 7-7 Spread F oo t i n ge s nel M ata. (hee also A rt 7 f, The pur poa< of serrad 'h - h Iootings and mata is to distribute loads over a large enough ares no that the mo d c a r J y sm-irt the loads safely and without erceasive arttirment I;sually . sur L f oundatu.n= . .;3 J in.
,u na " '
"'e made af reinforred concrett . though wometimes plain concrete ia used orspread I etmas o merne f or f, ,tinga .hould be placed on un haturbra and a r >e M r . :
nj c' g[5 3
,c g.
the last Icw mr hes of so C abo u ld be c a r a v a ted jus t befor< on e rete pla r , rr < r t st a r ta - ' 5 .. . $ cc
/mdependent or ses,/wed s preud fraolings unus h y a re piared und er v on coni r a ted loads, ,
'. ?
uch as colum ns or piers f F ig 7 A; hu r h spre ad f >>r,tir1ga generally are r ec ta n g u la r e-. tr . .
_ _ . . _ _ _ _ _ _ _ _ _ . . _ _ _ _ _ . . _ _ . . . . - __ ~ _ _ _ _ _ _ _ _ --~_.-._____m _ _ _ _ l i l 1 l 8 b % bQ4S bin b t A $1Ruttyll&t AND 10UND AT10N t0AD$ AND $tR($$t1 l
; g SECil0N 719.0 STRENCTH CRITERIA "19.1 Controlled materials: Strength criteria for structural systems w,th controlled materials as defined in Section 201.0 shall conform'to the l3 specifications and methods of design of acupted engineering practice as
/ given in reference standards contained in Appendix B, or to the ap-I proved criteria in the ab ence of applicable standards. All structures shall be constructed with controlled materials, except as provided in Sec. tion 719.2, or as approved by the bnilding official (see Section 128.0). l 719.2 Ordinary materials: Strength criteria for stnictural systems with ordinarv materials as defined in Section 201.0 shall be based on the j t working stre'ss method of design with masimum stresses limited as pro-vided in Appendix K. For materials not mvered in Appendix K, allow-l able stresses shall be a maximum of three. fourths (%) times allowable j stresses given in applicable reference standards (listed in Appendix B). , Only one and two.famile residential structures and one-story structures ~ l .
- up to thirty.five thousanc'l (35,000) cubic feet in size mav be constructed with ordinary materials. ~
I l
< 19.3 New materials: Strength criteria for materials which are not i
! specifically wvered by the reference standards listed in Appendix B or by other provisions of this code shall be established by tests as provided in Sections 702.0 and S03.0. I 719A Light weight metals: Aluminum and other light weight metals and their allovs may be used in the design and construction of structures l , oniv after special approval of the buildmg official, subject to the deter. ( j mination of the physical properties by tests as prescribed in Article 8
' and in accordance with the provisions of Section 633.0 and provided that plans and calculations are submitted by a registered professional engi-neer or architect. !
l ! r ' SECil0N 720.0 BEARING VALUE OF S0ILS
?
i l 720.1 Cencrah All applications for permits for the construction of i ' new structures, and for the alteration of permanent structures which re- ! f quire changes in foundation loads and distribution, shall be acenmpanied by a statement describing soil in all bearing strata, including sufiicient ! records and data to establish character, nature and inad bearing capacity. : l l Such records shall be certified bv a qualified registered professional en. gineer or architect, except as otlierwise specified in this article. l
,20.2 Satisfactorv foundation materials; Satisfacturv hearing strata to
- provide structural support shall be considered to include the following, i
prosided thev are of a standard comistent with engineering specifica. j tions: natural strata of rotk, gravel. sand, inorganic silt. inorganic clay, e "' l RJ. C , l $ I
I d j ;- g
-: _ - ~ - - - b>-agva r ~ra j af v ,2 Ma$$ACHu$til$ $1 Alt BUttDING CCDC i
l r or combinations of these materials. Compacted fills, when designed and 9 ) plawd under the supervision of a registered profenional engineer and
', certi6ed by him as meeting the design requirements, may be awepted by the building official. Other conditions of unsatisfactory hearing materials which are altered under the super ision of a registered professional en-gineer and certified by him as meeting the design requirements may be accepted bv the building official. Sites invohing medium and fine sands, inorganic s'ilt and compacted fills are subject to the additional special requirements of Section ~20.4.
