ML19276H106
| ML19276H106 | |
| Person / Time | |
|---|---|
| Site: | Three Mile Island  |
| Issue date: | 12/01/1971 |
| From: | METROPOLITAN EDISON CO. |
| To: | |
| References | |
| NUDOCS 7910100500 | |
| Download: ML19276H106 (72) | |
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REPORT ON CONTAINMENT BUILDING RING GIRDER CONSTRUCTION & REPAIR _
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g.Q; . THREE MILE ISLAND NUCLEAR STATION - - - UNIT NO. 1 , I i i I ME7ROPOLITAN EDISON COMPANY
' December 1, 1971
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s' .. TABLE OF CONTENTS Page i SEQUENCE OF EVENTS 1.00 INTRODUCTION 1-1 2.00 RING GIRDER CONSTRUCTION 2-1 2.01 Description cf Ring Girder 2-1 2.02 Planning 2-1 2.03 Installation and Concrete Placement 2-3 2.03.1 Lift 1 2-3 2.03.2 Lift 2 2-3 2.03.3 Lift 3 - North 1800 2-3 2.03.4 Ilft 3, 4, & 5 - South 180 2-5 2.03.5 Lift 4 - North 180 0 2-6 2.04 Quality Assuranca & Quality control During Placement 2-6 2-6 2.04.1 Quality Control & Construction Procedures 2.04.2 Preplact nent Inspection 2-6 2.04.3 Placement Inspection 2 'i 2.04.4 Concrete Testing 7 -7 2.04.5 Post Placement Inspection 2-8 2.05 Initial Insgection & Investigation of Lif t - 2-8 3 North 180 2.06 Summary 'of Ring Girder Construction Problem 2-9 3.00 INVESTIGATIONS 3-1 3.01 Limited Initial Visual Inspection 3-1 3.02 Exploration of NDT Pathods 3-1 3.02.1 Radiographic Examination 3-1 3.02.2 Ultrasonic Inspection 3-2 3.03 Conclusion 3-3 1415 002
TABLE OF CONTENTS (Continued) Page 4.00 RING GIRDER REPAIR 4-1 4.01 Exploration & Excavation 4-1 4.01.1 Concrete Removal 4-1 4.01.2 Reinforcing . teel Removal 4-2 4.01.3 Verification of Sound Concrete 4-2 4.02 Repair & Replacement 4-3 4.02.1 Repair of Tendon Conduit 4-3 4.02.2 Reinforcing Steel Replacement 4-4 4.02.3 Strain Gages & Grounding 4-5 4.02.4 Concrete Placement 4-6 4.03 Su= mary 4-8 Appendix A - Sketches Appendix B - Forms & Records Appendix C - Reinforcing Steel Defect Size Acceptance Criteria - Report 4
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5:00 STR'.SS ANALYSIS 5:01 Original Analysis and Design 5:01.1 Tendon Anchorage Zones 5:02 Finite Element Method of Analysis 5:02.1 Summer Accident Condition 5:02.2 Winter Normal Operation 5:02.3 - Stress Review 5:03 Viscoelastic Behavior 5:03.1 Shrinkage 5:03.2 Creep 5:04 Aircraft Impact
. 5:05 Ring Girder Behavior - Different Material 5:06 Conclusion 6:00 FUTURE INSPECTION 6:01 Inspection During Prestressing Operation 6:02 -
Inspection During Structural Integrity Test 6:03 Inspection During Tendon Surveillance 1415 004
,- -s < LIST OF FIGURES FIGURE NO. TITLE 5.1 Comparison of Unrestrained Shrinkage Strains for V/S = 24 in. 5.2 Comparison of Unrestrained, Relative Shrinkage Strains for V/S - 12 in. 5.3 Influence of V/S on 40 Year Unrestrained, Relative Shrinkage Strains-5.4 Creep of 5000 psi Concrete 5.5 Comparison of Effective Young's
. Modulus h
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RIN[ ,'_ R CONSTRUCTION & REPAItt SEQUENCE OF M/sJOR EVENTS , DATE ITEM REPORT REFERENCE 10/5/70 Started Erection of Forms 2.01, 2.02, 2.03 11/2/70 Concrete Placement - Lif t 1 2.03.1 11/25/70 Concrete Placement - Lift 2 , 2.03.2 3/30/71 Concrete Placement - Lift 3 - North 180 2.03.3 4/1/71 Limited Investigation of Problem 2.03.5 4/30/71 Balance of Ring Girder Concreting Completed 2.03.4, 2.03.5 5/1/71 Termination of Labor Contracts 2.05 6/21/71 Carpenters returned to work 4.01 June-July 71 Investigation of various methods of Examination 3.02 7/14/71 Operating Engineers returned to work 4.01 7/14/71 Started extensive form removal - North 180 4.01 7/14/71 Issued "Cencrete Repair Guideline" Procedure for excavation only 4.01 7/26/71 Started erection of scaffolds 4.01.1 7/29/71 Started excavation of Segments Type I & II 4.01.1 August- Continuing excavation & qualification
' Sept. 71 of various repair techniques 4.01.1 10/2/71 Started core drilling - Segment Type I 4.01.3 10/7/71 Started r.epair of tendon conduit 4.02.1 11/23/71 Robar Acceptance Criteria Test Program Initiated .
4.01.2 12/6/71
- Start replacing rebar - Segment Type I 4.02.2 12/15/71
- Start concrete replacement - Segment Type I 4.02.4 4/15/71
- Complete entire Ring Girder repair
- Projected Dates i
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F , 4 1.00 , INTRODUCTION This report is a t (story of cot struction of the Containment Building Ring Girder at Metropo) . tan Edison Company's Three Mile Island Nuclear Station, Unit No. 1. Cf principle concern is tF* portion of the Ring Girder from elevation 443' Ot" to elevation 453' 6" counterclockwise from Azimuth 108 to 238 outboard side. This area is referred to in this report as the " North 180 ". In this portion of the Ring Girder, difficulty was experienced in placing concrete resulting in honey combing and unconsolidation. This report provides information concern,ing construction of the entire Ring Girder w..th considerable emphasis on details of the Lif t 3, North 180 problem, investigations of its extent, corrective actions and procedures, and analysis of the resultant (repaired) structure. The report includes construction, quality assurance, inspection, testing, and engineering details. All procedures and documentation mentioned in this report are available for review at the project site. To assist the reviewer of this report, a sequence of major events in the Ring Girder construction is attached as Page i of this report. This sequence also contains a note of th'e report section dealing with each event. 1-1 1415 007
I i 2.00 RING CIRDER CONSTRUCTION 2.01 Description of Rine Girder As shown in Fig. A-1, the Containment Building Ring Gigder is located between elevations 433' 2k" and 453 6" for a full 360 and represents the transition between the vertical well and the . dome. The dome tendon conduit layout is a three layer system with conduit terminating in bearing plates embedded in the vertical face of the Ring Girder. Extending vertically through the Ring Girdar are the vertical tendon conduits. In the Ring Gicder area there are no horizontal (hoop) tendon conduits. The cross-section of the Ring Girder extends from the outboard face of the Containment Building to the Containment Building Stsel Liner Plate. The entire Riag Cirder is heavily reinforced with the heaviest concentration , of reinforcing in the crea of the doe s tendon anchorage. , li At the outboard face of the Containment Building, the line of the upper dome tendon anchorages is discontinuous around the 360 as is the line of the lower dome tendon anchorages. In some arecs there are only upper or lower dome tendon anchorgges and in some areas both upper and lower dome tendon anchorages. In 30 increments clockwise the order is: Upper & Lover, Upper only, Upper & Lover, Lower only, Upper & Lower, Upper only, etc. Plan view showing this layout is Fig. A-2 of this report. Each tendon conduit tetminates in a 20k" x 20t" x 3 3/4" steel bearing plate through a noic in the center of the plate. The plates are embedded in concrete, j Around each conduit, from the back face of the bearing plate extends spiral i reinforcement for a distance of 36". The spiral is approximately 20" in diameter. I 2.02 Planning Prior to any construction of the Ring Girder, a site meeting was held between the Engineer (Gilbert Associates, Inc.) and the Constructor (United Engineers
& Constructors Inc.) to arrive at construction joint locations throughout the Ring Girder. ine Constructor had to consider three factors in this evaluation and at the same time not compromise the design.
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First, based on information from the Engineer, the Ring Girder, had to be cast and cured prior to using the Reactor Building polar crane for lifting and setting of the major components. Prior to completion of the Ring Girder - the Constructor was limited to a maximum lif ting load of 50 tons by the polar
-crane. The heaviest lift, the Steam Generator was 613 tons; therefore, it was necessary to complete the Ring Girder and set major components so work could proceed in the interior of the building.,
Second, because of tne liner design, it was necessary to build forms which not only supported the load of fresh concrete against the form, but also had to support the containment liner dome plate during the placement. Structural metal forms acting as cantilevers were designed to serve this dual purpose. Initially, only 180 of the Ring Girder forms were to be provided, and therefore, Lift 3 was proposed as shown on Figure A-3 to allow for early form removal and use on the south half of. the Ring Girder. Thirdly, consideration had to be given to the accessibility for placing concrete in each lift. Therefore, a bilateral decision was reached between the Engineer and Constructor and thd construction joints were located as shown in Figure A-3. Somewhat later it was learned that the design of Unit #2 indicated that the forms used in the Ring Girder of Unit #1 could be utilized for containment
- valls of Unit #2, and therefore an entire 360 of forms were made available for the Ring Girder. Starting Octg 5,1970, metal side forms were erected the full height of Ring Girder 360 around the Containment Building.
