ML19309A391
| ML19309A391 | |
| Person / Time | |
|---|---|
| Site: | Rancho Seco |
| Issue date: | 12/02/1969 |
| From: | Crews S, Dodds R, Spencer G US ATOMIC ENERGY COMMISSION (AEC) |
| To: | |
| Shared Package | |
| ML17198A048 | List: |
| References | |
| 50-312-69-03, 50-312-69-3, NUDOCS 8003270841 | |
| Download: ML19309A391 (16) | |
Text
_ - _ _
45-
. - ~,
g U. S. ATOMIC ENERGY COMMISSION DIVISION OF COMPLIANCE REGION V.
Report of Inspection CO Report No. 50
'69-3 Licensee:
Sacramento Municipal Utilities District (Rancho Seco)
License No. CPPR-56 Category A Date of Inspec, tion:
October 21-22, 1969 Date of Previous Inspection:
May 29, 1969 9111AL aNo Inspected by:
R,' T Dodds (Responsible)
Re tor Inspector f 5 skij
's,
,5
% - _. ]
J.i(L. Cress' Redctor 7nspector 0
XLw-c~
idi41 Reviewed by:
G. S. Spabcer Senior Reactor Inspector Proprietary Information:
None SCOPE 4
Type of Facility:
Pressurized Water Reactor (B&W)
Power Level:
2452 Mut (Proposed)
Location:
Sacramento County, California Type of Inspection:
Construction Inspection (Concrete)
Accompanying Personnel:
J. L. Crews, Reactor Inspector (Prepared sections D.l., D.3.,
E. and portions of D.2.)
Scope of Inspection:
Review those activities associated with the manufacture and testing of concrete for Rancho Seco.
l l
8003270fY[
i
u m
SUMMARY
Construction Deficiencies - The following construction deficiencies were identified for which a Construction Deficiency Notice will be sent to the licensee pending review and concurrence by Compliance Headquarters.
1.
The chemical analysis by SNUD's consultant of the cement being used showed that the sum of tricalcium silicate and tricalcium aluminate exceeded the ASTM C-150 limit (Section D.1.a.)
2.
The false set penetration test for the cement showed a final value of 8% penetration, compared to the ASTM C-150 limit of a final penetration of 50% minimum.
(Section D.1.a.)
3.
The results of only a single concrete trial mix were used in arriving at the design mix that was employed in forming the ficors and walls of the reactor building tendon access gallery, contrary to procedures outlined in ACI-301 and ACI-318. (Section D.1.b.)
4 A site test of one load of 1 -inch coarse aggregate showed 64.5%
s.
of the aggregate passing a one inch screen, compared to the ASTM m
C-33 specification of 20-55%. (Section D.2.)
5.
The unloading operation of sand caused fines to be blown once the 3/4 inch aggregate stockpile. ACI-318, paragraph 409 requires that aggregates be stored and/or separated to prevent the intrusion of foreign: matter. (Section D 2.)
1 6
User tensile tests of rebar for the containment vessel showed that one shipment of one heat number of rebar had a yield strength of 59,625 psi on the first test and 58,320 psi on the second test. The #18 rebar was accepted on the basis that it satisfied the design requirements. This does not conform with the re-quirements of section 5.1.3.2 of the ESAR which states that the reinforcing steel shall have a minimum yield strength of 60,000 psi. (Section G.I.)
7.
The apparent deficiencies discussed in items 1, 2 and 4 above i
were not identified in "Non-Conforming Fbterial Reports" in accordance with SMUD's quality control procedures.
I N
L ~~
.1
n V Other Stanificant Items - Since the concrete batch plant was not completed and tested until September 1969, con truction progress is several months behind the proposed schedule. The,nly concrete placed for the containment structure at the time of the visit tas for the tendon access gallery (strength not structurC.ly significant to con.ainment vessel). Placement of the rein-forcing steel for the containment vessel base mat was scheduled to start within a week or two. Estimated construction completion was about 47.
