ML20147F142
| ML20147F142 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 03/02/1988 |
| From: | Gridley R TENNESSEE VALLEY AUTHORITY |
| To: | NRC OFFICE OF ADMINISTRATION & RESOURCES MANAGEMENT (ARM) |
| References | |
| NUDOCS 8803070244 | |
| Download: ML20147F142 (85) | |
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TENNESSEE VALLEY' AUTHORITY CH ATTANOOGA. TENNESSEE 37401 SN 157B Lookout Place-f' 4
MAR 2 1988 U.S. Nuclear Regulatory Comission-ATTN: Document Control Desk Washington, D.C.
20555 Centlemen:
In the Matter of
)
Docket Nos. 50-327
' Tennessee Valley Authority-
)
50-328 SEQUOYAH NUCLEAR PLANT (SQN) - ESSENTIAL RAW COOLING WATER (ERCW) PUMPING STATION CONCRETE As requested by Tom Cheng, NRC, in a February 27, 1988, telephone conference call, the' enclosed documentation represents TVA's resolution of NRC concern on cavities in concrete foundation of the ERCW pumping station.
Very truly yours, TENNESSEE VALLEY AUTHORITY yh
/
L R. Gel ey,Directorf Nuclear Licensing and Regulatory Affairs t
Enclosure ec: See pago 2 7
0 An Ecual Opporturuty Employer
o U.S._ Nuclear Regulatory Cosalssion hAAR 21988 Rnclosure.
cc (Rnclosure):
Mr. K.
P.- Barr, Acting Assistant Director for Inspection Programs TVA Projects Division U.S. Nuclear Regulatory Commission Region II 101 Marietta Street, NW, suite 2900 Atlanta, Georgia-30323 Mr. G. C. Zech,~ Assistant Director for Projects TVA Projects Division U.S. Nuclear Regulatory Commission One White Flint, North 11555 Rockville Pike Rockville, Maryland 20852 Sequoyah Resident Inspector Sequoyah Nuclear Plant 2600 Igou Ferry Road Soddy Daisy, Tennessee 37379
~
y SEQUOYAH NUCI. EAR PLMI RESPONSE TO NRC CONCERN ON CAVITIES IN CONCRETE FOUNDATION OF ERCW PUMPING STATION TABLE OF CotfrDrrS Item Description
' Response to NRC Concern on
. Executive Su:, nary Cavities in Concrete
- Detailed Description Foundation of ERC'4 Pumping and Supporting Information Station Attachment A Effect of 'Jeak ones on Structural Behavior Equip =ent Seismic Qualification Attachment C Geologic Evaluation of Percussion and Core Drill Data Attachment D Evaluation of Voids Around Steel Liner Attachment E Supporting Calculations to Conservatively Assess the Effects of 'Jeak Zones on the ERC'J Pumping Station Stresses Attachment F
- Procedure for Pumped Tremie Concrete
- Concrete Mix and Cylinder Data Sheets l
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. SEQUOYAH NUCLEAR PLOTT.
' RESPONSE TO NRC CONCIRN ON CAVITIES IN CONCRITE
- FOUNDATION OF IRCV ? UMPING STATION A
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s-rp i SEQUOYAN NUCLEAR PLA!C RESPONSE TO NRC CONCERN ON CAVITIES IN CONCRETE i
TOUNDATION OF ERCW PUMPING STATION IXI; WIVE
SUMMARY
During the IDI followup inspection :he inspector reviewed the geologic report for the ERCW pumping station. He noted frem the logs that several "cavities" existed i
in the foundation concrete.
The inspector requested information to show that the cavities were evaluated. grouted, or otherwise shown not to affect the structural
~ integrity of the pumping statica foundation.
A detailed description and supporting information of an evaluation of this concern follows this st==ary.
l BACKGROUND AND ?REVIOUS EVALUATION The ERCW pu= ping station is supported on two overlapping sheet pile cells founded on rock.
Drilling of the concrete i:undation shortly after co=p.letion of the-foundation indicated weak :enes of c:ncrete' (2 holes were core-drilled and 6 holes were percussion drilled). This concition was documented in NCR 37.
An evaluatica accounting for the recuttion in stiffness of the structure'due to the weak :ones was perior=ed when the :enes were identified during the construction i
period. These calculations indicatet that the effect on the behavior cf the t
structure and ecuip=ent was not significant.
l A final report was issued on NCR 37 :n November 29, 1978. The report discussed the evaluation of the ERCW purping stati:n concrete and the resulting reduction in i
stiffness.
The open ites was closed ':y the NRC in 1979.
l ADDITIONAL ITAL'0ATIONS Review of the drilling report leads to the conclusion that the "cavities" are not f
voids but are gravel-filled pockets. The gravel-filled pockets have a reduced stiffness, but vill effectively transfer load, j
Additional calculations have been perforced to assure the strength and stability of f
the pu= ping station foundation. To satisfy the NRC concerns related to this issue,
[
j TVA agreed to incorporate a = ore conservative set of assumptions into the bounding strength and stability calculations.
i CONCLUSION r
i -
The effects of the weak :enes on the tehavior of the structure were evaluated when discovered during the construction period. This condition was discussed in a final report to the NRC. The additional evaluations performed recently reverify that the j
foundation still =eets the design requirements.
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s DETAILED DESCRIPTION AND SUPPORTING INFO MATION GENERAL Construction of the ERCW pumping station and access cells began in November 1975. The cells for both the access cells and pumping station vere constructed by Gulf-Foundation, Inc. The contractor left the site in 1978.
The pumping station and the pipe support structures on the access cells were constructed by TVA.
CONCRETE QUALITY PROBLEMS Af ter ccepletion of the initial concrete placement for the first two access cells, drilling of the cells indicated that significant pockets of weak material existed in the cells. After further investigation, the cells were determined to be inadequate. They were removed and the construction procedure revised. NCR 37 was issued (1976) to identify the deficiency in the placement procedures.
As the result of NCR 37, the cell cleaning and concrete placing procedures for the cells were revised (see Attachment E).
In addition, a program for drilling of the cells and pumping station was initiated. A final report on the NCR was not issued until all concrete had been placed and drilled.
Initially, two holes were core drilled and 6 holes were percussien drilled in the ERCW pumping station. The drilling indicated that about 17 percent of the volume of the tremie concrete was weak concrete or gravel. As a result of these weak =cnes, the stiffness of the structure was reduced.
Attachments A and B provide the results of the evaluation of the reduced modulus of elasticity on the response of the structure and equipment qualification, respectively. The study results indicated that the structure and equipment remained acceptable with the assumed reduced stiffness.
INTERACTION WITH NRC ON NCR 37 NCR 37 was determined to be reportable, and was discussed with the NRC on several inspections. The NRC inspector (OIE) reviewed pertinent informa t ion, visited the site, and inspected the cores. He also obtained copies of the drilling logs.
A final report was issued on NCR 37 on November 29, 1978. The report described the evaluation of the ERCW pumping station drilling data and the subsequent reduction in stiffness. Closure of open items 327/73-09-03 and 328/78-06-05 is noted in an NRC inspection report transmitted to 77A dated March 26, 1979.
ONE4 - 2833Q NTB - 2/28/88
. CONCERNS RESULTING FROM IDI INSPECTION During the IDI follovup inspection the inspector reviewed the geolog;: reper:
for the ERCW pumping station. He noted from the logs that seversi
- 1vi:ies" existed in the foundation concrete. Of particular concern was a cav::y between two of the four intake conduits. The inspector reques:ed ini:r:1:i:
to show that the cavities were evaluated, grouted, or otherwise sh0'.
affect the structural integrity of the pu= ping station founda:i:n.
DISCUSSION OF "CAVITIES" The "cavities" noted in the geologic log were not voids, but were gravel-filled pockets. Attaen=ent C provides the basis for :his determination.
The gravel-filled pcckets would have reduced s:iffness.
The gravel pockets or :ones, however, would effectively transfer :he *.02:.
The gravel is cost likely confined by the concretet however, any grave.' Area :ha reached the edge of the cell would be confined by the sheet pi'.e :e'..
INVESTIGATION OF "CAVITIES" BEHIND INTAKE LINERS AND 'IRAVELLING 3CRED: VE113 The structural steel drawings for the intake conduit liners require: the liners to be sounded for the investigation of voids behind the *.iner.
This requirement was i=plemented by drilling 11 holes in the sides :i :he ver:i:31 section of the liner and 2 holes in the bottom. Details of this investiga:ica are provided in Attachment D.
The inspection verified the adequacy of the steel liner and also pr:vides additional infor ation to substantiate that significant cavities di: ::: tsis:
in the concrete adjacent to the liner.
ADDITIONAL EVALUATIONS Additional calculations have been pertorted to assure the streng:h r,1 stability of the pumping station. The calculations were inten:ed ::
conservatively evaluate the effects of gravel :ones and weak c:ncre:e =ight have on the structure.
The calculations (Attach =ent E) assumed that the weak :ones indicate: by the individual geologic logs extended over representative areas of :he : ells (approximately one-eighth of each area':.
These calculations were or:gica;;y based on a reduced modulus of elasticity for sof t concrete and a fur:her reduced modulus for the "gravel" :ones.
The calculations indicated tha: :he reduced stiffness resulted in redistribution of load-carrying :apaci:v.
increased vertical stress in some areas, and reduction of the s:ress is o:her areas. For example, for the assumed gravel :ene between the in:ake :::dui; indicated by hole 39, the ce=pressive stress in the assumed gravel :ene was approximately 60 lb/in* and the compressive stress in the adjacen: area wi:h concrete was approximately 420 lb/in*.