720.2.1 leading interaction: Wherever bearing strata are subjeet to interaction from other loadings or strata teactions, such conditions shall i be inwrporated in the evaluation of the design bearing capacity of the ; Table 720 l PAISUMP!!V! BEARING VALUI Of FCUNDAfl0N MAf[tlALS Class of material" Tens per scuare foot * !
- 1. lAJssive crysta!! ant bedrock inctu6ng granite,6orite. gneiss. !
l trap rock, and dolomite thatd 14mestene) 60 ) 2. Tobated tock in:tud.ng timestone. schist and state in sound cen6 tion 40
- 3. Se6mentary rock including hard shales. sandstones, and i thorough!y cemented corigiomerates 20 j 4. Soft or broken bedrock (esclu6ng shafel and soft limestone 20 1 5. Compacted, prtially cemented gravets. and und and ,
j hard;an overlying rock 10
- 6. Crave!. wett graded sand and gravel mistures l
} 6 !
- 7. Loose gravet. compact coarse sand. locse sand 4 i j 8. loose coarse sand. loose sand gra.el mistures, and I compact fine sand (confine $ 2 I
- 9. Loose medium sand (cor. fined 1 I 10. Loose f.ne sand (+)
!!. Hard clay 4 l 12. Me6um stiff clay. stiff .arved sllt 2 (t) i 13. $cft clay, soft trchen shale ] (t)
- 14. $cf t inorganee silt. preloaded materia!, shattered shale, or any natural cep0 sit of unusual character not provided
! for herein (+) l 15. Disturt>ed va, red sitt 0 l
- 16. Cor pacted g, anular fill (2 5 + )
i 1 Th. i~
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4 4 ; 51RUCIURAL AND TCt;hDATION t010$ AND Sietsits 6- _m
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O support strata. l 720.2.2 Bearing capacity for light weight struetn'res: Light weight i structures and ancessory strnetures, such as garages and sheds may be founded on normally unatreptable bearing strata, providing such mate. rialis certified by a qualified legistened professional engineer or architect l as being satisfactory for the intended use. 720.2.3 Protection of bearing strata: Bearing strata which may be I 9 adverselv tion and'shrinlage alTected d'ne to cwess beheat, conditions shall be adequately within the structure, such as ev protecteo. 720.3 Bearing values: The masimum pressure on soils under founda. tions shall not eseced vaines speciRed in Table 720 escept when deter. ; l
- mined in accordance with the prosisions of Section 722.0 or when modi.
l fled by specific sections of this article. l 720.3.1 Classification of bearing materials: The terms used in this sec. ! tion shall be interpreted in attordance with generally accepted engineer- ! ( ing nomenclature. In addition, the following more specific definitions are I used for bearing materials in the area. I ' Rocks Shale: A soft, fine. grained sedimentary rock. ' State: A hard, fine. grained metamorphic rock of sedimentary origin. Conglomerate: A hard, wellemented metamorphic rock consisting ; of fragments ranging from sand to gravel and cobbles set in a fine. grained matris (locally known as Puddingstone). Granular materials A mixture of mineral grains at least seventy (70) per ant O Craveh(b,s weight) of which is retained on a no. 4 mesh sieve and not pos.l sessing dry strength. Sand: A misture of mineral grains at least seventy (70) per cent (by i weight) of which passes a no. 4 mesh sieve which contains not ; more than fifteen (15) per cent (by weight) passing a no. 200 mesh sieve. j Coarse sand: A sand at least fifty (50) per cent (by weight) of which > is retained on a no. 20 mesh sieve. Stedium .md: A s.md at least fifty (50) per (ent (by weight) of '
@ which r .sses a no. 20 mesh sieve and at least fif ty (50) per cent (by weigh' ; is retained on a no. 60 mesh sieve.
