ML20235H520
| ML20235H520 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 06/17/1987 |
| From: | ANCO ENGINEERS, INC. |
| To: | |
| Shared Package | |
| ML20235H510 | List: |
| References | |
| A-000193, A-193, NUDOCS 8707150168 | |
| Download: ML20235H520 (643) | |
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1053,48 DYt%MIC TESTIM 3'OF FLEX 18LY 9.PPORTED
-r FIRE PROTECTION SYSTEMS - VOGTLE LNIT 11 Occument No. A-000193 e
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- j Prepared for !
,, BECHTEL POLER CORPORATION ]
-Norwalk, California J
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., . Cos. Prin./Dite f d /+ / knr 4 /.S Tech'nVca i'OA/Date Editorial CA/0,4te j ig" Jo- . 6/>tle, Chiet Tnsineer/Date 6 26 i L -!
Prepared By J'
The Technical Staff
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- ANCO ENGItEERS: 'INC.
9937 Jefferson Boulevard Culver City, California 90232-3591 ;
(213) 204-505C
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Rev. 1. June 1987 Test Report, Voetle Unit 11: Document No.'A-CD01933 Page i of iv a
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REVISION RECORD PAGE
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DYNAMIC TESTING OF FLEXIBLY SUPPORTED FIRE PROTECTION SYSTEMS - V0GTLE UNIT II I
Document No. A-000193 e
.; 4
. l Rev. Date Comments Approved !
l 0 6/87 Original Issue ,
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- 1 6/17/87 Page B-2, replaced " SIMULATED" from Data Point I 36 with " BRACING CONNECTION WELDED ON 2 SIDES .
0NLY." kY R4 Pages B-3, B-5, B-17. B-23, B-24, B-30, B-40, h f/t Th7 B-41, B-61, B-63, replaced Vendor I.D. Nos.
g3u ct;p
. "6100" and "112" with "A4" and "910",
respectively.
- Page B-19, replaced Vendor I.D. No. "112" with 4-/7- M "910". gy y,g.
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Test Report, Vogtle Unit II, Document No. A-000193, Page 111 of iv 1
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Eij TABLE OF CONTENTS
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Page '
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1.0 INTRODUCTION
AND OVERVIEW... ... ..... ... ... ..... ....... 1
) 1 1.1 References.... i
. . ... .. ........... .. .. ....... ... 3 l l
2.0 TEST SYSTEMS AND TESTS PERFORMED... .. .. .... ......
... . . 4 i
1 2.1 Description of Test System A.. ....... .... . .......... 5 j 2.2 Description of Test System B. .... .. .. ..... . .. ... . 6 i 2.3 Description of Test System C. . ...... . ... .. . ........ 7
_ 2.4 Tests Performed.... . . . . . . . . . .. ... .. . . 7
.s ;
2 3.0 TEST METHODS. INSTRUMENTATION AND DATA ANALYSIS................ 18 l
l "'. . 3.1 Modal (Impact) Testing. . .. .... ......... . .......... 18 j 3.2 Earthquake Test Methods... ....... .. . . ............ .. 19 3.3 Sensing Instrumentation. . .... .... ... . ... . ..... 20 i
_ 3.4 Data Collection and Analysis; . ........ .. ............... 22 !
~e 4.0 TEST RESULTS... .. . . . ... .. . .. .. . .. . .. 40 4.1 Impact Testing. . . . ... . ... ... . ... .......... 40
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4.2 Earthquake Test Results. . ...... . .... . ........... .... 40 l
5.0 CONCLUSION
S AND DESIGN INFERENCES. . ....... .. ... ......... 54
. APPENDIX A: TEST PROCEDURE.... ... . ..... . ..... .. .. ... , A A-89
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l APPENDIX B: SUPPORT DETAILS.... ... . . ...... ... . ........ ... B B-92 APPENDIX C: CALIBRATION RECORDS. . . . .. .... ....... . . .. C-1.- C-25 APPENDIX D: TEST DATA.... . .... .... ...... ... . ........ ... D D-382 f S1 k PJ .
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1 l wo Test Report, Vogtle Unit II. Document No, A-000193, Page iv of Iv
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1.0 INTRODUCTION
AND OVERVIEW fs There are two nuclear generating units at Georgia Power's Vogtle cite -l near Augusta, Georgia. The Fire Suppression Systems (FPS) installed in Unit No. 1 were designed and constructed to meet strict support stiffness and l
piping deflection criteria. In many areas, the FPS are classified as seismic two-over-one (2/1) systems: their integrity during and after a
__ seismic event cannot jeopardize the integrity of adjacent equipment and J structures which may be essential for safely shutting down-the nuclear' steam I f l supply after the seismic event. Support stiffness criteria and concern over j the loads transferred to other structures resulted in very high costs for the FPS systems installed in Vogtle Unit 1.
A recent experimental effort performed by ANCO Engineers, Inc. (ANCO)
J for Bechtel Western Power Corporation -(BWPC) successfully demonstrated that j the rod-suspended FPS at the South Texas Project (STP) were capable of j
. :. l withstanding simulated seismic events in excess of predicted design criteria ;
1 without collapse [1]. The FPS supports at STP were initially designed and l installed to NFPA-13 standards {2] without consideration for lateral 'l loading. Subsequent seismic review in (2/1) areas increased the density of i
_j supports in these areas. These " flexible" supports were demonstrated to have a ductile capacity far in excess of their capacity predicted by linear-elastic methods. None of the test systems collapsed under extreme loading.
Based on the experience gained during the STP project, the expectation
., was excellent that FPS systems designed to NFPA-13 standards, which included 1
,, sway bracing as discussed in'Section 10 of the standard, would be capable of E{g withstanding postulated seismic events at the Vogtle Unit II site. It was further envisioned that incorporating a " pinned" connection at the top of L
L *I I the supports (anchor elevation) would eliminate the low-cycle fatigue failures. Other concerns were the determination of required rattle space, the loads transferred to ancillary structures and the affects of impact and
- collision on piping integrity.
To address those concerns, to verify design concepts, establish design a
margins and to determine design constraints, three segments of actual systems (installed in Unit 1) were assembled and tested on ANCO's R-4 Shake Table. The three systems were chosen to be representative of actual Test Report, Vogtle Unit II, Document No. A-000193, Page 1 of 54
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-. Installed systems. Each system consisted of a feed main approximately forty Lfeet in length with a simulated deluge valvd - connection. Each system had
, several branch lines. Each systems' supports and sway bracing were located using NFPA-13 recommendations. All supports-incorporated standard off-the- g shelf hardware, including swivel connections to act as pins at the top of- I the supports.
. 1
- . Testing took place at ANCO Engineers, Inc. test f acility in Culver City, Califo,rnia between 24 March and 2 April 1987. The three test systems were fitted with sensing instrumentation to determine response accelera-9.'
i tions, displacements and' loads during simulated seismic events. The three
' ~ i test systems were fitted with the support hardware intended for use at the 1
. site and subjected to five Operating Basis Earthquakes (OBE) after'several-scaling earthquakes to include the effects of fatigue. Hydro testing, as )
- p.er NFPA-13, .Section 1.11, was performed prior to and after the first OBE test to demonstrate functionality. Next, the three test systems were subjected to a Safe Shutdown Earthquake (SSE) followed by a 1.2 x SSE event. j l
and lastly a 1.4 x SSE event to demonstrate survivability and to establish a i
design margin. Minor damage occurred. No supports failed. System
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fragility levels were determined to be in excess of shake table capacity and l far in excess of site enveloping seismic design criteria, j 1
'1 1 Finally, the three systems were fitted with alternative sway bracing I' fittings and subjected to an additional OBE event and an additional SSE event to evaluate the performance of the alternative hardware and to note l
any difference in response due to the alternative hardware. Hence, the- I c7 total seismic exposure was three scaling earthquakes (~ .2 to .7 x OBE) plus
E$ six enveloping OBE events plus two enveloping SSE events'plus two events in. l excess of enveloping SSE events or a total of 13 seismic events. As men-t 28 tioned above, there were no support related fa'11ures.
1
..; All work was performed in compliance with the test procedure contained
-s in Appendix A of this report and in compliance with ANCO's Quality Assurance *
,., Program, which is summarized in ANCO Document-QA-100, Rev. 4, dated 7/24/85.
, ANCO's QA Program.has been established to meet the requirements of 10CFR50, Appendix B. All work was performed in conjunction with and under Contract No. GEN-17896-CRI with Bechtel Western Power. Corporation.
esm.
Test Report, Vogtle Unit II,' Document No. A-000193, Page 2 of 54 l - .
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- -- Subsequent sections of this report discuss the test systems and tests l
&,l et performed, the test methods, instrumentation and data analysis methods
, employed, the , test results, and the conclusions and design inferences drawn from the data.
Appendices contain the test procedure, support details, instrumentation calibration records, and the test data.
1.1 References a
- 1. Performance Testing of Typical Fire Suppression Systems and System 7 Components - South Texas Project, ANCO ' Document No. A-000178,
, Preliminary Draft, April 1987.
1
- 2. NFPA-13, Standard for the Installation of Sprinkler Systems, 1985 Edition, Technical Committee on Automatic Sprinklers, National Fire 2-Protection Association, m
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Test Report, Vogtle Unit II, Document No. A-000193, Page 3 of 54 w
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' ;- . 2.0 -TEST SYSTEMS AND TESTS PERFORMED l 3 1 8
Three segments of systems installed' in ' Vogtle Unit I were' chosen as
. 1 representative of systems that would be installed in Vogtle Unit II. These
~
)
system segments were constructed (as closely as possible.to the installed
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systems) on ANCO's R-4 Shake Table. Each system consisted of a feed main -
- line with a fixed point which was intended to simulate attachment to a deluge valve or wall penetration. Branch lines. exited from the feed mains ,
i providing s4mulated overhead -sprinklers and drop-downs (to provide in-tray spray).
i, t
W All piping was Schedule 40, Grade A-120 ERW except'a section of 6-in. !
'I
- feed main which was Schedule 40, Grade A53 ERW. Victaulic flex- fitting (Style 75) and zero-flex fittings (Style 07) were used to join piping with 1
nominal diameters of 2-1/2 in. and larger, except where flexibility was l e
1 desired on some one 1-in. and 1-1/4-in. piping. Pipe-end' grooves were I ul either cut or rolled to accommodate the Victaulic ' fittings. Vitaulic fittings were installed in accordance with recommended practicos. Victaulic
' fittings included appropriately sized elbows , tees , concentric reducers, q eccentric reducers and nipples. Screwed pipe fittings were used to join j piping with nominal diameters of 2 in, and less. All fittings were standard malleable iron, Class 150 in conformance with ASTM A197 specifications, except caps and plugs which were of a higher ' class. Thread cutting and l fitting of piping 2 in, and less in diameter ~was-done at ANCO using a Rigid 1 Model 535 threading machine and appropriate hand tools. Threaded
, connections were fitted with Grip Brand thread sealing compound.
,a s A_ : Hanger and support materials and hardware were provided by various manufacturers including Bergen-Putterson, Uni-Strut and Tolco Incorporated, d Hanger spacing and sizing was done by Bechstel (Vogtle site) personnel in !
u accordance with recommendations contained in the National Fire Protectlon
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Association, Inc.'s document known as NFPA-13, Standard for the Installation U of Sprinkler Systems , - 1985 Edition. Ilangers were fabricated from con-tinuously threaded rod obtained from Bergen-Patterson. Inc. All ceiling i elevation (anchor) connections were fitted with swivels, as shown 'in Appendix B, to eliminate rod bending stresses. at that elevation. Hanger-lengths ranged from less-than 1 ft, 0 in, to about'5 ft,'O in, from anchor to pipe centerline. With the exception of pipe strap and U-bolt supports, all hangers incorporated standard pipe clevises at the pipe end.
Test Report, Vogtle Unit II, Document No. A-000193, Page 4 of 54 4
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3 p Sway bracing was initially constructed as shown in NFPA-13,. Section v ,
'i -A-3-10.3.5.1 and as shown in Appendix B. It remained as , originally j installed during the OBE, SSE and Fragility' Level Tests (6.3.1 through .I
, 1 6.3.0. 6.5.2 and G.5.3). After those tests, selected sway brace hardware j elements were changed to include Tolco Incorporated's Figure - 1000 fast
-- 1 clamps. The' f ast clamps were subjected to one OBE and one .SSE test' to -
determine their performance relative to NFPA-13 recommended sway bracing
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Although hydrostatic testing, as per NFPA-13, Section 1-11.2, was per-formed prior to and after the ' first OBE t e s t - ( 6. 3.'1 ) , . the systems were -l test'ed in a dry condition.