Shear stress in the cass also re=ained very low (range of 10 to 50 lb/in*).
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ONEa - 2833Q NT3 - 2/25/88 M
6 is 1.: Telephone discussions of the calculation methodology.and 'results with'the NRC.
led to an ; agreement that one assumption was not conservative and several assumptions required additional conservatism for closure. They are as follows:
1.
A more accurate approximation of the assumed bearing width considered to be effective in resisting overturning.
2.
Ze/o concrete tensile strength.
3.
Zero modulus of elasticity for the gravel :ones, i.e., :ero contribution to strength and stability.
The supplemental calculations indicated acceptable concrete compressive stresses when compared to acceptance limits.
CONCLUSIONS The drilling of the ERCW pumping station indicated weak :ones of concrete.
Evaluations accounting for the reduction in stiffness for the veak :ones were performed during the construction period. These calculations indicated that the effect on the structure and equipment was not significant.
Additional evaluations have also determined that the structure does not contain open voids or cavities. The compressive stresses in the cell concrete remain acceptable when several additional conservative assu:ptions are considered.
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, i ACACIO!ENT A ET.CV ?O! PING STATION EFFIC* OF VEAX 2CNES ON SnU M L BEHAVIOR
..An evaluation was performed in the Tall. of 1977 :o address :he errec: o-iden:ified weak :ones in':he tresie concrete cells comprising the base and!
lower portion of the ERCW pumping s:ation. This study is doeurented in TTA calculation CES 800605 013.
t Iva;uation of the bore hole informa: ion for this strue:ure had identified a poten:ial reduction in the effec:ive area because of regions of we1k :encrete.
-cr.; avel, and had estimated these :o be approximately 25 percen: of :he net area. These regions are shown in Figure 1.' Consis:ent with :he esti a:ed 25 percent reduction in net area, dyna ic analyses were perfor ed :o quan:ify
- his reduction using a reduced =odulus of 75 percent of :he original.
The modal results are shown in Table 1 for 100 percen: E~and 75 percen: E.
Effee:s of this redut*.' ion on strue: ural responses and. response spectra are l
- iven i n Table 2.
The cenclusions reached in these evaluations was : hat a 20dulus redue: ion of 25 percent would not significantly :hange the dynamic response of :he s:ru::ure.
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ATTACT!ENT 3 ERCW PUMPING STATION EQUIPMEhT SEISMIC QUALIFICAT:CN The ca;;;;ation of response spec::a variation (see Table ci A::a:.'. en:
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indicates tha: :he spectral acceleratica increase is less -han *0 per:en:.
'Jith regard to equipment seismic qualification, this leve'. Of respense spec::a change was not considered significant, and did not warran: any reeva*.;a: ion of equipment qualification. This engineering evaluation which '.as 9 ace in *.977 is sti;l considered valid and appropriate.
The revised response spectra.ior :he ERCW pumping station : e :: :he 15 percen: redue:ica in concrete modulus does not adversely impa:: equi;:en:
seismi: qualification.
ONEa - 2833Q NT3 - 2/28/88 U
. ATTACM ENT C SEQUOYAH NUCLEAR PLANT ERCV PLHPING STATION GEOLOGIC EVALUATION OF PERCUSSION AND CORE DRILL DATA Percussica and core drilling of nine holes in the ERCW pumping station concrete indicate "cavities." "core loss." "rock and sand." and "so=e aggregate."
After reviewing the crill inspector's log for a six-inch core hole at 39A and the geolcgist's icg of holes 41 and 44 and co= paring these with the geophysical legs. :he :erm "cavity" is misleading.
It is apparent tha: :he drilling encountered soft :ones or pockets of loose sand and gravel that eere not bonded with cement.
The drill incpector's log for hole 39A reported "rock" or "rock and sand" on top of solid core in several places.
After drilling was halted at 28.7' the bottom of the hole was checked with a weighted tape which indicated an accumulation of~approximately six feet of "rock and sand." The inspector also noted the hole would have to be cleaned out in order to continue drilling.
As shown en the attached sketch, there is remarkable correlation between percussica hole 39 and core hole 39A which is 3.6 feet away.
The "cavities" reported in 39 are indicated as "core loss" in 39A. Also, note that in hole 39A there is no indiction of a rod drop but the driller reports "easy drilling" or "fel: like ;oed concrete." Inspector's notes were not recorded for the percussica holes.
A detailed review of the geophysical logs indicates that not all :enes labeled "cavity" are true cavities. Hole 41 shows cavities at elevations 642 and 613, however. :he geolegist's icg indicates these as "aggregate" or "core loss."
Also, the caliper log does not show full extension of the arms, but shows a variable surface in those :ones.
The evidence from the inspectors, geologist, and geophysical logs indicates the "core loss" :enes or '-cavity" :ones are filled with rock and sand aggregate. As the percussion drill bit or core drill bit passed through these zones the aggregate was vashed or blown out of the hole.
'4 hen the geophysical probe passed :hese locations, it indicated a "void" or "cavity" since the material was missing.
In su= mary, the logs indicate that the cavities reported in the ERCW pumping station cencrete are pockets of rock and sand aggregate where the cement has washed out or the concrete aggregate segregated during tremie operations.
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- ortn a tion i Lee.ation of heteu i 6Ss.2 IEievation of water Lost i Ei.,at.on t ou of Sectocm m
616.7 Thet. ness o' 6 CONC.
5 L4vil'on o' W8t" G8'neo i
65.5 l Etr ation Bottom o' Ho**
i Site o: Co'e 502.7 (Oritter l Re<ommenoec F oo, cat.-
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D e te rie t 'en Concrete 685 2 0.0 20 3 2reaks DC4.o, odb.$, o04.0, 68).1, 6S2.6,682.2. 681.9. 681.2. 631.1.
6SJ.7, 650.6, 679.6, 679 3, 678.5 ~
' 678.6, 677.9, 677.2.676.8. 6'6.c.,
i r576.1, 675 0, e7.9, o74.7 e74.4,
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- 670.8. 670.L. 660 9, 6fo.L, 663.
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. C:ncrete 663.8
- 21. -
1.0
' Breaks in cere 643.0.
Core Loss 662.8 I 22.
k.1 Scee segrega.e in s'mt's.'
. Cenerete
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I i
Core loss
- 657 9 i 27 3 1.1 se=e acc egate.
$. Concrete 1 656.8 28.4 l 8.3 l
Ereak c5o.7, 55o.*, c50.0, e55.o, 655 3, Breken every 0.2', 655.2-6W. 5 I
Core loss 6L8.5 26.7 3.8
. Concrete 6Lk.7 LO.5 1.2 Breaks every 0.2' Grout 643 5 L1.7 0.8 E CM A R K5 No ap;regate cement only.
No driller's log.
W;ter test:
Elev a t.on G.P.M.
P.S.I.
t.ogged By A. P. Avel t
=
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- h.::iu re U E *A.OG l hit,0RCs OF DRh.L HOLE
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L k1 IGeo60eit e ormation ERCV Pusep Station
' cenannone i
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=
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. 616.7 CONC.
Ittevotion ce Wate Gainee 6@ 5 i
1 Lievat.on natte* o How i54eo= Con 592.7 t otain
'.\\ :Recommenceo f ovaca: e wrece W -Virelene s
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e Bottom or weatnerene Lecountereo iCateStarteo loate Comoseteo 4
b es 4 * #.
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. Cor.erete 642.4 _ L2.8 1.1 i
- Preaks everv 0.2!.
m_ AJtrrerete 6k1_. 3 L3.9 1.1 i No ee ent.
t J onerete
__ 3ho.2 kt.O 10.9
' Breaks everv 0.28-0.18 6
._ Vesi Cone:ete 629.3 55.9
_,1,i3 I Verv veek eenerete soft vill _ break lbypinching.
i Core kss 628.0
, 57.2
_ 1. 9 g.__
.......--......c
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. Concrete _
626.1
' 59.1-7.8 tM3 2, 622.6, 622.5, 621 9, 621.k 619 9, 619.5
. Core bss 618.3
- 66.9 0.6 e
i Ar.Jeregate no ceaent.
2
[ Concrete 1 617.7 67 5 1.0 t
l
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i ROCK tR] LLU;G l
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! L6estone i30 90o i) Core groun,d by drillWeathere:1part i
61 6.7 63.5 1 20 7 i
0 613.2 611.k I
- t09.o-t06 7 00*.3-c02 7 Core bss 596.0 89.2 2.8 Croun
- ! by drill.
Limestone 593.2 92.0 05 as above CEMARK$i Water test?
Elevation G.P.M.
P.S.I.
t.oggeo By _
A. P. AveL e
h
t a
g 7"..
/v.; 4 2 s A (v,.*,. * :. -
- E%OGIC RICORO OF DRI:,,L HOLE a :e 3f1 a
s
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l Lie,at 66 too of Seeroca t in.chnen of OverDurcea 4_ _* 4. ?
- CCNC, I Eination of wree Gaiaes 4_9,%
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i Elevat.an G.P.M.
