ML19309A387
| ML19309A387 | |
| Person / Time | |
|---|---|
| Site: | Rancho Seco |
| Issue date: | 12/17/1969 |
| From: | Rich Smith US ATOMIC ENERGY COMMISSION (AEC) |
| To: | Mattimoe J SACRAMENTO MUNICIPAL UTILITY DISTRICT |
| Shared Package | |
| ML17198A048 | List: |
| References | |
| 98824, NUDOCS 8003270837 | |
| Download: ML19309A387 (11) | |
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RsGION V Sill BANCROfr7 WAY asReau.sY, CA4.lPORNIA 94704 vmam e4weas mer.ees I
December 17, 1969 i
Sacramento Manicipal Utility District 6201 S Street Box 15830 Sacramento, California 95813 Attention: 'Mr. John'J. Mattimoe Assistant Chief Engineer Gent 1ement' This letter relates to the discussion Messrs. R. T. Dodds and.J. L. Crews i
of this office held with Mr. D. G. Jaasch and several other members of your staff at the conclusion of the inspection conducted on October 21-22, 1969, of the construction activities authorized by AEC Construction Permit No.
CPPR-56 As noted during the discussion, apparent deficiencies were identified involving items not in conformance with statements in the Preliminary Safety Analysis Report as identified below, or which may otherwise raise questions concerning the adequacy of the construction. These items are as follows:
1.
.The Preliminary Safety Analysis Report, Section 5.1.3.1 states that
" Cement will be Type II as specified in ' Standard Specifications for Portland Cement', ASTM Designation C 150...". The results of a chemical analysis by your consultant showed that the sum of the tf 1alcium silicate and tricalcium aluminate in cement sepplied for a.. project was 62.48%. ASTM Designation C 150 limits the total proportion of the above constituents in Type II portland cement to 58% when moderate heat of hydration is required and tests for heat j
of hydration are not requested. The results of heat of hydration tests were not contained in the project records reviewed by our inspectors.
2 The Preliminary Safety Analysis Report, Section 5.1.3.1 states that
" Cement will be Type II as specified in ' Standard Specifications for Portland Cement', ISTM Designation C 150...". ASTM Designation C 150 describes the physical requirements for Portland Cement. As required in Table II the results of false set tests show a minimum final penetration of 50% for Type II cement. The results of false set tests conducted by your consultant on cement supplied for the project showed a final penetration of 8%.
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Section 5.1.3.1 of the Preliminary Safety Analysis Report otates that all concrete work will be in accordance with ACI 318-63 " Building Code i
Requirements for Reinforced Concrete" and to ACI 301 " Specifications l
for Structural Concrete for Buildings." The project records revealed that the results of only a single concrete trial mix were used as the basis for establishing design mix Number C-1.
Concrete prepared in accordance with this design mix was used in forming the floors and 1
walls of the reactor building tendon access gallery. It is our under-standing that concrete prepared in accordance with this design mix will
~ also be used in forming the basa met and walls of the reactor building.
The use of data from a single concrete trial mix in the determination 4
of this concrete design mix is inconsistent with the procedures outlined '
in both ACI 301, Chapter 3, paragraph 308 " Proportioning of ingredients" l
and ACI 318, Chapter 5, paragraph 502 " Methods of determining the proportions of concrete".
i 4
Section 5.1.3.1 of the Preliminary Safety Analysis Report states that l
aggregates will conform to " Standard Specifications for Concrete Aggregate" ASTM Designation C 33. On September '17, 1969, a receiving test of a load of 1 -inch aggregate showed that 64.5% of the aggregate passed a one-inch screen compared to the ASTM C 33 specification which
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limits the quantity passing through a one-inch screen to 20-55%. The j
next test'of 1%-inch coarse aggregate performed at the site was not I
. made until September 29, 1969.
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.5.
Our inspectors observed that a significant quantity of sand fines, penetrating beneath the surface layer, had accumulated on one side
'of.the 3/4-inch coarse aggregate stockpile at the concrete batch plant.
Reportedly, the unloading operation of sand caused fines to be blown onto the coarse aggregate stockpile. ACI-318, paragraph 409, requires that aggregates be stored and/or separated to prevent the intrusion of foreign matter.
4 Please provide us, within 30 days, with your comments concerning these j
items and any steps which have been or will be taken concerning them.