(Section B.)
Management Interview - The results of the visit were discussed with Messrs.
Raasch, Vander Knyff, Jackson, Hiltz, Cutler, Wilms and Blum. Messrs. Raasch and Jackson acknowledged the construction deficiencies as identified above and stated that these items would be reviewed and co: rective action would be j
taken as deemed appropriate.
Mr. Cutler said that they did not believe all of the results of the chemical analysis of the cement and that the cement was being reanalyzed. However, they agreed that a nonconforming material i
report should be prepared on all tests not just the "ones you believe in".
Specific statements regarding some of the items discussed were as follows:
1.
The "Non-Conforming Material Report" for the reinforcing steel will be backed up with design numbers.
l 2
In the future, documentation will be prepared showing the deposition of any aggregate not meeting specifications and the
~ oasis for acceptance, if used.
3.
A screen will be constructed to keep sand fines from blowing onto the coarse aggregate.
4.
Data from Pacific Cement and Aggregate will be obtained to "back up the design mix data".
5.
Special procedures will be developed for use of reservoir water in the concrete.
DETAILS A.
Personnel Contacted Personnel contacted during the visit included the following:
EfB D. G. Raasch Project Engineer J. Jackson Quality Assurance Director J. Hiltz Civil Engineer 1
l A
i l
Oig rw
. Bechtel j
Project Construction Supervisor J. J. M. Vender Knyff Quality Assurance Program Engineer M. Wilms 4
Civil Engineer R. Cutler Concrete Laboratory Supervisor A. Erickson Materials Supervisor C. Marquess Leave 11-Dravo Project Superintendent S. Stewart ERICO Products. Inc.
Representative of Cadweld rebar splicing K. Peters supplier B.
Status of Construction The concrete batch plant was not completed and tested until September, 1969, therefore, construction progress is several months behind the proposed I
schedule. The only concrete placed for the containment structure at the
_/
time of the visit was for the tendon access gallery (strength not structurally significant to containment vessel). P.icement of the reinforcing steel for the containment vessel base mat was scheduled to start within a week or two.
Estimated construction completion was about 4%.
C.
Administration and Organization 1.
Quality Control The quality control organization as it relates to the manufacture of concrete was reviewed with Mr. Jackson. The concrete batch plant is being operated by the general contractor Leavell-Dravo.
Bechtel operates a quality control laboratory for the testing of aggregate and concrete. The laboratory has been staffed with a Supervisor and three other inspectors. Reportedly, the Supervisor, Mr. Erickson, has had many years of experience with concrete. He has the responsibility for designing, adjusting and testing of concrete mixe One of the three Bechtel inspectors constantly observes the operation of the controls of the batch plant.
Bechtel also has three inspectors who observe the placement of concrete. Allseven of these inspectors report to Mr. Cutler, Civil Engineer, who is responsible to the Project Construction Supervisor for site inspection.
s~ J k
A
-,s '
The receiving inspection of reinforcing steel and all other msterials was being handled by Nk. Nhrquess, NWterials Supervisor.
Nk. Nbrquess reports directly to Mr. Vander Knyff, Bechtel-Project Construction Supervisor. Additional wterials inspectors will be acquired as needed.
Mr. Marquess also makes some vendor and i
consultacc laboratory visits to witness significant tests and j
review test certification reports.
Mr. Wilms, 3ite Quality Assurance Program Engineer, reports to Mr. I. Isben, Bechtel Quality Assurance Supervisor in the Vernon, California office. Therefore, according to Mr. Jackson, his review and management of the QA program can be totally objective since he is independent of construction management.
The inspection of Cadweld splicing will be done by B. Boyd, Bechtel Welding Supervisor. He reports to the Project Construction Supervisor. As a matter of interest, Mr. Boyd was the Welding Supervisor for the Southern California Edison San Onofre Nuclear Generating Station when it was constructed.
1 D.
Concrete Materials 1.
Cement The PSAR states that cement shall be of Type II as specified in ASTM C-150.