rine sand. A sa::d n! lest fifrv GO) iwr cent (bv weit ht) of w hich
' ~
passes a no. GO mesh sieve and'not m' ore than fifteen (15) per cent ; (by weight) pauing a no. 200 mesh sieve. Well. graded sand.grmel mixtures: A misture of mineral grains which contains between twenty five (25) per cent and seventy (70) 2n
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. per cent (by weight) passing a no. 4 mesh sieve, between ten (10) i and forty (40) per cent (by weight) passing a no. 20 mesh sieve, and containing not more than eight (S) per cent (by weight) passing a no. 200 mesh sieve.
[~ Cohesive materials
- Clacial tilh A very dense, heterogeneous mixture ranging from very i Sne material to coarse gravel and boulders and generally lying over
- bedrock. It can be identified from geological evidenn and from the very high penetration resistance encountered in soil boring and sam-pling operations.
Clay (inorganic): A fine. grained, inorganic soil possessing suscient ! dry strength to form hard lumps which cannot readily be pulverized ! by the fingers. Ilard clay (inorganie): An inorganic clay requiring picking for re-moval, a fresh sample of which cannot be molded by pressure of the l ; Engers. l
.A!cdium clay (inorganic): An inorganic clay widch can be removed
' by spading, a fresh sample of u-hich can be molded by a substantial pressure of the fingers. Soft clay (inorganic)- An inorganic clay, a fresh sample of which can j be molded with slight pressure of the fingers. i Inorganic silt: A fine. grained inorganic soil consisting chiefly of f rams which will pass a no. 200 mesh sieve and possessing sufficient bry strength to form lumps which can easily be puherized with the , l ; i fingers. Note: Dry strength is determined by drying a wet pat of soil and breaking it with the fingers. Compacted granular filh A fill consisting of gravel, sand-gravel mix. i l . tures, marse or medium sand, crushed stone, or slag containing not ' more than eight (8) per cent by weight passing a no. 200 mesh sieve l and not having plasticity, shall be considered satisfactorv bearing ma- l 1 terial when compacted in nine (9) inch thick layers, measured before ! compaction, with adjustment of water content as necessary to achieve required compaction by apphing to each layer a minimum of four (4) I coserages of one (1) of the following:
- 1. a vibratory roller with a steel drum with minimum weight of two ;
i (2) tons with a speed not euceding one and one. half (1") miles per hour; l
- 2. a rubber-tired roller having four (4) wh< cl abreast and weighted j
to a total load of not less than thirty.five (35) tons;
- 3. with the treads of a crawler type tractor with total load of not l- less than thirty five (35) tons; or ',
f
- 4. other types of materials, compaction equipment, and procedures ,
'h . T
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'f 9/15/59 E
235 ARCHITTCTURAL A'!D S TRUC* URAL FTTL*:~5_ h Foundations-Fourdations are reinforced c:ncrete. resting The maximum en soil bearingconsisting of ( ft, with ro=e redue-j fine sands ard gravel, with man 7 cabbler ard beulders.; < - v tion for shallow pr small footings.Inere frest may occur in the grcund, as in the case of all
, undisturbed soil. For general d
g[purpose carried footings for down to a mini::2 ofexterior valls 5 ft bel:u the finished yardard t gra e.gth building fou-daticns, concrete with an ultimate e renFor the f detachei cf 2,501 psi stru t has bee:. has been used.