Horizontal construction joints were established indicating sequence of construction and shown on the design drawings in Fig. A-3. Vertical construc-tion joints were established for 120 pours for Lift 1, 180 pours for Lif ts 2, 3 and 4, as shown on Fig. A-4. It was recognized that special concern would have to be given to concrete placed under and behind the tendon bearing plates to assure complete fill and sound bedding. The dome tendon bearing plates are canted outward thus providing a natural pocket into which concrete may be placed with e continuing increasing head. On the vertical tendon bearing plates, concrete was brought up to within six inches (6") of the bottom of the plates. The concrete was allowed to set for 60 minutes, then revibrated and fresh concrete added and brought up flush with the top of the bearing plate. Concrete was placed from one end of the bearing plate only and forced under the entire width of the plate. Placing in this manner was dona to avoid entrapment of air. 1415 009 2-2 .,
i 2.03 Installation & Concrete Placement , 2.03.1 Lift 1 Reinforcing steel and vertical tendon Jucts were installed for Lif t 1. Reinforcing steel was placed in accordance with engineering drawing re-quirements. Tendon conduit was installed in accordance with drrwing and specification requirements using procedures detailed in an approved construction procedure. This construction procedure covers details of materials, inspection, supports, erection, splicing, pressure testing, vusual inspection, repair and records. The north 1200 area was cleaned and inspected; joint bonding agent applied and concrete placed. Cencrete was placed using sufficient manpower receiving concrete from one 2 cu. yd. and one 3 cu. yd. lay down buckets with flexible tremies attached and hoisted to the placement area by two construction cranes. Concrete was consolidated using 3" diameter pneumatically powered concrete vibrators. The entire placement was supervised by area superintendent, field engineers and a concrete supervisor. Approximately four hours after the concrete had set, the top was prepared for Lift 2 by green cutting and was properly wet cured for 7 days. Lift I for the west and south 120 areas were prepared and cast in the same manner. The Lif t 1 pours were 5' 4 3/4" in depth and access was available from the top of the lift for placement, consolidation, and inspection. Pours for Lift I were ma'de 10/19/70,, 10/27/70, and 11/2/70.
"2.03.2 Lift 2 ,
Reinforcing steel and vertical tendon ducts were installed for Lift 2, and the preplacement an'd concrete placement operations were carried out in the same manner as Lift 1, except that Lift 2 placements were of 180 each, as shown on Fig. A-4. Green cutting and wet curing were completed in pre-paration for Lift 3. The Lift 2 pours were 4' Si" in depth and accets was available from the top of the lif t for placement, consolidation, and inspec-tion. The two Lift 2 pours were made 11/19/70 and 11/25/70. o 2.03.3 Lift 3 - North 180 Because of the rebar design and the location of the cross-sectional vertical construction joint, practically all rebar in. Lift 4 had to be
, installed prior to concreting Lift 3. Due to the recesses around the out-board ends of dome tendon anchorages in Lif t 3, plywood boxes were attached to the metal side forms to accomodate those recesses. Trumplates and extensions for dome tendon conduits and r.rtical tendon trumplates and conduits were installed and supported in conjuction with rebar installation.
Rebar and conduit installation was conducted employing the same considerations 2-3 1415 010
i g as in Lifts 1 & 2. The vertical bulkhead for the construction between 0 Lifts 3 and 4 was constructed of wire mesh. This was cut to fit around dome tendon conduit and rebar and supported and braced using sections of steel angles and rebar. There was approximately four months work preparing Lift 3 for concrete. Cleanup operations were conducted on a daily basis. Prior to concrete placement for the north 180 area of Lift 3, from Azimuths 108 to 288 with north being 0 , the installation was checked and the area ! inspected. Inspector's checkout sheet, constructors checkout sheet and 8 inspector's status report, all of which are completed and sigaed off prior j to all concrete placements, were approved and placement was started 3/30/71. , l During the placement the weather was partly cloudy and the ambient tempera-ture ranged from 30 to 50 . Concreting began at 5:30 A.M. and continued I until 6:45 A.M. the following day. Pr.~or to placement, metal concrete I hoppers with tremies attached were evenly spaced around the top of the area. Concrete was discharged into the hoppers from one 2 cu. yd and one 3 cu. yd. lay down buckets hoisted by construction cranes, i Because of the congestion of rebar, tendon conduit, and recess boxes, the ! concrete was placed at a very slow rate. Average rate of placement was i about 14 cu. yds. per hour using two cranes. The slow placement rate, affecting the slump and workability of the concrete mix, added to the place-ment problem. Placement crews had to be located at the top of the lif t
* (see Fig. A-3). Attempts were made to lower the vibrator operators as close as possible to the concrete flow line by tamporarily spreading the rebar. i Due to the congestion these attempts were not successful. However, attempts were successful in placing an operator at the bottom of the Lift 4 area, '
i with access then to the lower portions of Lif t 3. Concrete was placed and consolidated in 12" layers by moving the concrete buckets from hopper to > hopper around the 1800 area. 1", 2" and 3" vibrators were used to consolidate the fresh concrete; size depending on access through the congestion in the forms. In addition, men were stationed on two levels on the scaffold , attached to the exterior of the forms and used hammers and vibrators against the metal forms to assist the flow of the concrete under the truaplate recess boxes. ! I Af ter several hours of concrete placement, it appeared to the supervisor that concrete was coming up faster in elevation then anticipated. At this f time, it was visually evident to the concrete placement crews, supervisors and inspectors that the concrete was placed properly around the vertical
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s tendon conduit and inboard. Therefore, it was evident that any voids and unconsolidated concrete if present, existed only through the outboard ends of the dome trumplate spirsl reinforcing and under the blockouts. Instructions were then given to open windows in the side of the forms to ascertain the condition of the concrete under the recess blockouts. It was discovered that concrete had not flowed completely against the form in these locations although there was normal consolidation adjacent to the vertical F "< head and above the upper truaplates. Although recognizing the possibilluy .. cold joints, wood chutes were installed against the cut out openings in the side of the form and concrete was placed thru openings and vibrated in an attampt to minimize the extent of the problem. It was the ' considered judgement of the constructor, at the time, that it would be best l to continue the operation and make any required repairs at a later date. 2.03.4 Lift 3, 4 & 5 - South 180 l Because of the difficulties encountered in placing concrete in Lif t 3 - ; North 180 , the constructor requested and received permission from the i engineer to change the location of the construction joints for the south i 180 area as shown in Figure A-5. With_new construction joiats permitting the decrease in depth of concrete lifts, as shown in Fig. A-5, for the ; south 1800 area, there was no problem in placing and vibrating the concrete , into all areas in Lifts 3, 4 and 5. To accomodate this, much of the rebar above each lif t was taken out and replaced prior to concreting the next lift. l In addition, men were statiened on the ' form scaffolds to inspect thru windows - cut in the form panels that the concrete was being properly consolidated. Concrete was placed for Lift 3 on the south 180 area in two 90 sections rather than a complete 180 section to goncentrate the inspection in a smaller area. Lif ts 4 and 5 were cast in a 180 section each and the cranes placing ; the concrete were supplecented by a concrete pump. ! t Lift 3 - South 180 was placed on 4/5/71 and 4/6/71. Lift 4 - South 180 ! was placed on 4/15/71 and Lift 5 on 4/22/71. l The decreased depth of Lifts 3, 4, and 5 on the South 180 and the absence of rebar above esFa lift provided complete physical and visual access for i placement, consolidation, and irspection. ' Therefore, based on the above facts and as a result of complete and , chorough placement inspection, it was the judgement of the concrete super- l visor, area superintendent, field engineers and inspectors that the concrete in Lif ts 3, 4, and 5 of the South 180 area of the Ring Girder was properly placed and consolidated and is sound. . ..- -- . i
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2.03.5 Lift 4, North 180 Lift 4 of the north 180* area was prepared, cleaned, inspected and con-creted and no problems were encountered during the concrete placement. Again direct physical and visual access was available during this lif t for placement, consolidation, and inspection and it was evident that the concrete was properly placed, and consolidated and is sound. This lift was placed on April 14, 1971. 2.04 Ouality Assurance & Ouality Control During Placement 2.04.1 Quality Control & Construction Procedures All work prior to and during concrete placement of the Ring Girder was inspected by the UE&C Field Quality ContTol Group in accordance with detailed approved Quality Control Procedures. These inspections were conducted in addition to those checks made by Construction Supervision and Construction Engineering personnel. All inspections and tests are thoroughly documented. Copies of test and inspection re--*ts relacing to the Ring Girder are available for review and for informat ;n purposes, copics of forms are included in Appendix B of this report. Construction work involving special processes is, in additien, covered by approved Construction Procedures which detail, st.ep by step, the work to be performed. Quality Control checklists are prepared and followed for each Construction Procedure. In the case of the Ring Girder, Construc-tion Procedures covering erection and installation of tendon conduit, cad-weld electrical connections, and pump placement of concrete were employed. 2.04.2 Prenlacement Insoections Prior to release of concrete from the site batch plant, a "Cencrete Placement Checkout Sheet" (see Fig. B-1) was prepared by the UE&C Job Engineer. The responsible UE&C Craft Supervisor had checked each item and signed that it had been satisfactorily completed. Any item incomplete prior to beginning placement of concrete was noted and recorded. Incomplete items were evaluated by the Job Engineer prior to release for placement and completion planned later but prior to emb'edding in the pour. Verification of the construction checks was made by the Assistant Job Engineer and the
. Checkout Sheet presented to the Quality Control Grcup.