Cement for the project has been supplied by the Calaveras Cement Division of the Flinkote Company, San Andreas, California.
The (Calaveras) record showed that cement had been supplied from two silos (E and F).
Certified reports by Calaveras for each silo were reviewed. These reports identified the cement to be of Type'II, Low Alkali.
The results of chemical and physical tests contained in reports by Calaveras, including time of set and compression tests, were observed to be consistent with the requirements of ASTM C-150.
These reports did not contain results for heat of hydration tests, nor did they include the percentages of tricalcium silicate or tricalcium aluminate contained in the cement.
The records also contained the results of independent testing of the Calaveras cement by the SNUD's consultant, Lowry Associates
.l of Sacramento. The review of a report by Lowry Associates, dated i
October 1, 1969, revealed the following information:
a.
Chemical Analysis-The test aesults showed values. consistent with the require-ments of ASTM C-150, except for the following:
W
[],,
. (1). Loss on Innition
/
The results showed a loss of 3.017., compared to a specified limit of 3.0 maximum.
l (2) Sum of Tricalcium Silicate and Tricalcium Aluminate I
The results show the sum of these two compounds to bej 62.487., compared to a limit of 587. maximum.
The following statements, relating to the above discrepancies, were contained in the Lowry report.
(1) Loss on Ignition "We believe this is an insignificant i variation from project specification requirements."
?
(2) Sum of Tricalcium Silicate and Tricalcium Aluminate -
Reference was made to footnote "d" of Table I, ASTM C-150, and it was stated, "It is our opinion that this deviation is not significant".
The Lowry report did not contain results for heat of hydration tests.
(
A "Non-Conforming Material Report" had not been prepared for this deviation from specifications in accordance with SMUD's quality control procedures, b.
Physical Test Results The results for all tests were consistent with the requirements of ASTM C-150, except for the false set test, for which the following results were reported.
36 mm Initial penetration 3 nun Final penetration 8.33 Percent final penetration ASTM C-150 specifies a final penetration of 507., minimum.
In consnenting on the above discrepancy, the Lowry report quoted from the " Interpretation of Results", Section 8 of ASTM C-451, and concluded, "It is our opinion the above is self-explanatory and, since the time of set test as indicated by the Vicant Method is well in excess of the specifications, we do not expect any problems with the use of this cement".
A "Non-Conforming Material Report" had not been prepared for this deviation from specification, v
m
~
[
\\
U 2 Angregate Materiels The project records contained the results of independent tests conducted in accordance with ASTM Designations C-40, C-88, C-117, C-127, C-128, C-131, C-136, C-142, C-289 and C-295 on the aggre-gate materials selected fr. concrete manfacture. Certified tests reports by the aggregate materials supplier, Pacific Cement and Aggregates, Fair Oaks, California, were observed to contain the results of the same tests listed above. The results of all tests were observed to be consistent with the applicable requirements of ASTM C-33.
The results of receiving (stacker conveyer belt), stock pile and batch plant conveyer belt tests of aggregate were reviewed with Mr. Erickson. A total of 105 tons of 3/4-inch aggregate were rejected on October 9, 1969 because the aggregate size did not conform with specifications. Another load was also rejected the following day for the same reason. On September 17, 1969 a test of 1%-inch aggregate that was being unloaded showed 64.5% of the aggregate passed a one-inch screen, c_ompared to the ASTM C-33_
specification which limits the quantity passing dhrouen a nna-4a-b Gr screen to 20-557 Nevertheless, the aggregate was unloaded and h used. The next test of 1 -inch aggregate performed at the site 4 I
was not made until September 29, 1969.
A "Non-Conforming Material Report" had not been prepared for this deviation from specifications.
During the tour of the batch plant area, it was observed that a 1
a aificant quantity of sand fines had accumulated on the 3/4-inchj m
coarse aggregate stockpile. This appears to be in nonconformance with ACI-318, paragraph 409, which requires that aggregates be stored and/or separated to prevent the intrusion of foreign
(
matter.
