ML20236A039
| ML20236A039 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 01/27/1987 |
| From: | Funk R, Clay Johnson TENNESSEE VALLEY AUTHORITY |
| To: | |
| Shared Package | |
| ML20235Z781 | List: |
| References | |
| SCG1S81X2, NUDOCS 8707270416 | |
| Download: ML20236A039 (142) | |
Text
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I V A 1cG91 (DNE G 0GI DNE CALCULATIONS 4
itTLE Thermal EvaluntJon of Structures Identified PLANT / UNIT
$w"-
to flesolve SCRSONCEB86103 SON /l & 2 l
g, enEPAnlNG ORGANIZATION KEY NOUNS (Consult RIMS DESCRIPTORS LIST) h 7
CED/ Civil-Struc CP thermal. environment. SCR Na ' OnANCH/ PROJECT IDENTIFIERS Each time these celeulations are it4Wed, propere to that the originst IRO) RIMS access 6cn number is filled in.
S0GIS 81X 2 ff n.v uor RiuS ussi RiuS.cc ion nume.,
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AFPLICADLE DESIGN DOCUMENT (S)
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l SCRSQNCEB86103 AISC Specification n
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SAR SECTION(S)
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g Revision 0 Hi H2 R3 Safety related?
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No O ECH No. for indecate Not Appiscablel NA Statement f Problem
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Prepar To perform a thermal evaluation l
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of structures identified to resolve
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SCRSQNCEB86103 and to identify i
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/Of f the structures i.hich may have to 3
be modified prior to restart.
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l DateI 27 87 List all psDis addedlJJesb7.
(' g) by this revision. @g List all pag:s deleted
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by this revision.
M List ett p:g:s chanced by this revision.
Abstrcct These calculations contain an unverified assumption (s) that must be verified later.
Yes @
No O A thermal evaluation tras performed on each identified structure. Recommendations concerning each structure evaluated may be found herein. This calculation package doen contain unverfied assumptions which will be verified '.,, 00:;0I at a later date.
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If C G 1S 81 X 2
- 4 REVISION LOG Thermal Evaluation of Strue:ures Identified to Resolve Tsfle :
'5CR5UNC5B86103
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'"YAH NUCLEAR PLANT UNIT 2
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??ORM THERMAL EVALUATION Prep.
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SHEET NO.
Purpose, Scope ---------------------------------------
2 References, Frocedure - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
3 Recommendaticr.s --------------------------------------
5 Memo defining scope 16 THERMAL EVALUATION, GROUP 1 STRUCTURES a
48N709, 48N707 series 48N708 series, 48N1382 ------------------------------
22 4 8 N 12 12 - - - - - -- - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
37 48V1256-1 -------- ----------------------------------
40 48N1352-1 -------------------------------------------
43 48N705 ----------------------------------------------
46 48N902 ----------------------------------------------
49 48N905 ----------- ----------------------------------
60 48N937-1 --------------------------------------------
65 48N968 ----------------------------------------------
86 x' d ' ~ -
I. 48N928 ----------------------------------------------
97 rR 48N423, 48N424, & 48N428 ----------------------------
101 4
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THERMAL EVALUATION, GROUP 2 STRUCTURES 9
48N1233-3 -------------------------------------------
105 1 48N1249 ---------------------------^-----------------
107 1
48N1378 --------------------------------------- -----
110 t
48N1379 --------------------------------------- -----
113
!'48N1233-1 -------------------------------------------
118 48N1211, 48N1213, & 48N1214 -------------------------
122 48N1215 ---------------------------------------------
127
[ 48W968-2, 48V990-1, 48N933 48N900 & 48N901 ------------------------------------
130
.i-Reference Information ------------------------------
137
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SCGIS81X2 SEQUOYAH NUCLEAR PLANT DESIGNdht DATE (-2%-8')
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TABLE OF CONTENTS TO COMPLY WITH NEP 3.1 Thermal Evaluation PAGE NOS.
- 1. PURPOSE
'2.
- 2. ASSUMPTIONS
[6 TEE TE-wT) id/A
- 3. SOURCES OF DESIGN INPUT INFORMATION PREFERENCES) 3
. 4. DESIGN INPUT DATA:
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W.S ' DOCUMENTATION OF ASSUMPTIONS CINCLUDING
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4 SPECIFIC IDENTIFICATION OF THOSE THAT REQUIRE LATER VERIFICATION) 1 #2.
