ML20084D534
| ML20084D534 | |
| Person / Time | |
|---|---|
| Site: | San Onofre  |
| Issue date: | 02/28/1984 |
| From: | Broz T, Gurbuz O, Tuholski N BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML13305A567 | List: |
| References | |
| NUDOCS 8405010387 | |
| Download: ML20084D534 (40) | |
Text
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l SAN ONOFRE NUCLEAR GENERATING STATION UNITS 2 AND 3
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EXPERIMENTAL DETERMINATION OF THE I
INFLUENCE OF INDIVIDUAL TENDON STRESSING UPON CONTAINMENT POST-TENS 10NING STRAIN j
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FEBRUARY 1984 j
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I BECHTEL POWER CORPORATION l$0"200S!'o!$8$$h p
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l SAN ONOFRE NUCl. EAR GENERATING STATION UNITS 2 AND 3 l
EXPERIMENTAL DETERMINATION OF THE INFLUENCE OF INDIVIDUAL TENDON STRESSING UPON CONTAINMENT POST-TENS 10NING STRAIN FEBRUARY 1984 i
1 BECHTEL POWER CORPORATION
EXPERIMENTAL DETERMINATION OF THE INFLUENCE OF INDIVIDUAL TENDON STRESSING UPON SAN ONOFRE NUCLEAR GENERATING STATION UNITS 2 & 3 CONTAINMENT POST TENSIONING STRAIN Prepared by (January 1979)
[ (Tuholski,
dM Revised by O. G
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(February 1984) j Reviewed by
/ /14 hso o
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v (February 1984)
T.A.liroi 7 BECHTEL POWER CORPOR ATION LOS ANGELES, CALIFORNIA Job No.10079 February 1984
TABLES Table Title 3-1 Azimuths and Elevations of Selected Tendons Adjacent to Strain Transducers 3-2 Construction Lock-Off Forces for Selected Hoop Tendons 3-3 Construction Lock-Off Forces for Selected Vertical Tendons 3-4 Comparison of Measured and Calculated Strains iv
FIGURES Figure Title 3-1 Strain Transducer 3-2 Strain Gage Bridge 3-3 Location of Embedded Strain Transducers in the Containment 4-1 Vertical Membrane Strain in Typical Wall Section 4-2 Hoop Membrane Strain in Typical Wall Section 0
Influence Coefficients for Strain at 204 Generator Elevation 17'-0"(Hoop Tendons) 4-3 Influence Coefficients for Strain at 204 Generator Elevation 17'-0" (U-Tendons) 0 4-4 4-5 Influence Coefficients for Hoop Strain at 204* Generator Elevation 91'-0" (Hoop Tendons) 0 Generator Elevation 91'-0" (Hoop 4-6 Influence Coefficients for Vertical Strain at 204 Tendons)
Influence Coefficients for Strain at 204 Generator Elevation 91'-0" (U-Tendons) 0 4-7 0 Generator) 4-8 Influence Coefficients for Vertical Strain at No. 2 Buttress (144 Elevation 91'-0" (Hoop Tendons) 4-9 Influence Coefficients for Hoop Strain at No. 2 Buttress (1440 Generator) Elevation 91'-0" (Hoop Tendons) 0 0
Influence Coefficients for Strain at 204 Generator Elevation Angle 1 -30' Above 4-10 Springline (Hoop Tendons) 0 0
4-11 Influence Coefficients for Strain at 204 Generator Elevation Angle 1 -30' Above Springline (U-Tendons) 0 0
Influence Coefficients for Strain at 204 Generator Elevation Angle 28 Above 4-12 Springline (U-Tendons) 4-13 Influence Coefficients for Strain at 204 Generator Elevation Angle 430 Above 0
Springline (U-Tendons) y
1 Sostion 2 j
SUMMARY
AND CONCLUSIONS j
2.1 DATA RECORDED t
1 Strain data were recorded on all strain-gaged reber transducers during the post-tensioning j
period in accordance with Bechtel Specification No. CS-C15, which is included as Appendix A.
l l
l Strain and temperature data were recorded daily, in addition, strain and temperature data j
were recorded from all transducers one hour before and after tensioning the tendons specified l
In Section 6.2 of CS-C15. These data were used to determine the incremental strain that accrued during stressing of the specified tendons and the influence coefficients given in this t
i report, incremental strain data at each transducer location were reduced to membrane and i
bendi'ng strain influence coefficient distributions and are discussed in Section 4.
