ML20246P880
| ML20246P880 | |
| Person / Time | |
|---|---|
| Site: | Browns Ferry  |
| Issue date: | 02/22/1989 |
| From: | Gaines R, Mccall J, Rupert J TENNESSEE VALLEY AUTHORITY |
| To: | |
| Shared Package | |
| ML20236B795 | List: |
| References | |
| BFN-50-C-7302, NUDOCS 8903280342 | |
| Download: ML20246P880 (12) | |
Text
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_Ve TENNESSEE VALLEY AUTHORITY'
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~ DESIGN CRITERIA f
590'89 0222 007 NO._BFN-50-C-7302
__ BROWNS FERRY NUCLEAR PLANT TITLE: _
OPERABILITY CRITERIA FOR EVALUATION OF LOWER DRYWELL ACCESS PLATFORMS I
(SSUE DATE: JULY 19, 1988 UNLON%~.04_g._
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REVISION RO R1 R2 R3 R4 RS i
D ATE 7-19-88 gyg i PREPARED R. H.
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' 7302 GABILITY CRITERIA FOR EVALUATION OF REVISION. LO G ITER DRWELL ACCESS PLATFORMS BFN-50-C-7302 "^
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DESCRIPTION OF REVISION' App ved
. R3 vision to . incorporate DIM BFN-50-C-7302-1, revise Table 3.2.1 R I A
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- i $PERABILITY CRITERIA FOR EVALUATION.
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.iTABLE OF CONTENTS:
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F 1.0 oi INTRODUCTION .........................'............... l' a t
j 1.1.. Description ........._..........................
1.2 Pu rp o s e 1. . . . . . . . . . . . . 1
, , . " -:: '1.3 Scope............~...;.......................... 11
.......................... 1-2.0, DESIGN' SPECIFICATIONS '
.............................. 1 3.0 LOADS AND LOADING COMBINATIONS ..................... 2 3.1 _ Loading' Definitions ...........................
3.2 '\ 2 Loading Combinations and-Allowable Stresses ... \?5
-3 4.0 DESIGN AND ANALYSIS PROCEDURES ..................... 5 5.0
, REFERENCES Y
5 Figure 3.1 Combination'of Dyn'amic' Reactions from '
Attached' Systems ........................ f 6. !
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-TABLES: 1 8 .. '
' Table 3.2.1 ' Loading Combinations'and1 Allowable Stresses
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Table:3.2.2 Loading Combinations For. Uplift' Evaluations 8
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' OPERABILITY CRITERIA FOR EVALUATION OF LOWER DRYWELL ACCESS PLATFORMS BFN-50-C-7302 1.0 INTROD'UCTION 1.1 Description The lower drywell access platforms include two main platforms, one at elevation 584 feet 11 inches, and one at elevation 563 feet 2 inches.
inch loadThe bars.flooring is standard grating, with 1-1/2-inch by 3/16-The grating and support steel extend from the reactor pedestal to the drywell shell at elevation 563 feet 2 inches and from the sacrificial shield wall to the drywell shell at
- elevation 584 feet 11 inches.
The platforms are supported by 24-inch-deep, wide-flange beams radiating from the reactor pedestal and sacrificial shield wall to the drywell shell.
The radial support beams for elevation 584 feet 11 inches are field-welded to header beams in the sacrificial shield wall.
The radial support beams for elevation 563 feet 2 inches are field-bolted pedestal. to embedded plates in the outside face of the reactor All radial beams are supported by beam seats welded to the drywell shell.
Lubrite pads under the radial beams allow drywell shell expansion. Shear bars welded to the bottom flange of the radial beams on both sides of the beam seat prevent lateral movement of the beams. Intermediate grating support beams at 6 feet 6 inches maximum spacing are framed between the radial beams.
Additional support beams are framed between both the radial and grating support beams for equipmer.t. HVAC, cable tray, and piping system attachments. For remainder of drywell platforms, see BFN-50-C-7100. Attachment G.
1.2 Purpose The purpose of these criteria is to establish the requirements for
. operability evaluation of the lower drywell access platforms.
1.3 Scope 1.3.1 The requirements of this document shall apply to the lower platform structural steel inside the drywell at elevation 584 feet 11 inches 5.2.
reference and elevation 563 feet 2 inches as denoted in 2.0 DESICN SPECIFICATIONS For this structural design or evaluation. AISC specifications (reference 5.1) shall be used. '-
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. Op'ERABILITY CRITERIA FOR EVALUATION f OF LOWER DRYWELL ACCESS PLATFORMS l BFN-50-C-7302 )
3.0 -LOADS'AND LOADING COMBINATIONS 3.1 Loading Definitions t 3.1.1 D - Deadload, including attached systems, structural steel, permanent equipment, and e.g., piping, HVAC, a minimum of 40 psf. cable trays, etc., shall be
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3.1.2 L l o - Outage and maintenance loads, including any moveable I occurrence loads equipment duringand other loads which vary with intensity and an outage, i.e., 1 present while the plant is operating. these loads shall not be !