7 . !
2.1 Description of Test System A 14 Test System A is illustrated in Figure 2.11 and documented on ANCO Drawing No. 1053.48A, as-built (attached). Test System A resembled a por-3 tion of System 065 which is located in the CB Electrical Tunnel. Level C.
l I
The test system differed somewhat from the installed system. Drop down locations were changed to include them on the test system. The drop downs were fitted with Victaulic fittings and flexible couplings in various configurations to investigate the effectiveness of minimizing the loads that {
may be transferred to other attachments and supports, u
,i Basically, Test System A consisted of'approximately 18 ft of 6-in. Feed .
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.1 Main Piping and simulated flange attachment (to a deluge valve) that. reduced j 4
down to a 4-in, feed main that ran an additional 14 ft-to a 45-degree elbow and then another 7 ft. The feed main was joined to a parallel 2-in, main by
~~
a 2-1/2-in. line and a 2-in, line. Four drop downs were provided, two with g gq three sets of spray nozzles and two with four sets of spray nozzles. Welded q J NPTF branchlets were used to join all 1-in. and one 2-in, piping to the-
, mains except at the drop down-to-main intersections where short sections of
,. roll-grooved Schedule 40 piping were welded directly 'to the- piping to provide integration of the isolation details. E7018 rod was.used to provide ;
'l approximately 3/16-in, root on all weldments, w
The average hanger length (ctiling to pipe centerline dimension) on
_. Test System A was 1 ft, 0 in, which meant that the length of rod for those
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hangers was quite short. Hanger and support steel details are given on ANCO
. Test Report, Vogtle Unit II, Document _No. A-000193, Page 5 of 54 i
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.g Drawing No. 1053-48A, as-built and in Appendix B. Five two-way and one
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~K four-way sway braces were installed. The system was quite stiff. Each of l the four drop. downs were fitted with an ANCO-designed hanger to support their vertical. loads for testing purposes only. Each of the four drop downs were also fitted with four pinned-end load sensing . elements to measure reaction loads.in two principle directions at two elevations. Hanger and .j l
sway brace locations are illustrated in Figure 2.4.
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2.2- Description Test System B-m Test- System B ;is illustrated in Figure 2.2 and documented more
.5 ! j
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thoroughly on ANCO Drawing 1053.488, as-built. Hanger and sway bracing j1
, details are provided in Appendix B. Test System B resembled a~ portion of j
. System 020, which is located'in the AB Building of Unit 1, Level _B. .There 1 were minor differences between the installed and test systems due primarily
'to shake table spatial limitations and the proximity of Test Systems A and This system consisted of approximately 47 ft of feed main piping, which l ranged from 2-1/2 in. to 4 in, in diameter. A simulated flange connection ;
- (to a deluge valve) was provided at one end of - the feed main with an '
w isolation detail ' installed between the ' simulated connection and the feed
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main. Six one-inch branch lines, which incorporated simulated -overhead i " sprinklers, exited the feed main. Two single-tier, in-tray spray branch l q lines also exited the feed main. All branch lines exited the . feed main
_. through welded NPTF fittings. 8
- 9 Average hanger length along the feed main was 2 ft, 0 in. Hanger 1, !.Q . -
lengths on the cross mains ranged from 8-1/2 in, to 22 in. Four-way sway bracing was fitted at one end of the feed main, two-way sway bracing at the
.s other end. The span between sway bracing was approximately 38 ft. Hanger
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and sway brace locations are illustrated in Figure 2.5.
A hard'stop, simulating inadequate rattle space caused.by.a hypotheti-
. cal structural steel member, was present at 1.0 in, from one side of the b feed main near its mid-span. Several other places where inadequate rattle space resulted due to pipe routing on several of the branch lines are '
documented on Drawing 1053,488, as-built.
1est Report, Vogtle Unit II, Document No. A-000193, Page 6 of 54 en-
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I l 2.3 Description of Test System C 4 Test System C, the largest and most complex of the three test systems,
~] is illustrated'in Figure 2.3. Additional support and construction details I
are contained on ANCO Drawing 1053.48C, as-built and in Appendix B. Test System C was constructed to resemble (as closely as possible) a portion of 4 System 078 which is located in the CB Building of Unit 1, Level 2. Again, there were minor differences between the installed and test systems, due primarily to shake table spatial limitations and the proximity of Tess l e i Systems A and B. 1 9 I i
. Test Syste L consisted of approximately 47 ft of three-inch and fo'ur-l l .
inch feed main that turned 90' at one end and ran an additional 14 ft with 1 g 2-1/2-in. diameter piping. Five cross main lines (1-1/2-in, and 2-in.
]
diameter) exited the feed main running.approximately 16 ft in one direction, approximately 7 ft in the other direction. The feed main had a ceiling to centerline dimension of approximately 3 ft, 6 in, over about one-half of its
~ !
length then rose 1 ft, 6 in. and ran horizontally along the other ha of !
its length before dropping 1 ft, 3 in, and turning un' r c"'plete the run.
l l _, A simulated flange connection (deluge valve) was provided at the ceiling q
' ;;1 elevation at one end of the feed main with an isolation detail between the l ~"
connection and the feed main.
I
]
i' Cross main lines exited the feed main through both screwed fittings and
, , welded NPTF branchlets as shown on Drawing 1053.48C, as-built. Each line
,_ contained simulated overhead sprinklers. One branch line contained a three-
't le r drop down with supports and instrumentation as discussed in Section g, gj _ , 2.1.
,3 g , Hanggr lengths (ceiling to pipe centerline distances) ranged from i; 16-1/2 in. to 50 in. along the feed main and from 11-1/2 in, to 55 in. along the branch lines. Four-way sway bracing was installed at each end of the long feed main run yielding .an unbraced span of 34 ft. Several locations .
s along the branch lines where rattle space was limited can be seen on Drawing
'U 1053.48C. Hanger locations are illustrated in Figure 2.6.
2.> Tests Performed i
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Table 2.1 summarizes the dynamic tests performed. All systems were tested simultaneously. The systems were tested in a dry condition with Test Report, Vogtle Unit II, Document No. A-000193 Page 7 of 54 0
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hydrostatic testing performed prior to and after the first OBE,(Test 6.3.1)
L]i5' which followed the low-level scaling tests. Additional details on the tests m performed will he discussed in Sections 3.0 and 4.0. The intent of this section is to give an overview of the dynamic tests performed so that
_ subsequent sections are better understood.
Briefly. Test 6.2.1 consisted of a series of impact (transient decay) ;
~
tests to identify the lowest or lower few modes of vibration and the modal damping ratics of the test systems at the locations were accelerometers were
_, mounted,. Instrumentation locations are pictured in Section 3.3 and docu-mented on ANCO Drawings 1053.48A through .48C, as-builts. Knowledge of I system resonant frequencies was used to determine the frequency bands of the I computed test response spectra (TRS) that were significant. I i
1
_ Next, a series of three les s-trian-0BE level earthquake events were input to the shake table to verify that the shape of the TRS (computed from table motion in its principle directions) conservatively matched the shape !
l of Required Response Spectra (RRS) and to establish the relation between I shake table drive signal gains and spectral amplitude. The column labeled
~1 " Input Amplitude" in Table 2.1 indicates that the average minimum X, Y, and 2-direction TRS-to-RRS ratios over the frequency band of 1.5 Hz to 50 Hz for these three tests, were 0.20, 0.42, and 0.77 x OBE RRS, respectively.
L.
Tests 6.3.1 through 6.3.5 were enveloping OBE events to demonstrate I
~
performance of the test systems, to determine the effects of fatigue and to l I
_ measure response accelerations, displacements and loads. The amplitude 1 r, values reported in the table are, at above, average minimum values over the I !! range of 1.5 Hz to 50 Hz. The vertical (Z-direction) TRS was generally 85 to 90-percent of the transverse (Y-direction) and longitudinal (X-direction)
V El TRS over the frequency range of 1.5 Hz to 2.0 Hz, but since there were no vertical resonant frequencies (as determined from modal testing) less than 10 Hz, the deficiencies over the 1.5 Hz to 2.0 Hz were of no concern.
Tests 6.3.6 was an enveloping SSE event to demonstrate system perfor-mance. Again, the vertical direction TRS was slightly low and of no con- j sequence. The SSE was followed by two fragility level tests (6.5.2 and 6.5.3) during which 1,17 and 1.35 times enveloping RRS were achieved over
' __ -l the frequency band of 1.5 Hz to 50 Hz.
I i
a 3
j Test Report, Vogtle Unit II, Document No. A-000193, Page 8 of 54 l 1
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Next, the existing away bracing hardware at five locations was changed i
h to incorporate a recently developed " Fast Clamp." Tests 6.4.1 and 6.4.6,
_ OBE and SSE level tests, respectively, were done to assess the performance j z
of the device. During these tests, 0.95 times enveloping OBE and SSE RRS I
were achieved over the frequency range of interest.
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Test Report, Vogtle Unit II, Document No. A-000193, Page 9 of 54
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TABLE 2.1: TESTS PERFORMED l
l l
,, (1) (2) j Test Run Test in=ut l No. No.(s) Tyee Amplitude Purocse l l
6.2.1 1X, Y and Z4 es c *. -
Identify resonant +re-2X> Y and 2 =uencies and danpire
]
retics cf Test System A as Measurement Lccations A1A )
e and A2A.
~'
6.2.1 3X, Y and Z3 Immaet -
Identify resonant fre- I 4X, Y and Z quencies and damping ratios of Test System B at Measurement Locations B1A and B2A. i 6.2.1 5X, Y and Z, Impact -
Identify resonant fre-
~ '
6X, Y and Z quencies ar.d damping ratics of Test System C at Measv-ement Locations C1A and C2A.
1 Earthquake 0.20 x OBE Scaling earthquake to ver-ify TRS shape and ampli-
'l tude.
2 Earthquake 0.42 x OBE Scaling earthquake to ver-ify IR5 shape and ampli-tude.
3 Earthquake 0.77 x OBE Scaling earthquake to ver-ify TRS shape end ampli-
_ tude.
t , 6'.3.1 1 Earthquake 0.92 x 0BE Demonstrate performances L g.] fatigue and measure system rrsponse parameters.
- E4 '
6.3.2 1 Earthquake 0.99 x OBE Demonstrate performance,
_; fatigue and measure system response parameters.
6.3.3 1 Earthquake 0.97 x OBE Demonstrate performance, fatigue and measure system response parameters.
6.3.4 1 Earthquake 0.97 x OBE Demonstrate performance, fatigue and measure system response parameters.
Test Report, Vogtle Unit II, Document No. A-000193, Page 10 of 54 e
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Test Run Test input N:. No.(s) Type Amelitude pureose i
6.3.5 1 Eartheueke 0.97 x OBE Demonstrate performances. l fatisue and measure system J response parameters.
g 6.3.6 1 Earthquake 0.95 x SEE Demonstrate performance
- and measure system.
response parameters, a
6.5.2 1 Earthquake 1.17 x SSE Establish minimum design
- * (fragility) margin and measure system response parameters.
1 6.5.3 1 Earthcuake 1.35 x SSE Establish minimum design (frasility) margin end neasure system response parameters.
6.4.1 1 Earthevake 0,95 x OBE Determine performance of A alternative sway bracins hardware and measure sys-1 tem response parameters.
~~
6.4.6 1 Earthquake 0.95 x SSE Determine performance of
- alternative sway bracins
- hardware and measure sys-tem response parameters.
4
)
(1) 30 Second Earthquake - five second rise times tuenty seconds of strans (
~ - , motion and five second decay coupled transverse (Y) and vertical (Z) h.pj . motion with statistically independent lansitudinal motion (X).
6 (2) Averase minimum X > Y > and Z-direction TRS/RR5 ratios evaluated over the
&B1 frecuency rense of 1.5 to 50 Hz. Vertical TRS senerally 0.85 to 0.90 c; times transverses however vertical system frequencies 1 10.8 Hz, hence low TRS over the rense of 1.5 to 2 Hz of no concern. See Section 3.2 for additional details.
- 4 J
.J l
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Test Report, Vogtle Unit II, Document No. A-000193 Page 11 of 54 I
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3.0 TEST METHODS, INSTRUMENTATION AND DATA ANALYSIS e)
Test methods included modal or impact testing to determine the lowest few resonant frequencies of the test systems and shake table earthquakes testing to demonstrate system performance, determine response parameters and demonstrate a design margin. Response of the test systems was sensed using a variety of transducers, strain gauges and indicators to yield data on
_ response accelerations, displacements, loads and moments. Data were l
analyzed to ,yleid design related data in the form of resonant frequencies, modal damping ratios, response accelerations, displacements, loads, moments and test response spectra. The following subsections describe the test methods, indicate the types and locations of measuring instrumentation, and
, discuss how the data were analyzed to present it into more usable formats, .