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SUMMARY
OF RESULTS
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S. CONCLUSIONS
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1 fr GEQUOYAH UUCLEAR PLANT UNIT 2
. SCGIS 81X2
- 1 PLATFORM THERMAL EVALUATION Prep.ff_Date/$
[
Check X[N Date $~{4'87 SHEET E OF $3Y PURPOSE:_
To perform a thermal evaluation of structures identified to resolve SCRSQNCEB66103 and to identify the structures which may have to be modified prior to restart.
SCOPE:
Some miscellaneous and structural steel structures were designed and installed without proper consideration of thermal load. The requirement to consider thernal load is specified by design criteria SQN-DC-V-1.3.3.1.
This criteria is applicable to additions after Nov.
14, 1979 and to certain reviews and evaluations.
A drawing review and a walkdown has been performed by design engineers who are familiar with thermal evaluations. The purpose of this review and walkdown was to identify all structural and miscellaneous steel structures which appear to be thermally restrained to the point that the resulting thermal growth might damage itself or adjacient structures.
The structures identified for evaluation are listed on sheets 16 thrcugh
- 21. This calculation volume documments the thermal evaluation performed on those structures.
r -
The primary function of this evaluation is to determine if the structure is ductile and the stresses are secondary and self-limiting.
For those structures which are shown to meet this criteria, the thermal load may be ignored and no further action is required. Those structures which do not meet this criteria, and would be damaged by the combined loads, will 7, have to be modified to allow thermal growth in key members. Modification
"'for thermal loads must be compstable with seismic integrity of the structure.
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1 17 SEQUOYAH NUCLEAR PLANT UNIT 2
, SCGIS 81 X 2
- s ' PLATFORM THERMAL EVALUATION Prep.[I Date /-/[-8//'
Check Date 144-87 SHEET 3
__OF_./ N
REFERENCES:
L-1.
Informal memorandum from Steve Taylor to Ray Funk, dated January 6, 1987. (see sheets 16 through 21).
(No RIMS' number)
- 2. General Design Criteria No. SQN-DC-V-1.3.3.1, Rev. 5 Sequoyah
. Nuclear Plant, " Additions after November 14, 1979-Reinforced Concrete. Structural, and Miscellaneous Steel."
(Copy included).
u
- 3. Proposed Appendix A.
to SQN-DC-V-1.3.3.1, " Ductile and Self-Limiting Structures, Accident Thermal Effects ".
(Preliminary copy included).
- 4. QIR NEB 86007, " Peak Steel Support Temperatures in the
. Dead-Ended Compartments" (B45 860113276).
(Copy included).
.5. Design drawings, 47E 235, sheets 42 through 92, Environmental Data, Auxiliary and Reactor Buildings.
.,, --~
- 26. AISC Specification for the Design, Fabrication & Erection 3
of Structural Steel for Buildings.
3:
JPROCEDURE:
l 1 ~. Obtain prints of all drawings showing structures requiring a thermal evaluation. For list, see sheets 16 through 21.
p (2. Determine, based on the location of the structure, the required thermal load. Design criteria SQN-DC-V-1.3.3.1, Section 14.0, states that the ambient erection temperature
(
is 62 degrees F..
For Reactor Building structures, the harsh environment temperature is given in QIR NEB 86007 (Reference 4) and is 278 deg.
F..
Therefore, all structures I(
.in the Reactor Building will be_ evaluated for a design F-temperature gradient of 216 deg.
F.. For_ Auxiliary Building structures (except the valve rooms), the harsh environment k
temperature is given in the environmental data drawings y
(Reference 5) and is a maximum of 220 deg.
F..
y In many locations, this temperature is 144 deg.
F..
k In general, all structures in the Auxiliary Building will be evaluated for a. design temperature gradient of 158 deg.
F..
T When a recommendation is made concerning an Auxiliary
(
Building structure, it is to be noted in the evaluation
/
summary that the harsh temperature should be verified by g
site personnel. In the east and west valve rooms, the i!;
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'QEQUOYAH NUCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep./ [ [ Date / d _'
Check td Q Date /-/4-87 SHEET 4 OF_[37 harsh environmental data drawings show a harsh environmental temperature of 535 deg.