1 Should you have any questions concerning this matter, you may communicate directly with this office.
l Very truly yours, l
t Richard W. Smith,, Director O.
cc: Dowell Raasch, Project Engineer, SNUD j
John Jackson, Quality Assurance Director, SHUD 00:BQ (.3) e B
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OT Sacramento Wnicipal Utility District Q
6201 S Street
\\t Box 15830 Sacramento, California 95813 Attention:
Mr., John J. Mattimoe Assistant Chief Engineer Centlemen:
This letter relates to the discussion Messrs. R. T. Dod and J. L. Crews of this office held with Mr. D. G. Raasch and several members of your staff at the conclusion of the inspection conducted on October 21-22, 1969, oftthe construction activities authorized by AEC Construction Permit No. CFPR-56
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~"ent deficiencies were identified i
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'.th statements in the Preliminary b O/d4 F ' Cc below, or which may otherwise raise f
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,j the construction. These items are as l
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- Report, Section 5.1.3.1/ states-w&4h " ' r fy Crt #'st y Jb -Q QQ
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1 be Type II as specified in Standard CW f
,/, ' ment', ASTM Designation C150...".
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.! by your consultant showed that the sum I
.d tricalcium aluminate in cement supplied
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ASTM Designation C150 limits the total
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ituents in Type II portland cement to 1
dration is required and tes's for heat e
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3 set tests shall show a minimum final penetration of 507.7 The results 1,of false set tests conducted by your consultant on cement supplied g
for the project showed a final penetration of 87..
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Section 5.1.3.1 of the Dreliminary Safety Analysis Report states that, t
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all concrete work will be in accordance with ACI 318-6{'$uilding Code Requirements for Reinforced Concrete" and to ACI-301 " Specifications 2..v mun for Structural Concrete for Buildings." The project records.. ^ f ned w% Unn th T'n. lo.srs I'm & n'ru ctitut f"*
the results of only a single concrete trial mixtuand *m. m : m ; mr=ee Pa-w:n r%
design mix Number C-1.
Concrete (ed this design mix was used in forming the floors and walls of the reactor building tendon access gallery. It u
is our understanding that concrete of this design mix will be used in forming the base mat and walls of the reactor building.
s The use of data from a single concrete trial mix'in the determination of this concrete design mix is inconsistent with the procedures j
outlined in both ACI-301, Chapter 3, paragraph 308 " Proportioning of ingredients" and ACI-318, Chapter 5, paragraph 502 " Methods of determining the proportions of concrete".
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4 Section 5.1.3.1 of the Preliminary Safety Analysis Report states that
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pggregateswillconformto"StandardSpecificationsforConcrete V;s f q
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hj Aggregate" ASTM Designation C-33.
On September 17, 1969, a receiving TW 5 f
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testofaloadof1-inchaggregateshowed.}64.57.oftheaggregate l
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The next test of 1 -inch coarse aggregate performed at the site was I
not made until September 29, 1969.
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[ 5, Our inspectors observed that a significant quantity of sand fines had CWWL6()
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accumulated as the 3/4-inch coarse aggregate stockpile at the concrete batch plant. Reportedly, the unloading operation of sand caused fines to be blown onto the coarse aggregate stockpile. ACI-318, paragraph 409 requires.that aggregates be stored and/or separated to prevent the incrusion of foreign matter.
- Section 5.1.3.2 of the Preliminary Safety Analysis Report states that the reinforcing steel shall have a minimum yiel,d strength of 60,000 >
psi, conforming to ASTM Designation A615-68 Grade 60, steel. User tensile tests of the first shipment of #18 reinforcing steel, Heat No.
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18 E 395, showed the reinforcing steel to have a yield strength of b
f 9,625 psi on the first test and 58,320 psi on the second. test, rather than the required yield strength of 60,000 psi. A Non-Conforming g
R /, mater 1a1 eport eatee ectose. 1x. y.<.o tm.t-tee a,ove o< -
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We note that those apparent deficiencies discussed in items 1, 2, and 4 above t.ere not identified in "Non-Conforming Material Reports" in
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accordance with your quality control procedures.
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Please provide us, within 30 days, with your comments concerning these l
items and any steps which have been or will be taken concerning them.
Should you have any questions concerning this matter, you may communicate directly with this office.
Very truly yours, Richard W. Smith, Director Region V Division of Compliance b
cc: Dowell Raasch, Project Engineer John Jackson, Quality Assurance Director
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A" DRAFI Belt 17 Region V /gl 12/10/69 Sacramento Municipal Uti.ty District 6201 S Street Box 15830 Sacramento, California 95813 Attention:
Mr. John J. Mattimoe Assistant Chief Engineer Gentlemen:
5 This letter relates to the discussion mms 6.' T. Dodds and J. L. Crews of this office held with Mr. D. G. Raasch and several other members of your staff at the conclusion of the inspection conducted on October 21-22, 1969, of the construction activity authorized by AEC Construction Permit r nu No. CPPR-56. As noted during the discussion, apparent dc.i.,1d were identified involving items not in conformance with statements in the PRELIMINARI SAFETT ANALYSIS REPORT as identified below, or which may otherwise raise question concerning adequacy of the construction. These items are as follows:
'l. The PRELIMINARY SAFETY ANALYSIS REPORT, Section 5.1.3.1 states that
" Cement will be Type II as specified in ' standard specification for
~
I Portland Cement', ASTM Designation C150..."
