ML18088A930
| ML18088A930 | |
| Person / Time | |
|---|---|
| Site: | Saint Lucie  |
| Issue date: | 10/14/1975 |
| From: | Florida Power & Light Co |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| Download: ML18088A930 (83) | |
Text
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FLORIDA POWER & LIGHT CONPAVZ ST.
LUCIE PLANT <<UNIT 8'1 FINAL REPORT TOWER CRANE COUNTERWEIGHT DROP TO REACTOR AUXILIARYBUILDING ROOF DECK
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TABLE OF CONTENTS I.
SUMMARY
A.
B.
C.
Synopsis of the Xncident Results of Analysis Synopsis of Corrective Action XX.
DESCRIPTION OF THE DEFICIENCY A.
B.
C.
D.
Tower Crane Counterweight Drop Reactor Auxiliary Building Status of Construction Extent of Damage XII.
CORRECTIVE ACTXON A.
B.
C.
D.
Tower Crane Disassembly Temporary Protection Roof Deck Repai,r Testing Methods IV.
ANALYSIS OF SAFETY IMPLICATIONS A.
B.
C.
Nature of the Defect Synopsis of Deficiencies Conclusion V.
ATTACHMENTS 2.
3 ~
4.
5.
6.
7.
8.
9.
10.,
11.
12.
Soniscope Studies of an Impacted Roof Slab - Reactor Auxiliary Building, St. Lucie Unit No.
1 (MA 82%9, Lab.
87680) dated 1>>24-75 by Pittsburgh Testing Laboratory).
Preliminary Report of Investigation of Floor Slab Integrity (MA 8209, Lab
$P752369, dated February 7,
1975 by Pittsburgh Testing Laboratory).
Repair of Reactor Auxiliary Building Roof Deck (Rev.
2 dated 8-6-75 by Ebasco Services Xnc. of Ebasco Const.
Procedure CP-81).
Sketch of Items and Building involved in Counterweight Drop (FS 8770-246).
Test Core/Test Cube Results Sikadur Hi-Mod L.V. Technical Bulletin Sikadur Hi,-Mod Technical Bulletin Final Report of Testing and Inspection of Floor Slab Integri.ty (MA 8209, Lab 8757593, dated August 29, 1975 by Pittsburgh Testing Laboratory).
Photographs Rebar Damage by Core Drilling of RAB Roof (FS 8770-783)
Materials Engineering and Quality Compliance Deviation Report i7214 Memorandum from M. Weber/J.
Fotheringham to J.
M. Fi.sher, August 27, 1975
l J
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SUGARY A.
S no sis of the Incident P
On January 14, 1975 at approximately 2;00 P.M.,
a crane counte'rweight dropped an estimated 80 feet to'he concrete roof deck of the reactor auxiliary building control room.
The counterweight came to rest on the roof deck in an upright position causing considerable damage to the counterweight, cracking of the concrete roof deck, spalling of
" concrete in the immediate vicinity of the impact area, and spalling of concrete on the underside of the roof deck around embedments and along the concrete block wall separating, the'ontrol room from the classroom.
%here were no in)uries to personnel..
B.
Results of Anal sis Soniscope survey was utilized to determine the extent of damage to the roof slab.
The soniscope survey was conducted by Erlin, Hime and Associates of Northbrook, Illinois for Pittsburgh-Testing Laboratory of Pittsburgh, Penn.,
and revealed a damaged area of approximately 14' 12'See Attachment No.
1, - "Soniscope Studies of an Impacted Roof Slab, Reactor Auxiliary Building, 'St. Lucie Unit No. 1").
A further evaluation was made by Pittsburgh Testing Laboratory and forwarded along with a recommended repair procedure (See Attachment No.
2 - "Preliminary Report of Invest'igation of, Floor Slab Integrity").
Concrete cores were taken of the slab in an effort to visually inspect the magnitude of interior damage in accordance with CP-81 (See Attachment No.
3 - Construction Procedure for "Repair of Reactor Auxiliary Building Roof Deck").
-4 0,
C.
S no sis of Corrective Act:on The.capability to meet the original design criteria of the reactor auxiliary'building was re-established following a series of epoxy intrusion grouting operations.
'lhe grouting, operations were con-ducted by the Ben Starling Corporation of Stone Mountain, Georgia in accordance with Ebasco Construction Procedure CP-81'.
Fina1 evaluation of the roof repair epoxy intrusion grouting operation was made by Pittsburgh Testing Laboratory.
'(See, Attachment No, 8-
"Final Report of Testing and Inspection of Floor Slab Integrity").
The evaluation stated that the repair operation had been successful 4n restoring the structural integrity of the slab.
ZI DESCRIPTION OF THE DEFICIENCY A'.
Tower Crane Counterwei ht Dro A Potain (or Manitowoc-Potain) static tower. crane model 982 was being disassembled at approximately 2:00 P.M. on January 14,
- 1975, when a counterweight of 'approximately 5100 pounds. free fell to the roof deck of the reactor auxiliary building.
The'rane had,been erected in an area bounded by the turbine building to the west, the reactor auxil'iary building. to the south, the reactor contain-ment building to the northeast, and the main steam trestle to the north.
The.crane had been erected for use during construction of these structures.
The elevation of the top of the mast was +304 feet above sea level, the boom (or jib) elevation was approximately +272 feet above sea L
- level, and the elevation of the roof deck is +82 feet above sea level.
The free distance between the boom and the roof deck was approximately 190 feet, with the counterweight secured to the under-aside of the boom.. Observers of the counterweight lowering operation E
~
1
.reported that the counterwei.'.t. had been lowered over halfway from the boom to the roof deck, while other's reported that the counter-weight had,been lowered past the, spring line of the reactor contain-ment building; but not quite halfway between the spring line of the containment and the roof deck.
Thus, the counterweight was approxi-mately 80 feet above the roof deck when free fall began.
(See Attach~
ment No. 4 - Sketch FS 8770 246).
The" counterweight size was 6'6" high, 4'll" long, and 1'2" thick and wei'ghed approximately 5100 pounds (See photographs Nos.
1 & 2 contained in the Interim Report dated January 31, 1975)..'he crane. was equipped with an'auxi.liary winch for raising and lowering counterweights and; was inspected prior to lowering of the counterweight.
As part of the inspection the cable had been run completely off the drum and inspected for deterioration and the
,counterweight had been lifted and lowered back into position before releasing from the boom to assure proper operation of the brakes.
All inspections were performed by experi-enced crane operators and the 'inspections revealed no malfunctions.
After inspection',
the pins, which held the counterweight in position, were pulled'and.the counterweight.lowering operation began.
When N
the wei'ght was approximately halfway down, 'the. weight began to free fall.
The operator reported that he was watching 'the weight from P
the cabin of the crane and that when free fall began, he applied the brakes to stop, the weight-fr'om falling, but nothing happened.
After the weight came to rest, the operator observed that the cable continued to run off the drum, and that. after all the cable had'un off, the drum continued to turn.'he brake had little or no effect on stopping the rotation of the drum.
~ 4 0,
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I 1he auxiliary drum m-manu,".'lv placed into position by rotating a worm gear. which meshe's the gears on the drum with the drive pinion.
A lock.is provided to hold the drum and gears in position for the
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main drum (trolley travel)', but the auxiliary drum on the Potain tower crane does not have a safety lock.
A study 'of the gear box
\\
- drum, drum worm gear,,
and drive pinion was made.
The 'failure of the auxiliary, drum to control the lowering of the counterweight was
'attributed to drum disengageme'nt from the drive pinion allowing the drum to "free wheel"..
The d'isengagement occurred due to the absence of a safety lock which would have prevented the drum worm gear from "backing, out" of the mesh position.
B.
Reactor Auxiliar Buildin 1he reactor auxiliary building is a reinforced concr'ete structure, with cast in-place concrete exterior walls.
The interior*floor construction is of beam and girder construction supported by rein-forced concrete columns.
Allinterior shielding walls are either solid concrete block of reinforced construction, or reinforced concrete.
1he reactor auxiliary building is a seismic Class I structure and houses the waste treatment facilities, engineered safety features, switchgear, laboratories,
- offices, and control room.. It further
/
provides protection for 'the cable and piping penetration areas of the con'tainment building.
The building exterior walls, floors and interior partitions are designed to provide plant personnel with 0'he necessary biological radiation shielding, and to 'protect 'the equipment inside from the effects of adverse'nvironmental conditions including tornado and hurricane winds, temperatures, missiles and flooding.
The reactor auxiliary buildi.:i'g is designed in accordance with the "ACI Standard. Building Code Requirements for Reinforced Con-crete",.ACI 318-63 Part IVB, Ultimate Strength Design.
The reactor, auxiliary building roof deck is a 24 inch thick rein-forced.concrete slab supported on all four extremities by 24 inch thick reinforced concrete walls, and an intermediate 4 foot thick girder supported at 2'7 foot intervals by 3 foot square reinforced concret'e columns.
At the point of impact, an 8 inch thick concrete b1ock wall had been erected to separate the control room from the classroom.
C.
Status of Construction The project was 88% complete at'he time of the incident.
All major civil work relating to the reactor auxiliary building, reactor building and the turbine building was complete (these structures surround the tower crane).
Below the roof deck of the reactor auxiliary building, the interior walls for the classroom, offices, etc.,
had been completed.
In the control room adjacent to and north of the classroom, major equipment including the RTGB board, engineered safeguard logic"cabinets, sequence of events cabinet,
. digital electro-hydraulic control cabinet, reactor protective systems cabinets and the radiation and weather monitoring panels had been installed, with work continuing on electrical connections.
The north-south wall at column line BAJ separating the control and classrooms from the HVAC equipment room 'was complete.
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p D.
Extent of Dama e
An immediate investigation.was conducted to determine the extent 3
of damage.
The counterweight damage amounted to spalled concrete over most of the lower one-third surface..
The counterweight was expendable and was removed from the area with no repairs.
The upper surface of the reactor auxiliary building concrete roof susta'ined moderate surface. cracking extending out,approximately 2'o
'4'rom the impact area (see photographs No.3 & 4 cont'ained in the Interim Report dated January.31, 1975, and'ttachment No. 1).
/
There was some slight spalling of concrete in the immediate area of impact and moderate cracking of concrete extending through the slab.
P On the underside of the 'reactor auxiliary building roof deck, surface cracking of the concrete was evident (see Attachment No. 1);
The 8 inch concrete block wall separating the control room from the classroom suffered spalling along the-top of the wall directly under the point of impact, and 'cracking extending radially down-ward under the axea of impact (see photograph No.