F.
The design temperature gradient is therefore 473 deg. F.; however, the harsh temperature ic on HOLD and is therefore an unverified assumption. This fact is to be ncted in any recommendations covering valve room structures.
- 3. Review the drawing showing the structure in question and determine if preparation of supporting calculations is required. Engineering j udgment may be used in evaluating a structure; however, adequate technical justification must be provided when it is used. All calculations and engineering judgments should conform to the requirements of NEP-3.1.
4.
Provide a written summary for each structure evaluated.
I Note in the summary the presence of any unverified assumptions.
5.
Provide a separate listing of all recommendations.
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SEQUOYAH NUCLEAR PLANT UNIT 2 8 cns 81 X 2.
A.PLArronxprxEnxAL EVALUATION Prep.
Date /*/I*87 Che k % Date Idd-b SHEET.8 OP/FI
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Dwg.;No.48N707-series Platform SECTION B20-B20>
El. 737-11'1/4*
4 48N709 R11 48N1382 R11 El. 749-11 1/2.* 738-0 3/4
-y 1
}L RECOMMENDATIONS:
- 1. Have Westinghouse establish:the final harsh environment temperatures.
- 2. Establish the final texpperature rise expected in the steel.
- 3. Close out CAQ SQNNEB8402 'with the decision of.how;to handle the structures with respectito temperature.
T
- 4. If the option to accept yielding and cracking is used:
Show final calculations that all the structures are a.
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- b. Insure that the concrete cracking does not expand the D
limits of the harsh environment.
3 5.
If cracking is not acceptable.
Remove grout from behind bearing plates to provide
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sufficient expansion, e6
- b. Trim 24 VP beams and extend slots to provide > expansion.
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SEQUOYAH NUCLEAR PLANT UNIT 2 SCGiS 81X2 4 ptArrDax THERXAL EVALUATION Prep.
Date /*/d' M Check % Date (- 14-M SHEET h OF l7/
4 Dwg. No. 48N1212 R12 Access Platigrps E1.690.0.703.0.
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RECOMMENDATIONS:
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i At the time the thernal evaluation of the platform at El.
703'-0" wasd performed, exact information concerning the end connections for the 14Bd l
22's was unavailable. Section B-B indicates that several options are]
available.
It is recommended that slotted connection angles be provided]
at one end of these beams if they are not already provided.
Any slots,1 whether existing or not, should be of adequate length'to allow expansion 1 Auxiliaryj for the design temperature gradient at this location in the Building.
Whether or not CONST. re-work is required in this instance 3 d
depends upon resolution of the unknowns and an unverified assumntion, l '
There are no additional recommendations concerning the platforms on thish i
drawing.
i I
Dwg. No. 48V1256-1 R3 Framing El. 690.0 3
RECOMMENDATION:
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f None. All framing is adequate, v
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Dwg. No. 48N1352-1 RO Framing El. 682.0 1
RECOMMENDATION:
Before any correction work is performed on beam 1,
CONST should!
determine what the harsh environment temperature is for the Auxiliaryj framing.
If the assumed harsh Building in the vicinity of this and the correct design temperature!
environment temperature is incorrect, gradient is 119 deg. F. or less, then no corective action is required.l If the design temperature gradient is greater than 119'deg.
F., then the, connection angles or the web of beam 1
(see Section A-A) should be' slotted.
If this connection is slotted, then CONST should insure that' Whether or not CONST.i the gap between beam 1 and beam 2 is suf ficient.
required in this instance depends upon the resolution of an re-work is 1
unverified assumption.
There are no additional recommendations concerning this framing.
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- THERXAL< EVALUATION' gs Prep.
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- k Check k Date Mi-$T SHEET 7 OF $7 d
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a Dwg'. No. 48N705 R4 Shield Box El. 629.25
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RECOMMENDATION:
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L None. The framing supporting the shield box is adequate.
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'f Dwg No. 48N902 R16 Platform El. 707.88
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[j RECOMMENDATION:
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- 1. Provide expansion in the 14 VF f raming into the west faceofthej
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l concrete column at Az. 88 degrees.