1 4
3.1 Modal (Impact) Testing 1
, Modal testing involves, in general, providing an initial displacement l
._. (through an applied static force) or initial velocity (through an applied impulsive force) to a structural system, and analyzing its time domain response to provide information in the frequency domain.
Accelerometer response signals, from accelerometers mounted at i
Locations A1 A, A2A, B1A, B2A, CIA, and C2A (see Figures 3.1 through 3.3), i
, were processed through a dual-channel Hewlett-Packard Real Time Analyzer n
(RTA). Manual. piping excitation and subsequent Fourier analysis (by the RTA) of the transient acceleration decay signals resulted in-identification of local resonant frequencies, as can be seen in the typical data shown in Figure 3.4.
These data, taken on test System B at Location BIAY (System B, Location LQ
' i 1, accelerometer, oriented in the Y-direction), indicate that the piping at that location had a lowest transverse (Y-direction) mode of vibration at 2.08 Hz with other modes at 2.88 Hz and 4.40 Hz. Damping, calculated by the
~~
half-power bandwidth method (# =hf ), was estimated to be 11.6 percent of critical for the lowest mode. Damping could not be estimated for the second
__ mode. Damping for the third mode was estimated at 7.1 percent. All modal !
(and other) test data are contained in Appendix D. These data are sum-marized in Section 4.1 and Table 4.1.
Test Report, Vogtle Unit II, Document No. A-000193, Page 18 of 54
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n 3.2. Earthquake Test Methods va N
3.2.1 The Shake Table C
Figure 3.5 illustrates ANCO's R-4 planar-triaxial shake table, which was used to excite Test Systems A, B, and C. This shake table was specifically designed and constructed to support, dynamically excite, and test ceiling supported systems up to 40 ft in length and almost 14 ft in
^
depth. Anc, hor attachment points to the shake table were provided as required in this program to support the three test systems.
For these tests, the R-4 shake table, more thoroughly discussed in Section 7.1 of Appendix A, was fitted with higher capacity actuators which enhanced its capability. Figure 3.6 expresses the theoretical input !
~
limitations of the R-4 shake table with the higher capacity actuators and a
~
10,000 lb test specimen. At low frequencies (<3.8 Hz), performance was governed by actuator stroke. At intermediate fre,encies (1.8 Hz -5.5 Hz), i performance was governed by system hydraulic flow rates. Above 5,5 Hz,
- performance was dependent on the total weight of the shake table and test systems. The difference in the two curves illustrated in Figure 3.6, was y
due to geometric effects caused by actuator orientation relative to the shake table's principle axes. Of interest in these tests is the frequency range of 1.5 Hz to 50 Hz, the range of the lower modes of the test con-
~
figurations, s
It should be noted that the R-4 shake table, due to its size and construction, is a flexible structure. Hence, achieved input motions dif- j
~
ty . fered somewhat from desired input motions, which affected the shape of the l computed test response spectra (TRS). For this reason, TRS were computed f= from measured table motion,I not
- desired table motion. TRS were computed
- from acceleration time histories recorded at the geometric center of the horizontal upper surface of the shake table; the location on the shake table where the effect of rigid body motion and flexibility was a minimum.
'. 3.2.2 Input Motion a
Earthquake-like motion was input to the test systems to demonstrate f system performance, determine response parameters, and establish a design ;
margin. The latter test was performed at the limits of the shake table.
4 L
l' Test Report, Vogtle Unit II, Document No. A-000193, Page 19 of 54
,__ _ ___-__=_ _
i g A set of acceleration time histories was developed using the program t~ 1 1- SIMQUAKE, whose computed test response spectra (TRS) were calculated to '
conservatively match the 5% damped site-specific enveloping required response spectra (RRS) shown in Figures 3.7 and 3.8. Five-percent damping l l
was chosen as typical of the test specimens' modal damping ratios, see Table 1 4.1. For this example, the figures illustrate the SSE RRS. OBE RRS may be found in Appendix A. The set consisted of statistically independent
~
acceleration time histories for the transverse and vertical (T/V) directions and the longitudinal (L) direction. Each time history had a 5-second rise I
_, time, 20 seconds of strong motion, and a 5-second decay. These time histories were placed on FM tape for playback into the shake table drive j system. Integration, band-pass filtering, and amplification of the recorded j j time histories was used to drive the shake table's actuators. An example of
~
the displacement time history drive signals used during the full SSE event
' ~
(Test 6.3.6) is illustrated in Figure 3.9. j l
l Figure 3.10 illustrates the resulting acceleration time his' tories of
]
the shake table motion durir.g the SSE event discussed above while Figures i
. 4 3.11 through 3.13 represent the TRS computed from the measured time histo-9 ries of Figure 3.10 plotted at 5% damping, which is the damping of the RRS.
-s A comparison of the achieved TRS (Figures 3.11 through 3.13) with the RRS l l
I (Figures 3.7 and 3.8) for this example, suggests that for frequencies between 1.5 Hz and 10 Hz, the TRS conservatively matched the RRS. Above 10 Hz, the TRS were much larger than the RRS. A 15% deficiency in the Z-q '
direction was noted between 1.5 Hz and 2.0 Hz which was considered
=-*
l l inconsequential since the lowest test system Z-direction mode was at 10.8 Hz. j 3.3 Sensing Instrumentation l
~
Sensing instrumentation consisted of accelerometers, displacement l transducers, peak displacement indicators (PDI) and strain gauges configured
--' to sense either axial loads or bending moments. As mentioned in Section 3.1, the instrumentation locations are illustrateil in Figures 3.1, 3.2, and 3.3 for Test Systems A, B, and C, respectively. Table 3.1 indicates the instrument locations, types of transducers used, their orientations, and the measurement units reported in the data. This information is also contained on ANCO Drawings 1053.48A through .48C, as-builts.
, Test Report, Vogtle Unit II, Document No. A-000193, Page 20 of 54 I
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G .3.3.1 Accelerometers l C ;
Dytran Model 3100 piezo-electric accelerometers were used'to sense l l
U both shake table input and system. response accelerations. These are rugged reliable accelerometers with essentially flat frequency response (g per-volt) over the frequency range of 1 to 5,000 Hz. Additional details on :l these accelerometers are contajned in Appendix A.
l
. -- 1
. 3.3.2 Displacement Transducers ')
, , Displacements were sensed between'the shake table and selected loca-m- n
,! tions on the test configuration by Celesco Model PT-101 linear poten- {
tiometers. These transducers formed one leg of a Wheatstone bridge. A
- ]
change in resistance across the bridge was converted ' to a voltage propor- i 1
tional to a positive or negative. displacement through a signal conditioner / ,
^
amplifier, j J l 3.3.3 Peak Displacement Indicators (PDT)
Peak displacement indicators were.- fabricated from thin plate,
.]
3/16-in. steel rod and rubber washers. Drilled- plates were attached - to-
, .J piping at the measurement locations where PDIs were used. A long 3/16-in.
, rod passed through the drilled plate in the direction of .the desired' 1
] measurement (transverse to the piping axis). Snug-fitting rubber flat washers were positioned on the rod on either side of the drilled plates 7 prior to testing. The washers were to be displaced on the rod at distances -j that the piping had displaced during testing. Piping did not necessarily
- C return to its pre-test position after a test, hence. measurement of the final 19 "
distance between washers indicated the peak-to-peak piping displacement
" Y' t a] , >
U 3,3.4 Strain Gauges Strain gauges . were used to sense some rod hanger axial loads,. to sense the horiznntal loads at simulated drop-down attachment locations and I '
eq to sense the loads and moments at simulated flange ' connections. During Tests 6.4.1 and 6.4.6, they were used to sense the axial loads in selected sway bracing members. Bondable strain gauges' were placed symmetrically-
! about neutral axes and wired so that strains due to bending would either add 1
1 -
Test Report, Vogtle Unit.II, Document No. A-000193. Page 21 of 54 6 t
d 7 (moment measurement) or cancel (load measurement). These gauges formed one h leg of a Wheatstone bridge, as with the displacement transducers; however, a
_ change in resistance across the bridge (proportional to a change in length) was converted to a voltage proportional to a moment or load as appropriate.
l
~~
3.4 Data Collection and Analysis Analog signals (from transducers through signal conditioners) were 1
amplified and converted to digital time records (via A/D converters) during e
l all earthquake events (OBE, SSE, and fragility level tests). ANCO's com-puterized forced vibration test and analysis system was used to acquire, convert, and operate on the data to convert it to more readable, usable
, formats. The data contained in Appendix D of this report represent the data acquired during performance and frugility testing of Configurations A, B, and C It is organized by test number, which forms a chronological log of the test sequence. Each data set consists of the following:
~
- where appropriate, a print out of the transducer calibration file (the calibration file lists the transducer serial number, its locations identifier and additional data relative to its calibration);
_, *a summary of the peak positive and peak negative value of the measured response parameter in engineering units and the time that peak value was sensed within the data set in seconds by
- data channel number (the file name is TIMEPEAK.DD). During some events erroneous values are reported in this data set due to.
transducer failure or malfunction. A review of the time traces is necessary to determine peak value validity. Displacements s
measured at locations where peak displacement indicators (PDIs) were used are tabulated separately. .
~
O
~
- plots of the calculated TRS at 5% damping for the control acce-lerometers (Accelerometers 1, 2, and 3 sensed shake table input gq 7 accelerations in the longitudinal (A), transverse (y), and ver-
- tical (z) directions, respectively); and plotted time histories of the measured input or response parame-ters by data channel number.
~!
Test Report, Vogtle Unit II, Document No. A-000193, Page 22 of 54 i
~
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7 T4GLE 3.1: INSTRLMI.NTATION LIST
$" (Ref. Figures 3.1 through 3.3 and ANCO Drawings 1053.48A through .48C, as-builts) e Data (1) Sensing Channel Transducer Engineering Location Direction No. Type Measuring Units
_ Shake Table X 1 Accelerometer Acceleration s's Shake Table 8 Y 2 Accelerometer Acceleration s's ,
I Shake Table Z 3 Accelerometer Acceleration s's !
-}
A1A X 4 Accelerometer Acceleration s's l
_, i A1A Y 5 Accelerometer Acceleration s's l .:
l l A1A Z 6 Accelerometer Acceleration s's
_, A2A X 7 Accelerometer Acceleration s's i
AZA Y 8 Accelerometer Acceleration s's '
A2A Z 9 Accelerometer Acceleration s's A20 X 22 Linear Pot. Displacement in.
A50 Y 26 Linear Pot. Displacement in.
l .~
l ,
A50 2 -
Pol Displacement in.
~~
l peak peak l
l A6G MY 28 Strain Gauge Moment tt-lb J
A6G MZ 27 Strain Gauge Moment ft-Ib m
i t E ' . A6G X 29 Strain Gauge Ferce Ib A7G 2 30 , Strain Gauge Force Ib _; A9G Z 32 Strain Gauge Force Ib i A10G X 33 Strain Gauge Force Ib
~
A10G Y 34 Strain Gauge Force Ib A11G X 35 Strain Gauge Force Ib A11G Y 36 Strain Gauge Force Ib A12G X 37 Etrain Gauge Force Ib
, A12G Y 38 Strain Gauge Force Ib Test Report, Vogtle Unit II, Document No. A-000193, Page 23 of 54 i
.I
i
-- I v0 )
Yd i
- 1 g TABLE 3.1 (continued)
Y l Data
~I. (1) Sensins Channel Transducer Engineering Location Direction No. Ty2e Mea s. urine Units Force .lb-A13G X 39 Strain Gauge A13G Y 4D Strain Gause Force Ib A14G X 41 Strain Gauge Force Ib
- e A14G Y 42 Strain Gause Force 16 A15G X 43 Strain Gauge Force Ib A15G Y 44 Strain Gauge Force Ib A16G X 45 Strain Gauge Force Ib
]
A16G Y 46 Strain Gauge Force Ib i A17G X
- 47 Strain Gauge Force Ib '
A17G Y 48 Strain Gauge Force Ib
)
A16G* X45'Z 37 Strain Gauge Force Ib l l B1A X 10 Accelerometer Acceleration s's B1A Y 11 Accelerometer Acceleration s's :
-' B1A Z 17 Accelerometer Acceleration s's 1 B2A X 13 Accelerometer Acceleration s's B2A Y 14 Accelerometer Acceleration s's
-3 L [3 B2A Z 15 Accelerometer Acceleration ss e b En 830 ,
i 23 Linear Pot. Displacement in,
.; B3D Y 24 Linear Pot. Displacement in.
o 850 Y - PDI Displacement in.
