ML20195C750
| ML20195C750 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 10/13/1987 |
| From: | Gandhi H, Hettinger F, Yu H EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20195C398 | List: |
| References | |
| SAG.CP21, NUDOCS 8806220275 | |
| Download: ML20195C750 (38) | |
Text
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t Project Identification No. SAG. CP21 A
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L l EBASCO SERVICES INCORPORATED TEXAS UTILITIES GENERATING COMPANY L
l (X)MANCHE PEAK STEAM ELECTRIC STATION i
UNIT NO. 1
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j TECHNICAL GUIDELINES FOR
- THERMAL ANALYSIS OF
! GEISMIC CATEGORY I ELECTRICAL CONDUIT SYSTDi _
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Project Identification f] No. SAG.CP21
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EBASCO SERVICES INCORPORATED TEXAS UTILITIES GENERATING COMPANY l COMANCHE PEAK STEAM ELECTRIC STATION f UNIT NO. 1
-) CONTENTS 3 l i
I J l j l 3 SECTION DESCRIPTION PAGE I 1
1 1 1.0 PURPOSE 1 1
3 2.0 SCOPE 1 1 4
4 I
l 3.0 DESIGN INPUT 1 l
.1 1 4
-. 4.0 - MODELING -
3 l
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) 5.0 ANALYTICAL APPROACH 4 l 1 ( l 3 6.0 OUTPUT 5 lR1 i
j 7.0 ACCEPTANCE CRITERIA 5 I
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8.0 REFERENCES
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l APPENDICES l i I j A Accident Temperature of Conduits and Concrete E lls Al to A19 l I
l B Procedure for Accident Temperature Analysis B1 to B4
- C Junction Box Thermal Analysis C1, C2 l lR2 II j D Procedure For Isometric Evaluations For Thermal Loads D1 IlR3 I I.
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1 COPYRIGHT (c) 1986 EBA3C0 SERVICES INCORPORATED
- TWO WORLD TRADE CENTER l NEW YORK i
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Ebasco Technical Guidelines Project Identification I Thermal Analysis of
[ Seismic Category I Electrical No. SAG.CP21 l Conduit Systems R1
( Rev. 3 I
i 1.0 PURPOSE I
j i The purpose of this document is to provide guidelines for thermal analysis of i
Seismic Category I electrical conduit system (conduits, junction box, conduit supports and junction box supports) for the Comanche Peak Steam Electric Station Unit No. 1.
I i
s The objective of this program is to determine the magnitude of the thermal j loads and to establish a procedure to verify the adequacy of support for the thermal effects. {R1 2.0 SCOPE t
l, The analysis will consider thermal loads postulated during normal operating
[
1 f\ and accident (LOCA and MSLB) conditions as specified in Sections 4 and 11 of
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Reference 1.
I; 3.0 DESIGN INPUT The following design inputs are required to perform the thermal analysis:
3.1 Conduit Properties Conduit size, Yield stress, Young's modules, design weight and sectional properties are shown in Tables 3 and 4 of Reference 1.
It 3.2 Conduit Span 1.
The maximum support spacing (span) will be in accordance with TUGC0 Drawing 1
No. 2323-S-0910 series. Maximum length of conduit run shall be 75' based on a l
- 1. gy thermal expansion joint for every 75' . For conduits in Reactor Building lR2
( maximum length of run shall be 45' for the conduit runs longer than 45' case i
! by case review shall be performed.
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Ebasco Technical Guidelines Project Identification
'Ihermal Analysis of No. SAG.CP21
(' Seismic Category I Electrical Conduit Systems R1.
s Rev. 3 I
3.3 Stiffness
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'! j 3.3.1 Stiffness of Support l
'l The stiffness of support will be derived from static analysis considering the geometric model of the support using the Stardyne/Strud1/Ezhang computer programs.