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A UEEC Quality Control Inspector then checked the preparations for place men t. Using the " Inspector's Concrete Checkout Sheet" (see Fig. ' B-2) and construction drawings, each item was checked and a " Concrete ' Status Report" (see Fig. B-3) completed. Both the Checkout Sheet and Status Report vere signed by the inspector and the pour started. 2.04.3 Placement Inspection
- i Concrete inspections for the Ring Girder pours consisted of the regular complete coverage afforded each placement in nuclear or safety related areas. This. included complete coverage at the on-site batch plant and at the pour site.
The batch plant inspection consisted of gradation of aggregates to be used, check that proper mix was batched, verification of scale weights against mix requirements and print-out tapes, aggregate moisture content, total water conter t, preparation and signing of batch ticket, and check that truck revolution counters are reset to zero. A Batch Plant Ticket was completed for each load of concrete batched and t Batch Plant Report was completed for each pour (see Fig. B-4 end Fig. B-5, respectively). Field inspection was conducted by a Quality Control Inspector being placed at each point of deposit to check placement, height of drop, consolidation, and finish. Just prior to and continuing throughout the placement, the
, inspector (s) also rechecked the condition of the forms and reinforcing steel.
For each placement, a " Report of Concrete Placement" (see Fig. B-6) was completed. It should be noted that Quality Control records for the Ring Girder pours all indicate no voiding or consolidacion preblems except for pour 3 - North 1800 . In this case, the " Report of Concrete Inspection" notes "-----due to heavy reinforcing around bearing plate block-out, concrete consolidation is doubtful---- ". 2.04.4 Concrete Testine In addition te inspection at the batch plant and at the point of deposit, a testing crew of Quality Control technicians were assigned to each point of concrete truck discharge. At these locations, each truckload :ss checked for agitating revolutions, elapsed time, slump and temperature. Thi data was entered on the lever portion of the Batch Plant Ticket (Fig. B-4). For every fif ty (50) cubic yards of concrete placed a set of eight (8) standard compression test cylinders were taken and the air content checked. 1415 014 e
In addition, but not necessarily related to any individual pours, at least the first two loads of concrete at the batch plcnt each day are checked for slump, temperatures, and air content. For the Ring Girder, concrete test results indic5te that slump was held between 1" & 3%" and air content between 4 and 6% (both as specified). Compression test results were all in excess of the 5000 psi minimum required at 28 days. Specifically for Lif t 3 - North 180 , eight (8) sets of cylinders were cast and test results were a low of 6160 psi and a high of 6880 psi with an average of 6720, psi at 28 days. 2.04.5 Post Placement Insoection Following completion of each pour, inspection was maintained of the curing and protection. A record of thi-s was maintained by the Field Quality Control Group. This record was maintained for seven (7) days following each pour and in all cases temperatures recorded were above the minimums reccired. This as well as other pour data was recorded on
" Daily Concrete c ur Record - Cold Weather" (see Fig. B-7) or a " Concrete Coring and Form Removal Record" (see Fig. B-8) depending on ambient temperature conditions.
2.05 _ Initial Inspection & Investigation of Pour 3 - North 180 No thorough examination could immediately be made of the s spect area due to the forms being in place. Except for two sections of metal focms the
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remaining forms could not be removed due to the termination of labor con-tracts on May 1,19'/1 (carpenters and operating engineers among others) and the related work stoppage. However, is can be noted in Section 2.03.3 of this report, several holes had been cut in the forms during placement operations. Throegh e.hese :ut-outs, some limited visual access was available. Although the actual extent of voiding and unconsolidation was not discernible, it was obvious that voids were present outboard from the vertical tendon conduit to the exterior face of the Ring Girder below the dome tendon conduit. At this point it was decided to explore various means of investigation and mechods of repair as described in Sections 3.00 & 4.00 in this report. 2-8 1415 015
2.06 Summarv of Rine Girder Construction Problem In those portions of the Ring Girder where concrete was placed in relatively shallow lifts and where visual and physical access was available, there is ample evidence that concrete is well consolidated and sound. This condition exists for all portions of the Ring Girder except Lift 3 - North 180 . It is only outboard from the 1:.ne of vertical tendon conduit below the dome tendon conduit in Lif t 3 - North 180 that visual aad physical access were not available. In this area was the heaviest concentration of reinforcing steel including temperature and shear bars and in addit' ion, the 20" diameter spiral rebar cage around tne tendon conduit. The slump of the concrete placed was maintained within the 1" to 3 " limits and while not unusual for this type of construction, did not provide suffi-cient mobility for the concrete mass. The concrete was vibrated directly from as much as 10' 5" above and in-directly from outside the forms. Some limited physic.11 access was provided for vibration from the bottom portion of the Lif t 4 area. When '.t was noted that concrete was rising in total elevation at too fas: a rate, holes were cut in the foras so that conerste in the suspect area could be vibrated directly and additional concrete added if required. At this point it was obvious that concrete had not flowed completely under the bearing plate blockouts. Visual access to the remaindir of the lift indicated complete fill and consolidation.
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3.00 INVESTIGATIONS 3.01 Lieited Initial Visual Investinatior As pointed out in Section 2.05 of this report, only a very limited visual examination could be made of the condition of the Lift 3, North 180 concrete because of the unavailability of craf t labor to. remove forms. The limited visual examination and review of placement records, inspection reports, and interviews with construction and inspection personnel provided ample evidence that there existed extensive hdney combing and unconsolidation in the outboard section below the dome tendon conduit in Lif t 3 - North 180 . Although it was evident that the problem was limited to the inaccessible (during placement) areas, it was felt that exploration of nondestructive testing methods to verify this was in order. 3.02 Exnloration of NDT Me thods 3.02.1 Radiographic Examination The dome tendon conduit provided a convenient means of access to a small portion of the area in question. Thus it was felt that some limited additional information could be gained by radiographing the area between essentially r arallel conduit. An investigative pro,cedure was developed to determine the extent and validity of information available through this technique. A Coblat 60 radiation source was insertad into selected conduit with radio-graphic film placed in an adjacent conduit. The source and film positions were then reversed and the same area reshot from that direction. In each film cassette films of varying speeds were used to provide as much informe-tion as possible. A succession of shots were taken in each conduit combination to include coverage the full depth of the rebar spiral. Seversi trial shots were taken to establish a technique capable of pro-ducing consistent results. Once establisned, shots were taken in 15 conduit selected from areas, some predicted of being most likely to contain voids and some of being least likely to contain voids. 1415 017 3-1
Extreme dif ficulty in interpretation was experienced. This was partially due to the heavy concentration of reinforcing steel which appeared almost solid in many radiographs. Although the source to film distance was almost the same for each exposure, it was known that a portion of the exposed band nearest the source would be " blown" out on the film. It became obvious that the amount obscured varied from exposure to exposure. This made it particularly difficult to estimate exact laterrl position of indications. However, to the best of interpretation ability, concrete voide and un-consolidated areas indicated on the radiographs were plotted. As later excavation of outboard areas was made, physical conditions were compared to the radiographic plots. In some cases, voids were' excavated that had not appeared on the radiographs and in other cases, areas where voids were plotted, solid-well consolidated concrete was found. Because of the very limited size of the sample (4 " vertical band equal. to the width of the film) and the unreliability of results obtained, it was decided to abandon radiography as an inspection or evaluation tool. 3.02.2 Ultrasonic Inspection In another effort to gain additional information as to the extent of the
, problem and an early indication of the amount of repair required to provide a structure as designed, an expert in the field of ultrasonic inspection of concrete structures was contacted.
Meeting with representatives of Genera 1 Public Utilities, Metropolitan Edison Co. , Gilbert Associates Inc. , and United Engineers & Constructors Inc., the expert descritad the various ultrasonic methods and their limita-tions and advantages. Basically, two methods were discussed: (1) Low Frequency Ultrasonic Inspections, and (2) Resonant Frequency Inspection. The resonant frequency method is suited for identifying and locating laminar type defects. Since this situation was not in question, this method was not considered further for investigative purposes. 3-2 1415 018
i 1 i i i The lou frec uency-through signal method appeared to of fer some chance for meaningful information. A site visit was arranged and af ter viewing the Ring Gitder the expert indicated the following. , Low Frequer cy Ultrasonic Inspection cou".d provide some volumetric evaluation provided th'e transmitter and receive' could be placed in' contact with the concrete on opposite faces. In order for contact to be made with the in-board face of the concrete, the containment liner plate, or portions of it, , would have to be removed. In erder for contact to be made with outboard face of the concrete most in question, the tendon bearing plates would have
*' be removed. Even with the bearing plates and liner plate removed there remained some question as to whether results would be conclusive due to the intensive and varying types of interference due to reinforcing and tendon i conduit and the overall geometry.
Therefore, because of the lack of applicability of one method (Resonant l Frequency) and the destruction required to use the other (Low Frequency) . with little chcnce of even fair results, it was decided that neither method would provide information of value. , In order to be completely sure of the chance of success, the dome and base l mat at the Turkey Point nuclear installation, uhich had been successfully investigated by ultrasonic means, were checked. In both cases it became apparent that the situations were very different from ours due to the
' problem ie.self and due to the involved geometric configuration of the Three Mile Island Ring Girder.