3 Mixine Water a.
Total Chlorides The project records contained the results of tests for total chlorides in the site water system. Results were reported.
on October 8, 1969 for the following sources.
Source Total Chlorides Site Well 1.0 ppm Storage Tank 1.0 ppm N
Reservoir
)
7.4 ppm s-
i a
k_l s -;
l According to Mr. Jackson, a limit of 10 ppm t 3ta'l chlorides f
has been established for. concrete mixing water.
b.
Mortar Cube Tests (Mix Water Comparisons)
A report by Lowry Associates, dated October 6,1969, contained the results of compressive strength comparisons between mortar l
cubes prepared using site water, water from ice proposed for use in concrete mixing and distilled water. The results of these tests, conducted in accordance with ASIM Designation C-87, were as follows:
Water / Cement Strength Sample Age (Days)
Ratio (Ave. ), ps i Distilled H2O 7
0.60 2965 Distilled H2O 28 0.60 5310 Site Water 7
0.60 3010 Site Water 28 0.60 5300 Ice Water 7
0.60 3190 Ice Water 28 0.60 5390 Use of Reservoir Water for Concrete Mixing c.
i In touring the site, the inspectors observcd a reservoir which had been constructed adjacent to the site well. The reservoir had been built by constructing an earth embank-ment in a small ravine. It was unlined. The reservoir water was quite " muddy" in appearance; reportedly, the result of a recent rainfall. In response to the inspectors' inquiry, Mr. Hiltz said that water from this reservoir may be used for concrete mixing water, if the need arises; although normally, mixing water will come from the site well or steel storage tank.
Mr. Hiltz stated that written procedures had not been i
prepared governing the use of reservoir water for concrete mixing.
E.
Concrete Design Mix Records were reviewed and discussion were held with Mr. Erickson relating to the concrete design mixes for the project. The inspectors concentrated their attention on concrete mix No. C-1.
Thic mix had been used in forming the walls and floor of the reactor building tendon access gallery, and will be used to form the base slab, walls and dome of the
_s reactor building. -This mix is shown in Appendix A, attached to thic report.
(g
)
L./ The PSAR states that all concrete work will be in accordance with ACI-318 and ACI-301.
In response to the inspectors request for the records of trial mixes prepared in arriving at design mix No. C-1,'Mr. Erickson provided a copy of one data sheet and one work sheet for a single trial mix. Copies of these data sheets are attached as Appendix B and Appendix C to this report. The inspectors asked Mr. Erickson if he thought the preparation of a single trial batch was consistent with the procedures outlined in ACI-318, Chapter 5, or ACI-301, Chapter 3.
Mr. Erickson stated that he had been assigned to the project with insufficient time to prepare the number of trial batches suggested by these codes and specifications.
The following significant comments were contained on the trial batch data sheet provided by Mr. Erickson.
1.
" Concrete mixer not working properly" 2.
" Cardboard molds used."
3.
" Cylinders left out of water for 3 to 4 days - no water available for curing."
4
" Weather extremely hot!"
5.
" Note: with proper control higher strengths can be obtained."
Other observations by the inspectors included:
1.
Wheras "Daratard 40" was used as a water reducing agent in the.
trial batch, "Daratart HC" is snecified in the design mix.
2 The proportions of concrete ingredients shown on the concrete mix design calculation sheet (Appendix C) are inconsistent with the design mix proportions (Appendix A).
3 ACI-301, Chapter 3, paragraph 308, states that trial mix tests results shall be used to plot a curve showing the relationship between water-cement ratio and compressive strength. This paragraph futher states that for "... ultimate strength type concrete and prestressed concrete - the maximum permissible water-cement ratio shall be that value shown by the curve to produce a strength a minimum of 25 percent greater than the strength specified."
The specified compressive strength of design mix C-1 (Appendix A) is shown to be 5000 psi. The trial mix data for this mix (Appendix B) shows an average 28 day strength of 5200 psi.