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-l 3.3.2 Stiffness of Clamps
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{ The stiffness of clamps in the conduit longitudinal direction of the conduit l
- l be 200 Kips per inch for C-708-S clamp for conduit sizes 3 inches in diameter I
! and larger, and shall be 360 Kips per inch for P-2558 clamps or C-708-S for
- IR1
- conduit sizes 2 inches in diameter and smaller. These values are based on
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(] Referenc'e 4. l
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3.4 Normal Operating Temperature
,i o The temperature data will be in accordance with Paradraph 11.1 of lR2 y
Reference 1 o The thermal expansion coefficient will be 1.0 x 10 -6 per *F, assuming that steel and concrete both expand in steady state condition.
3.5 LOCA Temperature Thermal loads under LOCA or MSLB conditions will be based on the results of
, temperature transients study on both conduit and concrete structures for the worst condition (Appendix A). Trie following temperature data shall be considered in the analysis:
.i .,
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- Temperature data will be in accordance with Section 11.2 of lR3 Refe.rence 1. l 2
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Ebasco Technical Guidelines Project Identification grg Thermal Analysis of No. SAG.CP21 l Seismic Category I Electrical R1
! -( Conduit Systems Rev. 3 I
The thermal expansion coefficient will be 6.5 s 10 -6 p,, .7 j assuming that concrete expansion is negligible in transient 4 i conditions.
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3.6 Seismic Input
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- . Broadened floor response spectra curves (2% damping for OBE, 3% damping for i SSE) developed-by Gibbs & Hill and digitized by Ebasco will be used as seismic input (Reference 3).
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-1 i 3.7 Load Coebinations
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- j-l The load combinations for normal operating and accident conditions will be in 1 ,. m accordange with Section 4.0 of Reference 1. - '
(, 4.0 MODELIN_G In general the structural steel members are fixed or hinged to the concrete i
wall at one end and pin connected to the conduit at the other end, a minimum t
of two nodal points will be considered between supports, and a total conduit I 4
length will be as per Paragraph 3.2. lR2 1
The following guidelines shall be followed in modeling for various studies of ,
the conduit system.
4.1 Single Run Conduits with Single or Double Bends i
1 I
To analyze conduit runs with bends, the following typical cases will be considered:
i j .
For double bends:
- 90' bends (in and out of plane)
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30' bends (in and out of plane) l For single bends:
- 45' bend
{ 90' bend 3
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Ebasco Technical Guidelines Project Identification l Therms 1' Analysis.of. No. SAG.CP21
[\ Seismic Category I Electrical l Conduit' Systems- R1
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Rev. 3 1 l 4.2 Huliple Straight Run Conduits j' -
] To analyze cultiple conduit runs, the mathematical model wi11 ' include two or
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- more conduits of different sizes on a single support.
4.3 Single Straight Run Conduits with Variable Support Stiffness s
i To analyze conduit runs with support stiffness which may vary up to 500k/in, IR1 selected cases will be analyzed by substituting a higher stiffness value at
} _one'or two end supports.
t 5.0 ANALYTICAL APPROACH
}
5.1 Operating Temperature
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- t. s The conduit system contained in S-0910 package (Reference 2) are evaluated for 1
] load combinations which include dead loads and seismic loads only.
The magnitude of thermal loads on a conduit support depends upon several parameters, i.e number of conduits, size of conduit, length of conduit run, location of conduit, stiffness of support, location ,of support in conduit run, etc._ Since all these parameters are not specified in S-0910 package, thermal l effects will be evaluated based on generic studies for the parameters involved. To start with, a single straight run conduit system with uniform p spans and support stiffnesses will be analyzed. The thermal load for this l: case will be combined with the seismic and dead loads to evaluate the conduit
]: support, rt J
Similar generic studies will be performed for other conduit and support l configurations. The parameters to be considered in these studies will include variable support stiffness, variable span length, bends in conduit runs and j>Dh -multiple run conduits, as described in Section 4.0 of this document.
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Ebasco Technical Guidelines Project Identification hermal Analysis of No. SAG.CP21 l
$ Seismic Category I Electrical R1 i .. Conduit Systems- Rev. 3
- 1 l
Various supports will be selected based on structural stiffnesses and shall be l I
individually analyzed for selected location and conduit configurations. lR1 1
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f' The analyses will be performed using beam and spring elements of the Stardyne/Strud1/Ezhang computer programs.