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GEOLOGIC RECORD OF QRILL HOLE A s1_
c?ctfoYitt M. P.
i egese e.wmoes 1 tocation L kk IGeosogic P oemation ~
l Lievelsen es w'He
_ ERCV Pumping I cenasauen
__ [sM _ S Stat 10n I E *'8 D00 0' ** Wib Eleuration IoD of Se6foCh i I neCknell ot
' Elevation of Water fiaineg 619.7 ggg,
t
~
t Eievabon Bottom of No.e
- 5..e or Co e
, __606. 2 IQrener R ecommenova f os neat.on Groot
'N *,* 1 e l f a. e i Bottom of wutneting i.ncownstreo 10ste Stattee i0ateCon.oletes t-g
-!??
7/17 tie ation e oeots i t n.cnn u si I
.M
- ? ore Jf Vattflat a
e $1fatum
- SyFlate i 4'f alVM O@
l
- )gh* Ps O t s gP _.
, Breaks in ecnerete 684 9, 6Sk.6, e n n e,t._
6A8;.2 0.0 11 A
{
. Mk.?. 631 5. 63'4.0. 682.7. O,j i
i
! 681.2, 679.8, 679.1, 678.5, 677 3, '
- 676M. 673.5. 67,h sL.f;t7.LA,672.2, I
i 671.0, Core ground by drill 670.0. i
'660.2r 3 reeks s
_668.2. 667.k. 'l f"_
]_662.2. 611.7. 66W,,_660.k t
.65S.$ 65S.0, e56.8 3
! ns ven,thered near v, 3reak appearing I' b56.5 656.0, 3reali.3.rgeal dott.-s e5 l
l 4
J t
i __
6 t k. 0, 684.1 643,7.._small veid l
- e53 5, 3reaks e53 2, b52.7 1
['
_ Soft Coner'ete' ~. ~ ' -- 653.7 31.5 I 1.7
, ca.
.k-
! Creut no amerste 652.6.652.
_ Concrete 652.0 33.2 L.6 I
t 651.7, 651 3, 650 7 Breaks
_ Grout No Argregate 6k7.k 37.8 0.4 i
4 i
i concrete 1 647.o 38.2 2.h i
Breaks 645.8. 6k5.2,_
Grout No Accrecate 6M.5 ko.6 0.2
_ Cavity 6M.h ko.8 1.1
_ Concrete 643.3 kl.9 3.6
_3reaks 643.0. 642.k. 641.7. 6kl.2 e4.0
~
~
CEMARKS No Drillers Icg.
Water test:
Elevation C#.M.
P.S.I.
1 totgeo ar _
A. P. Avel g
f.
r KG4.*ie GEOLOGIC CECOQC OF 3RIL,. HCLE
~2 pf_g~~~
u.
~~
-... r. u _
st: Snv N. 7.
we c..eice.
i totet.on p.eo og< e oracioa
.L..i.e..e.a...ece F9CV h.;ing i Statien L Ceessousta 65%.2 i Ue.uion on weiee ton i
t
< Esevei.ea 7:3 o' 4e: xa
- 616.7 i TNanen et 6 itie ation of water G4.nes Ev.ai :- 8:tt:r. of - e
_-: site et Gore 5
$36.2 ioenter
%Vitelir.e
. sec:r e-:e: 4 :<:n esor.:e i i ou m o.
e.;
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. o.ie c an,e.eie.
- i.,
l !!d.4 tic 9
- QeOt9
- * *c4 -r.
- )t s
. s.n vre. u s i. c o.,
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3-3 e r..,....
1 _-- - n. - -
.n sto.-
Lt.s
?.*
4
_o-se m vei C--e eta fic.c
- LA.2 3 reeks 635 5, 637 9, 637.4, 6371,'
1.2 i' ' 8 W ir 63". 7
- Lo.5
- 2
_ 3: e r-svel Ce e--te 61,k. '
'O.'
3 esks 63. 3, 633.4, i32.5, 629 7, N.S. 627.5. 625.5. 52L.0, 524.0_.
t
.:23 7, 022 9
.1 vesx :--erete f22.L 62.3
?.2
- eese ' r-svel - s ent k
Cavity 622.2 63.3
?.-
621.3 - } 63.'
3:eui e21.2, c20.1, 519. '., 615.6 i Cer.: rete 3.1
- - - - - - - ~ "
t PCCX !RIT 753 i
j g
i timester.e 618.7 1 66.5
! C.0 3Co :C _Otr.asaure t
l l
t Cere Tess I
618.7 1 66.5 t.1 l
I ti ester.e 513.6 71.6 1 2.3 l
i l
t Oere Mss l
1 610.3
'h.L i 1.0 I
,1 l
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1.5 I
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4 timest-e 3CO M C? MOII (D6.2 70.0 i
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P.$.0 I
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1 i
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c G ATTACICHENT D SEQUOYAH NUCLEAR PLAhT ERCW PC! PING STATION EVALUATION OF VOIDS AROUND STEEL 'INER The ERCW pumping station concrete was placed in May/ June of 1977.
The steel liner was floated out to the location and sunk onto a sub:erged stru:: ural steel support grid that supported the liner approxicately five :o te feet above the top of rock. The concrete was then tremied under and around the structure.
Subsequent to this, TVA divers took soundings on the ins;de of the intake liners and determined that voids could exist.
One vertical liner for the travelling screens (shaft 2 for pumps N3-?3} was devatered and checked by TVA in January of 1980.
The liner was soun:ed and mapped for potential voids in the valls of the travelling screen '.! er and the bottom of the intake liner. Eleven holes si:ed to accept 1/4-inch Oilmeter pipe plugs were drilled and tapped in the liner valls.
Four ci the holes were drilled in areas not suspected to have voids. A 3/32-inch diameter ::d was inserted between the liner steel and concrete to determine the si:e :f the pocket. The test rod did not penetrate more than li3-inch into any :i :he drilled wall holes.
Two holes si:ed to accept 1/4-inch pipe plugs were drilled in :he liner bottom. A 3/32-inch diameter rod was inserted between liner steel and concrete to determine the si:e of the pocket. Only the vertical dep:h Of :he cavity at the hole could be determined. Water flowed frem the hole in a continuous stream. Voids between 21/2 and 8 inches were found to exist under the liner.
The results of the inspection were sent to Engineering and evaluated. A January 31, 1980 memorandum (C23 300201 004) stated that no fur:her verk was necessary and no grouting was perforced in these areas (the steel liner was designed to span between stiffeners when subjected to the full hydrestatic load in the dewatered condition).
Bore hole 39 was drilled 22 feet north of the pumping sta:ica founda:ica centerline between liner shafts 1 and 2.
Gravel pockets were found in :he bore hole at elevations (approxiestely) 624 to 631. 645 to 646. 660 to 670.
The liner shaft runs from (approximately) elevation 625' to the top surface of the concrete.
Sounding of the liner in shaft 2 did not reveal any vc:ds in the walls.
From this it appears that significant :enes of 1 ravel did not extend to liner shaft 2.
See attached sketch for location of soundings and probings in liner 2.
2NEa - 2833Q NT3 - 2/28/33
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Altar.sto Cal:ulation 2.
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Me:he: 1:
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Me: hoc 2:
n the siternate cal:ulation.~.ethod, identify the pages where the s'tarnste :al:ulati:n.as :een in:ludec in :he :alculati:n ;s xage anc explain way :his meth:d is a: equate.
Me:hed. 2 :
In : e qualifiestion :ast method. identify the
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Method 7: :n the siternste calculation method. identify the pages where the alternate calculation.as :een included in the :alcu'ati:n ;1:tage snd explain why this athed is adequate.
Method 3: In the qualification test Sethod, identify the QA documentec sourco(s) vhere testi t Ace ustely demonstrates the acequs:y :f this calculation and explai.
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?h/86 CM, CHEC40 .ei c..= n e : w _ I The =ur:Ose of :nese calculations /is to su:0lement calculaticn =_- --ee
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.3- .hese bounding c a:-:a g e e cal:u,attens cet' ermine,he a aa:::aum cstulate: : morassive stress in the ccncrete foundation aking the ' O l '. :w i n ; conservative assum=ti:ns: 1; he.s e a r: :cnes nc :sted in the de:11ing 1 cgs are assumed tc a:: t en : Over.arge areas =f the fcundatien. 20 he cans:' e stress in the concrete is :ere. !! ~5e
- u' u s Of e'asticity cf the gravel is cerc: therefore the cravel takes
.c :: =ressive 1 cad. O The ati.ity f the stiffened concult liner at the cr:tical section
- car v 103: :s neglected.
El The Icac ca:acity =f the embedded sheet s" il e between cell s is igncred. The :a':..'aticns als include a refined ncrt:cntal cross-section at E '.. 5C3. This.aas the worst case section based en the analysis in 303-233-33 '00. ?r One descripticn of the methcd c ceta:n wcrst case el evati ons see the referenced calculaticn.