# turbine support, ard other impcriant str.::tures, 3,000 pri concre e 3used.
9 Structural Steel Structural r. teel conforms to the Specificaticns for Structur Y. Steel for Bridges, AS;T. A7 l
*[ of cated, and erected the A=erican Institute in accordance cf Steel Ccastr.:ction vitnand the thestandard American Wlding, specificatio l
l Society. In general, the structural f rt..ing is shep riveted and has been f rivets. Eerected in the field with high strength 1:lts in lieu o L s hildine Valls. Flcers aM Poof C:-nrnti-n o The exterior valls of the upper part, of Turbine hilding are faced Pf vith insulated steel siding of "sarh.tch" corstruction, censisting of twoT
! layers of metal with Fitsrglas insu1stien tetween.l ecwred .itt. asphalt-satu ated astestes t d by a plastic
, siding consists of corru;sted tetaJ sheets borded to the steel with
" coating on the weather side. Aru adjacent to the tu-bina r3 t dnthur en t .,te el . The valle Of the Centrcl Rec 1/ the side facing the reatter are solid con::cte 4 f t tnick con:truc e l in order to serve both as building valls a-3 as shielding in case unusua j
radioactivity shculd develep. Turbine hilding, Ser'tice Building. Auviliary Equip =ent ting r concrete block construction with a tea.7 exterior veather-protecti Vir -
,[ of vinyl plastic.
; has exterict insulated steel ps.reled, percelain cr.a cled curtriin valls. Dears
} dov sash of all buildings is ala.inun.Interier to. partitions are all cercrete inW.di .c t . steel curtains as the- case msy starder.:! ::. .. . mA , b'. eu sohd v:r : n blocks, ordin2-il/ o f thaSolid ticck exter:.rr v .1;s are u.nd in :ce pcrts cf the Ur.ste AD exurier buildin; i is required. Jd -alls hildingareCcit.
ce-t Disposal Nilding to pr:, Ide chieldir.g.e tablishei 17 t'.e Anerican S*.ard: signed for the wird 10:.t.*, i :nstructed with a reinforced e-r:- t The storsg reult for nw fu; !ne talls hovo n . in .! st- .'e ard eJe crete f ranc, roof d< c:c. v.2 fi :- f. - t. - x r w ry. . l'.rt: d--- s u .- partly reinforcN - i f Sw: S h p o_M s +y . G I Of /
, y. . - y\\h\
STONE 6 WEBSTER ENGINEERING CORPORATION 245 SuuMcm STRECT. BOSTON Massachusetts '.i .A aoonces au. con =cseonotwcc to e.o. som mass. soston. . s. onior
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Mr. J. Mayer , 1 August 8,1978 Yankee Atonic Electric Company '
\
20 Tumpike Road ' J.O. 1207/.15
,,;.,)
Westborough, Massachusetts yi.
. . , \ ; .. - g*
Dear Sir:
GIDTEGNICAL DATA YANEEE ATOMIC ELECTRIC PLANT RD' E, MASSACHUSETTS l At your request, ve are providing herewith one copy of historical data and correspondence from our files related to geotechnical investigations, foundation design and site preparation for the Yankee Atonic Electric
- Plant at Rowe, Massechusetts. The list of itens attached to this letter are as follows
Attachment No. Description 1 Boring location plan and logs of borings 2 Report of seismic survey 3 Senry of structural design criteria
/. Design of screenvell, notes of conference 5
6 Profile of Bottom of Pond (letter R.J. Coe - H.T. Evans) l ' Preparation of site for ibture cooling tower (letter R.J. Coe - H.T. Evans) 7 Cooling toser (letter H.M. Johnson - C.T. Chave) 8 Report by Hansen, Holley and Biggs (Design of Concrete l Stmetures Supporting Reactor, lette r R.J. Coe - H.T. Evans) 9 Foundation and Dike (letter D.E. Feldtmose - H.N. McCampbell) 10 Determination of Finished Yard Elevation (letter H.M. Johnson - H.T. Evans) 11 Intemffice Memorandum (Swiger - Incks) Should you have any questions, or if we can be of further assistance, please do not besitate to call the undersigned at 973-2067 cc Mr. N.T. Georges at 973-2171. Very tmly yours, " A.S. Incks ' Chief Geotechnical Engineer r..._,._. .. 5 WA
. f Attachment 1 Boring Iocation Plan and Ings of Borings 9
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- NEW 1oRK GOW DIVISION nosToN 16, Mas.sachusetta To Stose_k Wbster_ Enrineerirw corp. Dat, Jee 21st 19 56. Job No. B-179h-I Location of Borings. Tanket.Atomie Electrie - . , .