) 5.2 Accident Condition
'I j See Appendix 'B' for accident temperature condition.
f.
! 5.3 Junction Box Thermal Analysis i
, See Appendix 'C' for procedure for junction box thermal- analysis.
.l 4 6.0 OUTPUT -
/**)
, Calculation books shall be prepared according to Section 12 of Reference 1.
- 7.0 ACCEPTANCE CRITERIA i
i The acceptance criteria shall be in accordance with Section 6 of Reference 1.
i S.O REFERENCES i
1 - Ebasco Specification SAG CP10, "Design Criteria for Seismic Category I Electrical Conduit System", Comanche Peak SES Unit j No. 1.
I
- 2 - TUGC0 Drawing No. 2323-S-0910 Package.
l 3 - Seismic Spectra Loading Data Base, Ebasco calculation book No.
l Span 1002. !
4 - CCL transmittal of clamp data load deflection curves for clamps l
- % and conduit configurations, with letter No. CCL-Ebasco-015 dated IR1
- June 11, 1986. I !
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p-(m 1 '\ Ebasco Technical Guidelines Project Identification l Thermal Analysis of Seismic No. SAG.CP21' i
- Category I Electrical Conduit Systenis i _.
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,! APPENDIX A
} ACCIDENT TEMPIRATURES OF CONDUITS AND CONCRETE k' ALLS .
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ACCIDENT TEMPERATURES OF CONDUITS AND CONCRETE WALLS -
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- 1. Purpose and Scope I
i 3
The conduit supports are subject to the thermal load during the event of l
accident (LOCA or MSLB) due to the different magnitude of thermal expansions on conduit and supporting wall. The temperature transients of both conduit and wall are therefore necessary information for evaluating the thermal effect on the conduit supports.
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-) In order to have wider application, a generic thermal study is intended.
I j gs The tide histories for different size of conduit as well as various
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thickness of concrete wall are prepared. The concrete structures include
-l the containment building wall and dome.
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] 2. Methodology
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A. Computer hodelling The computer code "HEATING 6" (Ref.1) is utilized to determine the thermal transients. The structures are modelled one-dimensionally in j either the Cartesian, the cylindrical or the spherical coordinate system I
i according to their actual geometries.
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Accident Environment
] There are 22 pseudo accident conditions including cases of LOCA and MSLB i;
which were studied.in the FSAR. Among them, the 0.908 f t split rupture
' ~I (SLBR) at 70 percent power results in the maximum containment temperature of 333*F and the DEPSG (design basis) LOCA results in the maximum j containment pressure of 58.9 psia.' Therefore, the resulting accident under these two conditions are taken as the thermal boundary condition f
for the present study.
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C. Thermal Boundary Conditions j
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.... The surface of structure is exposed to the steam / air mixture during the postulated accident. If the temperature of the structure is below the saturation temperature of the vapor, the process of condensation will form a smooth film on the surface. The time history of film temperature is 'the boundary condition for predicting the temperature transient inside the structure. Film temperature can be determined from the accident temperature i.ed pressure transients of containment building. This information is available in Figure 6.2.1-1 to 6.2.2-20 of reference 2.
-q The Uchida heat transfer coefficients (Fig. 6.2.1-9 and Fig. 6.2.1-16 of 3 Ref. 2) are used during the steam condensation mode. The methodology 4
.j used to determine the heat transfer coefficient for the structure was .
- I jj consistent with NUREG 0588.
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- The cables inside the conduits can be either power cables or control cables c; sometimes mixed. Only the power cables constantly I
I l generate heat. The amount of heat generated by the power cables varies.
To simplify the problem, it is assumed that heat is not generated inside the conduit in this study. This assumption is conservative in the sense that this will maximize the temperature increase on conduits during the l accident.
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- 3. Results jm Table L summarizes all the 38 cases studied. The resulting temperature transient of bounding cases are plotted and attached, see table 2. In general, conduits have only one temperature, on each Figure. However, figures for concrete walls give 5 temperature plots representing the locntions at the surf ace of concrete,1/8",1", 2" and 6" from the surface of the concrete.