5 contained in the Sonic testing was utilized Interim Report dated January 31, 1975).
to determine. the extent of damage to the roof slab..
Evaluation of the'sonic tests revealed an area within a fourteen foot by fourteen. foot boundary which contained cracked or damaged concrete (see Attachments Nos.
1 6 2).
'III'ORRECTIVE ACTION Tower Crane Disassembl The remaining counterweights were removed from the Potain tower
'I crane with a. Hanitowoc 4100 crawler tower crane..
The Potain
- tower, p
crane boom was removed wi'th a Manitowoc 4100 crawler tower crane 0
~
p
and a Manitowoc 4100 crawle~
c.rane.
B.
Tem orar Protection Temporary protection for the roof deck was accomplished by sealing the impact area with a waterproofing plastic membrane.
During t'e'eek of -April 21, 1975 a 16' 16'ood frame waterproof encl'osure was e'rected to ensure that the repair area would be
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protected from weather and water (see Attachment Photograph 9-1)
C.
Roof Deck Re air The, epoxy intrusion grouting repair of the reactor auxiliary building roof at elevation +82.0 was performed by the Ben Starling 'Corp., of Stone Mountain, Georgia.
The work was begun on June 6
1975
'nd was carried out in accordance with the attached Ebasco Construc-tion Procedure CP-81.
Two 4" cores were taken from the repair area 'in an effort to establish initial slab conditions (see Attach-ment Photograph 9-2).
'Ihe cores verified the soniscope 'readings since it was possible.to take only fragmented
- samples, which revealed extensiv'e cracking and damage in the unsound (impact) area.
On June'8, 1975, the epoxy intrusion pressure grouting operation F
began.
The material was pressure injected with a hand pump through one-way alemite grease type fittings into Q" holes drilled into.
the roof slab from the top and bottom of the slab to a depth of from 2" to 16" (see Attachment Photographs Nos.'9-3, 9-4, 9-5, 9-6,
@ 9-7).
The chemical epoxy gxouts used during the injection operation were e
Sikadur Hi-Mod and Sikadur Hi-Mod L.V., both of which are 2
component moisture insensitive 100% solid epoxy-resins (see Attach-ments No.
6 - "Sikadur Hi-Mod LV" - and No.
7 - "Sikadur Hi-Mod")~
A total of eighteen (18) gallons of material was pressure in-jected into the slab during the first injection operation.'uring the injection of the top side of the slab, material penetrated through to the bo'ttom side of the slab in a semi-
\\
circu'lar area which had the center of impact as an origin and P
.. extended northerly with about nine.(9) foot radius.
,Penetration, of the material was evidenced by visual observation of seepage through cracks, vented fittings, anchor. bolts, and around the edges of some embeds.
The epoxy was also forced through eleven (ll) vented fittings on the top side of the slab.
This evidence indicated that penetration through the slab had been obtained.
Test cubes of the epoxy material were taken and 'compressive strength tests were conducted by Pittsburgh Testing Laboratory at the St. Lucie site
.(see Attachment No.
5 - "Test Core/Test'ube Results" ).
On June 24, 1975, J.
F ~ Artuso of Pittsburgh Testing Laboratory sonic tested the repair area.
He concluded that there still" existed areas that gave unsound readings (see 'Attachment No. 8-1 "Final Report of.Testing and Inspection of Floor Slab Integrity") ~
He recommended drilling four - four (4) inch diameter cor'es in and around the unsound. area for the full depth of the slab to provide further information.
(See Attachment No.*8 - Interior Attachment III).
Based on sonic readings and,core evaluations, Mr. Artuso recommended that further epoxy grouting be performed to fillcracks not grouted during the initial injection; Soniscope readings were, taken agaih on July 22, 1975, to establish a new base line prior to further epoxy injection (see Attachment No. 8).
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r l
During the week of August 4.
L975, the roof slab
.was again
'4 pressure injected with epoxy by the Ben Starling Corporation.
The injection process was coordinated with'sonic testing in accordance with CP-81.
A total of five gallons of additional
~..material was pressure.injected.
An area approximately six (6) feet by four (4) 'feet around the impact point still failed to provide sound readings, even after extensive injection. It was hypothesized that unsound readings 'were the result of massive surface fragmentation caused by'the direct impact of the counter-
'eight.
To prove the hypothesis, test spots were prepared by removing the top two (2) to four (4) inches. of concrete (see Attachment Photograph Nos.,9-8 6 9-9)
~
Seven (7) test 'spots were prepared and tested inside the "unreadable" area with the result that sound readings were received at six of the seven locations.
The poor reading at the eev'enth test spot was attributed to interference due to the close proximity to steel embeds.
These results were acceptable to the testing consultant and Ebasco
~
personnel..
The area was then prepared for the finish topping with the removal of. all unacceptable materials "and a general cleaning.
The c'oncrete that had been removed in the impact area, including the cores, was replaced with 'a topping consisting of 3Q parts sand (maximum mixed with 1 part Sikadur Hi-Nod'.
The topping was placed in three (3)
. inch. lifts with a minimum of lg hour set time between lifts and was completed on August 21, 1975 (see Attachment Photographs,9-10 6
9-11).'pon completion of the topping, sonic tests were conducted to verify bond between the topping and the original concrete.
Due to
~ either damping or a diffraction of sound waves by the epoxy
'topping, readings vere unobtainable.
Therefore, two cores'ere taken to substantiate bond.
The examination of the cores indi-
'cated sound bond with a high degree of epoxy penetration into the random cracking, pattern beneath the epoxy topping,(see Attach-'ent, Photographs 9;12 6 9-,13).
core break was performed for one of the two final 'cores, verifying that the structural integrity of the slab had been restored (see Attachment No.
5).'.
Testin Methods All repair operations were conducted in accoidance with the requirements of AS'-109; ACI -'03, and ASTM D-695.
IV. ANALYSIS OF SAFETY IMPLICATIONS J
A.
The Potain (or Manitowoc-Potain) statfc tower crane model 982.
- was c'ompletely disassembled.'
study. of the gear box, drum worm gear, drive pinion, and drum was'conducted.
It was concluded that the failure of the auxiliary drum to adequately control the lowering of the counterweight was due to drum disengagement from the drive pinion, allowing'he free rotation of the drum.
The crane manufacturer was notified of the deficiency in an effort to prevent reoccurrence.of this event at any other location.
S no sis of Deficiencies
" During the taking of cores for verification of soniscope readings taken June 23-24,
- 1975, a total of seven (7) reinforcing steel 8
bars were wholly or partially severed.
An engineering deviation report. (No. 214) 'vas initiated and transmitted to the Ebasco, New York Office for an engineering evalu'ation.
(See Attachment i/ll).
<<10-
A response was received in l.he form of a memorandum dated August 27
- 1975, from M. Weber/J.
Fotheringham to J. H. Fisher in which it is stated that the roof slab can withstand the design loading with stresses within the allowable limits, provided the soundness of the concrete slab 'is satisfactory'.
(See Attachment 812)
~
A signed copy of the final engineering evaluation. for deviation report No. 214 will be transmitted to Quality Assurance for 4
in'corporation into the permanent plant filing records.
C.
Conclusion
'Lhe reactor auxiliary building roof repair began January 14,
- 1975, and ended September 5, 1975.
Damage to the roof consisted of surface fragmentation and laminar cracking.
Epoxy intrusion pressure I
~ injection grouting techniques were used to filland bond all cracks except those directly under the impact point for a depth from 2"-4".
For repair and filling of the surface area and core holes, an epoxy-aggregate mixture was used.
Soniscope studies were cond'ucted before
- during, and after repair opera'tions to evaluate the adequacy of the repair.
Cores were secured to visually observe
- and, where possible, r
'erify soniscope evaluations.
Based on the extensive tests, examina-
'tions, evaluations, and visual observations, it is concluded that there was a high degree of epoxy penetration and consolidation,'hat all crack and joint bonds 'are
- sound, that the structural integrity of the concrete slab is equal to or greater than the'time prior to the impact, and that the restoration of the reactor auxiliary building roof deck at elevation +82.0 has been successfully completed.
PlTTSBUR H T'=STING LABOR TOrRY CSTASLISHCO ISSI M(AMlI FLOR!DA 33142 AS A HUTV*L PIIOTCCTIOII TO CLICMTS, TMC PUSI IC AHO OUIISCLVCS, AI.L RCPORTS
~ !IC SVOHITIC AS THC O'IHPIOCNTIAL PPO~PRTY OP CLICHIS, AMO AVTHORIZATIOM POR PVSLICATIOH OP STATCHCHTS, COHC'
%IOUS OR CXTRACTS PROM OR RCCAROIMO OUR IICPORTS IS HCSCRVPO PCHOIHO OUII WRITTCM APPROVAL, r
FOAM OS M*
SOIIISCOPE STUDIES OF AH IliPACTED ROOF SLAB REACTOR AUXILLARYBUILDII'IG ST LUCIE UIIIT Tl IQ 8209 Lab 87680 1-24-75 CLIENT:
PROJECT:
Ebasco
- Services, Inc.
P.O.
Box 1117 Jensen
- Beach, Fl 33457 Florida Power 8 Light Company, St. Lucie Unit 5'1 Gentlemen:
SUIL"NRY AHD DISCUSSIOII.'
,-e Damage to the slab by the'ounterw ight impact, based upon the soniscope
- survey, is within a 12'x14'rea.
The damage.was mani ested as cracking in erpret d to be relatively severe within about a
6 foot zone around the impact area, and I"or a distance of about 10 feet to the north and north-eastern area of the impact.
Cracks were tight, ran'domly oriented on the top slab surface.
and confined to the area within ai>d immediately adjacent to the impact.
Tnose cracks are directly due to the impact.
0 On the underside of the slab, cracks were tight and extensively develooed.
To the south of the impact area, the cracks were directional; to the no> th th y were both directiona',
and random.
The directional cracks were most prominent.
A few of the cracks w re distinctly due to drying shrinkage around embedded electrical hexes.
Th directional cracks are interpreted to be the result of drying shrin.'age, possibly enlianced by deflections caused by the impact.
Th random cracks are the result of. the impact and are secondary to the directional cracks.
A core-filled mason.y wall was located essentially directly below the point. of main impact force.
The top of the wall spalled due to the impact.