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3.03 Conclusion Due to the evidence that nondestructive testing would not pro"ide reliable information it was decided to proceed with a thorough and complete excavation of unsound concrete, replacement of damaged reinforcing, repair or replacement : of damaged tendon conduit, and replacement of excavated concrete as described in Section 4.00. 3-3 1415 019 7 I t
i g 1 4.00 RING GTEDER REPAIR 4.01 Exploration and Excavation The carpenters returned to work on June 21, 1971, and the operating engineers on July 14, 1971. It was then possible to completely remove forms and begin ht initial removal of loose and unconsolidated concrete from the outboard portions of Lif t 3 - Porth 1808 On July 14, 1971, the " Concrete Repair Guidelines" procedure was initiated and concurred with by Gilbert Associates Inc. This procedure details th methods and equipment to be used to remove unsound concrete from the area. The procedure highlig.its the care to be taken during excavation to avoid, as much as possible, damage to reinforcing steel and tendon conduit. The procedure requires all visible honeycomb, - crevices, and voids including those extending decp into the mass to be I completely explored and excavated to a solid concrete face. . It was realized that in spite of any precautions taken, some damage would occur to reinforcing steci and tendon conduit and also that some reinforcing steel would have to be removed to provide access for workman ! and tools to further reaches of concrete to be xcavated. In these cases, damage is duly recorded for later repair. , 4s01.1 Concrete Removal i As described in Section 2.01 of tLis report and shown on Fig. A-2, 1 dome tendon anchorages occur in three types of segmen s. Segments i Type I contain only lower dome tendor, anchorages. Segments Type II , contain only upper dome tendon anchorages. Segments Type III contain ; both upper and lower dome tendon anchorages. Concrete excavation has been started and will proceed in Segments Type I and II to completion. Following comp 10tinn of replacements in these segments (which are described later in this report), Segments Type III will be excavated to completion. Enclosed scaffolding was erected starting on July 26, 1971, and excavation in Segments Type I and II started on July 29, 1971. 4-1 1415 020 '
}
1
t l i Concrete is thoroughly excavated to a totally sound face. The face of the concrete which extends through the tendon conduit spiral reinforcement is then trimmed so that the exposed face will be essentially parallel to the tendon bearing plate. Typical excavations encountered in Segments Type I are shown in Figure A-6. Typical excavations expected in Segments Type II and III are shown on Figures A-7 and A-8, respectively. 4.01.2 Reinforcinz Steel Removal As was noted in Section 4.01 of this report, it is anticipated that considerabic red.nfercing steel will have to be removed to provide access for werkman and tools to further reaches of concrete to be ' removed. In addition, despite care in excavating concrete, it is known that reinforcing steel remaining in che excavated areas will have been damaged by the chipping tools during excavatten.
- In order to establish the maximum acceptable defect for reinforcing steel, a test program was initiated and the results are shown in the attached Pittsburgh Testing Laboratory report, Order #PG2642, dated November 26, 1971. (Included as Appendix C of this report.)
These tests indicate that the yield strength is not adversely affected by the notching, only normal variations in yield strength are recorded as could be expected in any heat of reinforcing steel. However, the ultimate strength is being reduced as the size of the notch increases. In order to maintai'n the ductility of the reinforcing steel, maximum notch size shall not exceed 3/32" for the reinforcing steel in question. This ncech size will r. uit in a loss in ultimate strength varying between 1 and 7%, withou adverse effect on reinforcing steel design. The reinforcing bars remaining in the excavated areas will be inspected and those containing oversize defects will be removed and replaced. 4.01.3 verification of Sound concrete Because nondestructive testing methods were found unsuitable for this particular problem (see Section 3.02 of this report), it was decided that a physical probing behind concrete excavations would be employed. 4-2 1415 021
This is and will be done in two manners: (1) Perpendicularly into each four square feet (approximate) of sound surface, a concrete drill will probe for a distance of approximately four inches. The resultant hole will be visually examined for soundness. If found unsound, concrete will be further excavated in the area to a sound surface and the test repeated. , Locations and results of probings will be documented.
- and -
(2) In each excavated segment type, one - 1" diameter ccre will be removed, starting at the sound face, for every four don. tendon anchorages involved. The cores will extend to within approximately 4 - 8 inches of the inboard limit of the lift. The recovered core will be examined for soundness and the core hole will be examined for soundness and the core hole will be examined boroscopically. It in either case, unsoundness is discovered, the excavation will be continued through the area of unsoundness and additional cores obtained from the new solid face as well as other areas represented by the first core. Prior to concrete placement, all investigative holes will be ram packe.d with an approved grout mixture. Core locations and results viil be documented. Core samples will be identified and retained . 4.02 Reoair and Reolacement Once it has been determined that only sound concrete remains and all damaged reinforcing steel has been removed;- repair of tendon conduit, replacement of reinforcing, replacement of strain gages, replacement of electrical grounding, and replacement of concrete will commence in that order in each Segment. 4.02.1 Repair of Tendon conduit Tendon conduit damaged during excavation of concrete will be repaired in accordance with approved repair procedures.
,_3 1415 022.
Essential considerations of the procedures are removal of dented areas and deburring of the hole so that no projections extend inside conduit. In the case where defect is fu'11y exposed and accessible, a curved section of conduit will be cut so as to extend at least one inch beyond all defect edges and placed over the defect. The " patch" will be secured to the conduit by means of a standard " Dresser" splice clamp. In these areas where the defect is situated so as to require difficult repair with the normally used " Dresser" clamp, the patch will be secured as follows: (1) Roughen mating surf aces and apply phosphoric acid. (2) Apply approved epoxy to perimeter of hole in conduit. (3) Apply patch (4) Apply 1/4" minimum layer of epoxy over entire edge of patch extending at least 1" beyond edges. (5) Allow epoxy to cure per manufacturer's recommendations. a
' Af ter " patching" on a conduit is complete, a round plug (rabbit) 1/4*' less in diamster than the conduit will be pulled through the conduit. The repaired conduit will be pneumatically tested at 10 psi and all repairs and joints examined for leaks. Repairs will be examined visually and by soap bubble method. Any remaining leaks will be repaired as above and retested.
In the event damaged conduit cannot be patched, they will be removed and replaced in ac.cordance with the original approved installation procedure. The tendon conduit so repaired will meet all requirsments of the original engineering specification. 4.02.2 Reinforcine steel Reolacement All reinforcing steel removed as designated in Sections 4.01.2 will be replaced (no reinforcing will be repaired) as shown or. the original approved Ring Girder Rebar Detail Drawings. 1415 023 4-4
Splicing to remaining bars will be accomplished by lap splicing, cadwelding, and possibly full penetration butt welding. All splicing will be performed using previously approved procedures. Cadweld quality will be verified by testing three sister splices foe
- every 100 production splices. Cadwelds will be made using previo 2 sly qualified procedures and crews. Acceptance standards will be those cmployed in other Cadwelds in the structure.
Since only ASTM A615 Grade 40 reinforcing steel had been used in the Ring Girder, full penetration butt welding may be permitted with the following additional provisions as a minimum. Only reinforcing showing Carbon content less than 0.507 and 12ganese content '.ess than 1.37 will be so welded. (Records indicate all Grade 40 rebar received on site to date meet these criteria.) Welding procedure and welders will be qualified. A minimum 400 F preheat will be maf atained for 3 bar diameters on either side of the weld. Low hydrogen weld rod will be used and controlled per existing site contral procedures. Temperature of the adjacent concrete will not be allosed to exceed 150 F. Final pass will be eagnetic particle inspected. , Additional investigation of this process for this application is continuing. No full penetration butt u21 ding will be done prior to completion of the investigation and full approval of the Engineer. In the event that welding must 'oe performed in restricted (cramped) areas, only welders previously qualified to such restrictions will be permitted to weld.. Where dome conduit spire.1 reinforcing cages have been removed, the hoops of these cages will be replaced using ASTM designation A441, 1" square hoops instead of rebar. This substitution is approved by the Enginaer and these hoops will be welded in accordance with a previously approvad procedure employing only qualified weldcrs. 4.02.3 strain caees r.nd Groundine Strain gages as shown on the Engineers' drawings will be attached to new reinforcing steel as required and checked. The strain gages remaining on unremoved reinforcing steel vill be checked and replaced if defective. Grcunding cable attached to tendon bearing. plates shall be spliced sad reconnected to bearing plates using previously approved grounding connections and procedures. 4-5 15 024
. l t
4.02.4 Concrete placement Af ter replacement of rebar and repair of conduit, and prior to erecting forms, the entire area to be concreted will be cleaned , using compressed air and/or water pressure jets to insure all dirt ' and debris is removed. Following erection of forms, the area vill be reinspected and any further accumulation of debris removed.
~ l l
Forms will be built to conform to concrete surface outline and for permitting (1) complete filling of forms with hydraulic head of ; fresh concrete, (2) satisf actory access for mechanical vibrators ! l
. and (3) satisf actory visual inspection.
I During concreting operations in cold weather, the area being concreted ! will be enclosed and maintained at a temperature well above freezing. 0 Concrete temperature will be maintained above but as close to 50 as i practical. Base will be brought as close to concrete temperature as l practical. l j During hot weather, the concrete mix will be maintained below 70 F, employing ice as a portion of the mixing water if required. i Immediately prior to placing concrete, epoxy bonding adhesive will be j spray or brush applied to coat the surface of the exis' ting concrete to aid in obtaining optimum bonding of fresh concrete to the existing i concrete. The epoxy compound shall be applied in accordance with l manufacturer's recommendations. I The concrete will be conveyed into the forms from pump hose er concrete chutes. Slump will be maintained on the highside of specified limit (aim for 3-3k"). When concrete pumps are used for placement purposes, the approved pump placement construction procedure will be followed. No change in mix ingredients or proportions is required. Replacement of concrete in the Segment Type I areas will be in two lif ts as shown in Figure A-6. Replacement of concrete in the Segment Type II and Type III areas will_ be in three lif ts as shown in Figures A-7 and A-8, respectively.