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2.2 CONCLUSION
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The following conclusions are made based on data recorded in this investigation:
t Measurable change of hoop membrane post-tensioning strain by stressing a single l
e l
hoop tendon in a typical wall section is limited to seven nominal 4-ft wall thicknesses
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l vertically above and below the tendon location.
l Stressing a single hoop tendon contributes 6 percent of design wall hoop membrane e
l post-tensioning strain at the location of the tendon in a typical wall section.
I Measurable change in vertical membrane post-tensioning strain by stressing a single
[
l e
l U-tendon in a typical wall section is limited to twelve nominal 4-ft wall thickneense horizontally on sech side of the tendon location.
i Stressing a single U-tendon contributes 7 percent of the design wall vertical mem-e i
brane post-tensioning strain at the location of the tendon in a typical wall section.
The largest moseured incremental post-tensioning strain induced by the tendons e
l from which data were recorded occurred at the transducers in the dome 28 degrees l
above the springline. The maximum measured incremental compression membrane l
l strain was 25 percent of the design membrane strain for the stressing of a single j
U-tendon. These greater strains which occur at some locations of the dome due to tensioning of a single U-tendon are a result of the geometry of these tendons, j
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j 21 I
Sostion 3 STRAIN MEASUREMENT 3.1 STRAIN-MEASURING INSTRUMENTATION Transducers used to measure concrete strain were made by attaching strain geges to short lengths of No. 4 (1/2-in. nominal diameter) steel reinforcing bars which were then embedded in the concrete during containment construction. Output of this type of transducer is linearly related to local concrete strain. Reinforcing bars are approximately 42 in. long, as shown in Figure 3-1, and have two parallel flat areas 3 in, long and 5/16-in, wide milled on opposing sides at the center of each her for attaching strain gegos. The strain gage installation consists cf two dual-element encapsulated gegos bonded to the milled flats at the bar center and wired into a full-bridge configuration as shown in Figure 3-2. Stable strain gage backing and high-temperature cure adhesive were used to minimize long-term drift. The full-bridge circuit provides strain page temperature componestion. Strain roedout was accomplished with an Acurex Auto Data Nine System giving a strain measurement resolution of 1 microinch/ inch, Gages on reinforcing bars are covered with heet-ehrinkable boots lined with mastic material to protect against damage and moisture. The covering also acts as a bond-brooking sleeve over en 18-in, section of the bar. The effective gage length of the transducer is estimated to be 18 to 24 in. Accuracy of the entire strain moseuring system (including No. 4 reinforcing bar, strain gegos, cabling, and roedout unit) is estimated to be within +5 percent of the actual strain, due to reinforcing bor aree reduction at gege locations, and 11 microinch/ inch due to instrumentation uncertainty.
The locatione and amie directions of the strain transducers are shown in Figure 3-3. Sixty transducers were installed at ten locations. Transducers were aligned in the hoop (circum-forential) and vertical (meridianel) directions in the conteinment wells and in the meridianal and hoop directions in the dome.
Strain-gaged reber trenedusers were embedded in the containment to measure structural respones at the following generic locations:
o Basemat-to-well junction o
Typical well section o
Typical well sostion at buttress o
Wall to dome treneition (springline) o Typical dome section with hoop and U-tendons o
Dome transition from hoop to U-tendons 31
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EVALUATION OF MEASURED DATA 1
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Response of the containment during post-tensioning activities was measured by daily recordmg
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l the strains. Strain transducers were located in a section of the vertical wall away from the I
i discontinuities of the buttresses, springline, and base-mat-to-wall juncture at 204 degrees i
and elevation 91 ft 0 in.