comany,licinity of 3RERus Dry. Mianchnutu. . All borings are plotted to a scale of l' x .. 8 fr. using as a fixed datum. No. __ l . No. _.I.A No. 2 No. _ 2A '
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,. . n3 TEST BOkiNG REPORT ' '
R AYM O N D CONCRETE PILE COMPANY 301: Park Sq. Buildir.g COW DIVISION Boston 16, Massachusetts 140 CEDAR STREET . NEW YORK 6. N. Y. To ._ st, ope..A..Wb.v.te,r,,f.ngineadag.,Cor20.rA t i.Qp. ....... ... Date . . . lulI.16.th.. _ _19. 56.. Addreu.- ld E#.d.C.T.41...S.k'T.C.t,..b4.toni.,bp3dgme,%te,,,,,,,,,, ,,,,
- We have completed the fo!!owier borises la you at...I.ar.kgg.,,A,t,o,MR.,Mgr .E144b,..Y1Q1'11tl,,Qf,,,,,,,,,,,,,,,
D ***P3M.D W ..P.C.G ,.ym ar Muse.t.t= - . with resvits shown belaw. In accordance with your inserwnwes. we have sent labe!!cd samples of the strata e ncouaiand To A.Mn.. ..Mr. C., 7...Qar.@n . A44,eas ... .... .. AW.ve W_ Sori::gs l..k. 2.. del 17.ca.d.aa .cc.ple.tadder date of. Bod.r.g 2 del 1Yeter.d. Raymond Concnte File Co. i.ocAriou et.As scat c i = 7-16-56
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f FOR IDCATION OF IDRIN"a3 SI'S AMACIE PLtJf Compau Poinu This boring report prep.ued in the By... . .@ . ......... B. 0,,#,,,i, p,,N_. OFFICE of the Job No. li-li.9.03.-DOS. p , n,,,,,s c's. . .. n:t. r'n -. . . *+ * *
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O 2 , b- , 7/ o ',O g O ; 10*w 1,, Outwash Sand and Gravel %.a# ( BEFORE CONSTRUCTION ) o- ico- 200' f 300' f 400' 1 I 1 f A. ESTIMATED THICKNESS. UPPER SOILS LAYER FIGURE A YAliKEE ATOMIC ELECTRIC COMPAflY - PLAN VIEW GEOLOGIC PROFILE LOCAT10tl . b OG A Tf 0f/ 05 $ / T L-~~ OR(NG3 '
"@ i STONE E5 WEBSTER ENGINEERING CORPORATION !
t 245 SuMMca STRECT. Boston. MAssACHustris (.i 4 _ I aconcss att comaceconocues to e.o. som asas. sostoa. ass. easor U" .*.* ' U. ....
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Mr. J. Mayer ,
. AuEust 8, 1978 Yankee Atonic Electric Conpany '
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20 Turnpike Road J.O. 12074.15 Vestborough, Massachusetts i.
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Dear Sir:
'.~.i. ,..-,,,...