~
e 4-6
) k ) {} 0b
A model of this condition was cast, saw cut and inspected to assure complete filling of the closure. (See Figure A-9.) The cut sections of the model are located at the job site and available for the ins pection. This method of concreting the closure was successfully performed for the closure joint in the Containment Building wall over the equipment hatch and vill be performed for the closure joint in the wall at the temporary access opening. In the replacement concrete, as in that originally placed, the dome tendon bearing plates are canted outward thus providing a natural pocket into which conerste may be placed with a continuing increasing head thus assuring complete fill behind the plates. Forms will be removed not less than 24 hours after the concrete has set and hardened. Excess concrete, including pour spouts, will be trimmed with power and hand tools, and the surf ace finished to conform to the proper outline. After concrete has taken its initial set, moist curing will begin and continue for seven consecutive days. During cold weather, temperature will be maintained at or above 50 F for 3 ' days and 32 F or above for the next 4 days. When another lif t is to be placed, the existing contact surface will be allowed to dry just prior to application of the bonding compound. . 4.02.5 Quality Assurance and control The repair of tendon conduit will be inspected by the UE&C Field Quality Control Group and subsequent testing will be witnessed and documented. The replacement of reinforcing steel will be inspected by the Quality rentrol Group. When Cadweld splicing is employed, each splice will be visually inspected to previously approved acceptance standards. Testing of sirter splices will be performed by the Quality Control Testing Laboratory. All results will be documented. When full penetration butt welding of reinforcing steel is used, the Quality Control Group will: check joint preparation, fit-up, preheat, welding, and conduct final magnetic particle inspection. All results will be documented. Replacecent or checking of strain gages and electrical grounding will be inspected by the Quality Control Group. 1415 026 4-7
Inspection during replacement concreting operations will be the same as that described in Section 2.04 of this report. Because of the smaller area of each pour, inspection will be very close at the point of placement. The concrete mix to be used is exactly the same as that used for the rest of the Ring Girder and all of the Containment Building shell concrete. The mix consists of: Cement - 752 lbs Type II
. Sand -
1090 lbs (ssd) Stone - 1850 lbs (ssd) Water Reducing-Retarder - 3 oz/100 lb cement Air - 4 - 67. Water - 36.7 gallons maximum Slump - 1" minimum, 3 " maximut The sand is natural sand of medium gradatf on (f.m. = 2.72). The stone is a crushed limestono conforming to the gradation requirements of the Pennsylvania Department of Highways, Mix #2 (approximately 3/4" maximum), a Service records and petrographic analyses indicate neither aggregate is alkali reactive. , 4.09 Summary The repair of the Three > Ele Island Ring Girder is limited to those portions of Lift 3 - North 1800 that were not visually or physically accessible during origin ~al concrete placement due to tendon anchorage recess blockouts. All other portions of the Ring Girder were directly accescible during placement for placing, consolidation, and inspection. Inspection reports and construction records indicate no evidence of problems in these areas. In addition to the unsound concrete removed from the Lift 3 - North 180 area, a considerable amount of sound concrete was also removed. This additional sound concrete was removed to provide increased assurance that only sound concrete remained and to provide excavations of the best possible configuration for accepting replacement concrete. 0 4-8
To further assure that only sound concrete remained af ter excavation, ! a program of extensive concrete drilling and core removal has been initiated. (Note: drilling and coring up to date of this report has l revealed only sound concrete behind remaining faces.) Damaged tendon conduit is repaired in accordance with approved , I procedures in such a manner that conduit will meet all requirements of the original specification. , Damaged (per S*ction 4.01.2) reinforcing will be replaced and splicing will be lapping or by using approved Cadwelding or possibly full penetration butt welding techniques. Reinforcing will be as originally detailed. Strain gages and electrical ground connections wi ' oc checked and replaced as required and rechecked. Concrete replacement will be made using the same concrete mix as originally used and placement will be made by Segment and in multiple lifts. The closure pour of each segment will include a pouring spout to provide hydraulic head ,tn further inrure filling of all recesses. These spouts will be green cut and rubbed to conform to the required outline.
- All repair work will be inspected by the UE&C Field Quality Control Group and fully documented. -
o
~
1415 028 ! I i 4-9 I i
5:00 STRESS ANALYSIS 5:01 Original Annivsis and Design The original analysis was carried out by means of a computer program
- written by Professor A. Kalnins of Lehigh University using an clastic shell of revolution. The stresses, stress resultants, stress couples, and shear for each fundamental load were combined into 58 different load conditions. These load cotcbinations represent the actual loads throughout the entire shell, including the ring girder, that exist during construction, test load,. normal operation and accident load combination. The necessary reinforcing steel to resist the combined stress resultants, stress couples and shear was determined using the USD-me thod . Finally, the governing load combinations were reviewed, and if necessary, modified for the additional effect of thermal stresses utilizing a linear stress distribution.
The ring girder reinforcement was designed based on a cracked section, and shear reinforcement provided in accordance with Section 17 and 26 of ACI 318-63. 5:01.1 Tendon Anchorage Zones The tendon anchorage zones were analyzed and designed in accordence with the stress flow pattern studies determined by Iyenger in " Prestressed Concrete Design and Construction" by F. Leonhardt. Due to the exis-tance of complex thermal stresses and possible micro-cracking, the ability of concrete to carry tensile stresses was neglected and mild steel reinforcing provided. The f actors that were considered in the design of the anchorage zones were:
, 1. Bearing stresses
- 2. Spalling stresses
- 3. Transverse tensile splitting stresses in vertical and horizontal direction.
- 4. Assumed failure mechanis=s, and necessary equilibrium forces.
The Anchorage Zone Design has been reviewed in light of the necessary repair. The anchorage zone will function as designed; however, pre-caution cust be taken during the repair so that the surf ace contour of the original concrete is made perpendicular to the tendon force. This will insure transfer of the tendon force through the repair concrete to the originsi concrete through bearing rather than along shear surfaces. 5:02 Finite Element Method Two representative load conditions selected from the 58 different lead combinations described above, have been analyzed by axisym=etric finite e.lement method using two models for each load condition to study the effect of the difference in viscoelastic properties of the original and repair concrete on the ring girder. 1415 029
-5.1-
Finite Elchent Method (cont'd) 6 Thefirstmodelusesconcretemodulusofelasticityof4.gx10 psi for the entire ring girder. The second model uses E=4.0 x 10 psi excupt in the repair area where E=2.0 x 106 psi. This reduced modulus of elasticity in the repair area is conservatively chosen to simulate the difference on the viscoelastic properties between the original and repair concrete in the ring beam. 5:02.1 Summer Accidemt condition The program outputs radial, circumferential, longitudin:1, and shear stresses. In addition, it gives principle stresses and their direction which are of particular interest in our conparison. For the summer acrident condition, the circumferential principle acresses are all compressL e for both models. The greatest difference in stress is about 280 psi. This difference is insignificant since the circumferential stress does n<a exceed 1160 psi compression anywhere within the ring girder for either model. Similarly, coniidering a section through the ring girder, the minimum principle stresses are compressive in all places. The greatest differ-ence is about 100 psi where the higher compressive stress is in the model simulating the required section. The average difference in stress between the models is about 30 psi. Again, considering a section through the ring girder, a comparison of the maximum tensile principle stress rescitants for the two models con-firms as expected that there are differences in some areas of the ring girder, but that these differences are small and are accomodated by
, sufficient reinforcing provided in these areas.
The maximum change in direction of principle stress resultants is 4 de-grees. For most of tha ring girder, the change is less than one degree indicating negligible effect of repair concrete on ring girder stress contours. A maximum increase of 145 occurs for the repair model principle tensile stresses in the areas of significant tensile stresses in the ring beam. These areas are along the inside at the curved portion of the ring girder. The existing double row of #18 bars placed at 6" centers in this area vill accomodate this small increase in stress. In the other areas where low tensile stresses were indicated, the tensile stress remained near the low level and were accounted for by existing reinforcing. 5:02.2 Winter Normal ooeration , , _ The loads included in the winter normal operations are dead load, ini-tial prestress, and nor=al operating temperature. 1415 050 e e
Winter hrmal Ottent, ion (cont'd), The circumferential principle stresses are all compressive within the ring girder for both models under winter normal opcration. The maximum difference in comprensive stress between both models is much less than 100 psi and is of little significance. Likewise. the miaint s principle stressen within the ring girder are com-t ressive f or both esdels. The greatest difference in compressive stresa is 70 psi while the average difference where one occurs is about 30 psi. The maximum principle stresses are comptc.sciva for most of the ring girder. b*here principle stresses are tensile, the difference in stress between the two models is small, less than 4%. The magnitude of the tensile stresses ara very low and are accomodated by existing reinforcing. 5:02.3 Stress Review For two representative load cases, it has been shown using two models representing the original cross-section and the repaired cross-section that the variation in stress within the ring girder due to the differ-ence in viscoelastic properties is quite small and can be accounted for in all cases by existing' reinforcing. 5:03 Viscoelastic Behavior - The effect of replacing a portion of the ring girder with new concrcre is considered frem the standpoint of shrinkage and creep differences between the existing concrete (original concrete) and the new concrete. The approach is to consider the different ages and loading histories of the original and new concretes. Taking this into account, the rela-tive shrinkage strains, creep strains and effective Young's moduli are compared. ConcretePlacementNistory of Ring Beam The original concrete placement took place from October, 1970, thru April, 1971. The new concrete placement is assumed to occur from Jcnuary, 1972, thru June, 1972. Application of Initial Prestress It is assumed that the prestress is applied three (3) months af ter June, 1972. The ages at application of prestress are: Original Concrete - 21 months = 630 days New Concrete 3 months =. 90 days
} Q3k
-5.3-
5:03.1 shrinkace The shrfnkage strain calculations (unrestrained) are based on the dis-cussions in references (5.1) and (5.2). An expression for shrinkage strain (5.2) is: , c = S/vgu o $ ,- - ...-. ,
, w where 6ge is the final shrinkage strain and N s is a shrinkage strain constant, .