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- 2. Provide expansion at the end of the 10 channel at Az. 76.18 degrees and the 12 B at Az. 86 and 95 degre'es.
Provide expansion at the walls at the end of the 8 channel and j
[
3.
h the 8 VF's near Az. 54 and 106 degrees. Also the 14 VF 30
-j at the wall at Az. 106 degrees needs to beiprovided with
{
[14 expansion.
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Provide expansion for the 8 VF's f raming into the 10 channel at 4.
{'
Az. 76.18 degrees.
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Check how the grating is fastened to the 14 VF's to insure that there is!
4-i-
a niminum of three feet between each load bar welded.to the beams. Veldd f'
no load tars to the beams within three feet of a concrete column.
Thisj will prevent too much load transferring from the grating. It would better!
shearj T
to let the grating bow slightly under thermal load than to cause o
problems on the face of the concrete columns.
Y Check all existing slots to insure proper expansion;is provided.
C I
fred as a result!
Re-evaluation of the platform for all loads will be:re<
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the connections.
of revision of t
CEB centralj The re-analysis & modification dwgs will require-review by 0
staff.
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!r SEQUOYAH NUCLEAR PLANT UNIT 2 SCGIS 81 X 2 PLATPORM THERMAL EVALUATION Prep.fk_ Date /-//_-k7 Check 86[
Date I-l4-87_.
SHEET 8 OF_ l37 Dwg No. 48N902 R16 Platform El. 713.13
==
Description:==
These platforms are drive assy & 5 path transfer support platforms at elevation 713.13 lo:ated between Az.
58 and and Az.
112
- degrees, extending outward from a
radius of 44.5 from the centerline of the reactor building (see attached sketch). The platform is constructed from 8
and 12 inch channel sections with checkered floor plate stitch welded to the top flanges.
Thermal load:
(QIR NEB 86007)
Harsh environment temperature--------- 278 deg.
F.
Ambient erection temperature----------
62 Design temp.
gradient-----------------
216 deg.
F.
Evaluation of Platform under Thermal Loading:
Due to the difference in rate of heat transfer the steel structure can
~
be expected to reach the harsh environment temperature while the concrete structure still remains essentially at ambient temperature.
This will produce stress concentrations that can produce localized failure on the concrete columns at Az. 71 and Az. 106 degrees. This is primarily due to the edge condition of the concrete embedm'nt Mark 4
which severely limits the shear toward the edge of the column. This has the potential of reducing the capacity of the concrete column that supports the ice condenser compartment.
The extreme stiff 1 ness of the floor plate and channel combination makes it important to insure that the expansion in the horizontal direction does not lock up and cause localized failure on the concrete columns.
RECOMMENDATION:
Provide for radial expansion away from the centerline of the reactor building between the floor and the concrete columns at Az.
71 and
'Az.
106.
Expansion around the concrete encased 14 inch steel column at Az.
112 should be provided to prevent buildup of stress that could damage the connections framing into the crane wall.
The shear movement in the Mark P13 embedded plates at the crane wall is less than the working range of anchor novement so no modification should be required there.
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4 SEQUOYAH J' CLEAR PLANT UNIT 2 l
PLATFORX THERMAL EVALUATION Prep.((.
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(- l4 -$_7, SHEET k OFjQ Dwg No.aa":-
?25 Platform E1.693-700.875 RECOMME:D/._ _.
Platforms _..m_13 TO Az 132:
Check expansion slots to insure capability for the 216 degree F.
rise in temperature.
Platforms starting at Az. 218 and Az. 310:
Remove 3/4 inch bolts in one end of the 14 VF beams spanning wall to wall. Add slots to provide expansion for a 216 degree F.
temperature rise. Replace with new bolts.
~
Dwg No. 48N937-1 R6 Platform E1.
705'-0" RECOMMENDATION:
Provide one axis of freedom normal to the concrete column where the 10 VF's frame into the column. Check for excessive lateral load on the connections and change to two axes of horizontal freedom if necessary.
This can be accomplished by adding beam seats under and over the two 10 inch beams that frame into the concrete columns or modify the connection with slotted holes. Cut the connection to the web of the 10 VF steel beams free to provide 1/2 inch of expansion between the ends of the VF's
& the concrete column. Provide expansion along the longitudinal axis of the 12 VF 36 beam to prevent excesive load on the 6" cantilever support.