\\
v k
\\ 4 The number of trial mixes necessary to establish a curve,
"...at least three different water-cement ratios which will produce a range of strengths encompassing those required for the work" * - apparently, vere not made.
l F.
Concrete Comoression Tests i
The concrete compression testing program was discussed with Mr. Erickson.
In accordance with SMUD's contract, compression test samples were being made for each 100 yards of concrete, or fraction thereof, for each class of concrete placed and not less than one test for each day's placement of each class of concrete. At least eight test cylinders were being made for each test. Two cylinders each were to be tested at 3, 7, 28 and 90 days, i
Specimens were being made, cured, and tested in accordance with ASTM Test j
Designation C-31 and C-39 i
The results of compression tests of concrete samples to the date of inspection were reviewed. Also, the first 28 day compression break tests of concrete for the reactor building tendon access gallery were observed.
The specified 28 day compression strength of the concrete is 5,000 psi.
The seven day test results of the concrete that was poured on September 24 were 3,855-4,120 psi. The 28 day break tests observed showed compres-w sion strengths of 5,182-5,659 psi, s
G.
Reinforcing Steel 1.
Receiving Inspection Mr. Marquess discussed the receiving inspection plan for rein-forcing steel. The steel is checked by him before it is unloaded from the truck.. The manufacturer's " Physical and Chemical Test Report" must secompany the shipment or it will be rejected.
Mr. Marquess stated that he has already rejected shipments for this very reason. A numbered inspection tag is attached to the lot once the material has been accepted. A record is maintained of all material received including the lit tag number. Once the material has been used, the ta, is returned to Mr. Marquess.
At least one set of samples is obtained at the site from each rebar heat number for testing by SMUD's consultant, Lowry and Associatet.
Mr. Marquess witnesses most of these user tensile tests. The inspector reviewed the results of the fabricator's
" Physical and Chemical Test Reports", the " Receiving Inspection 4
Log - Reinforcement", the consultants " Physical Testing and Inspection" reports, and a "Non-Conforming Material Report" that pertained to user tests of the rebar. Except for one of the user tests, all test results showed that the rebar met the requirements h
(,/
- - ACI 301, Chapter 3, paragraph 308 r
.~
OO for ASTM Designation A 615-68 Grade 60 steel, per section 5.1.3.2 of the PSAR. The exception was the user tensile tests of the first shipment of #18 reinforcing steel. Heat No. 18 E 395, showed thereinforcingsteeltohaveayieldstrengthof59,625psionf the first test and 58,320 psi on the second test, rather than the required minimum yield strength of 60,000 psi. Also, a "Non-Conforming Material Report" dated October 7, 1969 stated that the above material was accepted on the basis that the testt data satisfies design requirements, but did not list the design requirements for the reactor building base mat where this non-l conforming material will be used.
2 Cadweld Splicing Cadweld splicing will be used for the reactor containment building reinforcing steel. The qualification of welders and the Cadweld splicing program in general was discussed with Messrs. Boyd and Cutler. The qualification record of the first welding crew was reviewed. The making of several of the initial production splices of #18 rebar for the reactor building base mat t.a., witnessed.
Prior to the production splicing of reinforcement bars, each of the operating crew prepares and tests a joint for each of the positions d
to be used in production work. The splices were made and tested in accordani:e with SMUD's specifications (same as Cadweld rebar j
splicing specifications by ERICO, Cadweld splicing equipment manufacturer). The same ASTM grade, size and deformation pattern l
of rebar was spliced and tested as used in the production work.
To qualify, the completed splices met the following requirements for visual inspection and minimum tensile strength.*
l "a.
Visual Inspection *
(1) All completed splices shall be visually inspected at both ends of the splice sleeve and at the tap hole in l
the center of the splice sleeve.