Based on the test results in (5.2) for various size specimens,6seeand N g were found for both sandstone aggregate concrete and Elgin gravel aggre- ' gate concrete: Sandstone Elgin gravel . Cge f42 O C -
IV'h3 pm G - "cv/C}
. y +c.wnvg) y g,+ o 2G l*/G)
V/S is the volume-to-surface ratio of the specimen in inches, and 63 m is in micro-inches per inch. The sandstone aggregate concrete represents a concrete with high shrink-aga strains. 1:hile the Elgin gravel concrete exhibits lower shrinkage strains. The average value of b was used in this design; hence, the shrinkage strain is: feco fe-c.te(v/c) E* ' y gyo.:a(Vjd) +i where t is the age df the concrete in days. It is pointed out in (5.1) that the above expression fores is not appli-cable for V/S greater than 24 inches. The shrinhage strains for the original concrete and the new concrete are referred to a common base time, T. Hence, for the original concrete: G g (~-) =
'R oo Te~ ~"'"IN
> T b O d5yC J' 2 S q +0 2SCv/c) 4 f*-
and for the new concrete:
-o.to (v/s) 120C(T-GGC) E , 'l~~ ~7 6 2.0 d&us
~
L e 8, g g e tc x,tvis) g _ ' 1415 032
~t L
. . f.r4-I.
Shrinkage (cont'd) I For use in the above expression, the V/S ratio of the original and new ! concrete must be determined from their location in the ring beaa. ! Based on the section of the ring' bcam to be replaced with new concretc,
' rectangular !
the new concrate cross-section is approximateo by a 7' x 4is the horizontal j section. The 7' is the vertical dimension and the 4' ! The resulting volume is obtained by revolving this seccion t dimension. about the center line of the reactor building. { In determining the values of surface area, s, meximum and minimum values [ of s, tre obtained as follows: l S min is calculated by assuming that drying of the concrete occurs pri- ( marily through the 7' vertical face exposed to the outside air. i
-j S max is determined by assuming that dryiv g can occur equally on all sides of the 7' x 4' section.
Based on these two modes of moisture loss, V/S ratio of 48" and 15" uere calculated. It's reasonable to expect that V/S=48" more closely resembles the actual condition of dehydration; however, for use in the previous shrinkage strain expressions, V/S=24" is used for this mode of drying. It can be seen from (5.2) that the shrinage strain increases with de-creasing V/S ratio; hence, it is conservative to use V/S-24" instead of 48". From The shrinkage strains are compared in Figure 5.1 for V/S=24 in. ll, this figure, it is seen that the shrinkage strain magnitudes are sma and the dif ference between the shrinkage strains for the two concretes is negligible. The 40-year value is approximately 9.7 micro-inches per inch for the original concrete and 9.3 micro-inches per inch for the new concrete. These valt.es are small compared with the 100 mic- o' f.nches per he inch value used in the original design, which occurs at a time greatly beyond tHence useful life of the reactor building. is extremely conservative even as the 40-year shrinkage strain. Figure 5.2 compares the shrinkage strains for a condition represen of the other extreme for V/S. The ccrres-original concrete is approximately 230 micro-inches per inch. The strain pending value for the new concrete is 316 micro-inches per inch. values for the original concrete are taken with respect to the 630 dayThe 40-year strain for comparison with the new concrete values. is 86 micro-inches per inch, which corresponds to the area occupind F. by new . concrete undergoing a uniform temperature change of approximately -15 It Figure 5.3 shows the variation of shrinkage strain with V/ t1Al is negligible. Due to the large V/S ratics for the originalHence, and new concrete, the dif fer-the s ence in shrink 2ge strains is negligible. s e As7u guld duced in the ring beam are reasoned to be ;iractically UJJ exist in the o'riginal design.
-5.5-
5:03.2 Creep The determination of the creep b.ehavior of the original concrete and the new concrete is based on the age given previously. At initial prestress, the original concrete is 630 days old and the new concrete is 90 days old. The curves given in Appendix C of Reference (5.1), reproduced as Figure (5.4), were uned exclusively to obtain the creep coefficients and the resulting effective Young's Moduli. The total strain,6Ee , is (neglecting shrinkage which was considered previously) C
- Ec '
wheree{es = instantaneous elastic strain and GCc = creep strain. The elastic strain is gr- Cli
-.cc _- ,ec "c
where C; is the applied stress, and dij*S is the Young's Modulus which corresponds to an instantaneous application of stress. The creep coefficient, O c, appearing in (5.1) is defined as a
, cr CD E -'- C .
-(Ces Hence,
=-cc
=
/+ f .
The values of cO for different times in the loading history for the original and new concrete are obtained from Figure 5.4. For the new concrete the "90 day" curve was used. For the original concrete, the "100 day" curve was shif ted to driginate at 630 days. In order to determine any redistribution in stress in the ring beam due to creep differences between the new and original concrete, an effective Young's Modulus is defined as: ces
-- c E"
e - -- - g #", , , , . (QlEeg) / +$ The EEe values for the original " concrete and new concrete are compaied in Figure 5.5. The effective =oduli for the two concretes differ by a factor of approximately 1.25 at most. 1415 034
-5.6-
Creen (cont'd) The values of the effective moduli for the original and new concrete are essentially identical and weil within the range of values that occur due to material variation. IIenc e, the creep effects due to the combination of new and original concrete in the ring beam are the same as would exist in the original design. 1415 035
-5.7-
5:04 Aircraft Impact The Aircraf t Impact Analysis and Design is described in the FSAR, Appendix 5A. The stresses introduced into the ring girder during an .tircraf t im-pact are relatively small and do not centrol the design of tha ring girder. This is obviously related tf the combined stiffness cf the ring girder and the dome acting togethet: as a unit. Hewever, the dome and cylinder connection to the ring girder is affected by the aircraft impact and is designed accordingly. These air: raft impact discontinuity stresses are.for all practical purposes unrelated to the ring girder repair. O e 1 6 e e 1415 036
-5.8-
5:05 Ring Cirder Behavior - Dif ferent Materials The behavior of the ring girder at the discontinuity between the south and the repaired north portion was investigated using two models for analysis. The first model was axisy= metric r9 presenting the original ring girder, cross-section. The second model had a reduction in cross-sectional area for one half of the circumference to account for the difference in viscoelastic properties between the original and repair concrete. A unit pressure load was applied to each mode' so that the moments at the discontinuity could be compared and evaluated. The discontinuity moments were found to be quite small and caused an increase of only about 3% in the concrete fiber stresses due to the bending. The above analysis was quite conservative; the model neglected the addi-
~
tional substantial restraint of the cylinder and dome on the behavior of the ring girder. It is concluded that any effects of the repair on the overall ring girder behavior - especially at the discontinuity mentioned above - are accounted for by the design. O e 9 1415 037
-5.9-
5:06 Conclusion The original design is based on a cracked section covering 58 different loadinc combinations, recognizing the effect of micro-cracking and viscoelastic behavior of the ring girder. The Finite Element Method
. of Analys's indicates that in the repair area, the principle stresses are in rest ecas compreseD*- In the few places where principle tc.sile stresac.s exist, s. .J ie reinforcing steel is provided in the direction of all eax' tm'. wensi?e :resses. Therefore, in view of the proposed ring girdrr repair, there is no reason to believe that the repa.c will resul.. in a less effective ring girder enan originally designed.
The .0pci ed ring t_rder will fullfill the original design intent and all the requirements in te,:es of service, durability and safety. 4 e e 9
. 1415 038
-5.10-
6:00 Futuro inspection _ In addition ring girder, several importantto the construction inspection during e the repair of th to further substantiate proper behavior. future checkpointa vill be it.'luded 6:01 Inspection Durine Prestressing Occration Duritig the deme tendon stressing operation, a thorough a visu l i nspection of the mented. bearing pistes and adjacent concrete will be performed ocu-and d than 0.01 inch or displacements of the bearinggerplateAny ab to the engineer for immediate evaluation cud resolution, shall be reported this inspection will be made after the stressing oper . Atisummary of completed and filed with the QC-documents. a on has been __, 6:02 Inspection During Structural Integrity Test Building is described in the FSAR, Appendix eactorSE.The comp In addition will be made:to the regular test requirements, the following observations a) The doce tendon bearing plates and adjacent concrete in th section between 108 and 288 will be visually inspected. e Any 0.01 inch or displacements of the bearing platesabnorm
, shall be re-ported to the engineer for i= mediate evaluation and resolution .
b) Concrete measured and cracks recorded atin thethe same maximum section pressure level' as described e above w c) The at themeridional 352 and hoop strain measurements in the er ring gird readings at azimuth the 1080 may be compared with the similar strain and 243 azimuth. readings will be evaluated and resolved.Any deviation from these 6:03 Inspection During Tenden Surveillance The summary report of the visual inspection performed durin g the pre-as crack patterns and crack width. stressing operation s such should be review FSAR Section 15.4.3.2, the followir.g e a e: nobservation the vill a) Record any additional cracks, crackpatterns or other es chang as compared During with the Prestressing report data obtained during " Inspection Operation".