;; peak peak
... B60 X -
PDI Displacement in. peak peak 870 X - PDI Displacement in, peak peak
~
89G MX 49 Strain Gauge Moment tt-Ib Test Report. Vogtle Unit I.I, Document No. A-000193, Page 24 of 54.
- . i
vcm.m ew s. .n.n . _
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l JE . 2 l t cnt TABLE 3.1 (continued) k-d . I Data i
, (1) Sensing Channel Transducer Ensineerins l Lonation Directicn No. Type Measuring Units j B93 MY 50 Strain Gase Moment ft-lb l
89G Z 51 Strain Gase Force Ib l l B10G Z 52 Stra in Gase Force Ib j
'- e j B11G Z 53 Strain Gage Force Ib l j ,, B12G Z 54 Strain Gase Force Ib i
l B13G* X 30' Y 39 Strain Gase Force Ib l I i B13G* Y 30' -X 38 Strain Gase Force Ib j
- 1 1
1 i
~] CIA X 16 Accelerometer Acceleration s's '
CIA Y 17 Accelerometer Acceleration s's l CIA Z 16 Accelerometer Acceleration s's q
~~
C2A X 19 Accelerometer Acceleration s's i l
,; C2A Y 20 Accelerometer Acceleration s's !,
C2A Z 21 Accelerometer Acceleration s's
" i C3D X 25 Linear Pot. Displacement in. !
] C3D Y -
PD1 Displacement in.
- peak peak
- m C40 X -
PD1 Displacement in, h \ _ Y2 . peak peak I l C50 X - PDI Displacement in. I I I El ' peak peak C60 X - PD1 Displacement in. peak peak I CSD Y - PDI Displacement in. 7; peak peak l C9G MX 55 Strain Gauge Moment tt-lb C9G MY 56 Strain Gause Moment it-Ib
~
C9G Z 57 Strain Gause Force Ib Test Repor,t, Vogtle Unit II, Document No. A-000.193, Page .25 of 54 M a
- - - _ _ - . . _ _ _ - - - . _ - - _ _ _ _ _ _ _ a _ - . . - - - __. _ - _ _ _ ~
b Ag g TABLE 3.1 (concluded) ! N
. Data
__'. (1) Sensins Channel Transducer Engineering ; Location Direction No. Type Measuring Units l l
~
C10G X 58 Strain Gauge Force Ib I i C10G Y 59 Strain Gauge Force Ib C11G X 60 Strain Gauge Force Ib j e C11G Y 61 Strain Gauge Force Ib
.1,' C12G Z 62 Strain Gause Force Ib C13G Z 63 Strain Gauge Force Ib C14G Z 64 Strain Gauge Force Ib-i l
C15G* X 62 Strain Gauge Force I b' I C1SG* Y 64 Strain Gauge Force , Ib (1) Location Code: Example A1AX, indicates System As Location le Accelerometer X.
- Used durine Test 6,4.1 and 6.4,6 only.
l > ~
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= m r#.9 I. d 0
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w
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-- e o 6--- 0 a
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s. *r4 l q (J ,,,J [ d'
- CC Co - l -
3
- .o .= c s. :>
pi CL aC-a Arm T *~n > - - - } m g
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=>- :>c =.
Test Report. Vogtle Unit II, Document No. A-000193, Page 39 of 54
. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . _ _ _ _ _ _ _ _ _a
E s !
+
i
, 4.0 TEST RESULTS % i
_ Test results include resonant frequencies and damping ratios from impact testing and accelerations, displacements, loads, moments and obser-vations of system and component behavior from earthquake testing, j 4.1 Impact Testing l J Table 4.1 summarizes the resonant frequencies and their corresponding damping rat [os identified during Test 6.2.1
~
(modal testing). The table
? Indicates that transverse horizontal modes of vibration (between sway bracing) are low. Corresponding damping for these modes was found to be l
- m. quite high. This can be seen in the table at Locations B1AY and CIAY, where i
, lowest resonant frequencies of 2.08 and 1.92 fiz were found with damping ratios estimated to be 11.6 and 8.4 percent of critical, respectively. At Location A1AY, a frequency of 15.60 fiz was identified with damping estimated i at 3.0 percent. The span length between sway bracing on System A was about half that of Systems B and C, hence the frequency is much higher. Vertical modes of vibration of the feed mains, as can be seen at Locations A1AZ, B1AZ. and CIAZ, where found to be quite high: 40.60 Hz, 58.40 fiz, and 23.20 J llz , respectively, with dampings considerably less than their horizontal !
counterparts. i Branch line frequencies were found to range from a low of 1.52 llz to a l i 1 high of 13.6 Hz. The data suggest that damping is frequency dependent, )
- however an attempt to draw a correlation could not support that concept due g, to the limited data base.
g g- ~~ 4.2 Earthquake Test Results L kl f - 1 g As mentioned, earthquake test results were in the form of resulting response accelerations, displacements, loads and moments and observations of I behavior. J
- 4.2.1 Response Accelerations Table 4.2 summarizes the acceleration data contained in Appendix D.
The values listed in the table are valid for all but e few cycles of response acceleration. Impacts and other shock loads occurred during the majority of the earthquake tests. Impact loading of the piping occurred due Test Report, Vogtle Unit II, Document No. A-000193, Page 40 of 54
. .::. :..v -
~ m v. c. a RK . .c .:a. s.i . -. . . .. .
O ej 9 to limited rattle space. The effect of an impact or shock load was to send a high-frequency acceleration pulse through the piping which was sensed by the accelerom'eters. Impact and shock loading (similar to what may be measured of the piping were to be rapped with a hammer) insignificantly add j i _. to hanger and support loads. Occasionally, an accelerometer / amplifier would indicate that its dynamic range had been exceeded. This was traced to severe impact loading in one instance, accelerometer cabling in a few other cases and overdrivi.ng the servo-hydraulic actuators in another case. The e values in Table 4.2 have been edited to eliminate these spurious values, hence they differ somewhat from the peak values reported in Appendix D, the exception being Data Channel.11, the accelerometer at location BiAY. A hard stop was provided at 1.0 in. from the surface of the piping near that loca-tion in the +Y-direction to simulate lack of rattle space caused by the close proximity of a structural steel column. In this case, accelerations due to impact loading could not be edited, hence they are included. During the OBE level events (Tests 6.3.1 through 6.3.5), input _ amplitudes were held approximately constant. Rather than present redundant information, 'the values reported in the Table 4.2 column labeled "0BE" ! i represent the average peak positive and negative values of acceleration. Damping could not be determined from the test data directly. This is _ becaure the rod suspended systems are not single-degree-of-freedom systems.; they are multi-degree-of-freedom systems with the response at each measurement location due to two or more modes. What is apparent in the data 1
}
contained in Table 4.2 is that the test systems did not respond greatly to j u 1 g base input motions. Nevertheless, making a conservative estimate of the
~~
minimum values of " effective" damping by applying the single-degree-of- j i LQ freedom approximation: t. j l
- Q= ,
u
"*U ""*
where Q= Input
, l
,. j E = fraction of critical damping, suggests that values of 20%, 18%. End 12%, for the X , Y , and Z-directions, respectively, are appropriate for OBE level events. Higher values of
" effective" damping are appropriate for SSE and greater input amplitudes.
L Test Report, Vogtle Unit II, Document No. A-000193, Page 41 of 54
;u:
- i. .
f" No significant differences in the test systems' response ~ was' noted Y- with the introduction of Tolco's Fast Clamps -(Figure 1000)1 as sway' brace elements. The differences that can be seen when comparing average OBE test and SSE test responses with standard hardware and with the fast clamps.are sufficiently small to. conclude that the fast clamps did not alter the test ; systems dynamic characteristics. 4.2.2 Response Disp]acements 1 s , , 1 Table 4.3 summarizes the measured displacements-resulting from earth-quake testing. The maximum displacements measured on System A at Locations ASDX and A5DZ were noted to be siightly less than 2 in. The Y-direction )
' , displacement at that location was not measured.
The maximum displacement of the. feed main on System B was' determined from the ' highest single amplitude displacement reading- at Location B3DY,. however the value of 3.3 in. (Test 6.3.6)-does not appear to be c.onsistent. , (displacement should have increased as input amplitude increased) a value of 5.96 in. (from Test 6.4.6) is more appropriate. Peak measured displacements _ . , of the branch lines on System B were established by one-half of the reported 9.38 in, at Location B7DX. Branch line displacements of 6 in, in' the horizontal direction were noted at Measurement- Point C6DX during the SSE test (6.3.6). The measurement was 8.5-in,, peak-to-peak; however, there was
~
interference with the shake table at 2.5 in. In one direction, hence, 9 8.5 in. less 2.5 in. established the maximum single amplitude displacement in the horizontal direction. ^
- m g.g It was shown that lack of rattle space, in'all cases but one, had no adverse affect on piping integrity. The isolated case will be discusseo later. It is our opinion that rattle space - should only be addressed if '
L *] piping displacement may result in damage to equipment that is essential for 1 safe shutdown. The FPS piping itself was demonstrated to be unaffected by
!' restricted rattle space. *
, 4.2.3 Loads and Moments
,. Table 4.4 summarizes the peak positive and negative values of the loads and moments measured during all earthquake and fragility level testing. As in the case of response accelerations, the values listed in ;
Test Report, Vogtle Unit II, Document No. A-000193, Page 42 of 54- ! l
'{' Table 4.4 are valid for all but a few cycles of response. This is due to the effects of impact and shock loading. Some of the values listed in the .!
table for the' loads and moments at simulated flenge connections differ ! 1 significantly from values reported in the data contained in Appendix D. _ Post-test calibration of the strain gauges at the simulated flanges revealed errors that were made in the pre-test calibrations. The data in Table 4.4 have been corrected to account for the differences in pre- and post-test calibration factors. .
- Review of the measured hanger loads and comparison with anticipated I i
j hanger design loads (per NFPA-13) suggests that the peak measured hanger load during OBE and SSE testing was 70.5 percent of the anticipated design e load of hanger components. These data are compared in Table 4.5. The average fraction of design hanger load was 35.2 percent. This suggests that s
~~
isolated hanger failures, should they occur, may be tolerable since adjacent hangers would be able to sustain the additional load. The loads and moments measured at simulated flange connections cannot j
~~
be compared with design values in this report since design values are not { l
] available to the author. There was some scatter in the OBE level (Tests I 1
J 6.3.1 through 6.3.5) which suggests that, on average, 12% (one standard l 1 deviation in the data) should be added to the values of loads and moments ' _ reported at Measurement Points A6G. B9G and C9G prior to making a comparison with design values. The loads at simulated drop downs (in tray spray locations) show a wide variation depending on orientation to flexibility. This is evident in
' g
._. the data collected on Test System A at locations A10G through A17G. There a ?3 L were four drop downs, each with two victaulic 90-degree elbows and flexible i couplings (Style 77) which were aligned in the Y-Z plane. This permitted -
significant flexibility in the X-direction and only limited flexibility in the Y-Z plane. The X-direction loads ranged from 12 to 90 percent of Y-direction loads (averaged 44 percent) which indicates the benefit of that added flexibility. The benefit of increased flexibility is substantiated by the loads measured on the drop down in Test System C. For this drop down, four Victaulle elbows with flexible couplings were used to result in flexibility Test Report. Vogtle Unit II. Document No. A-000193, Page 43 of 54
3 b i E in all directions. Peak Y-direction loads were roughly halved compared to L* their System A counterparts with X-direction loads 70 to 100 percent of the Y-direction loads. i k 4.2.4 Observations i After each earthquake test, the test systems were inspected and _ observations recorded in Section 9.0 (Chronological Log) of the test proce-dure which f,orms Appendix A of this report. The observations listed below summarize those contained in Section 9 of Appendix A.
- There was no leakage caused by OBE testing, as indicated by ;
hydrostatic testing, i.e., the system remained functional.
~
- During OBE, SSE and Fragility testing, hanger clevises Aould :
reposition themselves along the axis of the piping. There was (
, no preferred direction of movement which implied that hanger deadweight loads changed as a result of the event. Geometric effects of the repositioning caused redistribution of static l hanger loads, Load redistribution did not threaten hanger i integrity.