Reference:
( .6. w w d _.- _ : o _. s - .:-e o c r)a ^ ~, r'o ) - s h.J w wt * % d ' d w. L n -I W" e c '"e www .w -== ww -- sv-ee a J 1: dings. an: 'n' .alues. F:r ad :t;:nal aferences, see reference 1. g % *m-S g ge e e - ' *.N O
A ,, y _ cv- <G.5 .s SECUOYAH NUC: EAR PLANT Nb ~ h'V ERCW PUMPING STAT!CN j 3-18 EVALUATICN CF.: UMP!NG STATION CONCRETE cewuito-CAT' c:::o:s " W -- DAT' n/// 38 PROCEDURE I A free-sc='. Oiagram of-the foundation cell is analy ed. The :all is-sucject := its seismic uplift, buhyant force, and the seismic overturning cor.ent. These f orces are used at El 629 where the worst-case crcss-se:: On e:: : s t s. The neutral a: tis of the cross-section i s ccmputec using -he summation of the forces and 20ments and stability cens: erat::n.. encut all= wing concrete to rests: any t ons: en. 3 ravel pcchets are no: Ocunted tc carry any Icad. Cross-secticnal areas represents: Ov 'sof t -' concrete are assumed to ha.'e a mcdulus o' 2.500.000 :s: and gced cencrete to have 4.000.000 psi. The the ry Of transf er :e: se::icns is used to account for the.arying mcculi. The soecified strar.;:n : the weak and sound cencrete is 1700 psi and 4000 :st. esce:::ve.v. The value of 1700 psi fer the soft cencrete is based en cce.carisen of the moduli using the provisicns'of section E. et-ra~,,-... The Orcas-sect::nal areas are conservativalv determined from scale drawing cf the actual section at El. 623. Due := the complication of the ecuati:ns. ::n s erva : s.t.s were taPen to avo:c a::cessive tere.s. Therefore...cre ar ea actuall y e::i s t s to res:st 3.cments and ferees than is ac: un:20 fer. Conclus:en: The allc.sa-le stress Jr:m AC: 319 and the calculated stresses are as fc11cus: AlIcwable Calculatad Eearing Stress (AC: 013-71.5ect 10.14.1) O.85(.7)f'c Scund c:ncrate 2-'S0 psi 1220 ps: Soft Concrete 1010 asi 826 ps: l' t k 9.pe' Mk . r. ... *6:&..,. s,. ; si..,p?. --"]'.,"'>..',..% .9 y e.- .~.. 8"
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4 Q m u " n) SCG.CSG. 3 3. t 0 2 w = ~.........., = j' UNITED STATES COVEnnggg7 388 s77 r Memorandum 030 4 TENNESSEE VMJRY AUTHORITY TO.. .L.,G. Oc.ari Chief, Civil Engineering Branch, '49D'22 2 ,t..s.,u.,v.e.,: -., ~.._ . :. ;g ;;q.w.u.. ,(. g ' FROM 'ir2fe Tarcerf Chief,' Conscruction Services 3rsnch. 26339 C-K- ~ f ,..% d.-c..,u.. DATE At..ast 29,1977 7,. g SunJEct: SMUOY.AH HUCTRAR PWr!' - 22C2 HDfPII'C SM4i - 'NM.1 30RI5GS t' 4 t } In accorha with your m==h= (CDB 77CSM C01), C2 Isbaratory } has cc=cleted tests for ec:soressive strength en core specinens fre:s i hole io. 39 in the northe==t section of the Z2c2 puesping staHrm In additico, testa were performed for --w+nina strength of selected ceres as requested. of *1maticity and -A*me and core logs are art ched as tables 1 t.lu4 3.2esults.2re r=61 stad below, NJ Pe unint Stseien cor utm 1 . 29 Samola Cc=cresal':e % ar _Pt211 o. '30- _ _SL w ih. msi Str-~rth, 41 11asticity. si t 'O '%2nIna of 3 2 1 d ~ 2 jf42 3%7 4 4940 5 4%D 3 1 6113 2 4720 5.39 3 5905 4.63 '7 1 5.25 124 9 L 966 W 3 D;n d Q. GCCD 7s.r:s-Gene Farr=*r JFB:MF Attach = cats: 3 R. O. Lane, SME-K (A t tac hm n t s ) cc: H. H. Mull, E7B24 C-K R. M. Pierce, k'4C126 C-K (At ch=ents) 9'M. 4
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ma %pe., t REVISION LOG resse:.StA. uA T:c a of PVMPwG S TA foMcas?! Scg.-cg5-gg.toui I R e vilt e m k l OESCRIPTION OF REVISION l 3,N',',, t l 4.. i l ! :s : r : m.
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r s. 1 CALCUt.ATION DESIGN VERIFICATION (INOEFENDENT REVIEV) FORM scs -csG -&- /06 l Ro Calculation No. Revision Mathed sf design verification (independent revie=" ued (check method used): 1. Oesign Review N
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I. Alternato Calculation X &? e 3. Qualification Test Justification (explain below): Mothed 1: In the design review cethod, justify the technical adequacy of the calculation and explain how the adequacy was verified (calculation is similar to another, based on accepted hanchect methocs, appropriate . sensitivity studies included for confidence, etc.). Method 2: In the alternate calcult. tion method, identify the pages where the alternate calculation has been includee in t..e calculation ;ackage and explain why this method is adequate. Mothed 3: In the qualification test method, identify the QA documented source (s) where testing adequately de.c..strates the adequacy of this calculation and explain. 5/S C3fCmbbhr? Is b?SW Cr/ fbe
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twmoe ns !ss& & wurma n ess w.ar' mi reimmer/' W s~~& csk/rr7Ms 3 d s m e s. AJ % ? 'M "<Ye'ere Ev~ "W3 m C7ry d?W/bW l$ 'heMk W?W 04? W3 fWr'.W3rr/890lb? 'I l:rt/ ^ s ir;~/,M t=?messw Sem.,d Edint#1 _ ~.s.w s 4/ "ners 43 ad ?J Mets 97." 7he 'assumo t?bst_s cssh' Mv' creNrMNMa Me merstr>tirred are:)s and Me sn' sacs %we of 4se-s7h-Mee: ~ c/5/~n?Me~:/ 3rL* n~f.Sd??s6/e. 72W CNi".s!'s Wr! WFMorf e;7Pak, -fke ac/erru'3N & ff.* smbthw cust*/'m. ~ / 4 PL& M 'd*e No VC m ri n!/. 12e !~di5.kn M is 4dmese. / ud N .3+88 [/ tiesign Veriffer Date ~ (Independent Reviewer) s' e 4 ..e -w. A' "wsom eu e rs r...u s .m., n e n.:..
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L - 23 ATTACHMDJT F PROCEDURE FOR PC! PED TRDi1E CONCRETE CONCRETE MIX AND CYLINDER DATA SHEE!S ONEL - 2333Q~ NTS - 2/28/88 g 4 s
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s,. e.,..u.s. twa uns W16fn 8608 1-an m _ am Mr. R. G. Dem er ,l, _n TVA-ERCW Pumping Station TO Contreet 76KW-44672 i Tenn...no W!.v AutWitv i 4902:4 Cor-- erciel Recity Monogement Bldg. 400 C.
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Kroxville, Tennessee 37902 t GENTLEMEk _.'c b ArYACHto O usein ear 4 47: W Amt st= rwo vcu .S. covenvu O s~er:iawas: C Pm Nfs rw a retto wiss eviu s. C pgAge C 3Aupggg O senerrieArress O cone : tenc= d * *" i, 4 t _. i. n,,,,,.....m 3t...,.,... 3 4.2.R6, ?reeec'ere for Pumeed Tremte Concrete "Aeeroved" hr construction 'j ~ '. k (. l .dit t MV and i ! m.: : ::=::we 2...n . 3-, - ' ! 3 1'"* l,h,i
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. is.. 4 f* r w: THESE ARE TR A'iSMITTED AS CHECKED DELCW: g.g.r._ 4,.- 1 O rea Arr :vau... d'A*stevio. As suiwi?6s. 9 O nas'ussed*Int. ehM k2 $.% i . T uP ~~?O e 3 h Fog Yckt Ust O APPROYto A4 N0tta C S U t utt-le f ra re3 Minuttoat. C.3{,,M? i e a lees 6_ 's 3 O A. rie.uistro O natunnia een cennietiens O natun ' t_ 4. 4 Ca o _ t- ,?f'[. . -j .s O roa nev>ia 4%o c:wwi.<v O-l :7.- p.g3 O ron nics cu=- l T-O-g.:
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7 Tru m vru.sy.urnecarry?av. . oct. - Lapp.....: ;.. O M reh 4,1976 l MAY 121977 ' N. G. DoMiR - % ww73 1 Am>; bNt,i " * ~ _h L-ti-% 'W . PROCEDURE 4 2 Rs m.s z-74 rm .O I-3 , 77 77 m, 3 Concrete Trensec.<tirs & Plecement 4.2 R es 1-77 te ,A g 6'-6 7 7 L r@' d ror ple: ment er c:tegory I concrete Gulf Fcundction will use one of the rollowing . 4 'h %,em, e,. crece:ste 4.2 is fee pumped concreto tremie APPROVED ~9
- i q GULF FOUNDATION, INC.