(2) Sound nonporous filler metal shall be visible at both ends of the aplice sleeve and at the tap hole in the center of the splice sleeve. Filler metal is usually recessed approximately 3/16-inch from the end of the sleeve due to the packing material and is not considered a poor fill.
- Also applies to production splices.
OO k
lV (3) Splices which contain slag or generally porous metal in
~the riser, tap hole or at the ends of the sleeve shall oe rejected. A single shrinkage bubble present below the riser is not detrimental and should be distin-guished from general porosity as described in (2) above.
(4) There shall be evidence of filler material between the sleeve and bar for the full 360 degrees.
(5) The splice sleeves need not be exactly concentric or axially aligned with the bars. However, there shall be a minimum of 1/16-inch between the splice sleeve and deformations of the reinforcement bar. This condition of maximum acceptable excentricity or concentricity may be measured with a stiff 1/16-inch diameter wire.
(6) The Cadweld splices, both horizontal and vertical, may contain voids at either or both ends of the Cadweld splice sleeve. Allowable limits for end void shall be as shown in the following table.
Allowable Void Limits
- Vertical - Full Void Area Circumference Low Bar Size (Souare Inches)
(Inches) 14-14 2.15 - 2.15 5/8 - 5/8 14-18 2.15 - 1.99 5/8 - 1/2 18-18 (RBT-1876) 2.64 - 2.64 9/16 - 9/16 18-18 (RBT-1891) 3.00 - 3.00 5/8 - 5/8 18-18 (RBT-1801) 3.00 - 3.00 5/8 - 5/8 (7) Joints which do not meet the visual quality acceptance standards specified shall be rejected and completely removed. The bars shall then be rejoined with a new splice made in accordance with these specifications."
b.
Tensile Testing "The average strength of the Cadweld joints shall be equal to or greater than the specified minimum tensile strength for the particular bar size and ASTM Specification. Eight-five percent of the splices shall have a minimum tensile strength equal to or greater than the ultimate strength of the reinforcement bar. The minimum acceptable strength of any Od wints is nit cne enrire suoscance or caote or "allowaote vota Limits".
k
N splice shall be 125 percent of the specified minimum yield strength for the particular bar size and ASIM Specification.
The-splices must meet the following requirements."
Deformed Concrete Reinforcing Bar Nhterials Minimum Tensile 125% of Min.
Splice ASTH Strength Yield Strength Type of-Code Designation (esi)
(osi)
M terial a
A 615 Grade 40 70,000 50,000 Billet Steel 1
A 615 Grade 60 90,000 75,000 Billet Steel 2
A 615 Grade 75 100,000 94,750 Billet Steel 3
According to Mr. Cu ler, for the purpose of quality control, c
production splices will be tensile tested for each position, bar size and grade of bar. This will amount to about six production splices. All other tests shall be made from three foot test bars spliced in sequence in an otherwise identical manner as the production splices (i.e. sister splices). In conformance with the PSAR, sister splices will be tensile tested in accordance with the following schedule for each position, bar size and grade of bar.
1 out of first 10 splices 2 out of the next 100 splices 3 out of the next and subsequent units of 100 splices l
The Cadweld splicing program as outlined by Mr. Cutler satisfies the requiremnats contained in APPENDIX 5C of the PSAR. It was observed that a manufacturer's representative, Mr. Peters, was present at the job site at the outset of the work to demonstrate the equipment and techniques used for making splices, per 'section 4.0.a. of APPENDIX SC of the PSAR.
Mr. Peters stated that he would also be present for at least the first 50 (25 required per PSAR) production splices to observe and verify that the equipment was being used correctly and that quality splices were being obtained.
J
- '%s
77:I ~i. C'.tiCGT10:I c 'ar;; : ~.;u c 'lycT
<.c ::.:n ::ms n r e n ~ C___
ntAtt.r.Ldic pri
- ta.
7.
c.u.
.s z. ;.t2r sr.na e n.
f,3c.
tu
- n eu u
I t
atx 1
f e
e er S lem Air Dbal Lly),
,( t h), [1hd fly), Qt )2, (o-)
J0:)
n Ct?