Data from this location can be compared directly to design calculations for a nominal 4-ft i
thick typical wall section. The accumulated vertical and hoop membrane strain history for this typical well section during the entire stressing period is shown in Figures 4-1 and 4-2,
[
i respectively. The calculated post-tensioning force level just after tendon system stressing at l
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this location, not including elastic losses, bened on the actual forces from Section 3, was
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600 k/ft in the vertical direction and 1035 k/ft in the hoop direction. Calculated strains at the i
transducer location in the typical well were -187 and -374 microinch/ inch in the vertical and hoop directions. A comparison of the calculated and measured strains indicate that the j
measured post-tensioning levels were higher in the vertical direction and lower in the hoop direction than the calculated design level as shown in Figures 4-1 and 4-2.
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4.1 INFLUENCE OF TENDON STRESSING ON WALL STRAIN The resulting incremental membrene and bending strains (influence coefficients) at well transducer locations caused by stressing individual tendons are discussed in detail below.
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4.1.1 Saee-Met-to-Well Juneture (Figwes 4-3 and 4-4)
I Measured hoop (circumferential) strains were negligible upon stressing a hoop or U tendon.
l The primary influence of stressing hoop tendone on the juncture vertical strain occurs through a region that extende from the lowest tendon to approximately 10 well thicknesses above f
l the juncture and is negligible at 12 well thicknesses above the juncture se shown in Figure 4-3.
The influence of U-tendone le maximum at the trensducer location. Tendone within a 35-degree zone influence moseured membrane and bending vertical strains as shown in Figure 4-4.
l The maximum influence coeffielents from hoop or U-tendons are approximately equal at f
i 10 microineh/ inch.
i' b
4.1.2 Typieel Well Sostion (Pipres 4-5,4-4 and 4-7) l The Influence of stressing hoop tendone on the typical well sostion is shown in Figures 4-5
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anel 4-4. The influense on the vertleel membrene (Figure 4-5) and hoop bending strein j
l (Figure 4-4) is negligible. The influense on vertieel bending (Figure 4-5) and hoop membrane strein (Figure 4-4) le monimum for stressing hoop tendens at the esmo elevation as the I
transduser and le -22 and -24 mieroineh/ineh, respostively. The memimum hoop membrane l
strein le appremimetely 8 percent of the tossi measured strain. The effects on the vertieel bending strain are negligible for hoop tendens beyond 14 well thiekneseos from the transducer.
The eHosts on the hoop membrene strein are negligible for tendone beyond t7 well thicknesses from the transdueer.
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41
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The influence of stressing vertical tendons on the typical wall section is shown in Figure 4-7.
The influence on the hoop membrane and bending strains and the vertical bending strain is negligible. Stressing tendons within a i35-degree zone (12 nominal 4-f t wall thicknesses) of the transducers resulted in measurable vertical membrane strains. The maximum measured strain corresponded to stressing the tendon at the transducer location. This maximum vertical membrane strain (-12 microinch/ inch) was half of the maximum hoop membrane strain
(-25 microinch/ inch). The maximum membrane strain influence coefficient is -12 microinch/
Inch and is approximately 7 percent of the measured total strain.
4.1.3 Typical Well Section at Buttrees (Figures 4-8 and 4-9)
The influer$ce on the buttress strains from stressing the hoop tendons is shown in Figures 4-8 and 4-9 for vertical and hoop strains, respectively. Stressing hoop tendons gives negilgible vertical membrane strain. Maximum vertical bending strain was reduced by approximately 10 percent from the strain recorded in the typical wall section, and the extent of the influence was reduced to 2-1/2 typical wall thicknesses. Some hoop bending strains were Induced by tendons terminating at anchorages in this buttress. The maximum hoop membrane strain that was recorded is approximately equal to the corresponding strain measured in the typical wall section. Distribution of these influence coefficients shows that strains recorded for the stressing of individual tendons are more localized than in the typical wall.
4.1.4 Well to Dome Transition (Springline) (Figures 4-10 and 4-11)
Influence on wall strains from the stressing of hoop tendons is shown in Figure 4-10. The distribution of influence coefficients for hoop membrane strain below the location of the transducer is very similar to the distribution in the typical wall section. The effect of the dome geometry extends this distribution above the transducer's location. Measurable hoop bending strains were recorded for the stressing of hoop tendons in the dome.
The distribution strain Influence coefficients for stressing U-tendons is shown in Figure 4-11.