'Jj ?ror.edure 4.3 is for gravity feed tremie concrete "] Both of nese pre:edures sh il follow the A.C.I.' 304-73 cnd/cr T.V.A. specificction '. ~ If G-2 ree:mmended pt:ctices so that Gulf field personnel mcy determine the best method - b-. fer the pertievl:r loc: tion end situctlen and mcy cliernets these two mathed of place. ,;.,ih reent es recuired. a .a' ..C ' A, Q 4.2.1 The cRCW cres within the sheets will be cleened in cceerden'es with t i:hedule 5, A.- end-ent il end cceepted by T.V. A. Inrpeeters prier . -)o. .m li .i.ma' to piccin cny con.. crete under the liners. .u.:..... ,...u.,. . w.4 . C. g;g, 4.2.2 Concreting will beg,in wiihin 24 bevrPcf cecepte'nce for cleenliness............ : r cif; 3y ~ ' ;3, -.' q m...Q:..gi. x .- i., by T.v.A. This will allow culf to r.corv. cieerence to pour avelne. ene d..y end begin concrete operetton: et regular stcrtfrg flme the,.!c," ,tr o.o @O' E .t e ' vp,
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te!!owln; d=y. Trenspertien end mlxfrg cf cenceete bdcre pum 9% .:.vR4 4.2.3 p!!shkd. il.,?-fi9,h.. cecon r' by etliciency certlfled Ready Mix tn,teks. 3 s '? ..n. . :.d:+'.l 4.2.4 To prevent segres: tion of eggresets in the pump thpperfth{ d , ;s... :. f1 r chute shell be posittened over the pump hopper to molnictn a anchth.' ~f. i$., :'.. s...Y. 5 %. ; u: ..: n a,: q : G Q ~- O-d'"'****"''a' 'h' hcFFar Th' * dWh " h* "*d : V<. i22'de:iT, '. 29
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u. RECSVED MY 1. 6195.
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~ b 4 2.' M. h eedure J.2, M 7 i .., i, to not roc <e then 4 feet. The sfocoge hoppers will have ogitetten to prevent segregation of rnerter end o;gregates prior to pumping. 'I t
- 4. 2. 5 To tr:nspert concrete frem the pump to the point cf placement a hose Ond/cr steel pipe with a minimum dicmeter of 5 laches will he used.
- 4. 2. 6 Y/nen plecing c:ncrete in w:ter, concrete shcIl be pumped through a rigid join?ed pipe long enevgh to re:ch the bottem cf the tremie creo.
,.lif.! . _. ~;; ' Is To start 15 e concrete placer ent a nerf bell er so-devil shall be Inserted I', into the pump line cheed ei the con: rete, to prevent the mixing of water I with concrete, only.fer the Inillel st:rt of placement. As concreto '. 4 .T... continues to be placed, the bottom sect!cn of discherge pfpe shcIl be. ... v , Jf[ l 'p kept es fer es possible below the iurf:ce cf the ple:ed cencrete to moln-
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v lii dein a seci cod reduce the less of mort:r during pump cperations, Should.,,, n,', #. {& - ... ' f,i-
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hxtensive deliy' of mere then one (1) hour occur in whicliffie p6n pilpe...... e,~....y,..; w s ./. {.,gp; gj r,.v-n....,4 -- "" ~~y$7.:.7 may have to be removed en}frely from'the plccemen't crea; then a nN ~' .k. d bell er go-devil shell be inserted in the pump Ifne cheed of thi cencrete. .:.y w s.:.. :, '.n;f, 9 1 bercre re:uming operatien. The bott:e*cf the tremie pfpe shall be g u'M. s-l$' y} ., a reinserted trito ther oncrete ester es pesdb!s c,d hemfe cpereffens *- c c ,Q,lg resumed. These methods es:ure the plccernent cf gecd cencrete without .Ph injection of water into the pieced concrete, thus, ovfolding gravel pockeis ' . ;., f} end seems of leitence. gd e, ...'\\..Q 4.2.7 Tremie concrete will be brought up continuously to the re,vired elevation. .~.a cnd a retorder will be used, if required. g 'I O if . a. w ,.}F., 4 . st>- e- ..'.J.'f t%.4i5
WhsSiud%%wW%%xp.:=ch.w Asegwwt myw==ma.--
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- 3 Should o ecostnactice 9 tnt be required, ce be the remit ef a freakdow g
h the evostruction Joint will be ;repered in cecerd.nea 6*th T.V.A. 5;:ec fication 2622 Re, Section 19, x ether eleening r-erhods, opproved byg T.V.A. u.,- e . ~., ~
- .'.3' 3 4.2.3 M
The maximum eree to be covered by cne t.emie sh:1! not oxceed ths fir-Its 4,% specified in A.C.I. 3:4-73, .c ,'5% y 4.2.9 Gulf Foundatien will n:'<e et te:st e:.e :lvr p test per hour, alterneting between different b=tches ca im:lled by the cent ::tr cll ether testirg h.- shell be the responsib!!ity cf 7.Y. A. @b;e
- 4. 2. 0 kh
- TMe cenereBpleced cuhida ths !?.C'.'/ thest ;!le esil will he tremie concrete in cecord:nce with A.C.. 304-73 rec:= ended pre:tices end will be 9*P dh becusht up continueusly to en eleva !:n et leest two Q) feet cboys w .2.x n .T. U.j.- .. excaveted rock greds,.:n: c :.b:wn er T.V. A. drev ir ; 71N307. -J.$~ .y-j .;g 'g 4.2:A 1 h ~ After the ERCW het been cecepted f:r cle:niineu.temia pipes w@ be g xx. t}w posttiened beside the liners cad ecnerete will be brevsht up continuously Qi Y 'until the concrete level reaches the required elev= tion. The tremie pipe
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'g locottons will be ed[usted es neceu=ry to pt ce the eonerete uniformly w (+/- 3 feet) in the ERCW eell creo. .&.l 4.2.12 For concrete placed in f:rms cbove w!or level, cc.were wcrk shall eco-I ferm to A.C.I. 3665 If the tr.een dcily o!r tempercture falls below 4(P F. .^ 3 4.2.13 For concrete placed In fccm belew weter level, ecoctete m:rk shall con. .I. 1 form to A.C.I. 305-65 If the ineen water ternpercture fclls below 400 F. ~ O e -a
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< pre m w fk ~ ', * ** Gulf Foundotion, Inc.-ff' ' **id QTg.gy,yff.MK..g..j.Q PrfenWwE I4;2; Sht.Y#fP.' ) o - r .A p. 4 I'id 4.2.14 Tremie concrete ploced by pumpiro shall have a slump between 4 and 7 Tnc D with on evercge sIw,of S-7/2 inches, e o as recorm. ended by 4.C.I. 004-73, Section 8.2 for tremie concrete, i" 4.2.15 Concrete pleced cbove water by p;mping shall hCYO O $} Ump between 4 Cnd d Inches es reeemmended by A.C.I. 304-73, Section 9.4.4 for pumped concrete. . A: a
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./ g / rus Author: /E/// f,. syg/f/Y
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t#chael A. Palmer, G. A. L$$ f GULF FOUN. DATION, INC. ~ N.eu Approved: n':ti m.'e .....g. n}% _ &_ Ra A4 M \\ ca.g gobert F. gcyless, r.tesicent 1 g.-
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= (') ERC' napir9 Stati:1 Sequo ch Nuclear il:nr cut.F FCUND4t iCN, ;NC. Contract 76K50-6 S;2 hierch :,197J 'Rev. I Date 4ep ,j
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!..b.' ~. - ~~ .9 Gravit %d : e.m.ie Ao:edveu ' '"~~ ~ ' ' - = Cate;.y ! C:a:rcte 4.3.1 ~he SCW ::reu withis, ti e sheets will be cleaned in accordance
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..ith Schedule 5, Amenen ent ll cnd accepted by T. V. A. inspectors piim to placin; uny coorrete uno'er the linees, } 4.3.2 Concretiry will begin within 24 hours of occeptance for eleon- .w 3.gl, liness by T. V. A. This will allow Gulf to neceivo o clearance to pour during onn day and begin concrete operations of ic9ular i starting simo the following duy. ( 4.3.3 Tro..preing and mi:'y of concretc befere krrpitv; illbe d-uccompliped by efficiency certified Rec 4.'.11= tr'ucks. 4.3.4 To prevent :,e.fregation of cygregato in the pump hopper, the i-i diwherge chute si.oll be positioned over the pep hopper to l maintoin a vnooth direct flow of coneroto into the hopper. The 1 isce d p.'ic.ll be limited to not move than 4 feet. The storogo i a I.cppers uill have ojitorion to pevent segregation of mcrter ond i oggregates pior to pumping. .o. 4.3.5 To tren:fo<a.oncrete frevn the pump to IN point of placement o ' ow und/or steul pipe with a minimum dixneter of 5 inches will 'l be & sed. h l y g %.o W. g. s. S c 9.. *.. M
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N%N b g i CULF FCUtmATION, INC'. e #.3 Sht, 2 6 4 't i 4.3.6 When placing corxtete in water, conctcle shall be grovity fed
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\\ g through a pipe long enough to reach tl.o bottom of the tremie (NT 9 gp .. 210 lhe tremic pipe will be In sections with a scaling gasket
- creo, g.,:sy or fitting between section. Tho bottom of the tremio shall remain in
.d L. fresh concrete et cll times when concreto is boing placed. Should the ,', y. emic seal be I:st by occident or due to changing the location of the '.:t o' rremic pipe e, cdequoto seol such as a burlop ball will bo Inserted to f act as a piston to provent sc0regation of cement and aggregeto when A3 resuming concreto placement. - }". i .t.3.7 Tremie concrete will be brcught up centinuou:ly to the required elevotion. J,,g Sheuld a c:n::ruction joint be required, os the result of on cpproved chango ..a O erder, or the result of a breckdown, the construction [olnt will be prepered "fi
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~ in accordance with T.V. A. ;pecificotton'2622 Fe Sectlen 19 or other
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.,[;.)y ~ clo+3 metbeds, opproved by T.V.A. .f 1 4.@ .t, The mesimum oseo to bo covered by one tremie shall not exceed the limits 'TM %s; specified in A.C.I. 004-73.