_; 1
- Rotation of the 2-1/2-in. diameter section of feed main ' on ]
q System C occurred during every earthquake test except Tests l 6.4.1 and 6.4.6 during which it was restrained from doing so. l
" The rotation through approximately 20* caused a one-inch riser !
to come to rest on a sway bracing member. The rotation had no adverse affect on either piping or sway bracing. l
- The beam clamp (Hanger type S012, Item 4, see Appendix B) at ,
l r, Hanger B15 moved between four and eight inches along the W6x25 ! beam which supported the hanger. The movement was sufficient to l lift the pipe from adjacent hangers. The movement was of no 3
- l. , consequence.
l l l h T3. ^ ^
-
- The piping to which sway bracing was attached using Clamp Type l 4A rotated as much as ten degrees during a few tests. The rot.a-l F., gj tion was of no consequence, b
- Piping integrity was not violated until 1.4 x SSE levels (Test
_. G.5.2), where out-of-plane motion of Test Systems A and B was sufficient to fail a short section of one-inch piping at its a thread root. No other impact or collision related piping failures occurred. No distressing of the Victaulic fittings or couplings was observed.
- During the 1.4 x SSE Fragility level test, a sway brace end bolt fell out and a clevis pin (Type S014, pin of Item 5)_ fell out.
These bolts were not routinely checked and it was believed that the bolt simply vibrated loose. It was doubtful that the ci rcl .i p was present prior to this test. The loss ' of load Test Report. Vogtle Unit II. Document No. A-000193, Page 4'4 of 54
l
- I ff i
~A
'l capacity at these two locations did not- threaten system l
' @N - integrity.
~
I
- During the 1.4 x SSE test (6.5.3), there were several cases of ~j support damage, none of which was a.significant threat to system )
integrity. System fragility levcis were .found to be in excess of shake table capacity.
- Tolco Incorporated' Fast Clamp (Figure 1000) was demonstrated to be an adequate alternative for. Item 4A in sway brace applica-s tions during OBE and SSE, Tests 6.4.1 and 6.4.6. Minor
' loosening of the fast clamps' hex nuts occurred Lwhich had no adverse effect on clamp performance.
~
*A representative subset.of support steel details were tested.~
At many of the hanger . locations, support steel details were-l _ simulated using steel sections that were weaker than those ~1 1'j illustrated on Drawing S0121 of. Appendix B. There were no IJ instances of support steel failures during testing.
~
s I m l l w
'l;
[m W l~ W .- -
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i-
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L Test Report Vm: r ::a : t II, Document No. A-000193, Page 45 of 54
m.m: - - ; .. a r.. -:,, - . . . s. . . A ht eJ s TABLE 4.1:
SUMMARY
OF 00MINANT RESONANT FREQUENCIES AtO THEIR h) u DAMPING RATIOS - IMPACT TESTING (Test 6.2.13 Runs 1X through 6Z) Data +1 s1 +2 02 +3 43 '4 04 _ Lccatien Directico Channel (H:) (%) (H:) ( 7. ) /H:) (%) (W:) (%) A1A X 4 26,00 -
~~
A1A Y 5 15.60 3.0
. .: e A1A Z 6 40.60 -
A2A X 7 17.20 3.5 A2A Y 8 8.80 7.4 17.20 - A2A Z 9 17.20 - 28.00 - 81A X 10 3.76 16.0 7.52 - B1A Y 11 2.08 11.6 4.40 7.1 81A Z 12 58.40 3.8 _s 82A X 13 2.32 3.5 7.28 3.2 82A Y 14 2.56 10.5 7.44 2.9
. 82A Z 15 10.80 1.7
-- CIA X 16 8.60 4.9 11.60 6.0 13.80 2.8 15.20 2.7 C1A Y 17 1.92 8.4
~
CIA Z 18 23.20 6.2 28,80 - 2 2d C2A X 19 8.40 1.9 C2A Y 20 1.52 20.0 2.16 5.8 2.64 5.4 4.32 6.4 R1 f - y
;; C2A Z 21 13.60 5.*3 23.90 -
36.80 7.3 48.e0 - Average Damping 7.2% 5.0% 5.2% 4.67. Test Report, Vogtle Unit II, Document No. A-000193, Page 46 of 54 u________ __
) 1 4 8 7 4 0 9 0 6 5 2 5 9 1 5 5 0 .
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- e i t
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)
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- L r a c u e m r i l f o e d c I
e r v n n l e R F A I I an t n 9 0 1 aa 1 2 2 ) ) ) Dh 1 2 3 * *
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~7 TABLE 4.3 Surt1ARY OF MEASUREO DISPLACEMENTS EARTHQUAKE Ih TESTS (+/-) OR PEAK-PEAK AS 4FPROPRIATE (INCFES) 1 l
Data (1) (2) (6.3.6) (6.5.2) (6.5.3) (6.4.1) (6.4.6) Channel Location OBE ESE 1.2 x SSE 1.4 x_SSE OBE ESE
~
22 A50X 1.66/1.53 1.93/1.73 2.10/1.76 2.09/1.80 0.56/0.50 0.83/0.66 P01 A50Z 1.82 1.88 2.00 1.88 - - 26 A80Y ,1.30/1.29 1.96/1.94 2.43/1.97 2.24/2.32 0.81/0.99 1.17/1.35 23 B30X 1.78/2.15 2.80/2.70 4.03/4.59 5.12/>5.12 1.45/1.38 2.34/2.61 1 24 B30Y 0.91/4.03 0.90/3.30 1.36/7.16 1.58/6.01 1.56/4.24 1.70/5.96 l
. P01 E50Y 5.70 8.00 8.00 (3) - -
4 POI B6DX 6.92 7.75 9.62 (3) - - P01 B70X 8.43 9.38 (3) (3) - - 25 C30X 0.38/0.20 0.62/0.34 0.47/0 25 0.44/0.30 0.30/0.10 0.39/O.15 _; P01 C30Y 5.25 7.75 7.50 7.50 - -
-4, P01 C40X 1.75 2.50 4.75 (3) - -
_$ P01 C50X 4.17 6.00 (3) (3) - - P01 C60X 7.59 8.50 10.00 (3) - -
~
P01 C70X 5.90 6.25 6.25 6.38 - - m l 6.32 FDL C50Y 8.50 8 50 8.75 - - s ta lIff (1) Refer to ANCO Orawines 1053.48A thrcush 4SC, as-builts. E. nz (2) Averases from 08E events, Tests 6.3.1 through 6.3.5. q (3) P01 failure or rense exceeded. m w Test Report, Vogtle Unit II, Document No. A-000193, Page 49 of 54 _.___.__.____________.__w
( 9 5 2 2 2 1 3 1 3 2 8 5 1 2 2 4 1 9 3
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/ / / / / / / / / / / / / / / -
- 4. G O 7 8 1 2 1 0 0 5 2 5 9 8 8 0 4 6 1 8 5 4 8 2 4 9 6 7 6 5 6 5 0
( . 5 3 2 1 1 2 2 5 4 1 1 1 l J f n
) o
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0 G 3 G 3 o 1 1 1 S L A B 8 T S i . E
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- 3. S 1
A 3 3 2 4 1 7 9 1 1 1 1 1 6 1 U 5 x / / / / / / / / / - / - / / / / 1 O 9 9 0 5 6 8 0 2 4 1 4 4 6 5 H 64 4 3 8 2 0 8 3 4 2 1 0 4 5 8 T ( 1 1 6 3 4 1 1 1 1 R 1 2 3 2 1 1 A E S E 7 2 5 4 D ) S 1 0 2 2 8 4 8 6 3 9 5 4 A 7 7 6 6 8
- 2. S O
3 1 1 1 1 4 1 9 5 2 2 4 1 5 8 1 1 4 1 3 8 1 4 8 5 .x L / / / / / / / / / / / / / / / / 8 9 6 3 4 8 0 8 5 9 0 6 0 2 2 4 . ) D 62 7 9 3 4 3 2 1 5 1 7 8 8 8 1 5 9 E ( 9 7 5 3 3 1 3 3 1 2 R 1 1 2 L L S A E ) 3 9 3 8 3 8 0 5 0 t' 6 7 9 3 6 4 5 0 5 2 1 1 8 0 2 0 2 F 1 2 4 8 5 9 9 3
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5.0 CONCLUSION
S AND DESIGN INFERENCES The following conclusions are drawn from the experimental eff. ort and the resulting data contained herein.
-
- Fire Protection Systems, designed to NFPA-13, 1985 Edition stan-dards have been demonstrated to be capable of withstanding postulated base input motions in excess of OBE and SSE require-ments at the Vogtle Unit Il site.
, 1. Repositioning of hanger's clevis relative to piping can be tolerated.
1 2. Materials and components used in the fabrication of the fire suppression systems should have recognized _ , (verifiable) load ratings and strengths equal to or greater than those tested.
- The piping i t s e.'. f has been demonstrated to be sufficiently rugged and capable of withstanding impact and shock loading (due to OBE and SSE seismic loads) without fracture. That is, no special consideration of rattle space need be given around non- f safety-related structures, provided anticipated motion does not )
place small piping ($ 2-in, diameter), driven by large piping ] _ (1 2-1/2 in.), directly in shear at threaded connections. j I
- Victaulic fittings and their associated couplings, installed in l fire suppression systems, have been demonstrated to be capable of withstanding postulated seismic loadings in excess of Vogtle Unit II OBE and Shi'. requirements without f racture, j l
- 150 lb maleable iron screwed pipe fittings instulled in fire suppression systems have been demonstrated to be capable of withstanding postulated seismic loadings in excess of Vogtle Unit 1I OBE and SSE requirements without fracture, t'
lN The following design inferences are drawn from the experimental effort. F: -
- The displacement envelope at large piping (2 2-1/2 in.) having a two-and four-way sway bracing, as used on the test systems, is
' in the form of an oval being 1 6 in, horizontally and + 2 in.,
- 1/2 in, vertically from the outer diameter of the piping or fittings, whichever are greater.
- The displacement envelope space around branch line piping, several feet away from main line piping, is in the form of an ellipse as for large piping as stated above.
- Actual vertical hanger loads are (on average) 35-percent of the NFPA-13 design loads.
~
- Tolco's Fast Clamp (Figure 1000) has been demonstrated to be an acceptable alternative to the sway bracing hardware illustrated in NFPA-13.
Test Report, Vogtle Unit 11. Document No. A-000193, Page 54 of 54
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1 1 e 1 1 J APPENDIX A
-- TEST PROCEDURE 1
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i' ANCO ,
-y Test Plan
-' DYNAMIC TESTING OP' TYPICAL PIRE SUPPRESSION SYSTEMS V0GTLE UNIT II
, Document No. A-000188 e.
i a Prepared for
~ BECHTEL POWER CORPORATION Norwalk. California 4.
Approval Signatures
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TechnicElQA/Date EditorialQA[Date Q* >. W Wa d C A irp. ChieT Engineer /Daf.e %.~. . . '- 6 n l !! l J Prepared By
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The Technical Staff ANCO ENGINEERS. INC. o 9937 Jefferson Boulevard-Culver City. California 90232-3591 (213) 204-5050
.i ; Rev. O. March 1987 Test Plan, Vogtle Unit II. Document No. A-000188, Page 1 of 111 3M L I DOCUMENTe A-000101 PAGED A-2
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i S e { REVISION RECORD PAGE _ Test Plan DYNAMIC TESTING OF TYPICAL FIRE SUPPRESSION SYSTEMS - V0GTLE UNIT II e Document No. A-000188 i Rev. Date Comments Approved 0 03/87 Original Issue L l L !
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u i Test Plan, Vogtle Unit II, Document No. A-000188, Page 11 of 111 t i gg A-0001CPAGFwe -
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.a'i. TABLE OF CONTENTS h3
..,4 Page
*n 1.0 OBJECTIVES...... . . .. ,, , ,,,, . , 3 j
2.0 REFERENCES
.... . . ... . ,. .... , .... . 1 '!
~
2.1 ANCO Documents. .. .. .. ... . . 1 2.2 Industry Documents. . . .. . , , . ...... . '2
-i
.3.0 PERFORMANCE CRITERIA.. .. . .. . . ... . . , , 2 l
_,. j 4.0 7EST EQUIPMENT. .. . . . .. . .. . . ... .. ..... . . 2
~
4.1 The Shake Table. ... .. .. . ... .. ...... ... . . ...... 2 ; 77 4.2 Sensing Instrumentation. . . . . . . . . . . . . . . . . . . . .. ........ 3 i 1 _. 4.3 Data Recording and Analysis Instrumentation.............. . 4-4.4 Test Data., .......... ..... . ....... ..... ........... 4 5.0 TEST CONFIGURATIONS. .... . . . . . . . .. . ........ ..... ....... 4 l 6.0 PROCEDURE.... ...... ..... .. ... .. ........ . . . . . . . . . . . . . . . . . 8 m ! 6.1 Set Up. . ..... . . . . , .. .. .. ,,, , . . 8 i 6.2 Preliminary Tests....... .. . .. .. ...... . ... ... 8 6.3 Performance Testing - Test Systems A. B. and C, . . . . .. 9 l d 6.4 Repeat Testing (Optional)..