The results of the chemical analysis by your consultant showed that the sum of the tri-calcium silicate in aluminate in cement supplied for the project was
~
62.48 per cent. ASTM designation C150 limits the total proportion of the above constituants in Type II, Portland Gement to 58 per cent when moderate heat of hydration is required and test 5 for heat of hydration are not requested. The results of heat hydration tests were not contained in the project records reviewed by our inspectors.
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The PRELIMINARY SAFETY ANALYSIS REPORT, Section 5.1.3.1 states that "Coment will be Type II as specified in ' standard specification for Portland Cement', ASTM Designation C150.."
ASTM Designation C150 describes the physical requirement for Portland Cement. As required b
Table II the results of false set tests show a minimum final penetration
/
of 50 per cent for Type II cement. The results of false set tests I
conducted by your consultant on cement supplied for the project showed a final penetration of 8 per cent.
3.
Section 5.1.3.1 of the PRELIMINARY SAFETY ANALYSIS REPORT states that, all concrete work will be in accordance with ACI318-63 "Buildiat Code requirements for a reinforced concrete" and to ACI-301 '$pecifications
(
for$tructural Oncrete for$uildings." The project records revealed
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that the results of only a single concrete trial. mix were used as the basis for establishing design mix No. C-1.
Concretepreparedd
- " 0/N u.a DI this design mix was used in forming the floors and walls of the reactor buildingAE ON bC C 6M (r A L L IfYL 7 h 83 D C'Do #^#L Tut w %cr2c17 ' A(L EMMw /L AcC=>2Di%ce w rTh 7T4 7 Ocs'cu NAIL us e u O C U S co in A *L M o s.oc 7;te Rmt t t b u se. c o n c tb M r A 4 d 7 f The use.of data from a. single concrete trial mix in the determination, of this concrete design mix is inconsistent with the procedures out-h i
lined in both ACI-301, Chapter 3, paragraph 308 " Proportioning of
[ngredients"andACI-318, Chapter 5, paragraph 502"Methodof Y
Determining the Proportion of Concrete".
4.
Section 5.1.3.1 of the PRELI?f1 NARY SAFETY ANALYSIS REPORT states that agregates will conform to " Standard Specification for Concrete Agregate" ASTM designation C-33.
On September 17, 1969, a receiving test of a I*
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/ load of 11/2. inch agregate showed that 64.5 per cent of the agregate passed a 1 inch screen compared to the ASTM C-33 specification which j
limits the quantity passing through a 1 inch screen to 20-55 per cent. The next test of 1 1/2 --einch course agregate performed at the site was not made until September 29, 1969.
Our inspectors observed that a significant quantity of sand fink 5.
66 wren 4 Twe I*t*7 W LATCRj penetrating te 2 f g i r f ----
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h., had accumulated on one side of the 3/4 inch course a egate stock pile at the concrete /
plant. Reportedly, the unloading operations of sand caused fif tobeblownontothecoursea[regatestockpile. ACI-318, paragraph A
409 requires that a egate be stored and/or separated to prevent the intrusion of foreign matter.
/
6.
Section 5.1.3.2. of the PRELIMINARY SAFETY ANALYSIS REPORT states that M
the reinforcing JeeEshall have a minimum yeild strength of 60,000 psi, conforming to ASTM Designation A615-68 Grade 60 steel. User tensile tests of the first shipment of No. 18 reinforcing steel, HeatNo.18E395,showedthereinforcingsteeltohaveygd strength of 59,625 psi on the first test and 58,320 psi on the second test, rather than the required yeild strength of 60,00 psi.
A Non-Conforming Material Report dated October 7, 1969, stated that the above material was accepted on the basis that the test data a.E I
i' satisfies the design requirements, but the design requirements for s e
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the reactor building '
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-where this Non-Conforming
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[h i Material is to be used could not be produced
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V Please provide us, within 30 days, with your comments concerning these 4
items and any steps which have been or will be taken concerning them.
Should you have any questions concerning this matter, you may communicate directly with this office.
Very truly yours, 4
j Richard W. Smith, Director i
Region V Division of Compliance i
cc: Dowell Raasch, Project Engineer John Jackson, Quality Assurance Director i
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DIVISION OF COMPLIANCE MONTHLY REFORT. NOVEMBER 1969 1
S Sacramento Municipal Utility District (Rancho Seco) - An inspection was conducted on October 21-22 to review the onsite concrete manu-facturing program.- During the inspection, six construction deficiencies were identified.
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