- b)
- The data obtained during the visual inspection of a) above shall
' be recorded and made available for the following surveillance inspection. '
l 1415 039 2
-6.1- L_
I_nsyection n During, Tendon Surveillance (cont'd_), c) Any concrete cracks larger than 0.01 inch shall be reported to the cagineer for evaluation and resolution. This inspection will be carried out in the section of the ring girder from 108 to 2880 1415 040
_ REFERENCES 5.1 Three Mile Island - Unit No. 2, PSAR, Vol. 2, Appendix SJ 5.9 Hansen, T. C. and Matlock, A. H., " Influence of Size and Shape of Member en the Shrinkage and Creep of Concrete", J. ACI, Vol. 63 6 e e 8
. 1415 041
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A PP'LIC O FRIOR To CollCRETIt!G C'.05U RE 3
- g
M'
- 1. Cut concrete block - 3'x3x5' with trapezoidal slot. l
- 2. Allow to cure 3 days.
I
- 3. Formed 45 haunch.
$- h.
- 4. Applied "Colma Yix" apoxy
', & placed concrete 50C0 psi following approved procedurci Closure pour allowed to cure
>A 5.
lOSURE iiODEL i days before cutting.
/
.', .q5 000 PSI CO N CRETE) es*
. ~
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- I ..
see APPENDIX B FORMS & RECORDS
~
1415 057
y*,QETE T'L_ig "'"T__C5p"T SC_ _ UATo:
- UE&C I';C./ E E.C.
l Type Pout"3- ,, pm,,, j,7,.37 _- Locucion: . C*IT 1 - CIIT 2 (Circle One'; Strencrth Fequired; ' Curine Peo'd: ')urchility - f ~ Qunntiev Recuired: - Load bearing.I
- Mix Code !!o.- Cenent-
~~ I Cin** Struct: Very thin T'ininh Receired: l Grout rea'd.2!
Thin [12tto29"~ 33od,M3 gi g __ Date & Tinn Sched. to Pour: ,.
-[30"e over],
.,m.....
l Min r ite=s to ce late prior to , s n ate] Date niacerent (if none. ,rint none)
- 1. Surface Preparation
- 2. Foremrk
- 3. Reinforcing ---
Steel . . . . . - - _ - . . - . . . . . . . . . r: --
) _
,, )4*SleevesandBlockouts AHVfC p E= bedded M % ___ Irc.i
- 6. Anchor Bolts _
~ . 7* PiFi"3 Enhedd=ents . - Electrical _ er.beddrents -
- 9. Line and Crede --
. -f-
! If all ite9s above are siened, issue sheet for acneral dictributton. ...
_10_. C.uality Control (surnane) (recarks) sunervisor and job IIten10nusthesierned&copiesgiventoconcreteplacenent - -- -- - En;ineer 9:ior to issuinc: initial order en h,teh concrete. _ 31stribution: jfj} } h j Droj. Supt. b Asst. Proi. Supt. O n.C. Senv'v. (6) !g Conc. ? lace. Su9v'r. (2)' Test Lab (4) $ , Others: (List in job Enzrs. Office) Job Enqineer - ?.ss't. Joh Engineer
. . . . . . . ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..
Unit No. 1 II:SPECTO:t'S C[.::CPETE CAECEOUT 1.ir:ET Unit No. 2 CO;;C'lETS S'CliED!:LES , PCUR SilECTS, PL!J:S: C. DiBEDDED ITE:'S (C0!:T) :UED)
- 1. Cc ;& teness .* 'b. l'reper location
- 2. Cratt cert, of readiness _c. All threads urapped
- 3. Upd:3ted 6 avail, of de::1~,ned plans
_d. Secured.for concrete placenent
- 2. ?!iscellenecus steci:
~4. '
- a. Proper location SU1'Ot!.!. Z:'
- b. becured or properly supportc-d 7 1. Ce7 action '
- c. Check draaing,s for type & number
- 2. Vapor barriers installed
- 3. Perimeter ir.sulatica .
!!. REIt:FC2CI!:C STEEL:
_4 . Cendition of natcrial:. used - -
- 1. Proper spccing .
CONSTRUCTIC J011:TS: 2. Number & si:e of bars' _1.,l.aitance removed 3. Length of. laps ,
,2. Proper location 4. Length of doucis & alignment ,3. Expansien joint materials - 5,. Caducids ' ,4. Ccntraction joints & filler . 6. Tics
- 7. Form cicarance
_S. Sp:11ing v i 8. Supports FOPJ:S: .
- 1. Form' surface i 1. FINAL CLEA':-UP: -
~2. Pcac1 joint:: -
1.. Check all f orms & fixtures f or dis- _3 . U ra c ir p, . placement
- 2. C1canliness of surfaces, ledges, forcs.
,4. Tie spacing
- 5. 1:ake-up of tics rebars , c=bedeent s , b lockout s jeint s ',
subgrades, water steps, chutes, etc. _6. t.'a l e r :; pac in g & s i:c , _7. Spreaders 3.. Proper scaffolding,
,0. Grout Icaks . 4. Concrete chute arrangements
_9. Fotn coaticg
- 5. Proper type & icngth of trccics .0. Cha=fer where necessary '1.
_ Grade strip preperly installed . . J. MISCELUC; ECUS:
- 12. Plum 5 bob lines installed .
- 1. *
.3.1 crizontal f or-- liner installed
- 14. Ilorizental & vertical alignmen.t of 2 .f ,
fonns. .
- 15. Installation of keyuays on previous 3. .
ConCretc *
- 16. lictal lath bulkheads have 1" cicar-
- 4.
ance from f ona surf ace K. ADDITICSAL RE'!AP.KS: BLCCKOUTS: , _1. Proper sisc
,2. Proper lecation -
1 0"#9
- 3. Internal bracinc. & sho:-ing
- _4. Vibrators holes top & bettem
_,_S. Creut tight L. (REACTOR PCURS CNI.Y):
- 1. llave tendons been tested and apprevcC'
'!ATER
< STOPS: i Prcper location
_1. {
- 2. .loint ucids g0
_3. Supported for concrete placement g U _4. '.'atcr stop vedp,cd into keyways ,- ' - _5. Cleanliness Schedule No. ~"- ~ I t ca N o . _,, E!! BEDDED ITD*5: REAnY F :R CCNCKETE
~
- 1. Anchor bolt s . inserts, pipe sleeves, pipe conduits, tlashin'.. etc. _
- a. Proper projectien j,- 8Z 15 SP;. ; rC.i D II-
- - U:!)T::P iW1 '!T.::e o C'.? :it::UCTO."' H:C.
. 'ihrei !!i le I r. l z nd Unit 1:o 1 CO::CI:ETE SY/.TUS 1;El'eitT ,
Unit 1o. 2 I Sebedule l'o. It eri 1:o, lh.g . U n .' 1:1.!:/dti's j innpcctica 1:en
c.,c re t e Sc hecii c l our Sbeet -
Plan s f.ubgrace i. i Constructic,n Joints - 4 E Or.O s I 31ockcutc - . , I i i
'iater Stops ,
)
Embedded Itces , P.cinforcing, Stect , 1415 060 !
. . i Final Cleanup f4[} ^s .
i . !!iscellanceus .
.I -.
i D s i _ @b0k __'. _/Cditiene.1 C: w::s gg\V)W " "
. . ItF_'nY !Td l'!_.CD'!JT -
i'..L e Job Enr.inet~ S/G ~ 0 ~ b Q. C. I nc.,ic c t o r lea t. .'
PITTSBURGH TESTING LtdORATORY PITTSl3tlRGH, PA. Order No. PG. 2642 Serial t'o. 28503 _ METROPOLITAN.EDIS0il Three Mile ! stand 14ueleer Station - Unit tio.1 & Unit No. 2 Structural Concrete Batch Ticket ' Date --- Time Loaded Class f. tass O Other O Truck No. - Load No. Cu. Yds. Total Cy. Counter to 0 O , Moisture: F.A. *, Lbs; C.A. *, _ . _ _ _ . _ . . _. Lbs. Design Adj. Batch ; S.S.D. Wt./Cu.Yd. Wt./Co. Yd.
. Cement C.A. (Si:e )
_ _ . . _ F.A. WRA AEA Water, Gals. Tetal Added Ice Lbs. Gals. Total f.bstcre Lbs. Gals. Total Water Gals. Signature cf Batch Plant inspector: Portion cf Structure Wherc Placed: Rev. at Mix.ng Speed: Start Finish Diff. (100 Max.) Total Rev. (300 Max.) - Time of Placement Elacsed Time (l!i Hr. Max.) i Cen: tete Temp. cF. Slump (1t') l
. Spec. (70'F. Max Mass Concrete)(00'F. Max. Other)(50'F. Min.)
Ambient ' Remarks: Cylinder No.s Air *, Temp. Water Added in Field: Gal./Cu.Yd.
. Rev. Start: Finisn: Difference (30 Min.)
Remarks: 1 I Field Inspecters Signature- _. . . . - . ma 3-+ .- - - . . l
- i
.r.
. 1415 061 !
l
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- s
FORM UL. t a PITTSBURGH TESTING LABORATORY i
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PITTSEtJRGH. PA. Order No. Pyc2p42 .
/[ c'."O!A."f.",7.' fe,.lo's'"?'G"J./"*,o','l r0"."A"o";u'#o,"Ol"'
?r. "
'a= Report No.