The damage to tl e roof slab this would appear to have been minimized because of the suoport provided by tho wall,,
p During r pairs of the m sonry wall, attention should be given to the detection of
- cracks, whic"I can be observed as block surfac s are exposed.
Crack repair techniiques utilizing pressure epoxy grouts have b en successful for refurbishing cracked concrete.
As a means of evaluating.the efficacy of the repairs, which shcu'Id provide continuity to the slab, a soniscope survey should be mad-after the repairs have been cert leted.
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V'a t~ Isenvem&
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PITTSBUROrl TESTlNG LABORATORY CsTADLISHCO Immi MIAivIII F LOBIDA 33142 AS A HUTVAL FROTCCTIOH TO CLICNTS
'THC FVSLIC *HO OVRStLVCS, ALL RCFORTS ARC SUSHITTCO AS THC CO>FIOCHTIAL FROFCR'IV OIr CLItNTS, *NO AUTHOIIIC*TIOH
~ OR FVSLICATIOH OF STA t<CNTS, CONC'SIONS OR CXTRACTS FRCH OR RtCANOINO OUR RCFORTS IS RCSCRVCO FCNOINC OVR WRITTCN APFROVALe PORAI OS LIA f@ 8209 Lab f7600 INTRODUCTIO
'I Reported herein are the results of soniscope (pulse velocity) studies of concrete of the roof slab (elevation 82 f et) of the Auxiltary Building of Unit 1
St.
Lucie Plant, of the Florida Power E Light Company.
The studies were prompted by the impact of a concrete crane counterweight which caused an overloading of a portion of th nominal 24-inch thick slab.
In addition to the soniscope
- studies, a sketch of the cracks in the vicinity of the impact area was made.
The studies were requested by John Fisher, of Ebasco Services as a I-cans of evaluating the extent of damage to the roof.
ihe impact area'as defined by markings imposed by the counterweight.
The markings defined a rectangular area having long sides of 5 feet and short sides of 14 inches.
Tne long axis o
the rectangle was oriented northw st-southeast (See Figure').
Th southeast side was impacted initially as was demonstrated by a greater amount of damage within and ilrllediately adjacent to that side.
That alea was essentially directly over an east-west core-filled masonry block wall that separated the operations room and a classroom.
At the top of the wall were incipient spalls that formed due to loading imposed because of'he impact and Illovement of the roof slab.
Thus, the 'wall provided resistance. to the deflection of the roof slab, minimizing that deflection and probably also the damage.
STUDY:
I'l et hod - The determination of pulse velocity of con'crete is a non-destructive testing method tnat utilized the evaluation of rate. of propogation of compressional waves in concre.e.
The velocity of those waves is calculated from data obtained using a double race oscilliscope which tracks the travel time of waves generated by gentle impacts imposed by one transducer and received by a second tranduc r.'he transmission ti.",.e divided by the path length provides the rate of propogation (velocity) of the transmitted wave, conventionally reported in terms of feet per
. second.
The soniscope procedure is given in ASTH Designation:
C597, "Pulse Yelocity Through Concret ".
f Among the factors that affect the pulse velocity are:
a)
Type of Aggregate b)
Density of paste c)
Moisture Content d)
Discontinuities such as large voids, honeyco..bing, cracks e)
Embedded metal
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'ITTSBUR~ TESTING LABORATORY CSTAIILISHCO ISA I M1AMl, F LOR IDA 33142 AS A HVTVAL SROTCCTIOII TO CLICHTS,.NC RV'FLIC AHO OVIIS '
ARC SVSHITTCO *5 THC COHCIOCHTIAI, It%
R IIT
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tR.
OS C'CIITS,
- O AVT ORIZATION R STATLHtttTS, COttC'SIO45 OR CATRACTS CttOH OR NCOAIIOIHO OVR IICtORTS IS RCSCRVCO PtNGIHC OVII VeRITTCN Al'PRO@AT S'0AM 00 MA MA 8209 l-24-75 The factors of item (d) will cause a reduction of velocity and/or an attenuation of the transmitted signal; item (d) will cause an increase in the velocity.
ftems (a), (b) ard (c) wH 1 typically be relatively cons ant for aged concrete of a given mix design.
Deviations from that mix design, concrete deterioration, cold joints, etc.
can cause detectable differences of pulse velocity.
For this part>cular study, cracks and reinforcing steel caused variations of pulse velocity in different areas of the slab.
The cracks generall caused sufficient int rHO r'ference to Lhe transm>tted waves so that when cracks were present, J
y cause the waves were damped completely.
The steel interferred b
(1) b d
n us permitting the waves to travel across some othe~use impassible caps; and (2) by signi-.icantly inc.eacing the pulse veloci+.y when reinforcing sterol pat alleled tne propogation direction.
The interference by the steel was operative only when the pulse wa t,
'tt d gh the slab (laterally, cr diagonalIly).
There was no significant steel s
ransms e
slab.
interference wnen the pulse was transmitted essentially vertically th 'h l ougn e
Procedure - A point within the actural impact location was established as the focus for the pulse velocity measurements.
The point selected was near the th-
~
imprint of th5 counterweight.
Transducer locations were marked off on the top and bottom sides of 'the slab along east-west, north-south, northeast-southwest, and northwest-southeast radii at 2 feet intervals.
A sketch of
~ 'ayout is snown in Figure 1.
The fo11owing pulse velocity measurements were made:
f a)
At two-feet spacings lateral'ly along the top surface of'he slab.
b}
At four, six, and eight feet spacings laterally along the to surface of the slab.
e op c
Yertically through the slab at two-feet intervals.
d Diagonally through the slab (these measurements provided non-useable data because of the interference caused by reinforcin steel.
orcing Sketches of eaci type of measurement are shown in Figure 2.
~SO-Th lt 1.
id'th>>
ti itylihi northwest west the top surfac region of the slab outside of an area abo t 3 f t t th th u
ee o
e nor r.
o
, soutnwest, and south of the impact impr ession, and about 5 feet to the north as of the impact impression.
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The diagonal me. surements provided spurious data because of interference by the reinforcing ste l.
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CSTAOLISHCO ISSI MIAMl, FLORIDA 33$ 4P
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h AS A HUTUAL SROTCCTIOH TO CLICHTS THC RVSLIC AHD OVRSCLVCS ALL RtmORTS ARC SOOHITTCO AS THL'OHCIOCHTIAL rROPCRTT 0> CLICH 5, AHD AUTHOHICATIOH
~ OR mVSLICATIOH Oe STATCHCH 5, COH I.VSIOHS OR CXTIIACT5 SROH OR RCOAROIHC ovR RcI'omts Is kcSSRvco I'cHVIHo oUR vvRITTXH ApmRVVAL, PlTTSBU%4H TESTliNG LAB(%%TORY
'kN 8209 1-24-75 FOAM OS LIA The vertical measurements indi Led that cracks interferred with the. compressional pulse.
The area of most ex.ensive damage was for a distance of about 9 feet to the north and no. theast of the impact area, and for a distance. of about 3 to 4 feet east,
- west, and south of the ilmpact area.
A sketch of the area affected is shown in Figure 3.
Crackino - A survey of cracking perceivable on the top and bottom surfaces of the slav in the vicinity of the impact area;Ias sketched by personnel or Ebasco
- Services, Inc., and is shown in Figures 4 and 5.
The cracking pattern on the topside of the slab (Figure 4) directly reflects the impact of +:.e counter weight.
The cracking pattern on the underside of the slab, to the south of the impact area, has a directional pattern influenced by the r'einforcing steel and is inLerpreted to reflect an initial drying shrinkage, possibly enhanced by the 'impact load.
The crack pattern north of the impact area (Figure 5) is a mixture of directional crack'.ng an" ndom cracking.
The origin of the directional cracks is interpreted to be similar to that of the cracks south of the impact area.
Additionally, cracks disposed radial'.y to circular embedded electrical boxes are the result of drying shrinkage.
Other cracks are interpreted to be du to the impact.
All cracks;;ere tight and offsets were very slight.
Miscellaneous
.- The soniscope survey was made on January 16 and January 18, 1975.
Participating in the survey were Steve Anderson and Tom Rickards of Pittsburgh Testing Laboratory, Bob Potter and Abe Cochran of Ebasco Services, Ind., and Bernard Erl=.n, Soniscope and Petrographer Consultant.
The soniscope used for the studies was a James Model Y Scope The sketches of the. cracks on the top Ed lhlliford of Ebasco Services, Inc.
Soniscope Consultant Bernard Erlan and bottom of the roof slab were made by Respectful ly submi tted, PITTSBURGH TESTING LAPORATORY mc/cc ohn tl. Harllee, Yice President
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P JTTSBU RGH TES TJ NG LOBO AT'ORY, CsTAOLICHco IsmI MtAMls Ft ORIDA 33142 AS A HIITVALFROTCCTION TO CLICNTS..HC FUSLIC AHO OVIISCLVCSo ALL IICFORTS ARC SOSHIT'TCO AS THC CO.'IFIOCHTIAI, FSOFCRTY Os'LICNT5, AHO AUTHONICATION FOR FVFLICATION OF STATCHCH ~ 1, COH
'LUSIOHS OR CIT IACTS FRON ON RCCAROINC OVII RCFORTS IS MCSCRVCO FCHOINO OUR WRITTCN Al rROVAL.
'llA 8209 1-24-75 POIV4 OS LIA The vertical measurements indi Led that cracks inter ferred with the. co-pressional pulse.
The area of most'xtensive damage was for a distance of about 9 =eet to the rortn and no. theast of the impact area, and for a distance. of about 3 to 4 feet east,
- west, and south of the impact area.
A sketch of the area affected is shown in Figure 3.
Crackino - A survey of cr'eeking perceivable on the top and bottom surfaces of the sian in the vicinity of the impact area a>s sketched by personnel or Ebasco
- Services, Inc., and 'is shown in Figures 4 and 5.
The cracking pattern on the topside of the slab {Figure 4) directly reflects the impact of t:"Ie counter weight.
The cracking pattern on the underside of he slab, to the soutn of the impact area, has a directional pattern influenced by the reinforcing steel and is in.erpreted to reflect an initial drying shrinkage, possibly enhanced by the impact load.
The crack pattern north o< the impact area
{Figure 5) is a mixture of directional crack'.ng an" r ndom cracking.
The origin of the directional cracks is in er preted to be simila'r to that of the cracks south of the impact area.
Additionally, cracks disposed radial.y to circular embedded electrical boxes are the result of drying shrinkage.