The connections for the steel members, which are made up of two plates welded to the
- web, will act essentialy as pin connections for the sidesway condition of the f rame, so that stability in the horizontal direction will need to be provided by the two existing rteel columns going through the platform or by additional means.
Re-evaluation of the platform for all loads will be require s a result of revision of the connections.
,i)
The relative position of the slotted holes in the top of the two 10 VF t
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'ggQ1$ 81X2 SEQUCYAH W._.AR PLANT UNIT 2 PLATFOPY M. MAL EVALUATION j
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SHEET lb OF137
[V 112 columns should be measured to insure the travel in the slots is sufficient to handle the expansion due to the increase in temperature.
Additional seats at the ter of the 10 VF 112 columns may be required-to handle the two directions f or seismic horizontal novements.
The re-analysis
& modification dwgs will require review by CEB Central Staff.
Dwg No. 48N937-1 R6 Platform E1.
711'-1"
==
Description:==
This platform is a Miscellaneous Steel Pipe Support Framing platform between Az. 284.5 deg. and Az. 30,4 deg, extending outward from a radius of 44.5 from the centerline of the reactor building (see attached sketch).
The platform is rigidly connected to 12 X 24 inch. concrete columns at az 284.5 and 304 degrees.
There are approximately 400 supports attached to this platform and the El.
705'-1" platform just
.below.
Thermal load:
(QIR NEB 86007)
Harsh environment temperature--------
278 deg.
F.
Ambient erection temperature---------
62 Design temp.
gradient--------
C------
216 deg.
F.
Evaluation of Platform under Thermal Loading:
Due to the difference in rate of heat transfer the steel structure can be expected to reach the harsh environment temperature while the concrete structure still remains essentay at ambient temperature. This
~will produce a
maximum compressive stress in the 10 inch VF beams connected to the concrete columns of approximately 40 kips /sq. in.
This stress would only be limited by flexibility of the concrete column and stability of the steel beams. The 10 VF 33 that connects at a point 6"
from the face of the concrete colurms can only obtain relief from flexibility of the concrete column or shear deflection of the the steel beams. This will cause this member to develop an excessive stress level.
This load situation would jeopardize the structural integrity of the concrete columns and beam connections. This is an unacceptable situation since the concrete columns support the ice condenser compartment the steel structure supports various Category I equipment.
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Frep. M Date /;I~ k,'#
Sck NU( Date I-/4-87 SHEET ll OF_ /37 RECOMMENDATION:
Frovide two axes ci hortr ntal freedom at the connections to the concrete columns.
C r.e r+r.md of accomplishing this freedom would be to add beam seats under a ncd
- .,r the two 10 inch beams that frame into the concrete columns. Cut the c.tnection to the web of the 10 VF steel beams free to provide 1/2 inch ca expansion between the ends of the VF's & the concrete column. This will provide expansion along the longitudinal axis for the 10 VF 33 beam.
The connections for the st+el members, which are made up of two plates welded to the
- web, will act essentialy as pin connections for the sidesway condition of the frame, so that stability in the horizontal direction will need to be provided by the two existing steel columns going through the platform or by additional means.
Re-evaluation of the platform for all loads will be required as a result of revision of the connections.
The relative position of the slotted holes in the top of the two'10 VF 112, columns should be measured to insure the travel in the slots is sufficient to handle the expansion due to the increase in temperature.
Additional seats at the top of the 10 VF 112 columns may be required to handle the two directions f or seismic horizontal movements.
The re-analysis
& modification dwgs will require review by CEB Central Staff.
Dwg. No. 48N968 R11 Platforms El. 752.0.760.7
~
RECOMMENDATIONS:
Inspect to see if the 7 inch channel uses connection angles that would be overstressed.
If that is the case slotted connections should be provided, otherwise it would be better to let the member bow sideways for thermal relief.
There is no other recommendation concerning this drawing.
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Chyck k Date I-ld d{
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Platform Det. D El. 733.63 Dwg No. 48N928 R10 i
i RECOMMENDATION:
I' The minor limited buckling >would be acceptable. No localized concrete failure will occur. No modification is required.
l Verify that the end detail is' the same as shown in section J-J.