Tozz Srnd M.,,
A-1 3000 3540 3
4.5 446 52 214 1953 10 5 1206 8.3 15.5 5.5 9.55 10 33 A-1-1 3000 3440 4
4.5
-i65 3!
20 6 10'2 IJ L5 1131 3.1 16.5 5.5 0.35 10
'G A-2 3000 34?O 4
6.0 516 Si
?30 1324 1J14
?.2 18.3 6.1 47 10 43 0-1 4000 4593 3
4.5 551 97
'iG 1007 9?]
1151 U.'
20.7 6.9 3. c.3 15 33 E-1-1 4000 459) 4
- 5 5 7 '*
97 2d6 775 M) 1137 LJ.7 21.4 7.1 0.'3 14 13 D-2 4000 4530 f.
6.3 5M 95
- 80 1226 1%)
l . /-
20.7 7.:
0.43 15 41 C-1 5900 5740 3
4.5 3.3 113 200 916 1011 ill5 P..
24.1
?.0 9.37 15 3'
L J.
24.4 0.1 0.37 13 3S C-2 5000 57's0 4
r,. 0 650 11a 230 1100 IG G-3 5000 5740 7.?
31.5 10.5 0.35 13 100 g
639 193 I42 2067 Concrete !!aterials:
9 1.
Cement (Type 11)--Calcveras Cement Conpany y
2.
Pozzolan--Basalt Rock Company, Inc.
r-.*
3.
1.'s ter--Deep well a t jobsite p%
4.
Sand & Coarse Aggregates--Pacific Cement 6 Aggregates, Fair Oaks, California 5.
Air Entraining Agent--Darex /.I.A (W.R. Grace Co.)
g 6.
I?ater Reducing Agent--Daratard HC (W.R. Grace Co.)
tio tes :.
b 1.
f based on 10% coefficient of variation.
er u
2.
Itarinma slump is determined at the mixer.
M
^
c== -
weiE ts are based on clean separation, esturated, sur face dry.
b h
3.
AEgregate h
'. !?cter-cecent ratio will be adjusted to attain specified strensths bared e. test data, p
4 a
l Carcl. looo icl
/
/
/
r!!olc! S Lt :ir e'cs yo ff; ur 7D 2a %,
~
CONCRETE TEST SPECLV. ENS
/
f AEY 6721.CA?h,'L' @/fo'
- ')' D
$p3??forw' rnog,,
h/$2.
,l5',Y /,V' f.
,l "t/
Mix No.
b*/
Structure M M.EW l/I 'I Location Date Cast % # 1 I f By 4[2 N (h' # )'Y~/' '/
!b l ! O /1. / '?
,, f/S
- lb \\
I ShiEt Time Cast A. E. A'. //'<[sI.
W.R.R. 9//,['S C /?./. C 3" d ncr,,e"te Temp.
[.'
Cement Type 7'#d-Brand
/H / 'I Pozzolan Source ~ i' ' " '" '- - '
Batch Wts.
, Moist. % Dry Wt. l Dry Wts.
l Yield (Absolute Vol. ;
Cement -- --
}-/'fo 3 '/
l l
j Pozzolan---
[.'//
l S a nd - - - -
70, *k
/,,3)
l 5, 7. [
l No.4-3/4"
'/// ///
V i
i ll: 's* <?[
l 3/4" - $--
7260 v
7 2, o O l
2 " - 4"- - -
l 4" - 8"- - -
l Ic e - --- --
)
Wa ter -- - -
/7,d'2
/,,y[
,9 ()' p'/.
Water / Cement by Wt.)
Cement'+ Pozz.
Sacks /Cy.
Slump 0,3,0
- s..= w.
. 9,,
Air Content (-1p" Portion)
Sand / Aggregate,(byVol.)