Other cracks are interpreted "o be du to the impact.
A11 cracks were tight and offsets were very slight.
m Hiscellaneous
.- The soniscope survey was made on January 16 and January 18, 1975.
Participating in the survey were Steve Anderson and Tom Rickards of Pittsburgh Testing Laboratory,, Bob Potter and Abe Cochran of Ebasco
- Services, Ind., and Bernard Erl-;n, Soniscope and Petrographer Consultant.
The soniscope used for the studies was a James l1odel Y Scope The sketches of the cracks on the top and bottom of the roof slab were made by Ed Hillifordof Ebasco Services, Inc.
I Soniscope Consultant Respectfully submitted, Bernard Erlin
'PITTSBURGH TESTING LA ORATORY ohn
'H. Harllee, Yice President mc/cc
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The distance bet~ate en points is 2 feet.
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l'fA 8209 Lab z7680 1-24-75 FlGURE 2 Pulse velocity data was ob ained using t4e path lengths s'nown.
Lateral top surface neasurements at 2-foot intervals
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AC IHMCN AIO Pl I I SBUR H TESTING LABORTVRY POIIM COT IIXV, PC
+SAv5 v CST*SLISMCO I OS I 850 POPLAR STREET. PITTS8URGH, PA. 15220 PI CASK RGPI Y TOI Po Oo BOX ISAS PITTSGVRGH, PA l5250 752369.
AS A NV'TUAL FSOTCCTIOM,D CLII'NTS, TMC tUOLIC AMO OUIISCLVC, ALL RCNORTS AIIC SVS>ITTCO *S
~ MC COVI'IOCMTIAL lAOPCIITV OC CLII.'MTS, AMO AUTVOAI ATION
/04 CVCLICATIOM Cl'TATC<CMTS, COV LUSIOMT Ok CXTIIACTS CAOM OII IICCAROINC OUII IICtOIITS IS IICSCkVCO PCMOIMO OUR WIIITTCN AttIIOVAL LABORATORY No.
ARKA COOE.
C I2 TEL EPHONK 922.4000 CLlKNT'S No.
REPORV I
February,7, 1975
~
~
ORDER No.
ILlA-8209 Page 1 of.6 PRELXMXilARY REPORT OF MVESTXGATXON OF FLOOR SLAB XNTEGRXTY FOR
~ ~
EBASCO SERVXCES I XNC.
P.O.
Box lll7 JENS &f BEACH, FLORXDA 33457 ATTN hlr. John Fisher y >
PRO J'ECT Florida Power 8 Light Company St. Lucie Unit ~l KPJESTXGATXON RENDUESTED Xnvestigate Structural Xntearity of
~
Reactor Auxiliary,Building Roof Slab I'etermine extent of 'damage caused by the impact load and recommend a repair pro-cedure that would restore original structural integrity.
AREA AFFECTED CXRClJ>IlSTAIXCES Or Roof Slab or Reactor Auxiliary Building defined by Ebasco.
The poin-of impact was 9 feet from line.RA3 and 24 feet from line RAL at elevation 82.
Counterweight of Towex Crane dropped on the area dexined above and left an imprint of 14" x 5".
This area and some suxrounding area was waterproored by an application of bit'uminous coating.
Cracking resulted in the top and bottom surfaces of the slab.
Complete differentiation between prior shrinkage cracks and impact cracks could not be made.
I
~
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\\ 'Ebasco
- Services, Xnc.
Preliminary Report of Investigation oz Floox Slab "Xntegrity htA-8209 Lab No. 752369 February 7,
1975 Page 2 of 6 PRELIMINARY TESTING Pittsbuxgh Testing Laboratory employed Erlin,
'ime and Associates of Nozthbrook, Xllinois to use a sonic technique to determine internal condition oz the azfect,ed roof slab.
The method is described in the James Electronics brochure and utilizes the meti od in AS&i C-597 to. deter-mine integxity by determination of pulse velo-citiess.
This initial t es ting using a Janes
. Model V Scope was performed on January 16 5
.18, 1975 by Bernard <<lin of Ezlin, Hime Assoc.
assisted by Tom Richards of Pittsburgh'Testing
.Laboratory, Bob.Potter and Abe Cochran of Bbasco Services.
A masonry concrete block wall was located beneath the impact area and served as a restraint to the impact and as an absozption media for the impact'oad.
-Th's support was transmitted thxough a mortar joint at the top of the wall at the junction of w'all and. slab.
~
~
Method 1
3 Pulse velocity measurements wexe made horizontally at 2 ft. centers in the area; (both transducexs on top surface).
4-z a~
Method 2
~
r.
C Diagonally measuxemen ts (txansducezs.
on opposite
-sides of the zloor s'ab in an offset plane)
Ebasco Services, Xnc.
Preliminary Report of Investigation of Floor Slab Xntegrity IIA-8209 Lab. No.
7523o9 Febxuaxy 7, 1975 Page 3 of 6
~ '
PRELXhINARY TESTING cont.
blethod 3
Vertically thxouch the slab (txansducers on opposite side in direct vertical plane posi-tions.
Method l provides only surface condition by measurements of snea wave propagation.
(This affected area was within confines of the axea determined by blethod 3).
~
~
Method 2 proved ineffective because of shrinkage crack intexzerence.
Method 3 proved most reliable because acceptable pulse velocities could be established on sound "concrete near the afxected areas.
Therefore, the affected area could be defined.
The affected area is thus the area where proper pulse velocities could not, be determined because oz distxessed concrete intezzerence.
This area is shown as a
cross.-sectional a=ca on the attached sketch.
Values of 12.0 (thousand feet per second) ox highex is generally considered sound concrete.
(More definite strencth determinations are made by correlation oz velocity to known strengths)
Fox the purpose oz this study dezinite strength determinations are not necessary because oz the corxelation criteria used in this evaluation.
EVALUATION The test results appear consistant with the most severely cracked areas oz the slab.
.Compression oz the concrete on the top surzace is revealed by an imprint afthe counter weight face and slight surface spalling.
Slight cracking of the top surface was asap'irently caused by tension of the surface as it rebounded.
Eba'sco Services, Inc.
Pxeliminary Report of Xnvestigation of
'loor Slab Integrity MA-8209 Lab No. 752369 February 7, 1975 Page 4 of 6'VALUATXOif cont.
Possibly some cracking and the sli=ht spalling may.
have been caused by localized compress'on failure.
Greater czacking occured on the bottom side which was subjected to greater tensile stresses.
All of the cracks are relatively naxro:v.
Deflection was minimal because of the restraint by the masonry wall.
Damage was minimized by the restraint and stress absorption of the. concxete masonry wall.
The impact stxesses distributed throughout the wall in the impact area arid caused only slight spalling at the top of the wall.
Ther'e was no evidence ox d'istress to other parts of the building.
The narrow crack widths and absence of significant spalling also justifies the assumption of limited damage to the slab.
The structural performance of the entire slab should not diffez significantly after the repair as compared to the slab pxiox to,the damaoe due to the localized
.'ondition relative to the entire monolithic slab.
RECOMBINE fDATXONS:
The xecommended repair is to reinforce the slab in the affected area by xe-establishing the oxi-ginal integrity by epoxy intrusion grouting.
Th s technique oz intrusion of h gh penetration epoxy gxout has been successfully utilized and is an established method (Reference ACX-503 "Guide fox use of Epoxy Compounds with Concrete")..
The repair procedure should include the following conditions.
l.
Conformance to ACX-503 as applicable to the
~ section to be grouted.
2.
Remove the top 14" concrete or the a fected top surface, and any concrete penetrated by the bituminous coating.
The area should be approxi-mately 14 foot'quare as located on the attached pulse velocity sketch.
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ZSasco Ser ".ces, Xnc.
~
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, Prelini.".ary Re=ort of Floor S ab:,.tegrity MA 8209 Lab Po.
752369 Xnvestigation of
'Page 5 of 6 February 7, 1975 Determine compaxative pulse velocities on
'the affected area after removal of the top suxface and before intrus-on of the epoxy.
R~0'i. 1Ei AT XO~N S:
cont.
An area of about 4 ft.x 4it. located in an unaffected part ox the slab (across the mono-li.thic beam) should be prepared similarly.to Step 2.
This area will be used fox compara-tive purposes.
Proceed
.with the epovy intrusion in accordance with a procedure established by an experienced epoxy grout specialist.
Test specimens should be taken from the epovy after mixing during grouting to establ'h, haxdened properties After consolidation by the epoxy grout, deter-mine pulse velocities in the affected and sur-xounding area, and the calibration area.
These will be used to evaluate structural integrity xestoxation.
F 6.
Respectfully Submitted, PXTTSBURGH TESTXNG LABORATORY
~
~
Artuso, Vice Pxesident
/
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JFA/dz
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Additional proof tests should consist of securing and evaluating cores from the slab before and after grouting.
An evaluation of the core would indicate condition of the evisting con-
- crete, epoxy penetration and physical strengths.
The coxes should be nominal 2" dia-meter and drilled vertically about 12 to 15" depths from the top suxface.
Two cores should be taken from the axfected area (one at the impact imprint axea and the other approximately 3 feet radial point xxom the first one).
Dupli-cate cores near these locations should be taken after the intrusion (within 6" of the first 2 comparative cores)
0 a
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Ebasco
- Services, Xnc.
(
Prelininary Rcport oz Investigation of Floor Slab Integrity MA-82Q9 Lab No.
752369 February 7, l975 Page 6 of 6 i~lETHQD 3
<<PLUS E VELOCITY RESULTS
/
The cross-sec-ioned area is the affected area.
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,.AT TRQFIAE/)y IV>. 3
~ m 1 EBASCO SERVICES INCORPORATED
~ FLORIDA POKER & LIGHT,COMPANY
~M ST. LUCIE PLANT
~ 890 MWe INSTALLATION LETTER OF TRANSMITTAL DATE August 11, 1975 TO:
Distribution I
Gentlemen; ga are transmitting attached X under the following items:
Welding Procedure Quality Control Sita Procedures
. X Construction Procedures.
Quality Compliance Procedures lhis copy is Draft X
Final separate'cover via
'Flushing Procedures Pre-Operational Test Procedures ms
~ ~ ~ ~ I
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Co ies Title and/or Doc., 0 Date Rev.