.... .... ................... 10 6.5 Fragility Testing. ...... .. ... ....., , .... .. . ... 12 6.6 Post Calibration and System Removal. .. .. . .... . . . 13 j 7.0 ATTACHMENTS., .. .. .. ... .. .. . .. . , . . . , 14 ,
w 7.1 ANCO R-4 Planar Triaxial Shake Table... . . . . . ... 14 7.2 Calibration Procedures... . ... . .. . . ... . 22 7.3 Required Response Spectra.. ..... ........... ... ....... 38 l 7.4 General Support Details. )
..... . ... . . ... .. . .. 50 i 8.0 CONTINGENCIES... . ... . ........ .. .. . . . . .. .. . 75 ,
~
,F- 9.0 CHRONOLOGICAL LOG.. 1
.. . . ...... . ..... . ........ 76 lk ED ~ .
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a 1 i e-' u Test Plan. Vogtle Unit II. Document No. A-000188.' Page 111 of 111 L_,____ . _ . _ _ _ _ - - - - . . _ - - - - - - - - - -
.if0d! M f M d.cf. L O!. d S S R.; .'s 4. '.mc ' a - m,Ms , , - , ' s d5 : , 4. f.i.T T. elm [liGiiQ l 1 1 .' i
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. 1.0 OBJECTIVES 4 f . ,
q v. The following are the objectives of the test' effort discussed hereint % 1 i e demonstrate the seismic performance of- typical Fire I Suppression System (FPS).and system support details and their 1. adequacy for the Vogtle Unit II site; , jl define required rattle space;
. f determine the loads transmitted to adjacent structures: _.
e determine the affects of sway- bracing installed on the Feed i Mains and the . ability of the sway bracing to lim i t. system j displacements and transailtted loads: - i
- Investigate i the ' seismic adequacy of rolled pipe and/or -
grooved pipe fittings: .,
* - i I
a determine the affects of U: adequate rattle. space: and g h establish the general design rules and constraints for use'inc subsequent design of the FPS systems for the Vogtle Unit II -[._ 1 Site. L . 2.0 REFERENCES
)
1 The following documents are applicable to all testing performed in con- . 1 junction with this test plan. L. .l .; 2.1 ANCO Documents ^
= l 2.1.1 QA-100, Rev. 4, Quality Assurance Program Manual. 7/24/85 e i 2.1.2 QC-1001, Rev. O. Personnel Qualifications, 7/10/81 , .. 2.1.3 QC-1006, Rev. O. Document Distribution and Controls, 7/10/81 ,+
2.1.4 QC-1012, Rev. O, Instrumentation Quality Control, 1<25/85' N{4 L, 2.1.5 QC-1015 Rev. O, Quality Control Procedures for Defects and " Nonconformances, 7/19/84 'F 2.1,6 Document No . A -000062, Rev. 1. Calibration of Accelerometers, 8/28/86 i. 2.1.7 Document No. A-000148. Rev. O, Calibration Procedure for A Celesco- L-Type Displacement Transducer. 9/85 L Test Plan. Vogtle Unit II, Document No. A-000188, Page 1 of 85
.4
' DOCUMENT #
A-000193 PAGED-A-5
hfddikYu)i.iddd&didb,t.dhhNbbb# ,a i Mb ' [b. C.N Li .; s,e.s O b: l,Y[bbb[I[ Ebb ' .h me. , . i'~ 2.2 Industry Documents 4 2.2.1 NFPA-13. Standard for the Installation of Sprinkler
. Systems, 1983z Edition 3.0 PERFORMANCE CRITERIA
.There are no established performance briteria other than co]Iapse of a test configuration. A goal.of this test ef fort; is to establish rules and constraints which will be applied to system design; as'such, inelastic beha-e
.; vlor and including permanent ' deformation, will be acceptable. However, testing will be stopped upon f ailure of a support, or number lof supports,
~
,, that is judged likely to lead to system collapse. The types and density of supports may be altered, and retesting may be performed until seismic ade--
7 quacy (performance) has been demonstrated. l The first OBE test will'be used
~
to demonstrate system operability, There'wil1 be no system leakage prior to
~
Minor post-0BE leakage will be acceptable. the first OBE. 40 TEST EQUIPMENT 4.1 The Shake Table The ANCO R-4 Shake Table. more thoroughly discussed in Section 7.1. j.. consists of a 40-ft by 14-ft steel truss frame supported on 45-degree ball-jointed linkages. The table was specif,8cally designed and constructed to
~
dynamically excite and test suspended systems of up to 40 ft in length and.
~
I over limited areas, up to 13 ft in depth. Anchor attachment is'provided at l five locations along the upper surface of the table on 8-ft, 0-in, centers. a For these tests, the table will be modified to provide anchor attachments
. , as required.
m .
\
Shake table force input limits (as discussed in Section 7.1) have been p
'Y # increased by fitting higher capacity servo-hydraulic actuators to the mecha-
'l
] nism, permitting approximately 2 4.0 g ZPA input in the coupled transverse and vertical direction and in the independent longitudinal direction over the.
;'u) frequency range of 3 to 35 liz . This results in computed test response spectra (TRS) that are substantially higher than those previously attainable. Improvement in input velocity (1.5 to.3.0 Hz range) has been realized. Input motion 'is discussed in more detail in Section 7.1).
Test Plan Vogtle Unit II. Document No. A-000188, Page 2 of 85
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DOCUMEN9 AGE 4-
EYdale.dadi%.Gtsa '. 0.6 4-< F i. - - - - W" ' '
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r-g,' 4.2 Sensine instrumentation 1 Due ' to the large number of ' transducers and measurement locations, b'; transduger locations and directions are provided on ANCO Drawings 10S3.48A. j
.488, and .48C which are attached to this procedure. !
)
4.2.1 Accelerometers ~ j i Dytran Model' 3100 piezoelectric accelerometers will be used. Three accelerometers will be mounted at the anchor elevation (within ! 3 in, of - it) td sense input acceleration: .the remainder will be located and oriented on the test Fire Suppression Systems. The actual locations will be' depicted 1 in the final test report. hl
, 4.2.2 Displacement Transducers g==
celesco or equivalent linear potentiometers (i 10 in, or greater) j will be used to sense relative displacement. The total - number and their i actual locations will be depicted in the ?inal report. '~ i 4.2.3 Alternate Displacement Measuring Devices w Linear variable displacement transformers may be used where displace- r , ments are unidirectional and less than 1.00 in, . i t I Peak amplitude indicators may be used where it is judged that displa- r. cement time histories are not required yet knowledge - of peak displacement L t would lead to a better understanding of response parameters. Peak amplitude ,, I { indicators would consist of a section of small diameter rod fixed en one end - i passing through a slot or hole attached to the test configuration. Snug { fitting "0"-rings would be displaced by movement of the test configuration. hi { Subsequent measurement of the "0"-ring's post-test position would yield'the ! peak displacement at that location. I w k
. I y !
4.2.4 Load Sensors , 1 ( Load sensors will be fabricated from 3/8-in. thick-wall tubing and . 6 d spherical bearing rod ends. Strain gages will be bonded to the~ tubing to measure the axial strain in the tubing. Strains induced by tension and compression 'orces will be converted to loads. u. Test Plan. Vogtle 1 nit II. Document No. A-000188, Page 3 of 85 M fOflltN$Wd -
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$.Y bi .k1 $ n.nd ?, % A":4 cSec c L5-' : ' $ :N $ $Y NA t *'i ' 4.3 Data Recordina end Analys!s Instrumentation i . @-y . .b ANCO's . Computerized Data Acquisition and Analysis System - (CVTAS) will ibe used ~ to acquire, store, and convert the l conditioned - signals-' f rom the .
measurement transducers to more usable : formats. The basic CVTAS system is discussed in Section 7.1. -For these tests, it will be set up to function with up to 64 channels of data (64 measurement transducers maximum), ..J Elements of the system may be deleted and/or elements may be added'to..accom-modate test specific requirements. e 4.4 Test Data m-As a minimum, each test data set will consist of the'following: a
, 4.4.1 Test Response Spectra (TRS) computed and plotted at-(TBD) percent.for accelerometers Nos 1, 2, and 3.
A summary of the peak positive.and the peak negative value ot each 4.4.2 measured parameter, in engineering units of acceleration,. displacement,.or. load and its time of occurrence within the data set, will be compiled when 1
^1 applicable.
o
-, 4.4.3 Time histories of each measured parameter, when applicable.
- i 4.4.4 Transducer calibration and location data.
, 4.4.5 Visual observations made during and after each test.
5.0 TEST CONFIGURATIONS I b ' r *
""~ ~
Three test systems have been chosen to be representative of those'that. ,
- will be installed at the Vogtle . Il site (see Figures'5.1. 5.2 and-5.3). '
hu . .:. w They incorporate the piping, fitting, and support hardware that is intended 1.1 a;
; 5 to be used at the site. Initially, the three test systems will be subjected
) to five site enveloping OBE events and one site enveloping SSE event' with. f feed main end risers, etc., coupled to the R-4 shake table. In addition, f
hard stops, representing inadequate rattle space, will be incorporated at 4 a i selected locations. Data will be acquired .to establish upper bounds on j displacement and to demonstrate seismic performance. These test systems are " A. B and C. Should any of the systems not meet'the performance criteria t Test Plan, Vogtle Unit II, Document No. A-000188, Page 4 of 85 I me.'
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-4 DOCllMENN A-0001W PN,th'f _ A-I l - )
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- 4 8b$J lr ..NNU A Y'h i established in Section 3.0 they may be modified and retested to establish I performance.
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' Lastly, fragility testing .will be performed commencing at ' 1. 2 x SSE levels. and increasing by 20-percent increments until either significant structural damage or the limits of the shake table are reached. A design i i
margin will be established. l I 1 6.0 PROCEDURE
]
o l The following represents the sequence of events to be followed.
, However, deviation is permitted, if required, either by the acceptance cri-a teria or to satisfy the goals of ~ the project. Any deviation is to be
, authorized by Bechtel's representative and noted both in the test log and in the chronological log contained in Section 9.0.
, 6.1 Set Up ' Initial Date
- l. -
l 6.1.1 An approved copy of this procedure is on-site, d 4.f#7 i 6.1.2 Install Test Systems A. B. and C on the R-4 i Shake Table as per Sections 5,0, 7.4, and ANCO Drawing Nos. 1053.48 - A, B, and C. Note any 9 significant deviations in Section 9.0. M 'of .M7 j (J" a. Avad f du 4%.Mfysd==.a) 6.1.3 Document as-built test system's dimensions and details (QA required), d Cl 3MN _. 6.1.4 Install and calibrate all measurement transducers as per Section 7.2. b NY 6.1.5 Build calibration file. bh 387/N
- G 6.1.6 Document transducer locations and orientations s E2 ~4 u
(QA required). d C .} 3 Mk Develop time histories, store on FM~ tape, and 6.1.7 i verify shape. h 1:-
"bl?7 %
s 6.2 Preliminary Tests j 6.2.1 Perform impact testing on System A to determine Feed Main Line lowest resonant frequencies. longitudinal and transverse hhb 3 28 @ 4 I' 6.2.2 Repeat 6.2.1 on System B. M .f_.grg/ Test Plan, Vogtle Unit II, Document No. A-000188, Page 8 of 85 CO noeum, " d 1 .
'%su"= _
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i 5 6.2'3
. Repeat'6.2.1.on System C, b~
3MO
' .(' 3 6.2.4 Plot all data, summarize, and enter l'n test si log by test number. .
v M/h ' 6.2.5 Water fill all systems and pressure test to I 200-psig as per NFPA-13. paragraph 1.11.2., Drain when done. dr'e.fr h , f,.o M 2 f.Y. '.F7 ~ 6.3 Performance Testina - Test Systems A. B. and C 6.3.1 Input OBE No. 1 coupled transverse and vertical . e plus independent longitudinal (T/V + L).. .$ 26' TT- 2. 6.3.1.1 Compute and plot TRS for' control accelerometers p-and compare spectral amplitudes near lowest r frequencies from preliminary tests. M .##/// ~ 6.3.1.2 Compute and print time peak. Tdk I 6.3.1.3 Compute and plot time histories. ' YWW r . 6.3.1.4 Visually inspect systems and measure peak displacements (if required). Note any damage "' in log book and in Section 9.0, Note peak displacements in the test log. J #N7 I 6.3.1.5 Store time histories on digital tape.by. test .