An Lo of 100 psf applied to the loadable open arear shall be evaluated as a baseline outage and maintenance live load for the initial analysis using these criteria.
As concentrated live loads due to outage or maintenance procedures the baseline are case.identified, these loads shall be evaluated against .
If the results of the concentrated loads f exceed the baseline case, '
per these criteria. the concentrated loads must be evaluated !
3.1.3 E - Loads due to effects of OBE on structural steel and permanent floor-mounted equipment. This excludes support loads from i attached piping. HVAC ducts, and cable trays (these loads are i defined in section 3.1.9).
3.1.4 E' - Loads due to effects of DBE on structural steel and permanent floor-mounted equipment. This excludes support loads from attached piping. HVAC ducts, and cable trays (these loads are defined in section 3.1.9).
3.1 5 Y i r - Equivalent static load on the structure generated by the pipe drywell whip reaction from pipe rupture restraints attached to the steel.
v The application of pipe rupture loads only at those locations where mitigation exists is consistent with the baseline approach to pipe rupture design inside the drywell. Only those locations j where GE and/or TVA negotiated pipe rupture mitigation as part of the original design need be considered.
BFN-50-C-7105, section 4.2 for further information.See design criteria, 3.1.6 T o -Thermal ef fects and loads during startup, normal operating, or shutdown condition.
steady-stato conditions, based on the most critical transient or ?
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. OFRRABILITY CRITERIA FOR EVALUATION OF LOWER DRYWELL ACCESS PtATFORMS BFN-50-C-7302 '
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3.1.7 Ta - Thermal loads under thermal conditions generated by the postulated pipe break accident and including To. .
3.1.8 RFE - Restraint of free end displacement loads due to thermal reactions from attached piping systems, based on the most critical thermal condition.*
RFE loads can be subdivided as follows:
3.1.8.1 RFE ul - RFE reactions which contribute to uplift.
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3.1.8.2 RFEs - All other RFE reactions, i.e.,
contribrte to uplift. reactions which do not
- If reduced conservatism is needed, RFE loads may be defined for upset ,
emergency, loading conditions and faulted (DYNB conditions DYNC & DYND). corresponding to the associated dynamic 3.1.9 DYNB, DYNC, and DYND - Dynamic Reaction of attached systems, e.g.,
piping..HVAC, cable trays, etc., due to upset (service level B),
emergency (service level C), and faulted (service level D) dynamic events, respectively.
Note:
Not all attached systems are analyzed for the faulted condition; therefore, some reaction points on the floor steel will only have upset and emergency loading.
( 3.1.9.1 Dynamic Reaction Phasing Dynamic reactions from attached systems are transmitted to the floor steel through rigid restraints and snubbers. Based on the location and orientation of these restraints, different
. assumptions loads. can be made regarding the phasing of these dynamic These assumptions shall be grouped into three general categories as follows and they must be coordinated with the organization responsible for the system dynamic analysis.
Group A - Phasing Known When two or more dynamic restraints act together to restrain a particular motion or mode of vibration of an attached system, in-phase reaction loads can be assumed. For example, reactions resulting from a matched pair of vertical snubbers on a piping system would fall into this group.
Group B - Random Phasing ~.
When a dynamic restraint acts independently to restrain a particular motion or mode of vibration of an attached system, this reaction can be considered randomly phased with other dynamic reactions.
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I OPERABILITY CRITERIA'FOR EVALUATION
'0F LOWER DRYWELL' ACCESS PLATFORMS BFN-50-C-7302 L ht '
Group'C'- Worst Case phasing When two or more dynamic restraints act to restrain a particular s 'r location of an' attached system in more than~one direction, a phasing relationship for these restraints cannot be assume'd.
For example, two snubbers which restrain essentially the same point on a piping system and whose lines of action 'are skewed to each other would fall into this group. j The'results of these t
. reactions.must condition. be summed absolutely to determine an enveloping
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If further justification or additional analysis can show a phasing relationship between group C restraint loads, these.
restraints can be treated as group'A' restraints, .
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'3.1.9.2 Procedure for Determining DYNB, DYNC, and DYND 3.1.9.2.1 As a minimum, the following procedure shall be used .to determine the dynamic reaction load cases.
A. Assign each dynamic reaction to one of the groups defined in section 3.1.9.1. This requires engineering judgment. i
- Justification for:these groupings shall be included as part .l
. , of the analysis calculation in accordance with section 4.0
-of these criteria.
B. Group A reactions shall be arranged into load sets'per the l phasing assumed. Each load set shall be evaluated j separately withstep.
the results of each evaluation constituting )
a dynamic load 1 C. Each group B reaction shall be evaluated separately with the results of each evaluation constituting a dynamic load step. i D. Group C reactions shall be arranged into load sets per their potential for phasing.
shall be evaluated separately. Each reaction in the load set The absolute summation of the results of each reaction in the load set shall- )
constitute a dynamic load step.
E. Combine all dynamic load steps using the square root of the sum of DYND. the squares (SRSS) method to form DYNB, DYNC, or .