Descri tion- -:.~&~~"-~"~
CP-81 8-6-75 2
REPAIR "OF <REACTOR AUXILIARY BUILDING ROOF" DECK
~"aq CiI Comments Required By:
'I
~
v T3P Remarks:
dated 0 75 and 8
8 75 These are transmitted as checked belov:
Sig ed
~ M.
sher, Project Superintendent CC:
C. B. Amos W. H. Rogers, Jr.
Rs A. DeLorenzo O. R. Gray A. Bailey He D. Hantz, Jr.
K. N. Harris Re G. Cockrell C. Cromwell D. J.
Stephens H. S. Floyd/J.
Biswuxm LE 'Borchardt
'A. M. Cutrona Document Control File (Original)
Comment Info Perm File X
XX' X
X X
X X
X X
X X
X
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T FLORIDA POl~i.R 6 LIGHT CQ:PALY ST.
LUCIE PL ihT - UNIT lV/~bi'V::.'::e 1'M'.'s!,!.:Y10'.t REVIEW AND APPROVAL RECORD FOR CONSTRUCTION PROCEDURE REPAIR OF REACTOR AUXILIARYBUILDING ROOF DECK Document No.
CP-8I Nutter of Sheets 4
Revision Number 0
Prepared by Signature and Title Revieved by rq Approved b Signature and Title Signature and Title
.cf'ate
. Date Approved by 'Proj
<~-Ca&
Construction Supervisor (FPGL Co-)"
-~- "~~~~'Dage'mN
- EBASCO--.
CQ,'3Tt QL~ -9
' ':--QO~U A)'
f.> ) pa.
e E'( EBB~"-'Y:G '-~
Rev.
2 General Revision Revise 6.3, Add 6.4.1 thru 6.4.7 Rev, No.
~
~ Description of Revision Rev.
By App'd By App'd By FPGL 0
~
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CP-81 Rev.
0 Draft 3-4-75 Rev.
0 4-10-75 Rev.
1 6-23-75 ev.
2 8-6-75 R
FLORIDA POtKR & LIGHT COi~1PANY
~
ST.
LUCIE PLANT - UiNIT /Pl 1975 - 890 11Ãe INSTALLATION REPAIR OF REACTOR AUXILIARYBUILDING ROOF DECK 2.0 SCOPE
/
41 This procedure descxibes the steps to be taken to repair the xeactor auxiliary bui.lding roof elevation 82.0, and to insure the protection of equipment in the control room and the repair area from adverse en-vironmental effects.
REFERENCES 2.1 2'2 ACI-503 Guide for Use of Epoxy. Compounds wi.th Concrete.
QCSP-4 Supply, Delivexy and Placement of Concrete.
j i~4m 44'Saa ~r~
/
I~
I 2.3 Drawing FS 8770>>436)
Rev.
1 dated:February;C7;,
1975.; ] f t:,'.i.
$ i~.4~"4(
4 l(
q~g ~ 4,4n 3.0 ATTACHHVilTS
(
None 4.
4.1 Fabricate a wood frame or metal frame enclosure, approximately 16' 16', with translucent sides.
The exteri.or walls shall be
" solid 2'p from the concrete deck with reinforced polyethylene covering the.remainder of the wall to the roof.
The enclosure shall be made weatherproof, and a waterproof closure shall be installed around the base to prevent deck water from seeping into the repair area.
4.2 Reinforced polyethylene shall be placed over all equipment at eleva-tion 62.0 whi.ch will be exposed to any foreign material in the approximate area of the repair.
Coverages shall include the control xoom, classroom, and hall areas, and shall be placed such that obser-vation of the ceiling can be made during repair operations.
4 4.3 The pressure chemical grouting procedure and materials shall meet with the engineer's approval.
5 '
RESPONSIBILITY
.5,1 It shall be the responsibility of the Construction Supervisor to implement the procedure during all working, operations with the exception of the chemical grouting.
5.2 It shall be the responsibili.ty of Quality Control to moni.tor the work being performed to assure conformance to the procedure.
4 Page.
1 of 4
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2 8-6-75 5.3 Pittsburgh Testing Laboratory shall be responsible for evaluati.on of both the sonic tests and the compressive strength tests per-formed on the core samples.
r 5.4 The chemical grouting consultant shall be responsible for the installation of the materails selected for the chemical grouting operation.
6+0 PROCEDURE
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1 6.1 Using a diamond bump grinder, remove the concrete in the repair
'rea as located on Dwg. FS 8770-436, Rev.,l dated February 27, 1975 to a depth of one (1) inch plus or minus one-half
(+ 1/2) inch.
Care shall be taken not. to penetrate any rebar,
- however, surface scratching of rebar shall not constitute penetration.
All blemishes and/or penetratxons shall be brought to the atten-tion of the Senior Resident Engineer for disposition.
6.2
..6.3 6.4 Pittsburgh Testing Laboratory/Erlin-Hime Associates shall sonic test the area to establish base line readings.
Sonic testing shall be recorded on a field sketch showing Locations and readings.
Within the repair area, and using a reinforcing steel locator {e.g.
James C-4952 R-meter), locate all reinforcing steel located in the repair area (top mat only).
Locate and core drill four (4) inch
- diameter vertical samples (minimum one at the impact area and another three (3) feet away from the first one) to a depth of 12 to 15 inches.
The cores shall be delivered to Pittsbuxgh Testing Laboxatory for evaluation..
After the evaluation of all tests has been completed, and after review of the chemical grouting consultants procedure and materials, the re-pair area shall be chemically grouted in accordance with the chemical grouting procedure.
The chemical grouting procedure shall consist of the following basics:
'6.4.1 All cracks shall be cleaned from the top of 'the roof slab by
'using a high pressure, air jet.
A11 debris shall be vaccum removed.
,6.4,2 One quarter (Q) inch'oles, approximately six {6) inches on
- center, two (2) to twelve (12) inches deep, shall be dxi.lied in the cracks (other than shrinkage cracks) from the top and
, bottom of the roof slab.
The cracks shall again be flushed
"- -'--- '=-with a high pressure air jet, cleaning and opening the cracks
. to the fullest. All debris shall be vacuum removed.
6.4.3 The surface of.all visible cracks shall be sealed with an epoxy gel.
One way alemite or z'erk type grease fittings shall be set M holes and sealed securely with ani epoxy gel.
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cp-81 Rev.
2 8-6-75 6.4.4 Using a high pressure pump, injection shall start at the first fitting at the beginning of a crack.
The epoxy intrusion grout (Sikadur Hi-Nod L.V. and/or Sikadur Hi-Mod) shall be forced through the one way fitting and into the crack.
The remain-sing. one way fittings shall be vented by placing a wire in the valve to keep them opened.
This will allow air and water to escape and will act as relief valves.
The pressure injection shall proceed from fitting to fitting.
Rl 6.4.5 The intention shall be to inject the grout through the slab by pressure injection of each fi.tting.
6.4.6 After injection of the top of the slab ha's been completed, paragraphs 6.4.1 thru 6.4.4 shall be repeated for the bottom of the roof slab.
6.4.7 After injection is completed, all epoxy sealing gel and all fittings shall be removed.
Removal of sealing gel may be wocomplished by scarifying.'.5 After the repair area chemical grouting operation has been completed and accepted by Ebasco and,by the chemical gT.outing consultant, Pitts-burgh Testing Laboratory/Erlin-Hime Associates shall sonic test the repair area.
The results shall be compared co the base line readings established in paragraph 6.2...
- 6. 6" Repeat paragraph 6.3 except that the verti.cal samples shall be taken within 6" of the first two comparative cores.
6.7
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Il Away from the'z'epair
- area, but on the elevation +82.0 roof, repeat paragraph 6.3 at a location designated by the Senior Resident Engineer.
6 8 If sonic testing indicates, after ini.tial epoxy intrusion grouting,
~ that there still exi.sts an area(s) that i.s unacceptable, further
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epoxy intrusion grouting shall be perfoxmed in accordance wi.th paragraph 6 ' until the area is acceptable.
Upon complete accep-tance of. the area by sonic testing, proceed to paragraph 6.10.
6+9 The additional. epoxy intrusion grouting shall consist of the following basics:
6.9.1 One quarter (Q) inch holes, two (2) to sixteen (16) inches deep, shall be drilled where necessary to penetrate the cracks in the roof slab (from top and bottom).
The holes shall be flushed with a high pressure air jet to clean and open the cracks.
6 9.2 One way alemite or zerk type grease fittings shall be set in the holes and sealed securely wi.th epoxy gel.
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col Rev 2 8-6-75 6.9.3 Using a high pxessure pump, the epoxy intrusion grout (Sikadur Hi-Mod L. V. and/or Sikadur Hi-Mod) shall be forced t'hrough the one way fitting and into the slab.
The
., remaining one way fittings shall be vented by placing a
'wire in the valve to keep them opened
.6.9.4 The intention shall be to inject the grout through the slab by pressure injection of each fitting.
6,9,5 After the injection is completed, all epoxy sealing gel and all fittings shall be xemoved.
Remova3. of sealing gel may
'be accomplished by scarifying.
6.9.6 After the unacceptable area has been injected, it shall again be sonic tested by Pittsburgh Testing Laboratory.
Xf unacceptable areas still'exist, institute further repairs in accordance with paragraphs 6.8 and/or 6.9.7 as required until acceptable readings are obtained 'for the entire xepair
. 'area.
Proceed to paragraph 6.10 upon complete acceptance.
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remove all unapproved matex'ial from the x'epair
'ax'ea.
" The concrete removed by the diamond bump grinder, chipping or coring shall be replaced to the original roof elevation'with either concrete bonded to the repair surface with a bonding compound in accordance with QCSP-4 or a Sika-sand mixture composed of 3t parts sand (maximum) to 1 part Sika epoxy.
6'2 After final acceptance, remove the temporary enclosuxe from the roof slab and the polyethylene coverings from the elevation 62.0 areas.
7o0 XNSPECTXON 7 1 ality Contx'o1: shall inspect the following items:
R2 7 1.1 7'02 Repair and core sampling areas.
Coring of all samples.
Core Drill Release shall be on file.
Concrete placement per QCSP-4..
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LUCIE PLANT l97% - 890.000 KW INSTALLATIONUNIT I wraps egards. dun 5'uicniuas w!V'QZVrnjumPr7sg irP~rlra~~o EBASCO SE."VICES IIICOR. O..ATE-"..