The effect of stressing U-tendons is negligible on the hoop membrane strain. The distribution of vertical membrane strain has the same general shape as the typical wall section but the maximum recorded strain is 170 percent higher than the typical well strain. The extent of tendons affecting this strain is nearly the same as a typical wall section. Both hoop and vertical bending strains are Induced. Distribution of the strain influence coefficients is similar but the maximum induced hoop strain is double the maximum vertical strain.
4.2 INFLUENCE OF TENDON STRESSING ON DOME STR AIN Significant comments about the influence coefficients at the locations of dome transducers are given below.
4.2.1 Typisal Dome Sest6en with Hoop and U-Tendons (Figure 4-12)
Influence coefficients for induced strain from stressing hoop tendons were not analyzed because dome response is influenced to a for greater degree by U-tendons than by hoop tendons. The effects of stressing U-tendons are shown in Figure 4-12. Large compressive merldlanal mem.
brane and bending strains were induced. The maximum recorded influence coefficients were 42
s from tendon V-145 at 205 degrees-30 ft. The influence on hoop bending strain was maximum for tendons near the edges of each group of dome tendons. The effects on hoop membrane strain were negligible.
4.2.2 Dome Transition From Hoop to U-Tendons (Figure 4-13)
The distribution of the influence coefficients for stressing U-tendons is shown in Figure 4-13.
Discernable increases in all the strain influence coefficients occurred for streesing tendons near 187 degrees. The dome tendon geometry would place these tendons passing near the location of the strain transducers. The distribution of the meridianal and hoop membrane strain influence coefficients is similar. The maximum meridional and hoop membrane coefficients occurred at 187 degrees with the magnitude of the meridional coefficient approximately double that of the hoop coefficient. Distribution of bending influence coefficients is also very similar. A large meridional bending influence coefficient was recorded for the stressing of tendon V-157 at 229 degrees-30 ft.
In summary, the total post-tensioning strain in a typical well section agreed well with design requirements.
The effect of the variation in post-tensioning level on the influence coefficients for strains due to individual tendon stressing was approximately equal to the instrumentation error and can be disregarded, influence coefficients for strain in the typical well are consistent with the expected results. Stressing individual hoop tendons contributes 6 percent of the total accumulated hoop strain at the tendon location. Effects of stressing individual hoop tendons on hoop strain extend seven vertical well thicknesses. Stressing individual U-tendons contributes 7 percent of the total accumulated vertical strain in a typical midheight well section at the azimuth of the tendon. The distribution of the induced strain was within twelve well thicknesses.
43
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Toele 3-1 t
AZlVUTHS AND Ei.EVATIONS OF SELib TEt' TENDONS ADJACENT r3 STHAIN THANSOUCL RS F--
Inverted U Tendons Hoop TengogWall) i y.
fievationjfeet)
Anmuth Tendon No.
YW O 2046 Tendon No.
A ngle
- 42 25 0 25 9 V 121 1570 - 30' i.4
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V - 124 1630 - 30' H8 33.3 32 V - 127 169o - 30' H 22 46 8 46 3 V 130 1750 - 30' H 23 47 8 47 8
'/ 136 1870 - 30' H 40 65 5 65 5 V 139 1930 - 30' u 41 66 6 66 6 V 142 1990 - 30' z
H 61 D0.0 87.
V 145 2050 - 30' H 62 91 C 88 4 V-148 2110 - 30' H 65 92 8 91 6 V 157 2290 - 30' H 70 96.8 96.8 V 163 2410 - 30' H 71 97 8 97 8 H 77 104 1 104.
' A t spr ngone and t>ase s' ao H n2 109.3 109 3 l P d3 l 110.L 110.3 i t
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Hoop Tendon s l Jum4
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(1440 [02P4f H$1 30 15' l 80 iS' !