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.i.n 4.3.? e.m Gulf Foundation will make et least one slump test per hour, citernating d) I between different bptches os implied by the contrcct; all other testing i'" h . : A, shall be the responsibility of T.V.A. . 1, t yf31 4.5.10 The concreto ploced around the ERCW sheet p!!o cell will be trem!o concrete ,.a. In accordance with A.C.I. 304-73 recorrrnended practices and will be .i brought up continuously to en elovation at least te (2) feet above [,g]i c= coveted rock grade,os shown on T.V.A. drowing 31N307-4 o g;h E) , t *..\\ .q,
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After the ERCW has been o;cccPled for cloonliness trernie P Pes wi 4.::.11 i \\ Q# positioned besido the liners and concrete will be !:rought up continuously' .
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..:~- .s. M.'. ~. g until the concreto lovel reaches the required elevetion. Tho tremio pipe'.I,i 9.. f, tocetions will be ediusted as necessary to place the concreto uniformly ;' .e.. ie: L. sE '. o (+/- 3 feet) in the ERCW cell creo. g; a E' L $n ' 2.3, t g For concrete placed in forms cbovo water level, concrete werk shall' >c .ti ceniorm to A.C.I. 306-66 if the mean delly air ten perature falls N below 40 F. dE g' 9
- 4.3.13
.+ For concreto placed in forms below water levd, concrete work shall 'n M .-A conform to A.C.l. 306-66 if tho moon dnily wcter te-eereturo (cIls ~ %y-4 0 !s~ below 40 F, ' Y; [
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.g. O Tremie concreto placed by gravity shall have o slu o between 6 cnd 9
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, '. 'D .w v .y g 7 inches. . e. 5. -fg ;,. ", p. ?;g 2 .. ', -. -,..?... ; *Qh*u ,..r.1 .f ;, 1 ?'.jie. f %, David R. Wetkins, Field Engir eer t ..
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Michael A. Palmer, Q A. 4, e?. W-. ' N'.v: m..v,-
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h! ...a " r, ; 'f; })- ?' g, CULF FCUNDATION, INC.
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\\ ~ { &, d. U,.i Q_. ~.-l.Ch{'.h.wp;! c-l ~ Robert P. Scyless, Presider [i . ": /;f. ir , g .I ....... 6.,. g, J '. s
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,,} 0 Lg]TER OF TRANSMITTAL h +t P.F @ CE/ 77 0 3 21 508 c f oUN D ATION. INC. 3f g~~ - ~so"' ""O'g3gg i4th Street 1.
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~ ~ ~ Psiersbweg. Floridi 33734 'J'" '...,.,,,e,, Mr. R. G. Domer I ;;- TVA-ERCW Pumo. Sto. !p To .~ Contract 76K50-86892 I .4 Te,,neuee Wilev Aut'e ity 4 490224 Ccemerciel Recity Menegenient 3ldg.
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L '00 Ccm m 'mcc.c Knoxville, Tenneuee 37902 4 !'I tr ts. we taa.s si%s vev 3 Ar7Acaso O UNet.. spa avt c:.t. m tse rottowi=o ite ws 5 ) C c:'oo*w ac. O P..Nf s O Pu. O si .ti. O s.ci,ica tio~. } Ccev o3 Ltt't. C u tt)__,D, A i 9,,_LE 3.1-1 ~ nrn m.. i v_< '10/77 Prelimincry tremie cice elecement :'< etch. w.R21im
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~ ~' safy.3; e-t 5100 MIE.X ?; l .VAM 3 U dii. .A.,<6 t; e..: w.,o n, w.' O.T A i p t.N.,. S 'N 1 i t' ' M,( 3 WA Er ghm, Y.CClI6 C 4 c R,M. ;.v. V/ 70 ' %* C - Gl. Jawts. 920C CUSS.C m.,m..s..,vw.n.wcx . r.e s ,.. m n C.x lr E z Ant TaassuirTro As cHecxto ottow:
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1) I raa Amo,w O A..ovio4.sv.wirres O nr.us-ir_.EC BenebbMW4.Cf4 k' wtwM 3 rso veu. u. O A.ovio 4. novio O sv.., c c...., o. a i. r..., i e,. 1 A. neou..n o O airu.~io ee. ce..icere. O nevu.~ c... c r e o g.,,,,, f 8.....e -g ) roa naview amo Cow *simr O ~7 3 ron caos our 19 _.- C pa:a.rs RETunNito Ar7LD.433tstLW e 4,ci, S It l ;-- 7 g.. __ e~ - - y..:q,--i.... ; q g- ... e. W3 submit, this additienol Infermetion for your understencir a of our placemkt7.MncoEN--l '- ' -- I - ;i i t Q i..,,-'- --f
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.g -% N i Re.w. ~6 96.T~ewpu:'.TE s-. 1 , rg q y p g t.t,k t,M c F ETZO ;. .=~.:ry 10' 1977 s M PLACEMENT SEC,.ENCE M
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1. St:it cumping concrete in trer.sie :::es eit- [ 4., 3,,. eumps P1 thru P4 n, g.- [# t 5 1 ,o., 2 Alttrnate pump lines between treHe ciets g.) ~ c thr> c, until concrete reaches l:cM:m of llaer. ..J .Mf? l' 3 y.j k N'ove tremie pipes Il thru T7 bec'< :nd fern l
- crets cell, :s required, to r cint:: : uniictm I
j !!cw end height of placed c: crete, l w% (~.;mr u !op l} - i
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4.. c.te : 1i ie pipes. l thru.7 to. :. t:,n s i 4 k.s k l [ ?' in i ..m te rm flow. t .-,.eg.) 'M --N- - ,a l $~., -NCT:=:. ~ - .t .ne c".grovt pipes prov.ded on liners :.e net i use:ble f:r cencrete piecement. 1 i p 8 i I W j' FCP, INFC.O.MATICN ONLY ) / l / r o k; 9 l q u e! t s.- pt A h .y ^, n Y."". yar t gV' -;.,v.. G. g;.. w. 4 't. . j fi; .,S '. Gut! Tounc i:n,1.9:. .' [' ..$ U. ~ 9 ,;<s*;, .000 60th St. Scyth < j;.; p,q p,,, C SD j.{. j, . w ;. f.~. gI ;.... c.w,.g.,,,J, .,,7p. 31,gc.,m u e,ria. 3373s nt.I, l .,. i'.).~,.+.. y. p.::.u;...j, k.,.h Foundstlon' Pill,ng M5fC Cmtructiony. a,. .e w g. r... ... n.. ;.. w.,. ,e.,L.. ..o..y. .., e.p- . i.... .s.. vs..
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-m TTA U1 (C M ) 4 e{ m '1Ltg.~mmvf 6 I mmmere crL* res ::tti LMEMF 0% t' 1tCO.13 '= w 4 CQ rCEREITI. N *.!::TI:Il $4. .L 'N%. asM Pyty ecs f~ n s .%m h ur 7 .- Q ) l Toatare _:" P r* W ( .a i; A & A4-s h f Icestice
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~ 1. Tin 331 (M m mam mum e ert.russes atta assur F QA 1 tsCceD n t emessestys an===s tsarno geet + na AL w - Anw Festars Je*#<*w 4 ,',.M C M 1 i location n>- 21svation 1erf l e Date
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f"\\ u 2 * >= IRR03nR71773 U/ Cement, lbs .?m d, 9_1 _ bbl /yd3 V/CRatio t'1 "9 E e. Fly Aah, lbs $14-Slump, inches
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Water, 1ba 3Tf (17.r /4 de) ALr,5 _fa Sand, lbs IFA <* AFA tosaae
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( 6 inch, lbs A'h Cement 3 rand _p/ Mee Me I g 3 inch, lbs 4'h Fly Ash fource-o. - /w I 1& tnck,1bs\\ WA, type wins -/imsste _1%Jf 3 5 3 3/l4 inch, lbs Actual Unit Vt., pcf /M dA 3/8 inch,lbs Beor. Unit Vt., pet - d# Batch weight, lb s 4/ Eatch Site, yd3 l'A'# / pd r ~ W" Cylinder Data ) eld No. Unit Weight Date L:ad,,. _ Strer4t3 Ayersas . No. Cyl No. he PCF ' Age Tested PouMs TSI PSI i Ar19 A A rt2 _e /!/, d0 ~P 1.n n /9fC*3 17/.5 i /"L5 / \\ er 19 R L n r2 2 /s f 75 2R wA. Tr maw IM e r / 9 t' Asu 2 15V,2LS 2R sf-n 9k avs . t naf0 '4 ' " ~ n j j >= s er ie n i sin .e iss ro m 9.r.n m m _ fre M/AF0 [=/ A r 19 F