~'
number. . *$. /l / *di _ 6.3.1.6 Pressure test all systems from 175 to 200 psig. . L Document any leakages. M l'#4F/ ; 6.3.1.7 Drain all systems. g
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of te/// . I
/
6.3.1.8 Document hard stop locations on as-built I drawinjs(QArequired).AfsA#snehee/ f*s See v4er' 4 7 d(J i M f/ W-7 4./,/ p :. 6.3.2 Input OBE No. 2 as in 6.3.1. AN6t" < Ja*N/1' L . .. .. v _ 6.3.2.1 Repeat 6.3.1.1. M <
.I 36/4 7 v ,.
Ls._. : 2. 6.3.2.2 Repeat 6.3.1.2. , N M -- 1 /h / f / P 6.3.2.3 Repeat 6.3.1.3, M J h /.F7 i: 6.3.2.4 Repeat 6.3.1.4. M ./ A>/f/ .
- ^
f 4 6.3.2.5 Repeat 6.3.1.5. b "f /l N 6.3.3 Input OBE No. 3 as in 6,3.1.. ,6fp C.$ .'#f 7' 6.3.3.1 Repeat 6.3.1.1. M j f,n,ffy Test PJan. Vogtle Unit 11 Document N,0. A-000188, Page 9 of 85 m
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, 6.3.3.3 Repeat 6.3.1.3. M y/f/
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. test systems: M i
/'/ #7 de ak&lek *s Tes t Plan. Vogt le t'ni t II. Document No. A-000188 Page 10 of 85 '
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Test Plan, Vogtle Unit II. Document No, A-000188', Page 11 of 85 i D? A-000193 PAGED ' - A-t 7 C'._:. W .. DOCUMENT 4 _
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, 6.5 Fragility Testina initial Date
} 6.5.1 Reconfigure Test Systems as A. B. and C. /
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- as directed by Bechtel's representative. /8'/'4 '/ /
6.5.1.1 Note system configurations below
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I d Test Plan. Vogtle Unit II, Document No. A-000188, Page 12 of 85
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, - i 6.5.3 Continue increasing input amplitudes by l
20-percent increments until either significant . support damage or the limits of the R-4 shake j table are reached, repeating 6.3.1.1 through _ ! 6.3.1.5 following each event. Record these ?- events and any hardware change-outs in Section m L .. , 9.0 as Test Numbers 6.7.4, 6.7.5. etc. Record any significant damage in Section 9.0 and in b{ the test log by test number. AM'f' .v'// ///' k L (.n e fg &
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f' 6.6 Post Calibration and System Remova_l L inittal Date .. 6.6.1 F_ Perform post calibrations on all measurement !.C transducers us per Section 7.2. e L i/Sk - 6.6.2 Remove test systems from the R-4 shake table. M / ;,1b'p?'
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Test Plan. Vogtle Unit II. Document No. A-000188 Page 13 of 85 ! b m
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.: 7.0 ATTACHMENTS
'{
' w: 7.1 ANCO R-4 Planer Triaxial Shake Table d
2
) ,-. i 7.1.1 Test Facilities I
l _ The ANCO Seismic Laboratory, located in Culver City, California,.is j housed within a 10,000-square-foot encioned high-bay' building structure and (
.I includes a 1.000,000-lb reinforced concrete foundation and strong-wall strue,ture that provides the reaction mass and anchorage points necessary for the' conduct of ' dynamic testing. This laboratory is supported by a 'high- , pressure ' hydraulic oil supply system and _ a computerized data monitoring, i i
a control. . and acquisition system capable > of handling 64 channels of trans-t
, ducer output signals. ANCO has designed-and built two seismic shake tables that utilize state-of-the-art servo-hydraulic actuators and feedback control systems to achieve desired table' motions. These tables are both capable of-m providing a triaxial input motion.
! t 7.1.2 ANCO R-4 Shake Table _ _ i The unique ANCO R-4 planar triaxial (two degree-of-freedom) shake T1 table was used to provide the input motions for the prototypical suspended ceiling system. A general isometric drawing of the R-4 table is.shown in
]
Figure 71. The steel truss R-4 frame was especially designed to test j suspended equipment. ' The table's dimensions .are 14 f t in width.' 40 f t in
- - length, and 14 ft in suspension height. It is capable of providing a planar triaxial input motion at the test object suspension points. Four actuators j are arranged (two longitudinal; two transverse). In an orthogonal' con- - !
F,
' figuration, allowing planar motion in two independent directions to be spe-cified by , applying the appropriate input signals
, d to the actuator
- servo-valves. A schematic of the, table kinematics is shown in Figure 7.2,
)ki" 4 which indicated the configuration utilized for the test program - described t
.s herein. With the pin-jointed linkage arms in the orientation indicated in Figure 7. 2 (Y-Z plan), the motion of the suspension plane of the frame will
{ be horizontal in the longitudinal direction of the frame and a biaxial motion at 45' from the vertical in the transverse direction. An alternate configuration can be achieved by orientation of the pivot arms in the X-Z-plane. allowing the converse planar motion. The pitching, rolling, and yawing motions of the table are accommodated by the actuator internal feed-a Test Plan, Vogtle Unit II, Document No. A-000188, Page 14 of 85 j woesAsw ' J M W U DOCUMENTp A-000193-' PAGEf% A-20
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L.) 1 i .:- w r a Test Plan, Vogtle Unit II, Document No. A-000138, Page 15 of 85 _ m n ' z' h i,.)'.. DOCUMENT # A-000193~ pAGEp' -A - e u _..-_. - _ . . - _ - - - - - - - - . - - - - - - - - - - -
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.e item, are independently supported by flexible pneumatic isolator units with
.' j adjusta.ble air pressure, j
'G l The shaker table drive signal instrumentation is . shown in block diagram form in Figure 7.3 for the case of input motion specified by acce- - .W 1eration time histories. The longitudinal (X) motion of = the suspension plane is achieved by switching in the desired horizontal drive signal. The i transverse (Y/Z) blaxial motion of the suspension plane is achieved by Vl switc'hing in the desired vertical drive signal. [
The shake table drive system'is operated in an open loop c'ontrol mode
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'without frame motion feedback control "(e'ach actuator / controller has . an Internal' displacement feedback control'using transducers incorporat'ed'in the actuator unit). The original digital motion time histories' are stored- in f{
' -l the computer. RAM. digital-to-analog (D/A) processed. and' recorded on ' FM -
tape. The corresponding drive signals are then applied to the shake frame _ .j drive system 'via an analog FM tape recorder. The motion level for a par- l ticular test run is established with , the master gain control in the mixer control unit. Accelerometers are used to measure the table acceleration i levels achieved during testing. Additional monitoring instrumentation con- ~
.g sists of test ites response-measuring accelerometers and ' displacement tran's- C l ducers. All transducer signals are passed through 35.0-Hz low-pass filters ,
(8-pole Butterworth), digitized; and the resulting time series data are . stored in the computer RAM. I c 4 A variety of sof tware packages can then be utilized ' to process the c acquired data into a suitable format '(time histories, resp'onse spectra, . , Fourier spectra) for comparison with preselected criteria. Since test frame motion levels are most commonly specified by a response spectrum, the , Ah response spectrum of the measured table ' acceleration is computed and com- P pared to the computed response spectrum of the acceleration drive time ' history. The peak value and root mean square (RMS) levels of all data chan- r, nels are scanned for anomalous values. Time history plots and response. . spectra may be computed for selected data channels and compared to . test ' acceptance criteria. In addition, a two-channel real-time spectrum analyzer may be utilized to directly monitor the analog transducer signals of~ ~ selected data channels. Analysis of time L his tory . plots , Fourier spectra , i Test Plan, Vogtle Unit II, Document No. A-000188, Page 17' of '85 _j I%MMA
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flWb i plots. and transfer functions between data channels may be conducted for test acceptance. Y The . response monitoring instrumentation system 'is pre-sented schematically in Figure 7.4. { O R-4 Shake Table Capabilities and Limitations i l
~
The displacement, velocity. and acceleration motions of the unique'R-4 shake table are limited by the actuator / servo-hydraulic system as follows: ' 1
~
Frecuency Range ' Motion Limitation 1 DC to 1.5. Hz Longitudinal. _ 4.2 in. i Transverse and Vertical 2.1 in.
~
[ 1.5'to 3.0 Hz Longitudinal 42 in./s
, Transverse and Vertical 1 21 in./s 7 j 3 to 35 Hz Longitudinal 1. 1 1 1.4 g (3.200 lb-mass) L-f Transverse and Vertical : 1.4 g (3,200 lb-mass) '
r For input signals with broad-band. frequency content, such as a typical earthquake motion. .the performance of the R-4 table is not limited by the - servo-hydraulic system response, but instead is limited by the signal-to- u noise ratio of the drive signal. The preferred drive signal instrumentation - setup is shown in Figure 7.3. The signal-to-noise level of the input drive system is limited by the dynamic range of the FM tape recorder. The electronic (analog) bandpass filters and integrators effectively in:rease " the signal-to-noise level of the drive signal. However, the transfer func- -- ^ tion amplitude of the integrators and filters tends to roll-off at a fre- - 1 q quency of 0.8 Hz. Thus, if-the frequency content of the input motion (which ' ! m ; is less than 0.8 Hz) is important for the test specimen response, an alter-nate drive signal instrumentation setup must be utilized. It should be b noted that the displacement limitation imposed by the actuator stroke will l b often necessitate the use of a high-pass filter to himit the low-frequency " (<0.8 Hz) displacement amplitudes of typical strong motion earthquake U records. High-frequency (>30 Hz) contamination of the drive signal is una-voidable due to signal noise; hence, the table motion will often have higher. r peak accelerations than would be typical of earthquake motions. High-frequency modes of the R-4 frame also contributed to this high-frequency amplification. However. In the intermediate frequency range (1 to 25 Hz). the table can reproduce the frequency content of a typical earthquake motion u Test Plan, Vogtle Unit II, Document No. A-000188, Page 19 of 85 _
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- i. or filtered earthquake motion, with good accuracy. The R-4 frame currently P-has amplified frequency response within the range of 4 to 6 Hz, but these Q
frame , response modes are systematically being removed by addition ~ of appropriate 6 stiffening elements. Unwanted frequency content within the intermediate frequency range can be " tuned out" by appropriate adjustment of '~ the feedback controls for each actuator. Thus, rather than attempt to match - a specific acceleration time history, a response spectrum (at'a specified damping value) of the time history is utilized as the input criteria for adjus, ting the response of the R-4 table. While the low- and high-frequency content of a table response spectrum will not match, close agreement between the table response spectrum and criteria response spectrum can be achieved ~ in the intermediate frequency range. - r L r-1
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Test Plan, Vogtle Unit II, Document No. A-000188, Page 21 of 85
_ _ . - ~ . - . - . ~ _ . - . - - - . - .. -. .- - . . ~. .f p- 7.2 Calibrat ion Procedures
; i 7.2.1 Calibration of Accelerometers b
es ANCO i i l l i m CALIBRATION OF ACCELEROMETERS
'd 8
Document Number A-000062 1 e 1 J
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Chief E6fineer/Date ' 4 I i s ..~ q (d t3:hz- Lh . .i
*-' The Technical Staff !
ANCO ENGINEERS, INC. Ed. .:3 ;= h , .. ; 9937 Jefferson Boulevard j j Culver City, California 90230-3591 g] (213) 204-5050 l l l l
' j- Rev. 1, August 1986 1
Calibration Procedure, Document No. A-000062, Page 1 of 111 40AMI Test Plan, Vogtle Unit II, Document No. A-000188, Page 22 of 85 T' - me - DOCUMENT # ^-000193PA0gpw28
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i CALIBRATION OF ACCELEROMETERS e
i Document No. A-000062 ~ V
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. se Rev. Date Co=ments Approved 0 7/83 Original Issue r- - .
4 D) - 1 8/86 Revised to make procedure generic to all types *
*Y of accelerometers. Removed Appendix A.
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.d- ' TABLE OF CONTENTS m 1.agg V 1.0' INTRODUCTION........ .... ,, . .. ..., , . . . . . , , , , , , , , , , , , , _ g 1.1 Scope....... ....... ... . . .. ... .. ., .. ..... . .. ..