I H.M 29' 15' 290 15' H 113 42 ' 45' 420 45' l
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Table 3 2 CONSTRUCTION LOCK OFF FORCES FOR SELECTED HOOP TENDONS Lock Off Force (KIPS) at Buitress Tendon 1 (240) 2 (1440) 3 (2640)
H2 1583 1612 H4 1598 1581 H8 1636 1598 H 22 1587 1570 H 23 1625 1569 H 40 1587 1548 H 41 1625 1601 H 61 1598 1592 i
H 62 1609 1601 I
H 65 1625 1601 H 70 1576 1581 H 71 1615 1623 H 77 1625 1601 H 82 1598 1570 H 83 1646 1623 H 90 1641 1581 H 104 1615 1569 H 113 1636 1612 At buttres 1 F vg = 1611 ' kip F esign = 1590 kip d
a
a Table 3 3 CONSTRUCTION LOCK-OFF FORCES FOR SELECTED U TENDONS Lock Off Force (KIPS)
End A End B Tendon Number Force Number Force V 121 31 1580 121 1592 V 124 28 1606 124 1586 V 127 25 1558 127 1592 V 130 22 1612 130 1590 V 136 16 1612 136 1590
.=
V 139 13 1601 139 1592 V 142 10 1590 142 1590 V 145 97 1618 145 1624 V 148 94 1570 148 1580 V 157 85 1640 157 1612 V 163 79 1580 163 1580 in vertical wall F,yg = 1593 kip Fdesign = 1590 kip 1
Table 3-4 COMPARISON OF MEASURED AND CALCULATED STR AINS HOOP VERTICAL (F;) AVE,H = 180 KSI F;, ELV = 91'.V = 194 KSI CALCULATED 3
3
-180 x 8.415 x 10
. -194 x 8.415 x 10
= -1042 PSI ch = 144 x 4 x 1.56
= -1686 PSI f
STRESS f
cv 144 x 4 x 2.72 CALCULATED ch =
[-1686.17 (-1042)]
[-1042.17 (-1686)]
e =
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STRAIN
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=
MEASURED
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-225 y IN/lN STRAIN 6
WHERE E = 4.03 x 10 p3 c
y =.17
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r l l 2JW8 -20 ..e e 22e* ese 43e 29e* 94 08 W W tes* 13W" teW" WERTICAL STRAess l O asseneRAsse A massonnes l '51 ?; 238* M l DOasE TEssOOes -se 23e* e ames +1e +2e i IW" 23e* u OMf f tCMOBIS F0 Bon 8 8BeWE RIED U TEteDome Sist&SEsseG l ses* 2ese t 4400P SIRA896 O antasonaseE esosct30seaa3 A etteDeseG Figure 4-11 INFLUENCE COEFFICIENTS FOR STRAIN AT 204* GENERATOR ELEVATION ANGLE 1 -30* ABOVE SPRINGLINE 8
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,_._h-._a-_L -4 -h--. ._4.sn-e.J~-_J.-JA_.eh_*_ - - + - - -_h-whc-eM..m-__.M.6m.-_m_-aa._m_.L__mma am +_-_.._a.A.m% i l b APPENDIX A I SPECIFICATION NO. CS C15 PROCEDURE FOR CONCRETE STRAIN AND TEMPERATURE DATA ACQUISITION l i d L 4 t 4 r m
l i OUALITY CLASS IV CIVIL / STRUCTURAL CONSTRUCTION SPECIFICATION FOR THE SOUTHERN CALIFORNIA EDISON COMPANY SAN ONOFRE NUCLEAR GENERATING STATION UNITS 2 si 3 SAN ONOFRE, CALIFORNI A SPECIFICATION NO. CS C15 PROCEDURE FOR CONCRETE STRAIN AND TEMPERATURE DATA ACQUISITION i Job 10079 BECHTEL POWER CORPORATION NORWALK, CALIFORNIA
l i i l CS C15, Movision 1 April 13,1978 l SPECIPICATION NO. CS-CIS PROCEDURE POM CONCRETE STRAIN AND TEMPERATURE DATA ACQUIS4 TION 1.0 SCOPE This procedure covers the acquisition of containment concrete strein and temperature data l prior to the start of the acceptance pressure test. The acquisition of concrete strali and tem-perature data during the acceptance pressure test is covered by the Containmerit Suructural Integrity Test Procedure. The Installation of data acquisition equipment and of centelnment deformation measuring devices are not covered herein. 2.0 A38MEVIATIONS r The abbreviations listed below, where used Irt this specification, shall have the following meanings: NRC Nuclear Megulatory Commlulon DAS Data Acquisition System I 3.0 GOVERNING CODES AND STANDARDS Acquisition of contelnment structural data shall conform to the following governing codes and stendeeds to the entent Indicated by references herein. The date of leaue (or revision) indicated shall apply: NMC Mogulatory Guide 1.10, Mevlelon 1, Structurel Acceptance Test for Concrete Primary Meector Containments. 