Specimen Size Afn f S.$$/' 'I k>.hY$'-
Cy/inders M H c d a f \\<2a i e r % -
RE%3KSs
'S 40 $ Wac/S
. L *. tGa>'cr adalla!,lc Or Cui;n,.y f
/,)f}T '
/g CCMPRESSION TESTS
~
i i i.
.ll,,,-
<, 4..,..,, l.,./.., / )
1 Cylinder Break Age Wt./Cf.'
Total Unit Strangth No.
Date Days Load Lbs./Sq. Inch T-C-/- /
9'///49 3
7VDoO Q 79.y r G 9'l/F/t 9 7
f%f~au B r X4 f-ll U ff'fb'?
7
/5hGd
.$M Q r-a - t/ iMAa is M3'. os u
.c3 D 5 f bl "[ /c'/.'lc )*
llf
! /Ll? $$N
.b]'h 't APPENDIX B k
- M' Form No. 23
' ' ** ' 0/
- Q
'f' off[/ /.t? '.k !'
j h.
o
p nGM3 driv-
.a s
V-4'u Dsd Q
s' bi. vI.
{!
( "c>
g g
' %)i zN S
1 s,3
- k. [I
\\
i G
N
?..
l.
j w.
1 w
w 1
)
c[d) % s) o, gs. '\\..
F6
- i)@fffnl If\\nfah t i i
e
{
. ' o.
t e m M IM M L
'A
=
k si 4 >
4 6%s
.x N.)
.D t,!)
4 V.
L..
.g G
98 cc.
gf 43'J
.c
>0 a
r.
- j
]
)b a.
1 i
N
+
l >c
..) '
.l -
\\ 1
'; ~
T i
m
.I r.
j 4
er y
4
.r s
l Q
goq bs
)
b,)
~b-1s
\\
N, g.
]
s i
\\.
\\
p-
.'s..
-.j,,4 4
s:-
.g tt 1:
18 e,
to IN_i %
- g.,
u;.
c.-
-v-
- 9.,
.N u.*
N a
- A o
t u:,. -
e.
o-3-
'.o, s n
K.hjo k x
.x<p, he
'N. ih-i w
q x.
^-
M N
s, b.
Y'
- s.
- N t
$..A t
%} es h-I y3 6.i C
.<Sk. %,
(?
n s'
h I'
%- NQ
~\\
Q'
\\
..h
,' O P.>
?
Q*,
o.b ; }r
- I
(-
k\\.
-Q
,f U.
- i
. ih.
t
,j
' ~,3
.s s.
s.
. {,')
'(o Q.
n.s
.i s
5.ho 5 'q;N a. 'b E -
T 0
N e
12 I..
b.
' k-a V.
l m
m tt).
Ve x~
lo G ' A. g
^
x i
A N
1 Q ~M ;. 4 N.
g
.[.
5 n,
3,
.. n q ;..;
i
%D-
",i r
- 4. Mi ' }* ~'.'
1
%, k 2
- -.i s.
w.
..&,. ' V...,,!.
.,l l
B N w S,
- v...
i 4 9 %
v! %g
\\
n Qb
\\n h, q
'!.p-i i
o x.3 M
i sst%.
' i.. -
l' o u i-
.N, b
- se "s %.p.
5 i
?.4
@.V N
1 t
i
*,Al c
m o
r?,
c.: o%O
' 8, m j J
to ;
=
- C Q >N.gi.tT':$,
td.
.s
.e s-x o
$ '. :..s' s
.i
\\
co
'8'k,v.i i
s.
J 1) j a
u.
-l.
I
.$_. I.
7.
s e
e.,.
-i tS
'N- '
% 'g l
1
., s 0
p e
U
-%..t,%
g
'l, O
N bl H
z
[7) o O
N.,
25 x
o J
O m
. h30
.V E
'V O
t!
l-w O
1 u-
'O' z
'j '.
N.'
o \\ m. m I
h.
,i a:
E..
t.
.r
.t s
_R
',d
,s, a
v o
C-s:
3 s
m-m m.
t c.
i
- l
.