- 1 1,2- Objective... ...... , i
.. .. , .... ..... . ........ .. I 1 1.3 . Applicable Documents,.. .. .... .. .... . .. ............ 1 1
2.0 CALIBRATION EQUIPMENT... .. . .. ...... ..... ..... ... .. ..... ! 1 T i JI al. 3.d CALIBRATION PROCEDURE........ .... . .... ... .. ................ 2' 4.0 DOCUMENTATION.'...... ....... ..... ........... ................. 4'
"' Ir l'y' APPENDIX At ACCELEROMETER CALIBRATION DATA SHEET.................... A A-2
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1.0 INTRODUCTION
7*.-
- 'i 1.1 S_fJOR1
.f j This document presents the procedures and documentation ' requirements _
-for calibration of accelerometers, The procedure utilizes a transfer stan-dard accelerometer with a calibration that is traceable to the National Bureau of Standards.
7 1 IJ j 1.6 Ob.iective ~
.I
- i The objective of this procedure is to measure the sensitivity of an ;-
accelerometer in units of V/g, " 8 1.3 ADDIicable Documents n
.-. \
1.3.1 ANCO Documents 1
'i
- QA-100, "ANCO Quality Assurance Program Manual" -
I I
- QC-1012 "ANCO Instrumentation Quality Control Procedure" --
1.3.2 Other Documents Lq 1
- Applicable Manufacturer's Product Sheet (s) 2.0 CALIBRATION EQUIPMENT , .
- i. .b m
The following equipment is necessary for calibration of accelerometers:
- Vibration Calibrator, GenRad Model 1557-A
- Reference A'ece'lerometer, Endevco Model 2221F 3<~. .
]. L.2. . , . _ .
- Charge Amplifier. Kistler Model 504D
- Spectrum Analyzer, Hewlett-Packard Model 3582A g.. ~ ~-" ~ " '
L F "
- Digital Multimeter, Hewlett-Packard Model 3490A. or Fluke Model 8020 ;,
l
- Required Power Supply '
W-Calibration Procedure. Document No, A-000062, Page 1 of 4 4 Test Plan, Vog1!1e Unit II, Document No. A-000188, Page 25 of 85 4
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i s 3.0 CALIBRATION PROCEDURE m 3.1 Set up equipment as shown in Figure 3.1, with only the reference acce-lerometer mounted to the vibration calibrator and the reference accelero- i l
- meter signal temporarily connected to both channels of the spectrum I l analyzer. l m
3.2 Set the charger amplifier controls as follows: n o .I
;a ;
- Time Constant - Short
-l
- Charge Sensitivity - Ref. Accelerometer Cal. Value, pc/g
' ;5 f
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- Range - 1.0 V/g e
- m. 3.3 Set the spectrum analyzer controls as follows:
- Input Mode - Both '
*~'
- Sensitivity 'J .0 V on Channel A, adjust Channel B !
j for optimum sensitivity. 9
- Coupling - AC !
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- Frequency - 250 Hz
- Passband Shape - Flat Top
- Average - ras i
- Number - 32 l
- Scale - Linear 7.)
- Display - Channel A and XFR FCTN Amplitude
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3 3,4
~~~ Adjust v bretion calibrator to 1.0 g ras with only the reference acce-lerometer mounted. (Note that the total moving mass is approximately 115 gm.) Meassare the peak amplitude ras value and frequency and transfer i
function amplitude. ' g [i
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~
3.5 Install the accelerometer being calibrated on the vibration calibrator. t. o, Connect the accelerometer signal to Channel B of the ' spectrum analyzer. s Adjust the calibrator to approximately 1.0 g rms. , P. !
.d. .
Calibration Procedure, Document No. A-00006E. Page 2 of 4
) Test Plan, Vogtle Unit II, Document No. A-000188, . Page 26 of 85
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Referenc[e Multimeter f Accelerometer Three-k' ire ^***l*##****# I 1 Shielded Cable -- i a Figure 3.1: Accelerometer Calibration Setup i
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W. N5Dd.ODU2l QO%h.w .NiD l. ' i s: W . L ',f:iD % :i' d i.~::i t WLld;J::,L'Aku%3%nGOA)i%} ( Ul g) 3 , s ' i s { 3.6 Measure and tabulate the amplitude of the transfer _ function. (H(f)), 6 between the test and reference accelerometers at the peak amplitude fre ' 'l quency of the reference accelerometer. 3.7 Calculate the sensitivity of the test accelerometer:
~
Sensitiv1ty = 1000 ^U ' l H(fc )Ref. TntAccel, Accel . l
- l H(f c ) Ref.' Accel.' l -1
] 3 .,8 Verify test accelerometer sensitivity within manufacturer's tolerance.
4.0 DOCUMENTATION et "j" Complete the Accelerometer Calibration Data Sheet (Form QC-578 see Appendix A), e
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bR. n3 i 5 0.c ki _ Mhh ACCELEROMETER CALIBRATION DATA SHEET By Date Checked By Date e Verify excitation voltage , e Reference accelerometer peak a=plitude value Vr:s. e Reference accelerocater peak a:plitude frequency Hz. e Spectrum analyzer transfer function value with identical signals into Channela A (nd B Test Accelerometer Sensitivity Data Accelerometer
$'" 'Y
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e Accelerometer Accel. ANCO Transfer Within Output Load S/N No. Function Value mV/g Limits cD l s e= 1
~
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Test Equipment Data Model Serial ANCO Calib ra tion
- Equipment Item H.f g r ., No. No. No. Last . Due l Vibration Cal. GenRad 1557-A j
$ FC .. 3 Raf. Acceler. Endevco l 2221F I i 1
- t. Charge Amp. ! I Kistler l 504D "
, Spectrum Anal. RP 3582A Multimeter HP or MOA
, . Fluke 8020
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i 7.2.2 Calibration Procedure f or a Celesco-Type Displac ement Transducer ? 7-p 1. 1 CALIBRATION PROCEDURE FOR A CELESCO-TYPE DISPLACEMENT TRANSDUCER Document Number A-000148 i 8
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esse f s. [.b. . i. Prepared by ' k" The Technical Staff. '" P' ANCO ENGINEERS INC. 9937 Jefferson Boulevard ~ Culver City. California 90232-3591 (213) 204-5050 "' September 1985 *
- i
- i I
Calibration Procedure, Document No. A-000148 Page 1 of 111 F
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,CELESCO-TYPE DISPLACEMENT TRANSDUCER R
Document Number A-000148 m i Rev. Date ' Comments ' Approved i 1 O 9/85 Original Issue QG1 J.e TM 1
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TABLE OF CONTENTS l
*** i l Pere l l
1.0 INTRODUCTION
. ....... . ... .. . . . .. .. ,, 1
-)
2.0 REQUIRED INSTRL' MENTATION, , . ., , . . ,, ,, .... . . I 2.1 Systes Instrumentation.. . .. ,, . . . .. . 1- - j e 2.2 Calibration Instrumentation.. , . .. ..... .. .. ... . . . 1 3.0 EQUIPMENT DESCRIPTIONS. . ..... . ... . ... . ....... 1 4.0 CALIBRATION PROCEDL'RE. . .. ... ...... .... .., . .. .. ..... 2
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5.0 CONSIDERATIONS.. ,. . .. . . .... ... ... ....... ...... 3
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i
1.0 INTRODUCTION
The purpose of this document is to define the procedure necessary to l calibrate a Celesco-type displacement . transducer and the instruments
- required to' accomplish this task. The calibration procedure will quality as a certified calibration per ANCO Documents QA-100 and QC-1012. ' - 2.0 REQUIRED INSTRUMENTATION l s
The instrumentation used in this calibration pertain to two categories:
- 1) system instrument and 2) calibration instrumentation. The equipment list l As as follows:
i N 2.1 System Instrumentation L i b
'. 3 . ,.3
- Celesco-Type Displacement Transducer
*j
-
- Strain Gauge Signal Conditioner a
- Transducer to Signal Conditioner Cable i l
2.2 Calibration Instrumentation D.C. Voltmeter
- Linear Scale (Tape or Puler Acceptable)
~
~
3.0 EQUIPMENT DESCRIPTIONS
~
The instrumentation defined in Subsections 2.1 and .2.2 represent generic equipment. The specific equipment list that follows defines those
~
instruments that
- are currently applicable to this calibrat1ra procedure.
This specific instrument list shall be revised as new instruments are
~
employed and old instruments are deemed . obsolete and retired from active , use. All equipment employed for calibration purposes shall be in current l calibration adhering to specifications and procedures per ANCO Documents-
, QA-100 and QC-1012.
Celesco-Type Displacement Transducer - Celesco Model 8PT-101-i
- Strain Gauge Signal Conditioner
- D.C. Voltmeter - Fluke Models: 8020A and 8040A: Tektronix Oscilloscope DVM Model: 2236: Hewlett Packard Model 3490A.
Calibration Procedure, Document No. A-000148, Page t og 4 !.h.u Test Plan,. Vogtle Unit II, Document No. A-000188, Page 34 of 85
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o 4.0 CAC.!BRATION PROCEDURE 4.1 Connect displacement transducer to strain gauge signal conditioner as a F l e full bridge as instructed in strain gauge conditioner manufacturer's instruction manual. P 4.2 Null signal conditioner amplifier output by adjusting the AMP balsnce tria pot with excitation voltage off. (Tolerance = +/- 5 MV.) " 3, . 4.3 Adjust bridge excitation voltage for 10.00 VDC and place excitation switch in "0N" position. (Tolerance = +/- 10 MV.) " r 4.4 L Letermine mechanical range of displacement transducer by fully 3 extending sensing wire and measuring stroke with. a lineer scale. C - f, 3 (Tolerance = +/- 0.10 in.)
- - us (
4.5 4 Extend sensing wire to 50% of mechanical range and null s igna'l - 1 conditioner amplifier output by adjusting the bridge balance pot. 1 (Tolerance = +/- 5 MV.) j 1 4.6 Fully extend sensing wire and adjust signal conditioner amplifier gain
, 1 to achieve desired scale factor. (Pully extended inches minus 50%
r-
. extended inches divided by signal conditioner output in volts at fully .
extended position = scale factor in inches per volt.) .
~~ l!
4.7 If desired scale factor cannot be achieved in Paragraph 4.6, then read-
+ '
just bridge excitation voltage to increase or decrease scale factor and repeat procedures discussed in Paragraphs 4.2 through 4.6. ;
. i 4.8 Retract sensing wire to the 50% position 'and note that signal con- ~ .j l ditioner amplifier output is still at null. (Tolerance = */- 5 MV. ) ,
Repeat Paragraphs 4.5 and 4.6 If necessary. '
'~* 1 4.9 Retract sensing wire to the 04 extended position 'and determine the - !
scale fr.ctor over the 04 to 504 (null) range. (50% extended inches I , divided by signal conditioner output in volts at the 0% extended posi-tion = scale factor in inches per volt.) ' I l 4.10 Compare the scale f actor for the 50% to 1004 extended span and the i scale factor for the 50% to 0% extended span to determine linearity. (Tolerance = +/- 14.) -- i Calibration Procedure, Document No. A-000148.,Page 2 of 4 -- Test ?lan, Vogtle Unit II, Document lio. A-000188, Page 35 of 85 $p [ -) @ DOCUMENT # A-000193- 'pggpyA-41
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4.11 . Calculate the average scale factor.
-j 4.12 With. sensing wire at.the'50s position, place CAL switch on the signal conditioner in the "A" position and record amplifier output on ANCO i i l Document QC-573 (see Figure 4.1) instrumentation data sheet or equi- '
valeat. 4.13 With sensing wire at the 50% position, place CAL switch on the signal conditioner in the "B" position and record amplifier output on ANCO Document QC-573 instrumentation data sheet or equivalent.
" i 4.14 Record excitation voltage, gain. dial position, average scale factor. .q and displacement transducer serial number on ANCO Document QC-573 instrumentation data sheet or equivalent, ,
l
- y. ; 1
{b ,. m, g 4 c-4,15 . Forward a copy of the ANCO Document QC-573 instrumentation data sheet '
~
or equivalent to the IQA Lab so that a copy of each transducer calibrated can be inserted into respective file for record of perfor- l mance. 5.0 CONSIDERATIONS 5.1 The sensing wire should be inspected for fraying, kinks, and ease of _ extension. 5.2 The transducer should be acunted at a distance away from the sensed _[ speclaen so that physical lapact during dynaalc testing does not occur. 5.3 A sensing wire extension can be fabricated .of braided stainless steel wire and used to connect the sensing wire to the specimen'. 5.4 The sensing wire extension and the physical location of the transducer shall be such that the transducer sensing wire is extended to a 50%
- I position with the speclaen in a null position. This will insure that the transducer is free to operate over fully calibrated range.
4 l. Calibration Procedure, Decument No. A-000148. Page 3 of 4
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