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(, 4.- References 4
(1) "HEATING 6", a multi-dimensional heat conduction analysis I
with the finite difference formulation" by D.C. Elard, G.E.
Giles, and k'.D. Turner; Oak Ridge Gaseous Diffusion Plant, Oct. 1981.
(2) Comanche Peak Steam Electric Station Final Safety Analysis Report - Section 6.2.1.
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TABLE 1 -
SUMMARY
OF CASES 4 i .~
THICKNESS OF kALL 4
OR NOMINAL l
1 CASES DIA. OF CON. DESCRIPTION J l
] 1 4.5' containment building external wall including 3/8" steel liner (SLBK)
I 2 2.5' Containment building done including 1/2" steel 1
liner (SLBK) 1 3A l' internal concrete wall / ceiling (SLBK) 1 3B 1.5' internal concrete wall / ceiling (SLBK) 3C 2' internal concrete wall / ceiling (SLBK) .
i 3D 2.75' internal concrete wall / ceiling (SLBK) 3E
($ 3' internal concrete wall / ceiling (SLBK)
- 3F 3.5' internal concrete wall / ceiling (SLBK)
. 3G 4' internal concrete wall / ceiling (SLBK) l 3H 4.5' internal concrete wall / ceiling (SLBK) l 31 4.75' internal concrete wall / ceiling (SLBK)
- )
.j 4A 0.75" conduit (SLBK) l 4B 1" conduit (SLBF)
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'. 4C 1.5" conduit (SLBK) t 4D 2" conduit (SLBK) 4E 2.5" conduit (SLBK) t 4F 3" conduit (SLBK) i 4G 4" conduit (SLBK)
- ' 4H 5" conduit (SLBK)
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SUMMARY
OF CASES - continued i
. 'IBICKNESS l OF WALL j OR NOMINAL-CASES DIA. OF CON. DESCRIPTION 5 4.5' containment building external wall including 3/8"
, steel liner (LOCA) 6 2.5' containment building dome including 1/2" steel j liner (LOCA) 7A l' internal concrete wall / ceiling (LOCA) 7B 1.5' internal concrete wall / ceiling (LOCA) 7C 2' internal concrete wall / ceiling (14CA)
- i g"- 7D 2.75' internal con ~ crete wall / ceiling (LOCA)
Y 7E 3' internal concrete wall /cei2.ing (LOCA) 7F 3.5' internal concrete wall / ceiling (LOCA) 7G 4' internal concrete wall / ceiling (LOCA) 7H 4.5' internal concrete wall / ceiling (LOCA) 71 4.75' internal concrete wall / ceiling (LOCA) 8A 0.75" conduit (LOCA) 8B 1" conduit (LOCA) 8C 1.5" conduit (LOCA) 6D 2" conduit (LOCA) 8E 2.5" conduit (LOCA) 8 F ., 3" conduit (14CA) 8G 4" conduit (LOCA)
BH 5" conduit (LOCA) 6
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TABLE 2: LIST OF GRAPHS OF BOUNDING CASES FOR TEMPERATURE l
'DtANSIENT DURING ACCIDENT. (IACA OR MSLB)
I i FIGURE ITEM PAGE s
. 1 Containment Wall A-8 i
, 2 Dome A-9 3A l' Concrete Wall A-10
! 3B Concrete Walls A-11 i
- 1. 5 ' , 2 ' , 2 . 7 6 ' , 3 '
- 3. 5 ' , 4 ', 4.5 ' , 4. 75 '
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e f 4A Conduit Size 3/4" A-12
, 1, 4.B Conduit Size 1" A-13 4C Conduit Size 1.5" A-14
- 4D Conduit Size 2" A-15 4E Conduit Size 2.5" A-16 4F Conduit Size 3" A-17 3 4G Conduit Size 4" A-18 4H conduit Size 5" A-19 CJ
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J , Ebasco Technical Guidelines Project Identification
- l. t Thermal Analysis of .