'S% g qih ' " "'* $'u' ".floEU.*n't.'Alco"lNUO'oM "l"'E.'J"% " aaaa Date REPORT Temp.F ' Weather
. ate of Inspection eported To: United Encineers & Constructors. incorporated roject Identification: MetropohranTdisoa Nuclear Plant Three Mile Island Unit 1 ;
.:entractor:
United Encineers & Constructors. Incorporated . catch Plant: : BATCH PLANT INSPECTION No. Loads Transit Mix Concrete Class No. Cu. Yds. Quantities per Cu. Yd. Brand or Source Cement, Ibs. Sond, Lbs. (5.5.D.) C. Aag., Lbs. (5.5.D.) _ Additive Water, Gals. (Total) AGGREGATE GRADATION PERCENT PASSING 1/2" 3/4" 1" th* F.M. Moisture SI"'
. 100 50 30 16 8 4 3/8" Sir e ,
I l Send i I . _ 3and ( _ C. Agg. I . I _ C. Agg. l i FIELD INSPECTION Lecation of Concrete Placement ~ - Reinforcing Steel Checked For Test Cylinders Cast A1. **. l Conc. Temp.3F. Specific Location Cyl. Ident. Slump l i ( 1 I l I I
. I i i 1A1C n40 i
it is vv4
, i l l l
I I I i I ( I I I Field Inspector Plant inspector
-. m e--
UNITI.D liNGlhi.I'llS & COh5TfiUCTO iS INC. - P.O. Box 480 hilDD LETOV.*N. PENNSYLV.\NI.\ 1703 7 ,
~
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- susuv.... 3.. .. . n.. . ~yn. ,q. v p ,s y yy .- .
u s . . . k g ontra c tat.uspotica _ to:_L.nues, a.;.nects a C:ns:rcerors, Inc. l 1l k(J L.
- ?roject Identification: !.'.e ropolit:n Edison l1u:Icar Plent - Three Mile Islcnd Unit I?o.
ototion: Octe
- O r.MS: 0.K. R E!!1 F OR C E.'.' E:4TS:
0.K. And Verified by: Con'.:r. Eng. Properly C:::ed O Proper Cle:r:..ce
~--
Free Frem Holes ] Preper S .pper' Z See ns Tight .i C!cen 7 Cleon ] Tie Rods Type: , Proper Shoring 2. Suppcrts Z Specing:
" EQUIPMENT:
No. & Size of Vibra: ors Pl=cc ment E:; vip.m.ent_ _ _ _ _ . _ _ Tiernie Pipes . tiu=ber Size Lo:otien
- PLACEMENT:
Consoliderion . Grouted Tirne
~
Concrete . Lift Depth Direction cf Pour REMARKS: uum a a nAT
~
1, A.1 .4 ---
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"3 In s;.ec t:r
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jf'P9fy.,,. PITTSSURGH TESTING L.ABORATORY ' " " " ' " ' " -
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DAILY CONCRETE POUR RECORD - COLD WEATHER ku. Y lA onoEnwo. PG . 26p-
,%g.g. p PROJECT: Metrcroliten Edison Nuclear Power Plant -
Three Mile Island Unit No.1 Contractor & Reported To: United Engineers & Constructors, Inc. I l . Location: Date of Pour:
, Class of Concrete: Thin [ Very Thin C Mod. Massive O Concrete Mix Design: Type of Cement Time of P!ccement: Begin End Service Cctegory: No. Load (Tchte A) O Structural Full Load (Toble B) O PREPARATION SUBGRADE Covered with Straw O Polyethetene O Heat Applied O heat To 'F PREPARATION OF SURFACE.
Tented Vented Z Hect Applied: Time of Hearing: Begi, End No. Hours PROTECTION F2' Bot insu!ction Cover on Form C Burlap Cover on Surface l' of Strow and Polyethelene [j Plywood Form Z Heated cnd Ven+ed TEMPERATURE DATA 'F 3 AMEf EN T As PL ACEO AS Mix ED ACTUAL t
~
SPEC. CURING DATA ~ oATr I TmE , i i TEMPFRATURE*F l REOUeR EMEN T l FORM REMOVAL Field Cured Cencrete Cylinders Requested evt.No. D ATE TEST AoE Psi ! CYL.NO. D ATE TEST AoE Psi ~ t l Required Strength PSI for Removal of Form or Shore Date Removed Time: Concrete-Temperature *F: AMBIENT 'F No. Days Protection: Actual Spec. (Min.) Zindicate Sulk Head Removed offer Hours Curing & Curing Continued Gradual Drop 24 Hours: ~ l n a T E
- v.uE T Eup O ATE & TlwE TEMP 1 D ATE & TtWE TEMP. _
M A X. _ l _ _vE=v +=m I I I i sa r I
' wen I l i l l aa F i con wats l l l }
30 F l l Max. Actuel First 24 Hours Max. In Anf Oce Hour Remarks. Curing Conformed to Proiect Specifications. , JF A mb PITTSBURGH TESTING LABORATORY
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- t. *t. O. J. O be n
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i . pt t . ps i . ~ JOSEPH F. ARTUSO
/- / G 3-7 Assistant To The Vice President
3%g g,f gw PITTSDURGH TESTING LABORATORY rse.ausuto taes PITTSBURGH PA. '
*2 Report No.
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J I8y oua us .o.., . .. ut . ou ...vro...r ov.c Order No. PG-2642 ; is i DAli.Y CONCRETE CURING & FORM REMOVAL. RECORD ! i I
'.3 JECT: Metropolitan Edison Nuclear Power Plant - Three Mile Island Unit No.1 ;
ontractor & Reported to: United Engineers & Constructors, Inc. ; ate of Pour: Location: 1 increte Design Reqd. PSI g 28 Days-Type of Cement End Te of Placement: Begin -
- vice Category: . No. Load C Partial Load Struct. Full Load }
TEMPERATURE D ATA 'F. l l 1 AMBIENT l .AS PLACED Actual 70'F. Maximum
'///////47///NYWd[MNES7/fA .
t CURING PROCEDURE- : Ccvered with Wet Burlap Sealed with Curing Compound r CURING DATA l Date { l i l 1I l l { Time t i ! Amb. Temp. *F. I 7 Days at 50 Degrees Minimum Actual: Recuirement FORM REMOVAL
. Field Cured Cenerete-Cylinders Requested MIN.* FIELD MIN. STRENGTH ER PERIOD CYLINDER STRUCT CLASSIFICATION R EQT. P.S.I.
OAYS P.S.I. 3000 PSI ALTERNATC Sides of Footing, Walls 500 1 1500 3 Sides of Beams, Gircers, Columns 2000 7 Forms under Floor Stabs Centering under Beams, Girders & 2500 10 Flat Stab PSI for Removal of Form or Shore or Days Spec. 5pec. Strength Days Supported " Date Removed Same minimum reriod in days Correlation for 5000 P.S.I. Concrete '- hrs. curing and curing continued. j jI r)
] Indicates Sulkhead removed after I
] Indicates curing conformed to project specifications. ,
Respectfully submitted, PITTSBURGH TESTING LACORATORY
.rFA'mb 2-United Engir cers & Constructors, Inc.
1-PTL, Phila. Josuph P. Artuso, Manager, 1-Mr. G. J. Dorn Cement & Concrete Department 2-Mr. W. Bradan 3-Mr. Milo Prisuta C ~~> n
APPENDIX C REINFORCING ~ STEEL DEFECT SIZE ACCEPTANCE CRITERIA REPORT a 1415 066
Fopu 407 RCv.
/
.W' ~ %4 PITTSBURGH TESTING LABORATORY lg#, ~f,= s.a d ei rsTAnusacQ essi f ,'!I - PITTSBURGH, PA.
,.' AS 4 e* U TU A L #9*JTTCTIS*e TO CLf!NTS. ?' C PuGLtc APT !-u.C CL"V f t. ALL WT' ORTS
,,,s A R E Su G**e1 TCO A s ?* C C".* Ff 3 :*e f r AL P8Gef 8 TV CF ra sf9 ah: A UT*.O RI1 A TION
\{ ('..2 9 g 3 (, *'y - FC I PJ Et C ATI.;M CF !?4TF w :N fS. CQ *.Cbb3 49.6 09 E- .c T (, F erQW OR RLG AstQl%G OWR RCF09!m 't RESEMv tQ PEN 31NS CUM C 'I N A P"RO V AL.
LABORA f0RY No. R ER No. PG2642 CUENTS No. Ref. 9549-01 REPORT Novenber 26, 19'll Report of: Tensile Tests of !!otched Re-Ear Reported To: United Engineers & Constructors, Inc. Attn: Mr. Moyer The attached reports reflect the results of the tensile tests performed, at your rec.uest, on the specially prepared reinforcing
. bar submitted to us . -
The bars ucre prepared.by notching in accordance with direc-tiens. '.Jork ,:as perforned in the steel yard and witnessed by representatives of Quality Centrol and Pittsburgh Teting I.s c,ratory. The tensile tests were nade in the on-site Laboratory by Pittsburgh Testing Laboratory and witnessed by a Quality Control repre s ent'ative . The--conclusions reached fren tests to dcte are as follows:
~
ZE.l'1i-_1._. Yield Strength does not seen to be adversely affected by _ . . . . .- - ---- -- --t he - not c h ing . Variations as recorded are such as could
-be fcund in any heat of ASTM A-615 Grs.de 40 Reinforcins Stee.'..
- 2. The bars star; te ' creak in the notched areas when the notch is 1/16" in depth.
3 'J1tinate strength snows a marked effect frca notches 1/8" and deeper. 4 The nost noted effect of the notches is on the elengatien. Loss bacones no;icable at 1/16" and detericates rapidly. Respectfully submitted,
~^
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