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~e SIKASTIX350 SIKADURHl-iHOD I.V'igh-modulus.
low-viscosity.
moisture-insensitive epoxy adhesive SIKASTIX TB: 75fJ'l l Supercedes 2'B: 75/03 DESCRIPTION Sikadur Hi Mod LV is a 100!tt-solids, 100pd-reactive, 2-component, moisture-insensitive, epoxy-resin system.
Xt is an all-purpose, high-strength, rigl.d aahesl.ve zo be used ror crack grouting or as a penetrating sealer.
ADVANTAGES Uni uet hi h-stren th adhesive for 'can'-dr 'urfaces
- Patented, exclusive formulation of Hi-Mod LV makes it insensitive to moisture-before, during, and after cure.
Reduces need for job shut-down due to wet weather.
'deaI for hi h-modulus underwater in 'ection routin
- Hi-Mod LV literally pushes water away, provides tenacious, crack-filling bond when pressure-injected even underwater.
Also excellent to restore structural integrity of dry and damp materials.
TYPICAL PROPERTIES lt14 (B:A) 1 part by volume Component B to 14 parts Component A
Component A is ha"y-straw; B is amber; Mixed color: straw.
Similar to light-weight oil.
2 years.
Pot life of neat Sikadur Hi-Mod LV Tack-free (thin film)
Final cure (75% of ultimate strength) 73F 25 minutes 3 hours3.472222e-5 days <br />8.333333e-4 hours <br />4.960317e-6 weeks <br />1.1415e-6 months <br /> 3 days Ultimate h sicial characteristics after cure at 75F and 50% relative humidit Tensile strength Neat (14 days)
Tensile elongation Neat (14 days)
Compressive strength Heat (28 days)
Compressive modulus Neat (28 days)
AS'IM D 695 3,000 psi min.
5% max.
10,000 psi min.
475,000 psi min.
- Allvalues approximate.
Will vary depending on temp.
and humidity.
C PACKAGING Sikadur Hi-Mod LV is available in 10-gallon and 3-gallon units.
- Patented Sf<A f~frODtfCl'$ rtffc'. Ifl~ '!f'l5E5 FOII INOuSTRIr'if USE O.:I Y gl sly tnssonnb!<<prnc!ution is tsscu In the nrnnu'.Jctu~r Jf our ptccuic(c S lif corlinhnd r I deil tu e'\\urt t, nt th.y stie>I re ri'r inr
.'Rn 1 i i is!n'ii 1! ~ nderds. In!rrrnslien d v<<n ls correct to tne 4<<v! nf o it I tv v'r d;.u.Ind lr" Iiiocuct., hs sold, are sr;:Its<<tory Iot the purtr)s<<pl Jun,ed
!!owe'rsr ~ i-l if',
xf Lp Ilw'lY rnc'..: cHftonsff
~ otfs;'ave I nooucT cAuTioN g,t snty nt thc insults, using these products end Ceto. Is given bscouse i, rt !~st.hie Ve ~I!!!nn In Ihe nlethcde Ot th!ir uvr r.r Cnnditinnv unctr l,!uc!i lh<<t.iie epplird ccnnut bo enticiprt<<d. Sike ls not!<<sponsible if the i J!<<rie! encu!d bu used In e nlcnner to infringe eny potent herd by others.
PR!k!tP iil II.S tt.
e COVERAGE One gallon of Sikadur Hi-Mod LV covers approximately 125 sq ft when used as a penetrating sealer on a smooth surface.
HOW TO USE Surface Pre aration - - Surface must be clean and sound.
Cracks may be dry, damp, or wet.
Surface should be dry as a penetrating sealer.
Remove dust, laitance,
- grease, curing compounds, impregnations, waxes, foreign particles, and disintegrated materials.
Pro rtionin /Mixin - - Volumetric ratio of Sikadur Hi-Mod LV is 1:1 z (B-A).
To mix, proportion 1 part B and 14 parts A into clean pail.
Mix thoroughly for 3 minutes with Sika paddle on slow-speed
( 400 to 600 rpm) drill until blend is a uniform straw color.
Mix only that amount of Hi-Mod LV you can use in 25'inutes at 73F.
ha squeegee.
Allow material to penetrate and squeegee off excess while still liquid'.
Crack grouting - - See technical bulletin on grouting cracks.
Temperature - Not recommended when concrete temperature is below 40F.
Pot life will be less at higher temperatures.
Store at 73F for best results.
CAUTION Do not thin Sikadur Hi-Mod LV.
Solvents will prevent proper cure.
Not designed for use as an adhesive for fresh plastic portland cement mortar or. concrete.
Use Sikadur Hi-Mod.
Read before opening containers A~C or other allergic responses.
Avoid inhalation of vapor.
Use good ventilation particularly if material is heated or sprayed.
Prevent all contact with skin or eyes.
If contact with skin occurs, wash immediately with soap and water.
In case of contact with eyes, flush immediately with water and contact a
physician.
SPI Classification 4.
strong sensitizer.
Do not get in eyes, on skin, on clothing.
Avoid breathing vapor.
Keep container closed.
Use with adequate ventilation.
Wash thoroughly after handling.
FIRST AID:
IN CASE OF CONTACT, immediately flush eyes or skin with Plenty of water for at least 15 minutes.
Remove contaminated clothing and shoes.
Call a physician.
Wash clothing before reuse.
Discard contaminated shoes.
MCA.
WEAR PROTECTIVE CLOTHING g GOGGLES I GLOVES g AND/OR BARRIER CREAMS LYNOHURST,NEVlJERSEY QT071 201-933-8801 (NJ) - 212-695-2253 (NY)
SIKASTIX370 This unit contains 1.8 U.S. gal; yields 3 U.S. gal when mixed with Component 8 v
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I High-"modulus, high-stf ength, moistuf e-insensitive epoxy adhesive THIS IS A 2-COMPONENT, 1:1/a (B:A) SYSTEM MIX 1 PART B WITH 1ir$ PARTS BY VOLUME COMPONENT A tt) a z
V i %1 F
FOR INOUSTRIAL USF ONLY KEEP AWAY FROM Cl-IILOREN PROVIOF.
AOEQUATE VENTILATION gigA Cbfr.rnrCIIL CORfkOfIATIOra. Lyrkdhurst. nI.J. 07071 DESCRIPTION Sikadur Hi-Mod is an all-purpose, structural epoxy adhesive.
Insensitive to moisture before, during, and after cure, this 2eomponent, 100/-solids, 100$ -reactive epoxy cures to a tough, high-modulus. high-strength adhesive with tenacious bond to dfy. can'-dry. and damp surfaces, and wet surfaces free of standing water.
%HERE TO USE Use Sikadur Hi-Mod neat to bond fresh, plastfc concreto to sound. hard concrete; as a penetrating sealer over concrete; for pressure-injection above and below water. Use neat or mix with Colma Quartzite Aggregate to prepare a high-strength mortar to anchor bolts.
Material is USDA-approved for use in food plants where there is a poMibilityof incidental food contact.
Typical Characteristics at 75F Pot life
..........40 minutes Tack free (thinfilm)........... 4 hours4.62963e-5 days <br />0.00111 hours <br />6.613757e-6 weeks <br />1.522e-6 months <br /> Initial cure" (1,000 psi minimum)...............
8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> Final cure" (75% ultimate slrength)................
7 days Shelf life 2 years Tensile sirength (14 days)
... 3,200 psi Compressive modulus" (28 days)................
1,250,000 psi Compressive strength" (24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />)...................
6,300 psi Compressive strength" (28 days).....'..............
10,800 psi
'Material temperalure at 75F. "As mortar (ASTM C-109 modified).
CAUTION: Read Befot'e Opening Container For industrial use only!
LYarning!
flay cause skin sensitization or other allergic responses.
Avoid inhalation of vapor. Use good vontilalion particularly ifmaterial is healed or sprayed Prevent all conlact with skin or eyes. If contact v:ith skin occurs. wash immediately with SOap and Waler. In CaSC Of COntaCt with OyeS. IluSh immedi-ately With Water nnd CnnlnCI a fkhySCian S~rnrcirrk Cnr cfear protective glnlhing. ger>'es. gfrkve:. and!nr banier creams.
HOtjtITO USE SURFACE PREPARATiON: Surfaces must be clean. sound.
and free of standing water. Remove laitance, grease, curing compounds, other foreign materials.
Sandblast steel to vvhile finish.
PROPORTIONING/MIXING:Volumetric ratio is 1:1h (B:A).
To mix. proportion 1 part B and 1yc parts A into clean pail.
Mixthoroughly for 3 minutes with Sika paddle on low-speed (400- to 600-rpm) drill. To prepare mortar. slowly add up to 3r/cparts by loose volume of Colma Quartzite Aggregate while continuing to mix.
APPLICATION: Bonding fresh concrote to hardenod con-crete Apply neat with brush, roller, broom, or spray.
Anchor bolts Uso Hi-Modneat or with aggregate. To pre-pare a mortar, add up to 2h parts by loose volume CQA.
Grout cracks Use neat. For Injection groutlng Inject neat Hi-Mod through pipe nipples. Zerk or Alemite fittings, or polyethylene 1-way valves. Seal cracks with Sikadur Gel.
LIMITATIONS Do not apply vvhen surface temperature ls below 40F.
CAUTION Do not dilute Hi-Mod. Use only overly aggregate.
bery icksonkvte prcckvron is lkhen in the rnknefkderc ol ka prod eels end cNe prang of dh!k, lo <<fure Ihkl !hey chka comply vvfh $ 4's evkcung kfkndkics. To tbe beil of oer Inovr&ge inforrnkuon g ken is corked end I're p odecfc kc sohf ere ckthfkctory for Ihc purpose propofcd by Si4. Ifoeeier. no gkkrknlycl refenk e&g these products end dktk ifg'men bccker C every POSIarfe eknkbon hk lhe a/hodr cl ihcir use or coreMens ender <<fvch they ere km&ck -
nnof b knficipktcd. Si4 rs ncl rekpons bie ifIhe rnkterikl khochf be eked in c rnknnCr Io eifreige cny pkunt hchf by oihciS Batch Number
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PDRM 407 RCV. I>>G PLEASE REPLY TO:
P>> O. BOX 1640 PITTSBVAOH, PA 10230
~~acHtwrn I A'~. 4 PlTTs BLG(I TEs1 ING LABcQ 0 RY CSTADLISHCD 1501 850 POPLAR STREET, PITTSBURGH, PA.