Seismic Category I Electrical No SAG.CP21 I l IR2 Conduit Systems Rev. 3 I a I i s
} I 1 -4 1
2 l i* APPENDIX B r
! PROCEDURE FOR ACCIDENT TEMPERATURE ANALYSIS lR3 b
1 4
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s , .] .a e f. I I
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i l' 4 1 ~i e l i 6% I i j 1568v i b.
I* 5 APPENDIX B k
! PROCEDURE FOR ACCIDENT TEMPERATURE ANALYSIS ,
l
1.0 INTRODUCTION
1 I A procedure is provided here to account for the accident temperature analysis i for conduits. The approach presented here considers an effective use of an existing data base (Calculation Books No. 81 to 87 and 94 of Unit 2) developed
)f for normal operating temperature (T ) in rder to assess the effects of O '} .
accident tempertures (TA ) of the system.
't l
'{ 2.0 STEPS FOR ACCIDENT TEMPERATURE (T A ) ANALYSIS
, Following are the major steps in performing T A analysis:
i i Step (1) Load-Deflection Curves of Clamps: The load-deflection (L-D) curves for clamp assemblies are provided by
} CCL (Reference 2). These curves need to be stepwise linearized for l 3
the axial-direction (longitudinal) which is the major direction of I interest. l l R1 Generally, the step-wise linear curve should follow closely the actual l test data. However, there are cases when engineering judgement is l necessary and deviation from the L-D curve test data may be required. , l In such cases, a conservative approach is followed. [ 'l ? E i P L h 4 .a B-1 l 1568v i i
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For thermal analysis, when expansion in the longitudinal direction has j no effect on the other directions, it is sufficient to calculate the l nonlinear springs which model the clamps in that direction. Examples l of such cases are surface mounted conduit runs and conduit supported I by cantilever as documented in several calculations provided in Book l No. 81 to 87 of Unit 2. However, if there is a significant coupling l g in any other direction with respect to the longitudinal direction, L l nonlinear spring may be used in that direction also. l 1 i l Step 2 - Nonlinear Foundation Springs, l l j The nonlinear springs which model the clamps generally need to be l combined with the spring stiffnesses of other sources. The combined l equivalent spring is a spring, non-linear in nature, to be used in the l N mathematical model. The concept is discussed below for surface l 1
. nounted conduits (SMC) and cantilever-type support for conduits (CSC). l lR1 j a. Surface-Mounted Conduit (SMC) - This is a special situation where l l
non-linear springs are the same as the L-D curve discussed in l [ . Step 1. l I I s 4 b. Cantilever - Type Supports for Conduits (CSC) - The nonlinear l 4 j spring of a clamp needs to be combined with the spring stiffnesses l l from other sources such as structural tube, base plate, anchorage, l etc. The procedure presented below to combine a nonlinear spring l l with another sp' ring is as follows; l .1 I ii ll Let Kc y, Kc '*** K 2 n be clamp stiffnesses which is step-wise l l l, linearized but its entire effect is nonlinear in nature. Let k i, l lj k2 , k3 ,... kr be the linear stiffnesses from other sources such l
; as structural tube, base plate, etc. l l
l .j Divide the system in "n" parts l I l 1 1 i
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For each part write force equilibrium and deflection compatibility [ equations.
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Solve the equations in terms of stiffnesses and obtain equivalent if stiffness for each part Ky , X 'K
- 2 n 1
j i - Determine the deflection range for each part in which the .? equivalent stiffness is applicable. i f The approach presented above provides a basic concept of equivalent l ') stiffness for nonlinear systems and can be extended as required. The l l approach can use the existing data base developed in calculation book l No. 83 of Unit 2 which should significantly reduce the time in l j determining K y , K2 ' E3 ,.... However, the curves provided in l ] book No. 83 were developed for "CCL" clamp stiffnesses for operating liu j thermal load cases and would need to be extended for the accident l l thermal cases. l i - - I l Step 3 - Analysis l l Modelling for thermal analysis can be of similar complexity as was I done for the T , condition in Unit #2 calculation books No. 81 to l
- 87. Any general purpose computer program having nonlinear capability l would be acceptable. Stardyne-Dynre7 module and Ansys element STIF39 l provides the necessary non linear dynamic capability. Dynre7 inverse l shock spectra analysis shall be used in order to convert response l spectra provided in Unit No. 2 calculation book 59 to the necessary l time history required by the Ansys program. Plot of input and output l response spectra shall be made to compare accuracy of the resulting l l
time history prior to non linear analysis. Duration of time history, l l tsar, should be 10.24 seconds. Non linear transient analysis using l STIF39 element shall be performed by using Ansys code. I s J i B-3 - 1568v
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3.0 REFERENCES
! 1 - Ebasco Specification SAG CP.10, "Design criteria for Seismic
, Category I Electric Conduit System", Comanche Peak Unit No. 1.