4.0 REFERENCE DRAWINOS The locations of strain and temperature sensing devices as well as secocleted signal cables and connectione are shown on Drewing (Nos.), 36033 (5) Unit 2 Reactor Sullding Structural Instrumentation PT-7-4 (3) V8L Vertical Tendone from bene slab to sprinellne PT-12 3 (2) VSL Dome Horisontal Tendone 8.0 DATA ACQUIS4 TION PROCEDUME 5.1 Menvol Recording instrumentation! Strein and tempereture dets shell be recorded on forme as shown in Attaehment A & B. In addition to the row seneer dete, time of dey, dets tehors intittels and comments perti-nont to woother conditione and unusual alreumetenses which could effect the dets shell 1
I t i be noted on the form. The senser number and dote seguisition system channel number f shall be noted on eseh form, in the sees that dote le being recorded for individual tendon i tuit.; the appropriate note shell be indieeted and the tendon number shall be
- recorded, i
5.2 Automatie recording Instrumentation: [ A cheek shall be made of the automotieelly recorded dets to insure that the equipment m functioning properly. The dets tape shell be initiel6ed by the checker. Any abnormal date shell be noted on the recorded tape. Data recorded for individual tendon tension-t Ing shall be anotated with tendon number. 5.3 A poet tenoloning record shell be maintained in addition to the strain and temperature date. This record shell lee compiled wookly and shall list the identification numbers of seeh tendon stressed and the dote of the streesing operation. 5.4 The data seguisition equfement shall be operated in socordance with supplier's [ Instructions. f S.0 PREOutNCY OF MEASUREMENTS Strein and temperature date shall be recorded as follower 6.1 Prior to the etert of post tonoloning strain and temperature will be recorded once weekly. initial strain of temperature dote for e sensor will be recorded 24 to 48 hours following [ the completion of sonoreting et the seneer losetion. l l 4.2 Strein and temperature dote will be recorded once delly betwoon the etert and comple. tion of post tonolonong operations, in addition, dets from all treneducers shell be reeorded within one hour before and one hour efter tonoloning of the following tendone I are defined on VSL reference drawings: b 2 41 83 l 4 82 90 S 98 104 i 22 70 113 23 71 40 77 41 02 Vertieel 121 138 140 i IN 130 187 127 142 103 130 149 2
6.3 Strain and temperature dote will be recorded once weekly between the time of completion of poet tenoloning and the start of the seceptance pressure test. l 7.0 DATA MAINTENANCE AND PORWARDING l Completed date forme and/or recorded dets tapes shall be maintained in the construction of fice l files. Copies of current date forms or tapes shell be forwarded to the project engineer weekly i l during poet tensioning and bimonthly et other times. The date forwarded during poet-l l teneloning shall include the tendon streesing records. A copy of the streesing esquence shall be t ( included with the first dets recorded during post tentioning operations. i l l i t i l l i I t i I l i I 5 l l 3
t l l SAN ONOPRS NUCLE AR OGN8 MATING STATION UNIT 2 CONTAINMENT STRAIN DATA DATE ( ) DAILY TIME ( ) OEFORE TEN 810NING TENDON NO. RECORDER INITIALS ( ) AFTER TENS 10NING TENDON NO. t SAS TRAN000CER l CHANNEL NO. NO. 9 STRAIN COMMENTS l 01 SIM001 ~ 02 SlH002 03 SIM003 i 04 SlH004 06 SIM006 08 SlH000 Of SIM007 l 08 SlH000 Of SIMSP001 l 10 81H8P002 11 SIMSP003 l 12 SlH9P904 13 SIM013 14 SlH014 15 SIMell 16 SlH010 l ATTACHNINT Al OATASNitt 4 -}}