$ 5220 AS A MUIVALFROTCCTION TO CLICNTS, THC PVDLIC AttD OURSCLVCS>> ALL RCPORTS ARC SUSMITTCD AS THC COIIFIDCHTIAL FROFCRTT OF CLICtITS AND AUTHORICATION FOR FUCLICATION OF STATCMCN'TS, CONCLUSIONS OR CXTRACTS FROM OR RCGARDING OUR RCI'ORT5 IS RCSCRVCD PCNDING OVR WRITTCN APPROVAL, 757593 LAI30RATORY NO. 75 CLIENT'S NO.
Page l.of 5 AAKACOOK 412 TELEPHONE 922 4000 REPORT FINAI REPORT OF TESTING oRoER NO.
MA-8209 DATE: August 29, 1975 AND iNSPECTION OF FLOOR SLAB INTEGRITY FOR EBASCO SERVICES INC.
P. O. BOX 1117 JENSEN BEACH, FLORIDA 33457 Attention:
John Fisher A.
PRO JECT r
Florida Power h Light Company Port St. Lucie Unit 1 I
B, TESTING AND INVESTIGATION Structuial integrity of Reactor Building Roof Slab -
(damaged area caused by fall and impact of tower crane counter weight}.
Point of impact 9, ft.
from Line RA3 and 24 ft. from Line RAL at elevation 82.
EVALUATIONOF DAMAGE AND RECOMMENDED RE PAIR Given in PTL Report No. 752369 dated February 7, 1975.
D.
REPAIR PROCEDURE Ebasco CP-81 Rev.
2.
Z.
INITIALREPAIR Zbasco performed and supervised the repair in accordance with CP-81.
Intrusion epoxy pressure grouting was performed.
Details and cube specimen compression tests are contained in Ebasco Report.
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TESTING LABcQoRY ESTADLISNED ISO I 850 POPLAR STREET, PITTSBURGH, PA. 15220 AS A MUTUAL PROTCCTIOH TO CLIENTS, THE PUDLIC AHD OURSELVES, ALL RCI'ORTS ARE SVDMITTCD AS THI. CONFIDENTIAL PROPCRTT OP CLlFNTS, AND AUTHORIZATION FOll PVDLICATIOH OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OR RCOARDING OUR RCPORTS IS RESERVED PCNDINO OVR WRITTEN APPROVAL LABORATORY NO FOAM 407 RCV. ~ PG PLEASE REPLY TOI P> O. OOX 1646 PITTSOURGH> P A. I$230 757593 CLIENT>S NO.
Page 2.of 5 AREA COOK 412 TEI.KPHONK 922-4000 REPORT ORDER NO.
MA
-8209'ATE; August 29, 1975 F.
INITIALSONIC BASE LINE TESTING Prior to grouting and after surface preparation of the affected area, a.
preliminary sonic base line test was conducted to delineate area to be pressure grouted.
This was performed on May 22-23, 1975.'he re-sults of the preliminary base line is given ori Attachment I. Also, con-tained is the typical pulse velocity determined in the unaffected surface prepared area (location area RA3, RAI - RA4, RA5.
The average pulse velocity in the unaffected area was 11,700 feet/sec.
The development of similar pulse velocities produced an outline of damaged area that required grouting.
G.
)
PRIMARY GROUTING Pressure grouting of the damaged slab was 'performed by the B. Starling Company using a sika two component epoxy system>
Two inch cubes were taken at intervals during grouting to evaluate the harding qualities and the compressive strength.
The calibration of the grouting equipment, details of grouting and cube strength results were witnessed by Ebasco and given in an Ebasco Report.
H.
SONIC TESTS OF GROUTED SLAB Pulse velocity determinations were made after the primary grouting and shown on Attachment II. This was performed on June 23-24, 1975.
The test results indicated that complete grout'penetration of all cracks was not achieved.
It was recommended that in addition to the cores scheduled by
, CP-81, additional cores be taken at specific locations in order to properly evaluated the extent of additional grouting requirements.
The locations of the cores secured are shown in Attachment III.
I.
CORE EVALUATIONAND ADDITIONAL GROUTING REQUIREMENTS On June 30, 1975, the cores and coreholes were visually examined.
The condition of the slab as indicated by this examination is shown on Attach-ment III. Based on this evaluation, it was recommended that major cracks near the bottom of the slab v.ere not penetrated with the epoxy grout.
Re-commendations were made to pressure grout from beneath the slab to achieve better penetration.
g51IEE (
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AIIOC FORM 407 ACT. ~ PC PLEASE REPLY TOI P
Oo BOX 1646 PITTSBURGH, PA.
15220 AS A MUTUAL PAOTCCTIOH TO CLICHTS, THC PUDLIC AHD OUASCLVCS, ALL RCPOATO AAC SUOHITTCD AS THC CONflDCHI'IALPAOPCRTT Of CLIFHTS, AHO AUTHORIZATION FOR PUOLICATIOH Of STATCHCHTS, CONCLUSIONS OA CXTAACTS FAOI4 OR RCCARDINO OUR RCPOR'15 IS RCSCRVCD PCNDINO OUR WRITTCN APPROVAL LABORATORY No.
757593 1
PITTSBLQA TESTING LAB(9'4I'DRY C5TAOI ISHCO l00!
S50 POPLAR STREET, PITTSBURGH, PA.
$ 5220
~
CLIENT'S No.
Page 3 of 5 AREA CODE 412 TELEPHONE 922.4000 R E PORT ORDER No.
br' 8209 Date:
August 29, 1975 Z.
POST GROUTING SONICS BASE LINE It was found desirable to perform> additional pulse velocity tests and establish a post grouting sonics base line that provide exact peripheral dimensions of grouted areas.
This was performed on July 22-23, 1975 and is shown in Attachment IV.
Based on these additional tests, specific area were recommended for grouting.
Arrangements were made to have the B. Starling Company perform this grouting utilizing the same type of gr outing materials and equipment.
E.
GROUTING AND SONIC TESTING i )
In order to properly trace the effectiveness of the grouting du'ring the grout process, it was necessary to perform the sonic tests concurrently with the grouting process.
This was perforned August 4-8, 1975.
As soon a's the planned grout locations wer'e completed, pulse velocity measurements were taken.
The results of this series of sonic tests are given in Attachment V.
These tests indicated that most of the damaged area was properly repaired and made monolithic with the epoxy grout.
However, a localized area was not sufficientl y penetrated.
Obstructions from an existing duct prevented proper spacing of grout holes.
Therefore, recommendations were made to properly penetrate the deficient area with additional grout from the top with grout hole drilling.
L.
SONIC TEST RESULTS OF LOCALIZEDAREA Pulse velocity measurements were made of the localized area to determine effectiveness of the third grouting operations.
The results of this series of test are given in Attachment VI.
(The tests taken and shown were only in the unresolved area).
The test results indicated that a concentrated area, slightly larger that the impact imprint of the counter weight, had not been penetrated the last grouting operation.
This is shown by outline an Attach-ment VI. Additional probing and evaluation indicated that the fragmentation of the surface produced laminar type cracks which could not be completely penetrated by the pressure grouting.
In order to verify this the top surface (about 2 to 3") were removed at several spots in the localized area.
Sonic tests were taken after removal of spot locations and surface preparations.
These results are indicated on Attachment VI.
The sonic tests indicated monolithic concrete beneath this surface area.
Therefore, recommenda-tions were made to remove the surface concrete in the localized area to a
- pth of sound concrete.
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CLIENT'S No.
Page 4 of 5 FORM 407 RCV. ~ PC CSTARLISHCO ISSI PLEASK REI I Y TOI P 0 BOX I040 PIT TSGUROH, PA.
I$230 850 POPLAR STREET, PITTSBURGH, PA. I5220 AS A MUTUAI PROTCCTION TO CLIFNTS, THC PVRLIC ANO OURSCLVCS, ALI RCI'ORTS ARC SUQMITTCO AS THC CONI IOLNTIAL PROPCRTV OF CLICNTS, ANO AV'THORIZATIQN FOR PUSLICATION OF STATCMCNTS, CONCI VSIONS OR CX'TRACTS FROM OR RCOAROINC OVR RCPORTS IS RCRCRVCO PCHOIHO OUR WRITTCN APPROVAL, LABORATORY No 757593 AREA COOK 412 TKL EPHONE 022 4000 REPORT oRDER No.
MA-8209 DATE: August 29, 1975
'PlTTS 2 @'CNI TES TlNG LAE)(+/+0RY M.
SONIC TESTS OF LOCALIZEDAREA AFTER SURFACE REMOVAL After this surface had been removed, seven areas were selected for sonic tests.
The sonic test results are indicated on Attachment VII~
The points wexe closely spaced in the localized area and therefore enabled much greater test coverages ox frequencies than normally performed for sonic tests and examinations.
Satisfactory pulse velocities were achieved at four of the seven locations.
Although this indicated general stxuctural integrity of this small area, a retest program was recommended.
The seven areas were ground to permit transducer locations slightly off of the single points.
Often surface conditions or minor localized discontinuties in the concrete prevent sonic transmission.
1t is then advisable to shift the
~ transducers slightly to adequately check the concrete integrity.
Adequately pulse velocities were achieved at six of the seven locations.
These retests are shown on Attachment VII. '
An evaluation of the seventh point indicated that an electrical embeddment interfered with the proper sonic testing at this point.
Based on these re-sults the structural integrity of the damaged slab was restored by the epoxy'grouting.
It was recommended that the surface removed in the local-ized area be replaced with an epoxy-aggxegate concrete to restore it to the original monolithic slab thickness.
Sonic tests were recommended aftex
. restoration to verify the bond of the concrete resurfacing.
N.
SONIC TESTS OF RESTORED SURFACE After restoration, sonic tests were performed to verify adequacy of the bond between the epoxy -aggregate surface and the original concrete.
Due to either dampening or a diffraction of sound waves by the epoxy topping, transmission was not received.
Therefore, two cores were secured from the repaired surface to check the bonding qualities of the topping to the base slab.
The cores penetrated into the base slab about 8 inches in total length to include about one half length of topping and one half length of base slab.
The cores were snapped out of the hole.
The break occurred in the base slab and was a diagonal sheax type.
This indicated higher strength of the bonded joint.