GIOTEGNICAL DATA YAEE ATOMIC EIICTRIC PLAh~r P.0VE, MASSACFUSETTS At your request, we are providing herewith one copy of historical data and correspondence fron our files related to geotechnical investigations, foundation design and site preparation for the Yankee Atonic Electric Plant at Rowe, Massachusetts. The list of ite=s attached to this letter ere as follows: Attachnent No. Description 1 Boring location plan and logs of borings 2 Report of seisnic survey 3 Su=nry of stmetural design criteria 4 Design of screenvell, notes of conference 4 5 Profile of Botton of Pond (letter R.J. Coe - H.T. Evans) , 6 Preparation of site for Ibture cooling tower (letter i R.J. Coe - H.T. Evans) 7 Cooling tower (letter H.M. Johnson - C.T. Chave) 8 Report by Hansen, Holley and Biggs (Design of Concrete Structures Supporting Reactor, letter R.J. Coe - H.T. Evans) 9 Foundation and Dike (letter D.K. Feldtnose - H.N. McCanpbell) 10 Deter =ination of Finished Yani Elevation (letter H.M. Johnson - H.T. Evans) 11 Interoffice Menorandum (Sviger - Incks) Should you have any questions, or if we can be of further assistance, please do not hesitate to call the undersigned at 973-2067 or Mr. N.T. Georges at 973-2171. Very truly yours, A.S. Incks Chief Geotechnical Engineer 12 r - nn -- 1
Attachment 11 Interoffice Memorandum (Swiger - Lucks) t t
c,,- to on . INTEROFFICE MEMORANDUM w o m o. 12074.15 a SUBJEc7 POUNDATION STUDIES C0TE August 2,1978 TANKEE ROVE ATOMIC POVER PLANT FROM VFSviger:eac __ _ _ TO / Astucks cc cenerai Faes b; The Yankee Rove Plant was designed from 1956 through 1958. Mr. C.T. Gordon i was Structural Ingineer on the work. Detailed stntetural analysis was done by Mr. Art Vachrameef, Senior Structural Designer. The l vriter was responsible for foundation investigations and basic foundation design. . Geologic studies of the detail now required were not made. recon-naissance geologic investigation indicated ht the proposed plant site was a till-filled valley in the bedrock entering the left side of Sherman Pond. The bedrock of the area is crystalline metamorphic rock of Paleozoic Age. b till was very dense indicating compaction by ice. Five borings were made into it to explore foundation conditions. All were carried to refusal but in general this probably ocmund on boulders, a number of which were encoun-tered in the boringi. Logs of the borings are attached. In addition, a refraction seismic survey was mado to evaluate depth of bedrock since reaching it by borings was proving extremely difficult. A _ copy of this survey is attached. It was concluded that h dense 3-glacial till provided an excellent fotmding material for W plant. Further, considering its compaction there was no possibility of findine soft compressible soils under it even though the borings were not able to be advanced completely to rock. The contai"=ent structure is a steel sphere supported by columns which in turn rest on a ring mat. This ring sat surrounds a central sat foundation which supports the primary columns which in turn support the reactor vessel. A bearing value of approximctely 8,000 lbs. per square foot was selected as being conservative. The elastic modulus for the soil was estimated based on previous experience and test data from certain dense sands which were extrapolated to site conditione. These data were used in W elastic design of the ring mat and central mat of the containment structure and for estimating settlements which would occur under these structures. Observation during and following construction verified that the estimated settlements and computed settlements were in good agreement. At the time the work was done, seismicity and earthquake resistant design for nuclear containment was not a concern for eastern sites. The basic law simply required that plants be located not closer than one-quarter mile for an active fault. Accordingly, I do not recall whether or not specific design for earthquake was incorpo-rated in the structural analyses. I am sure that a detailed investigation of seismicity of the areas was not made other than a review of the Earthqucke Eistory of the United States, USC&GS. Seismic design was probably covered by a statement that historic earthquakes in the site area did not exceed MM Intensity V and earthquake design was not of concern.
. o 2 -
An ev==ination was made of Sherwu2 Dam to verify that it was in good
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condition, that there was no significant leakage which would indicate - difficulties, and there was no cracking or other indications of distress. A study was also made for rail and road access to the site for delivery of the reactor pressure vessel. t WSwiger j # i i I i l l . i i i l i 1
STONE 8 WE'BSTER ENGINEERING CORPORATION M Ass ACHustTTS 245 Suwuca sincci. Dosf oN. _ _ - -- _ __
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k SEP 10 EiD t September 7, 1978 For. A. Habert
..l.N_Y,h,Q, h -
y C~,.CT. .t"'. Tic. ogp g.* Iankee Atonic Electric Co=pany Y A: O J.O.No. 12074.15 20 Turnpike Road , Estborough, PA 01581 .