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ra m < e <o 7-musr - B. 1 crurn-crz.neut sera meer oA 7 O emensam - usens 2rCC&D U 4 a _ m x- - w. p, ~ pe. tare F As r* w D, ' - & L M !acation v', C Elevation anf t D.t. e c. time me _ aew.t u o _- F w..she, m Air re,. m or. e .r u n. ii m a ~w n.. n. p ' " " ' " + 6850306Z1774 1 2 m F Cement, lbs Ed <19 f bbl /yd3 V/CRatio (179 E Fly Ash, lbs S/ 4-Slump, inches I 7f f il { Water, lbs S7f Air,$ E# x K Ssne,1bs 1]M frr ch a) A1.A Dossie 10=/J 5 f 6 inch, lbs
- 24 Cement Brand.fp / M*, ___ rype I
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Tly Ash Source a. - Ar e c 14/G inch, lbs hRA, type lun4. 46./Dess4e _/ftm/g 8 6 inch, lbs / 3/1 Actual Unit Vt., pcf- /=44'as 3/8 loch,lbs l' B eor. Unit Vt., ;ct-
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B.atch weight, lb s >/'/ 24tch Site, yd3 2l/4 j. ~-5 73 6x12" Cylinder Det a" -
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Hold No. Unit.Veight Date. . Icad --St rengta Average w-G1. No. No. ha PCP A4e Teeted Pounda FSI PSI t t.c sn A 4 s s2 .4 153. fc.s ~7 L -1 r-m' $6 CL*'O / 9 /_4 19d5 W ~ 1 _ Ar1*n A L s 12 m im M M
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6 inch, lbs A'Ae Cement Brand fp / M + _ Type I p 3 inch, lbs-
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U T1y Ash Coerce- - - A, t 14/9. inch, 1b s %, type wnns ~h%JDosste _litanl./ # ~ y 6 inch, lbs_ / 3/1 Actual Unit Vt., per- /fr.eX 3/8 inch,lbs teer. Unit Vt., pcf-
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2 Batch weightillbs/ 4(/ Batch Site, yd3 t'/4 ~ ' _6 p ~ ~ ~ ~ U 6:12
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- ested Pennds -
'Pdf s ^ i PSI' Ars/ A A s t2 .9 IW W f ~P 4-s e T, 98 M t_ . F1M .9/f4 L.-- l LF 21 A L 112 8 /T2 E9 2R ~%L-sy 2 c L=^.4-9 1,,'ef ,E <t* R ,,s 2 ,n e 2- -sw p n jA F jf 21 h 112 2 1 4'2. 9 9 ! QS 4?4 N /MW A A._4*b 1 A@ W 'L ~ r t* r 21 F s, r f2 .4 JM17 6 2 L ss vs 50M 17?b 2914
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Time J.*3o m Sampled at /%o,,4 4L.,. C Meather 24.u Air Temp. 79 CF. Ccoc. Tcup. 15 07. p X12 No._cw 7 w +, J850306Z1776 {j C m nt,ibs Ed M 93 bbl /yd3 V/C Patio ti M s Fly Ash, lbs 2/4-n: Slunp, inches tO y-Water. Ibs MS /r-'Iv%s d.) Air, 5 - 2# k Sand, ib a LPM AEA Dasage
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Cement 3rs.nd h / w,_ b pe I -p a 3 inch, lbs .de k ~ T1y Ash Source w M < ,'[ j 1 Q inch, lbs h"AA, type lyeae -44a/Desage./Z6m/ /f k- ~ f 3/4 inch, lbs / Actual Unit W., ;cf- / 4 54 f 3/3 inch, ibs i th eor. Unit W., ;c t - d'/# t-A: j B4tch weight, ibs >/'/ l'r-l Iatch Site, yd3 l'l# s .[ J f 1- >J 6x12" Cylinder Data' k hsid No. Unit Weight Date Ica.1 ~ ~ p ~ MF Age Teet H h- "s ' ' !*.re ngt?. Average 4 -- Cy l. N o. No. ' Drers 'S I PSI s .e r n A Asa 1 % JSa o4 t-7
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%W 6 0700 & l-g .m -.E 22 A L s 12 8 ift1.3 8 28 1.1. s =p 111 m^w AJAD E M un r* 1ya .e icf. L > pm ,. o n j e., 114 m s en c 1 ~9'"___ I g I
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,7,. 4-. fu 331 (M) mamamme muar =v==mr m strauraagga m 1 ng N wummum tsorgo D @,,, u , m n,.. w.. a~ Fosten F M** w D 3 ; A%.L M I4catico f A 31avatica .m f Date.
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>wo, # Sampled at / b M J2,. L L Weather /*/ 4 Air Temp._ n 4. Ccoe. Temp. ce 4. N M,., J 850306Z1777 h Mix No._cna r Cement, ns . ?<'a O,91 bbl /yd3 V/CRatio /1 79 Fly Ash, lbs 1/4-Slu=p, inches _ fo Water, ns_ _s /S Air,5 4O Sand, 1b s 13M fr71-/4sde) AEA Dosase f O_ =J&' I 6 inch, its. We Cer,ent Brand gu / Mr. _ Type _ I 3 inch,1bs _ +As Fly Ash Source __ o-, - A, e ~ 1
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Actual Unit Vt., pcf-s's*? #o 3/S inch, as k n eor. Unit vt., pet- { Bat ch w eight, lb s -
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- Streng w IAvers44 Q l l
cyl No. No. M es PCT 4e Tested ,Peurds PSI 0 PSI-t'r 31 A. A s /2 Ar /A~J. 4 i ~7 L /1 71 9&O 2970 207n d u2s A L s >> 2 /C4. 75 2R T. 'n TT /_f[cco .c d A_s* i,,2>a _J M,* r f* 1 s 13 A 1fd> /_1 2R &*m TT ffiOCO 3dO I U) YI Jf 2 P h 4 112 A /f*t S O Cd 9 7 77 jf1 run o A47f A.nf YYo**** _dF11 F_ A.111 2 /A* 1. 4 9 4 4 /2 17 Y9fC6 2fe 6h W., :. 'Q Q } D s=** ~ /M 6 /k "'T O -u .,,,,,n~..-,,,~.,_- h-Pha s*2. ~ AJ.i L.)
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- # /* W A 3-
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- a e7.
Cooc. Tamp. 14 OY. at= u. M'?M%,. J850306Z1778 [p Cement, Iba .2fn a f_f bbl /yd3 V/CRatio t179 i Fly Ash, lbs 1/4 Slump, Laches 4.Sd ( Water, Ibs_ S*75 /rra. 2n,) Air, 5-S# Sand, Iba ifAM' AZA NsAte
- 0-/#
6 inch,1bs. A /> cement Brand L / u#,_ _ rype l' 3 inch, lbs _ / 4> T1y Ash kurce w - A, / ^ 14/4 inch, Ibs W, type it' tte -/A /Naaseitd a $g / 3/14 inch,lbs / / Actual Unit Vt., per /f/.5'd \\ 3/8 inch,iba 2 \\ Theor. Unit Vt., per gl# Batch weight, Ibe-J'// Fatch Site, yd3-l'/4 ' 6x12" Cylinder Data Nid No. Unit Weight - Dat e -- Iced Strength Average g _ Cyl. No. No. Drere MF ' As e Tested Pcunds PSI PSI L A*2d A. A r t2 A f fla ZB ~9 L ~/A
- P7 P9000 2 9.? *5 2 915 Y
_ C)* 2d R A s t2 A ff t MO PR % T ** 19t w 4 9/A' I es* 14 f* A w 13 A fflfD 22 s-s. =*s J t h*L*CQ ~ NW" 2 A j n*,p/ l /M 1%P' ?4 D A 112 A 14**.tM Q3
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- n 1*rf6f A.112 A
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w mg"W" ~ -( w T M 331 ( M S M ) teenstrutRE 1 amer AtmerfTT CEEEEEE rvttimme Data am QA 'i ( 2ZCotD I caerssEITE N 6 { Projoet & -ru L.,,ne Aew Posture # A* /* tv A 3 y M= h M I Iccatico r, p.,, Elsesticus 4402 p Date 1.o.77 7tme 4:40,u. Sanpled at t%wds .O I P i voshe,- ~ Air :e. m n.coe.: ao n. r = =. # %N., J85030BZ1780 / [' Cement, lbs
- 'm d 93 bbl /yd3 V/CRatio-
/179 ( Fly Ash, lb s _ 1/4 l Slu=p inches-43" [ Water, lbs 37f ( /4-774.) Air. 5 FM = [ Cand, lb s. A7 M y, AEA Dosage d'O w// L 6 inch iba ~#/e
- T Cement Brand S,u/ Affr_ Typ I
3 tech, lbs r /> Tiy Ash Courcem ek / 1@ inch.its\\ WA. tyye Efa4_ /%Asage R& mig 3 l, 3/leinch,lbs_ / Actual Unit Vt., pet N Z #f 3/8 inch. Ibs } "heor. Unit Vt.. Mt 2'l# Eatch weight. Ibs / - f 4'
- atch S1:e. yd3 ~
e / 'f 4 "h p ~~ 6x12" O/ll-ter Data i . tid lOm s Unt?.. Weight, Date - Ic ad -strength Average _No. Cyl. No. No. PCP A2e Tested Pounds PSI PSI i erre A suni is.o. 9t, v
- s. n ry a5 m 19 2 19 4s 2 i