-3.1.9.2.2 Figure 3.1 provides a graphic summary of this procedure. i l
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' OPERABILITY GRITERZA'FOR EUALUATION 10F LOWER. DRYWELL ACCESS PLATFORMS BFN-50-C-7302 13.1.10' DYBD'- Larger.of DYNB or.DYND. To determine DYBD, screen eachL DYMB' load step against the corresponding DYND load step. (Note 'j that in some instances no DYND load step exists. In these cases, use the DYNB load step.) 'Combino the' screened load steps using, the SRSS method to form.DYBD.
3.1.11 DYCD - Larger of- DYNC or DYND. Use the procedure outlined in 3.1.10 above substituting DYNC for DYNB.
3.2 Loadinn Combinations and' Allowable Stresses As stated in section 1.1, all radial platform support beams are supported on one end by beam seats welded to the drywell shell'.
Since the beam seats do not have hold down capability, the potential:
for. lifting off the beam seats as well,as the. beam stress must be
' evaluated. Loading combinations and allowable stresses for. stress and uplift evaluations are specified in Table 3.2.1 and' Table 3.2.2.
. .1 4.0 DESIGN AND ANALYSIS PROCEDURES The. design and analysis procedures utilized for the drywell steel structures'shall be in accordance with reference 5.1. ,. l A summary of analysis procedures as well.as justification for assumptions shall be documented in a DNE Calculation package.
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5.0 REFERENCES
i 5.1 American Institute of Steel Construction (AISC), Specification for
. the Design, Fabrication and - Erection of Structural Steel for Buildings, Eighth Edition, 1978.
5.2 .TVA drawings 48N442, 48N443, 48N444, 48N1015-series, 48t11016-series, 4CN1028, and 48N1115 or successor configuration control Document Drawings.
5.3 .TVA,' Civil Desiga Standard, DS-C1.7.1, " General Anchorage Concretc,"
May 1983. f 4
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OPERABILITY CRITERIA FOR EVALUATION OF LOWER DRYWELL ACCESS PLATFORMS
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BFN-50-C-7302 GROUP A Phasinn Known K1+K2 -----------------------g
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Ki = Individual group A reaction Ri = Individual group B reaction Ui = Individual group C reaction Figure 3.1 Combination of Dynamic Reactions from Attached Systems DHE2 - 6859C n_---~ ""~~~ ~' ,_ _, 2.u""'- - ^ " ' ' " ' - " ^ ' _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - ^ ~ ~ ^^-^
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I' 0PERABILITY CRITERIA FOR EVALUATION-OF LOWER DRYWELL ACCESS PLATFORMS ;
BFN-50-C-7302 TABLE 3.2.1 LOADING COMBINATIONS AND ALLOWABLE STRESSES
' Combination-No. Combination -
. Allowable' Stress (l)
A. D+L o I 1.0 S B. D + E + DYNB 1.0 S C.. 'D+L F E + DYNB a
1.0 S D.
D + E + DYNB + To + RFE s 1.5 S E.
'D+Lo + E' + DYNC 1.6 S
. F. ./ D + E' + DYNC + To + RFE s ' 1. 6 ' S C.
D + E' + DYCD + Ye (2) 1.6 S H.
D + DYND + Ta + RFE s.
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D + E + DYBD + Ta '+ RFEs + Yr (2)
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D + E' + DYCD + Ta + RFEs + Yp (2) l'. 6 S Notes:
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(1) design S - For ' structural steel.. S is the all'owable stress based on elastic methods. defined in AISC (reference 5.1). The one-third increase in allowable not permitted.stresses AISC Code (reference 5.1) due to Seismic loadings is !
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In the abore factored load combinations, thermal loads (To and Ta) can be neglected when it can be shown that they are secondary-and self-limiting in nature and where the material is ductile.
1 The requirements of TVA Civil Design Standard (DS-C1.7.1, as applicable (referencesfor anchorages 5.3) shall be applied for evaluation and design of concrete supports.
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(2) only one pipe whip reaction should be considered at any given time; I however, all postulated breaks for which pipe rupture mitigation -
structures exist and are attached to drywell steel must be considered .
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- -OPERABILITY CRITERIA FOR EVALUATION
! - 0F. LOWER DRYWELL' ACCESS PLATFORMS BFN-50-C-7302 n
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' TABLE '3.'2. 2 I
LOADINC COMBINATIONS'FOR UPLIFT EVALUATION (1)
L ,i Combination Static Loading 1
Dynam e'Loadinn A'
.9D + To + RFEul. --
B !
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.9D + To + RFEul DYNB + E.
D
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'E
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'DYND + E'+ Yr C. a
.9D + T. a + RFEul 'i DYND + E' + Yr Note, :
, (1)
In each combination, it must be shown that the magnitude of the beam
. seat reaction.due to static loading is greater ~ than the reaction due to dynamic-loading, unless an adequate tiedown exists or the' magnitude of !
uplift is within acceptable--limits of 0.05. inches. 1 e 3e 4
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