~
k ar Sirs GPO'JNDVATER AND DEVATERING - Dl7.EE RO'.'E At your request, ve scarched the project files end telked to S&V personnel associated with the project to detemine groundwater ccnditions prior to and during construction, and also the devatering nethods enployed to control groundwater flov. Our findings are srmrised below.
"As original site t$pography sloped upveri to the south Groundvith elevation the ground - -
surface ranging in elevation fro = el 1050 to el 1020.at the reactor - pla=t area, a bench was excavated to el 1022. Borings e.nd greundvater data collected prior to constmetion vere li=itedTw to the cont =innent and the screenven arens.
. cent showed the grcundwater to be 19 ft (el 1018) and 14 ft (el 1024.5) ~
The groundwater neaf the scrcenvell location was .LO ft deep,(respectively.One deep el 1004). potable veter well (300 ft deep) was drilled on the -
.\ senth (upM11 side) of the plant area. -
i
.\ .
Shallov' groundwater and surfece mn off was easily intercepted The con- and diverted cn the uphill side of the plant during plant area constmetion. tain=ent foundation excavation was relatively shallov (15 to 20 ft deep) T -- ldory glacial till. Scepage is
,end required blasting to break up bouThero was practically no seepage in the reported to have been min b l.screenvoll excavation, even though the screenven rcmd. .
was acconplished by ditching to intercept
- hvatering and Groundvnter control challow scopage uphill from the plant ama and very minor cunping and No special or elaborato devatering pcnping fron foundation excavation. -
cyntem was required during construction. f
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. , e In su: nary, it sec=s likely the original' groundwater 1cvel slop::d with the
- topography._ The reported lack of groundveter control during construction is consistent with the dense till found at the site. . . _
The source of the above infor=ntion is: -
- . co:=unication with 1. Dasenback (he was resident engineer during
.' . construction) cnd V.F. Svicer, both of S&V.
.. . Ray =ond test borings - June 1956. -
... neno fro: H.T. Evans to H.M. Johnson (9/20/57).
Should you have any question or desire edditional infor:ation, please do not hes,itate to cell N.T. Georges at (617) 973-2171. Y, cry truly yours, , s.- ~ : 2..S. Incks, - Chief Geotechnical Engineer
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*/3.a <a cg,'C, UNITED STATES L . I{ . lie fd er
! } )j. i ____. NUCLEAR REGULATORY COMMISSION D. W. Edwards /R. E. IIelf rich D. E. Moody
;, N , /- - l RECEIVED msnmcroN. o. g. 20sss ,
/ SEP 0 21982 A. C. Kadak
..... .- .bl!' j E2 --
- NYR 82-204 -. J. A. Kay _ _
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J. D. Haseltine Docket No. 50-fbxyg3;oggr.' J. K. Thayer LS05-82 M9 A. M. Shepard-2 H. A. Autio R. L. Boutwell D. McLain Mr. James A. Kay R. L. Berry Senior Engineer - Licensing SEP-6 Yankee Atomic Electric Company J. C. Robinson 1671 Worcester Road C. Harper Framingham, Massachusetts 01701 R. B. MacPherson C. Child
Dear Mr. Kay:
T. M. Sherry J. R. Chapman
SUBJECT:
SEP TOPIC II-4.D, SLOPE STABILITY Original-Licensing File Copy YANKEE NUCLEAR POWER STATION We have completed our review of the subject topic for Yankee Nuclear Power Station at Rowe, Massachusetts. Enclosed is a copy of our evaluation report for this topic. You are requested to examine the facts upon which the staff has based its evaluation and respond either by confirming that the facts are correct, or by identifying errors and supplying the corrected informa- [ tion. We encourage you to supply any other material that might affect the staff's evaluation of this topic or be significant in the integrated assessment of your facility. Yo'1r response is requested within 30 days of receipt of this letter. If no response is received within that time, we will assume that you have no comments or corrections. Sincerely, 1 b (;
- s. d i Yi8F Ralp Caruso, Project Manager Operating Reactors Branch No. 5 Division of Licensing
Enclosure:
As stated cc w/ enclosure: See next page [ jV/C t. & st c- nW M & -0M k & . Iw
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d [$0l0$03y l{g. Ay&pwy +f .