.rr:1 R 1nn 144.14 ?A %s.77 JJt CC Af90 1 f Er2_f (* Lwo 14 e. / & l' R =e =r* T 7 //f ttN) dbd 6 i Ta ' ~ i is s a 4'* _*.f-fJ' 2 *r* D 11i.*1 /J f )# CO 9 7= 77 1 W 1?%9 1" TA C9 _ A"' f1 t' W 9 Arre F a 112 i s+ n a c., .s s -n r> J9m _i7ce i4d4 '* d l h Eamstks *tw M rd>w -,/ .~,-,.,,.a:......~,-~,_~,.- im %.*i. " ~
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6 T M 331 (CC5-6 M )
======= muar mrmmer tmrsure CILINEER DEE1 MEr OA gy m h cta n RaEITE arREucts TERrI30 Projeet .??- v,s Ats-> m And Testure A~. 9 t* w D 3 ; AA.fL /n~ d". Ioestice 14 h, Ileestico u.c r Date_ 4./O.77 Time r/S 1 f M. Sampled at /bM A,,, 8 We ath er _ d',,, Air Tesip. S4 C7. Cooc. Temp._ m 07, m u. M7 tab .5850306Z1781/3 y Cement, lb No
- 0. 9.1
_ bbl /yd3 W/C Ratio t179 Ply Aah, lbs 1/4-Simep inches TSO Vater, lbs 37f [u ?? rv4.) Air, 5 48o Cand. Ib s HA4" AEA Dosage
- o.w/y,
6 inch, lba A'le Cement Brand f7/ M*, ___ ?/pe I { { 3 inch, lbs 4'2s Fly Ash k urce w
- a. rw
( 1 4 inch. Iba WRA, type lypaA -/%/Doat4e /W/M 3/4 inch,lbs /N htual L' nit Vt., s f /M OM 3/8 inch, iba teor. Unit Vt.. ;cf 4pl# .i BatchNeight. Ibsd,/# Batch Sire, yd3 (2' 4 6x12" C' flinder Sata a. s . tid .No. Unit Weight Nte lead Strengtn Average Cyl. No. No. Oreee MP Ae Teeted Peunde PSI MI 4 i /.WW u:x A _x1a .sr ico. s s r Z3' 4 res-c epm
- 2 rio /
l u: A tL1a n ist. L 3 2n ~.n-ry J._r* w d etr 1 i _ j*J* y t l LvO' A i ff. O f PM ?-te7y A LL 000 d BA4 i Y"*' iein wcn' \\ n jres. 1n oc sa-77 /A d m rn Tb <*A7e d za j '- ?L F L.r12 A 1 f a. A+ .9 4-12* 77 $7M $8/$ Di*v $ W ~ n,,,, n,,.... .,u, ....,,s., - Ph o s. " ' ~,,..s~.,,,- e ~ -AY n2 us,.cte ..v' s 4 m
.- -- =e mr rmesas.dkh 4 sense %:." ^. L ^_,. Tin 331( ) t v======= muar mrnrum QA e r n e s ert CrL uits E Dkta a n Er MAD f h OtsetBSEIVE SmeerTE TERTIN3 m 3oct g-via At-> a, An-r resture );*. 9 t* W D ; *;.Nm Alan fndr. location t' A*- s E18f*t100 4 4"o I Date 2.a.3. p r Time 2r 7q,. Sampled at <%,w4, _gCL %eather d.wr Air Te:9 A2 W. Conc. Tess.. 72 W. m so. x,w u,. n, oua .uy., f950308Z1782 .I Cnent. lbs .2ro <19 'T _ bbl /yd3 W/CPatio (179 t l ily Ash, lbs 1/4 Slump. inches ~2 0 I Vater, 1ba M S' (f.s'th de) Alr, % Ah Sand, ita HM AIA Dose 4e _ So e. /y.'# T ?. 6 inch. Iba A'Ze Cenent Bread h/_A%_ Type _. I r I { 3 inch, lbs AJ' e Tly Ash Cource f an -- Ae I l @ inch. lbs VRA. tyT e ittaa -//g' Dosage.zzegr>p/ 3 3/le inch, lbs Actual Unit Vt., per M E <'6 3/8 inch,lbs Theer. Unit Vt., p:f if8 + f Batch weig,ht.,1bs A'// l h dC. , E.at e n Si t e, y d - 4f/A 6x12" Cylinder 0.ata ? g. h' M314 No. Unit Veight "Oate-load Strength. Average ~~ m. 011. No. No. Drers' FCT ~ 4* Tested TWnds PSI PSI c,2, > n.n n m,.u ..,,., ssa ~ ,w w nr2?A Lnu A ,c.L p o 2R 7-4.?? //1m . r %*f 2 -se pr*j in e s s t-zu e icc. Je n mn isr w t es-1 ~-+ " .n r s n sn n i rs. >r go 9.n. r-if7m .s.s re s.o go s n=nf 1.11 A 114.91 .1
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e _. - m m m (c=4.a) - mur - 0t O ? L'C M i mes.sm mean mran Project A - re e Ale >** Ar' W L-Testurs # At t* w P - * ;.% Ala /a~ s'. teestice S c,y I Elevation d' s 4.f r o.t. s.r. r7 m. me.-
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w.txer ce,.- Air re,.- ee
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n or. e (. xix s o. - w,, n,. ~, m z J850' 30621783 / r a. Cement, its-fra o.93 _ bbl /yd3 V/CRatio r179 Fly Ash, ibs_ 1/4. Slump, inches
- 3."
Water, iks n>f fus -*r/h) Air, % _
- . 0 Sar.d. lb s
/3 M AEA Dosage _ #O -/j / # Y 6 itch, lbs-N/4 Cement Brand.C. / MA,_ _ rype I { 3 inch, lbs t// T1y Ash Source Y, p* .- Ar # l h inch, lbs k%A, type iracafgsage.474 /,../ J 3 3/k inca, its / Actual Unit Wt., pcf - AS~A S~4 3/8 inch, lhe n eor. Unit kT... per l'/# i Iatch weight, 1b -
- M' 1.
Latch Size, yd3 n_'~ '#Af- .I 6x12" Cylinder Data g N14lDrers Unit 'We ght ~ No. Date land Strength Average Cyl. No. W. itF Aate Tested TMnda FSI PSI crx A Av2 > <3. s c, r s.17.77 a o eee 2440 2440 L Ar M A i$ i .4 13*/. / 1 n'A
- 4 77 121 r2'O 4370 E
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- 2. 0 kr Sa.-d. Its
/> M C AEA Dosage So -/ft 6 itch. O s-t/> Cement Brand.<*7/ Mf n Type I E P { 3 inch, n a c/s Fly Ash ::carce uf, < g 1 4 tnch. M s WA, type lygm.4 g/%/ Dosage Ar=/ 'l f 3/4 inea. 2 s EY Actual Unit Vt., per M*EEA 3/8 in:n ns/ neer. Unis Vt., p:r 4'# [ Bat :h w eipt. 2 s _ 4'.i+* . -J4tch Site, yd3 yh E p 6x12" O/linder Sata I Md l No. L! nit Weig,ht Iste ! cad Strerc h Average M. To. No. 5-s N'P Age Tested Peuads PSI ?SI I i s MM A
- A sl2 ? ?
k i /A"_1.2 7 6 4-s P r ? 90 tT6 2/MO
- P10 W
l I t __tr 2 9 A !: n a i * > f2. SB 2n 74.yy see no 4900 1 .kr M f~ 5 Asaf 9 I scT SO 2n 1 9-77 s2 *m >-,r~ / ^ 1 -i 4.498 1 ') I A F !? D I 1 ?4 e / T2. G G3 9 4. y 7 14% @ dM% A fVf W .oe an., GF ?4 E a r >5 A i /.T? n 2 2.y.y; f/_RM /}l* O J)C$l E r i ~ ) I ~ ~ ^ L M .h b$$ A J ,h g s am } A-
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^^ ~ I TVA331(CCW444) Tsurmuus muur mmmwr GM3EEE CYMMER ht21 M QA h i CGrEEMITE N N 1 Project f~ van Alaisen L ur Testure F 9 /* w D -, 3. %. L AVa. E 14 cation n >= _ Elevatice 47Df Date 1 -//. 7 r TLee sz?mp Sampled at / % w m A. A L,-. 0 Weatber. Air Temp._ ,p/ 1 Conc. *emp._ 74-07. xt,.so. E Mh,., 5850306Z1785 / Cement, lbs En <*. 93 bbl /yd3 W/C Ratio _. d 79 Fly Aab, lbs 2/_A-i Slump, inches _ "A fo Vater, 1bs D ~ff (7c-/4s ke) Air, % _
- 4. 0 4
Sand, lbs UM /- ) AEA Dosaae
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6 inch, lbs f/4 Cement Brand #7/ Men _ Type _ I 3 inch, lbs
- /4 Fly Asb Source
- - A, / ) 1=& '& inch,1bs t WA, type WnnA /A%/ Dosage J%,JJ # 3/lainch,lbs_ Actual Unit Wt., per /4*Z 12 3/8 inch,1bs n.cor. Unit wt., per
- 43 Batch weight, lbs d'//
Eatch Size, yd3 ols. 6x12" 2. lin' der Da't a .' bid No. Unit ' Weight Ate Icad Strength . Average i Cyl. No. No. Droos MF Age Tested Pennds PSI ~ PSI - Of TO f 4 s /2 A /4 9A 7 fy A /7-77 $$dCC 20 $6 2 O TO e=* u nr re R i1n s u q. 7 ', '._ n v.n-rr ormo . eno 2 _,ff _ m r Lvo A ~r a tA P nt ~7-S n A10 m O 't <* Ff 1 "/j " * ' , -,, e i acMA d/_!n D L ily A . !$?s.n CO 9-9 77 14*/ X*d X tan 116 / L/~_ t3 0 ?>v/2 A /49$8 .1 A.
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- 2. 0 Saad, lb s HMS AEA Dosage f o_ vg#
6 inch, lbst .#/* \\ Ce::ent Erand Lu/ M+4 _ Type _ I { 3 inch, lbs.
- /A Fly Ash Cource o,
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- //
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- /J 6x12" Cyli_nder Data Hold lDrersUnit Weight Cate load Strength Average No.
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