I I 2 - CCL Transmittal of Test data load deflection curves for clamps and l I
.1 conduit configurations with letter #CCL-Ebasco-015, dated (R1 I
i June 11, 1986. l k I 1 8 ,, I
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Ebasco Technical Guidelines Project Identification
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Thermal Analysis of
- No. SAG.CP21 Seismic Category I Electrical R2 Conduit Systems )
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, APPENDIX C'
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.i JUNCTION BOX THERMAL ANALYSIS lR3 h'
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-f p t Rev. 2 lR2 APPENDIX C .i i I PROCEDURE FOR JUNCTION BOX THERMAL ANALYSIS ,
! '1.0 METHODOLOGY FOR NORMAL OPERATING TEMPERATURE ?
i l ' A procedure is provided here to account for thermal loads for junction box ( conduit system. 1.1 Establish the critical arrangement of conduits entering a junction box by making stucles as required for maximum thermal loads on anchors of the junction box. 1.2 Establish critical stiffness of conduit supports for maximum thermal loads on anchors of a junction box. 1.3 Obtain Hilti Bolt stiffnesses from Reference 3 as required, as the l bolts are critical for design. IRl
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I (E ': 1.4 Establish finite element models for typical boxes included in S910 package with support stiffness na per Paragraph 2.2 and anchor stiffnesses as required and calculate thermal loads on plates and anchors of junction boxes. 1.5 Summarize results and docum~ent it ani prepare calculation book as per l Reference 1. lR1 l 2.0 METil0DOLOGY FOR ACCIDENT THERMAL ANALYSIS For accident temperature analyzers case by case study shall be made for J Box l anchors with appropriate accident pressure and jet forces as per Reference 2. IR2
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j.. APPENDIX C (Cont'd) lR2 M
3.0 REFERENCES
I i i 1 - Ebasco Specification SAG.CP10, "Design Criteria for Seismic l 3 Category I Electric Conduit System", Comanche Peak SES Unit No. 1. l lR1
- l g 2 - Ebasco Specification SAG.CP17 "Design Criteria for Junction Box l j Qualification". l 3 - Teledyne Engineering Services Anchor Bolt Shear and Tension
!, Stiffness dated May 25, 1986, i l t gr, ~ ~ t 6% 4 i C-2 lR2 1568v l _ _ _ _ _ _ _ _ _ _ _]
iv - i L j Ebasco Technical Guidelines ProjectIdentificationl
-[ -Thermal Analysis of No. SAG.CP21 1 Seismic Catagory 1 Electrical R3 Conduit Systems l R3 l
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.i. PROCEDURE FOR ISOf1ETRIC EVALUATIONS FOR THERMAL LOADS ' R3 L '; l .t: e S w b
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-APPENDIX 0 Procedure for Isonetric Evaluations for Themal. Loads '
1.0 Isometric reviewed ~and passed in accordance with procedure CP-SG-10 '
"Technical Guidelines for Seismic Catagory 1 Electrical Conduit I g Isometric Evaluations" need not be reviewed for thermal loads. ;
2.0 Isometrics which do not pass in accordance with procedure CP-SG-10 shall be reviewed with operating thermal loads. For the review of l y dead load, operating thermal loads and seismic load, spring rates for 3 supports shall be based on capacity of the supports and minimum '
' support frequency requirement as per SAG.CP2, design criteria for ;
.. Seismic Catagory 1 Electrical Conduit Systems. ,
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