An examination of the cores indicated sound bond and high degree of epoxy penetration and consolidation in the random cracks caused by, the impact.
qtST IIIG(
4NO G FORM 407 REV. ~ PC PLEASE REPLY TOI P. O. BOX 1646 PITTSGURGH, PA. I5230 AS A MUTUAL I'ROTECTIOH TO CLICNTS. THC PUSLIC AHO OURSCI.VCS, ALL RCI'ORTS ARC SUOMITTCO AS THC CONFIOCHTIAI PROPERTY OF CLIENTS, ANO AUTHORIZATION FOR PUCLICATIOH OF STATCMCNTS, CONCLUSIONS OR CETRACTS FROM OR REGAROIHO OUR RCPORTS IS RESERVEO PENOINO OUR WRITTEN AI'PROVAL LABORATORY No.
757593 I ITTsBIG.c TEsTINc LAB(6:JioRY CSTADLISNCO I SO I 850 POPLAR STREET, PITTSBURGH, PA. 15220 CLIENT'S No.
Page 5 of 5 AREA CODE 412 TELEPIIONE 922-4000 REPORT oRDER No..
MA-8209 DATE: August 29, 1975 O.
CONCLUSION Based on the tests and visual examinations described herein, we believe
.that the structural integrity has been restored in the slab which was dam-aged by the impact.
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Client Attn:
J. Fisher 1 - Client Attn:
F. Jones Respectfully submitted,
~ PITTSBURGH TESTING LABORATORY S, F, Artuso Vxce Pres>dent
~ ~
ATTACHMENTI Q< ~
o x Identification of the grid used for the sonic test's.
{The distance between points on radial lines is Z feet).
(0 is point of impact)
C
~1 V
G LEGEND NR - No reading/no sonic transmission I - Structural cz embeddment interferenceG
'- -'eading not required Tests Before G"out Sonic - May Z3, 1975 SONIC DATA (Units in 1000 feet per second)
LOCATIONS Distance Ft.
D NR NR 3.2 3.6 9.5 6.6
- 12. 6 9
9 NR
- 10. 7 3.9 10
~
~
TTACI9MENT II O
~,
Identification of the grid used for the sonic tests.
(The distance betvreen points on radial lines is 2 feet).
(0 is point of impact)
D r
I 29 49~6'i gi f
i 0'
~ %
~ LEGEND
.NR - No reading/no sonic transmission I. - Structural or embeddment intexfexence G
- Reading not required H
Tests after first grouting June 24, 1975
~ U SONIC DATA
{Units in 1000 feet per second)
LOCATIONS Distance Ft.
'4. 5 G
NR NR 4.6 NR NR NR 7.8 NR NR 4.2
- 12. 6 12.8 13.1 12.9
'8 NR NR NR 4
~ 5 9.1 10
~ I
Sonics Su y
Grid Locations (Radial distances between points,- 2')
.. APPROXIMATE CORE LOCATIOHG e
~
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B-2+@
. E 0
CI Q
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pi I
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~ H-2 G
1
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- oncrcte Cor'e Analysis 0 - Origin.
H-2 3-2 3-3 w
ijNNominal Depth oS Slab -
22 inches O.
C
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II
'I 80 ATTACI-3MENTIII t zRZ ID DESCRIPTION OF CORE 0 - Origin 1.
Circumferential crack at twelve inches (1?") from top.
No epoxy penetration evident.
2.
Crack at three inches (3") from top, fragmented crack from south to west quadrant.
No epoxy evident.
crack location 3.
Crack at six inches (6") from top, located in northern sector.
Fine hair line crack, no width.
No epoxy evident.
I crack
. location H-2
.1.
Crack at seventeen inches (17") deep, no penetration of epoxy evident, located in northern sector.
crack l.,ocation B-2 1.
Crack at six inches (6") below top, epoxy penetration 100%.
2.
Crack at lower rebar'layer, twenty inches (20") below top of slab, circumferential cxack with no epoxy penetration.
3.
Crack at twenty-one inches (21") below top of slab, one inch (1") below rebar, no epoxy penetration evident.
~
D-3 1.
Sound hole, 100% penetration in crack twenty inches (20")
from top, sonic reading 150 on both sides of hole.
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ATTACHbiGOT UX Sonics - i~t~ter third grouting Au'8, 1975 (Localized Shaded Area Tested)
Identification of the grid used for the sonic tests.
(The distance between points on radial lines is 2 feet).
(0 is point of impact)
Dl
~ D Co e D-3 Localized area after second grout.ing Loralized area after the.rd grout xng (gener al
. B
~...impact area)
Core B-2 AB g$
Pf 2
4R eo g
A
-A'
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LEGEND.
Fs NR - No reading/no sonic transmission
~ I - Structural or embeddment interference Reading not required SONIC DATA (Units of 1000 feet per second)
LOCATIONS Distance Ft. A'B B
D G
H BD 8
10 12.4 ll)1.5'.9 32 A@7'50<~8'.4 7.6 go 11 8@6 12.4 5 I X-Spot Locations, Spot locations after removal of addi'tional 2" (nv'minal c
(i) c;~>..l o o
pg<) gpss-]
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0
o h TTACIIMENT VXX O.
Sy Sonics - Test after surface removal of impact area
<<0 Zdentification of the grid used fox the sonic tests.
(The distance between points on radial lines is 2 feet).
(0 is point of impact)
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NOTE:
20" Nominal Depth TABLE Location - Sonic Value (1000 ieet pet second)
~
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Bl << 10 1
Cl - loe5 B2 - 11.7 C2 - 12.2 B3 - NR El - 11.3 Cl - 10.5 Fl - 11.3
D-'5 (p4 u elm) 25'-//'sew,2
<<)
~8-2 (37 A/)42 E-)
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-FLCRIDA PCl'EN A LIGNT CCNPANiT ST.
LIICIE PLANT
- 890.CCO Ql INSTALLATICÃLNIT I
/PEadr2 EPdatlCE-as'OVE-E/QILLWGZ4B PQQ/=
EBASCO SERVICES IIICORPORATEC eoaE-oF wuroL eflux/L/day'c.cc.
ZOCCf7iOL/ a 4" 'CauZ5 scai.c:/"=go'tttcvcc cc-.c r-2%-7S JC5 8770 788 g4.
FGRR 'sod>
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et(o(j 214 Ki((
E.O.
FIO.
EGASCO SCIIV I Cc.S I NCORPORATKO MATERIALS EHGIHEERlhG AViD gUALITI'OI(P HCE DEVIATIOH REPORT Disttibuliot<:
White Ebasro Quality Compli<e<ee lied n(ds Yellow Vn<<(or, AIO(>>(f(tet<(rer or Coot>actor P<(<k
- Ebaseo (Tuality Compliance Rcp.
LIERT OR PROJECT sr.I YKROOR, u";VFaCTuRKR OR Coi TRACTOR
~
Pion
,'(OS EEASCO SERVICES IKC.
OF COOPOVE'iT (
ramT OR SY STEu REPAIR OF REAC'fOR AUXILIARYBUILDDIG ROOF DECK ORAWIt<G t<O ~ (>SPEC t<O DRM.
PiPS 8770-436 REV. 1 Dated Feb.
27, 1975 E
CP-81 REV.
1$
DATED 6/23/75.
Thc deviation described below does not mcct the require<Gents of thc purchase Order in the manner indicated.
You arc requested to dispose of this dent'iation by:
a) linking repairs and reins pcctings OR b) Replacing with a conforming component, part or system, OR c) Obtaining an engineering deviation disposition from Ebasco Services Incorporated.
Thc Ebasco Quality Compliance Rcprcscntativc is to bc notified when you have completed disposition.-
I ~
DESCRIPT ION (Itercs Iroo iued I S,(ccification, Code or Standard. to i'hich Itens Do Iot ConPiys Scdbai t SI.etch If lPPlicabtel An in ro ess audit conducted b
Site ualit Assurance as of this date involving the repair of the Reactor AuYiliary Building Roof Deck has revealed the following deficiencies.
e 2
Failure of the e
o intrusion to full seal all cracks. - See Attached Document 82
~3Exzcctic 'resdinss durin sonic testin
- Sse stree<(ed Document Pi3.
2.
RECOMHEHDED DISPOSITION BY VENDOR(
HAHUFACTURER OR CONTPACTOP, (uubait Shetch If lPPiicabtel 7/14/75 En ineerin to evaluate and advise.
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~
EVALUATION OF DISPOSITION Ytt<ooR,
>u<uF. CruRER oR cow.~cr" ous IY cot<TRol.
7/14/75 Ct(ASCO CRGI(<EERlt<G Cot<ST((OCT I OR OATC
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ATTACH KNT 2
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FLORIDA POKER 6 LXC1IT CO".fPANY ST.
LUCXE PLANT - UNXT ill 1975 - 890 Mi'e XNSTALLATION CONCRETE CORE ANALYSIS ORIGIN 1
Circumferential crack. at twelve inches (12") from top 'o epoxy penetxation evident.
2 Crack at three inches '(3") from top, fragmented crack fxom south to west quadrant.
No epoxy evident Q~0.k.
kgaIJ~n~
3 Crack at six inches (6")
Pinw hair line crack, no cad
(~o'er on 5
from top, located. in northern sector width
(~)
9+8 <<Eo LeI ~ pep-f'~ll~
v Jo I
u2: 4~~ ~F ZD C
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Crack at seventeen inches (17") deep, no penetration of epoxy evident, located in northexn sector.
I ymca ~
/~~ klOQ 1
Crack at six inches (6") below top,, epoxy penetration 100%
2 Crack at lower rebar layer, twenty inches (20") below top of slab,
~
circumferential crack with no epoxy penetration.
3 ~
Crack at twenty-one inches (21") below top of slab, one inch (1")
below rebar, no epoxy penetration evident.
~3 "li Sound hole, 100% penetration in crack twenty inches sonic reading 150 on both sides of hole (20' from top p
c Al~~~p Lab !I)coo
- . 1-24-75
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~The distanc bet>reen points is.
' feet'.
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ep August 27, 1975 To:
From'ub)ect:
J M Fisher M Weber/J Fetherieghe~gg ST.
LUCIE UNIT NO.
1 RAB ROOF
,CUT RE-BARS Evaluation of"the cut re-bars as shown in document No.
1 attached to deviation Report 214 is as follows:
Calculations indicate that the roof slab can withstand the design loading with stresses within the allowable limits; provided the soundness of the concrete slab, as determined by field, is satisfactory.
No additional reinforcing should be cut for any reason.
cc.'D Fiore Srq (~
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~. Supt. SSP ee.
E~. /f7 C. Eng. - Ofl.
C. kg. - FieM Q. C. Supv.
Cast Eng.
COnst. /get.
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