[, . 4 From triaxial test results on till samples obtain,ed from the test
. pits, the licensee has assigned the following undrained shear strength parameters to the soils forming the slopes:
Depth Angle of Internal Friction, D 0 to 30 feet 46' 30 to 90 feet- 40' Greater than 90 feet 35
- T.he bedrock was assigned value of angle of internal friction of 70*. :.
t The groundwater along the slope was assumed at the surface. i Based on a review of the above information, the staff concludes that the scope of field and laboratory tests and the resulting values of ' shear strength parameters used in the analyses are reasonable and
- i acceptable.
j 3. Desian Criteria and Analyses To meet current regulatory requirements, the discussion of design criteria and analyses is considered acceptable if (a) Appropriate state-of-the-art methods have been employed. (b) Conservative assumptions regarding soil and rock properties have been used in the analysis of slopes. v h
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e 1eWrane (617) 8724100 TWK 7103807619 YANKEE
.~,
ATOMIC ELECTRIC COMPANY Ya-.dlt s uxme . 1671 Worcester Road. Framingham. Massachusetts 01701 April 20, 1983 MAG 214/83 W.O. 3856 ' DCC CES YR 83-10 Cygna Energy Services 101 California Street Suite 900 San Francisco, CA 94111
Dear Mr. van Stijgeren:
Yankee Nuclear Power Station Soil Mechanics Investigation Attached herewith for your information are two memos which further support the YAEC position that the Vapor Container is founded on dense undisturbed material. One memo Support was written by our T. M. Sherry, currently Director of Construction for YAEC. Engineer with New England Power Service Company.The other memo was writ Very truly yours. YANKEE ATOM 2 ELECTRIC COMPANY V) Af % B. W. Holmgr Mechanical Analysis Group BWH/kac cc: A. C. Kadak C. L. Child J. D. Haseltine A. V. Roudenko T. M. Sherry D. E. Nichols (NEPSCO) G. A. Harper Attachment
^ -
M t:.M O H A N U U-M i ,, J. W. Stacey September 18', 1978 p OM T. M. Sherry a>ECT YANKEE ATOMIC ELECTRIC COMPANY - YANKEE R0WE During the construction of the Yankee Atomic Electric Company Nuclear Power Station at Rowe, Massachusetts, I held the position of Coordinating Engineer. While holding this position, I was responsible for following all construction activities. On several occasions I witnessed the foundation material for the containment building foundations and ring mat and can attest to the fact that these foundations were founded on dense glacial till. p,pg 6 ( /-G 7 jgh (
w2' **o
- MEMORANDUM 3 R. B. MacPherson Yankee 7 April 1983 C Ow*a N V Om L OC A T 3 0*e DaTE Om D. E. Nichols Westborough File C OMPA N T OM LOCAT40M 3lgct YANKEE-ROWE : VAPOR CONTAINER FOUNDATION MATERIAL During the period from October 1957 through August 1960, I worked for Stone and Webster Engineering Corporation as a field engineer responsible for various areas and phases of the Yankee-Rowe plant construction.
In particular I was involved with the foundation layout, excavation, c and footing construction for the vapor container structure. This
- Included the central large block foundation and the ring foundation, which support the concrete containment structure and the individual pier foundations, which support the steel containment sphere.
l' The excavation for these foundations was carried to the footing grades as required. To the best of my recollection there was no overexca-vation in this area and was a glacial boulder till type material, greenish-brown in color. In several areas along the ring beam, one and a half inch aggregate was placed due to seepage, thereby allowing water passage and continuation of the foundation construction. Once completed the area between the central block and ring beam was backfilled with a gravel material and compacted. (
%.W. ley.
DEN /kaa ' l I i 1 . ENGINEERING l
.. . _ _, _ _ ,}}