If connection angles were used..then slots for the temperature rise will be required.
Dwg. No. 48N423 R3 Lower Steam Generator Supports 48N424 R4 tipper Steam Generator Supports l
48N428 R9 Pressurizer Supports
SUMMARY
The thermal evaluation of the equipment support framing shown on these
)
drawings has been performed by Westinghouse and indications are that the framing will be adequate for-;the design temperature gradient (as per Steve Taylor).
TVA will need to obtain this documentation from.
Westinghouse. Whether or not CONST re-work is required for these supports depends upon the resolution of an Unverified Assumption.
Dwg. No. 48N1233-3 R13 Various H & V Misc. Supports RECOMMENDATION:
None. All supports are adequate.
Dwg. No. 48N1249 R5 Framing El. 734.33 RECOMMENDATIONS:
Before any corrective work is begun on the 16 VF 45 connections, CONST.
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should determine what the harsh environment temperature is for the}
e
. Auxiliary Building in the vicinity of the New Fuel Storage Vault. If the3 b
' assumed harsh environment temperature is incorrect, and the correcty F
- design temperature gradient is 68 deg.
F.
or less, then no corrective?
. action is required. If the design temperature gradient is greater t ha'n#
C8 deg.
F.,
then the connection angles or the web of the 16 VF 45Qs should be slotted. If slots already exist, then CONST should insure tha,tj the gap between the end of the beam and the wall is sufficient. Whether) or not CONST. re-work is required for this framing depends upon th'e7 resolution of an unverified assumption
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There are no recommendations concerning the 6 VF 15.5's.
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-t Dwd. No. 48N1378 R7 Framing El. 749.00 4
D RECOMMENDATIONS:
any corrective work is begun on the 8 VF 31 connection an61es'Et Before the top of the
- column, CONST.
should determine what the harsh.
(}.
environment temperature is for the Auxiliary Building in the vicinity of the room. If the assumed harsh environment temperature is incorrect.:
then no corrective action will be required if the design temperature gradient is 113 deg.
F.
or less. If the design temperature gradient *ia greater than 113 deg.
F.,
then the connection angles at the top of the column should be slotted. If the angles are slotted, then CONST.
shou,1d insure that the gap between the top of the columns,and the ceiling,1s sufficient. Whether or not CONST re-work is required in this instance depends upon the resolution of an Unverified Assunction.
]
There are no recommendations concerning the other framing.
]
j i
j Dwg. No. 48N1379 R6 Franing El. 770.79 & 778.33 li RECOMMENDATIONS:
1 At the time the thermal evaluation of this f raming was perf ormed, exact information concerning the end connections for the bea ms 5 ' -3" east gof the t line was unavailable. The details on sheets 48N1379 and 48N1380'dc not show any slotting for other connections.
It is recommended
.t hat if itlig y
slotting be provided at one end of the 8 VF 48 and the 8 VF 31 M
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.n, off not already provided. Any slots, whether existing or not, should be adequate length for the design temperature gradient at this location inf the Auxiliary Building. Whether or not CONST.
re-work is required ini a
this instance depends upon resolution of the unknowns and an unverifiedi assumption.
thisj{
There are no additional recommendations concerning the framing on drawing.
j n
n Dwg. No. 48N1233-1 RO Coil & Filter Supports El.714.0 RECOMMENDATIONS:
At the time the thermal evaluation of this framing was performed, exact) inf orination concerning the end commection for the C
15 X 33.9 wast g"'
unavailable. Detail A and section X-M on 48N1233-2 shows the presence ofP connection angles. It is recommended that slotted holes be provided at:i
(/f w
one end of this member if they are not already provided. Any slots,i) whether existing or not, should be of adequate length for the designy
(,
\\"
temperature gradient at this location in the Auxiliary Building. Whetherj or not CONST re-work is required in this instance depends uponS resolution of the unknowns and an unverified assumption.
There is no additional recommendation concerning this framing.
-1 Dwg. No. 48N1211 R4 Platform El. 669.0 48N1213 R8 Bl. 695.33, 673.33.
699.75 & Roof 698.5 48N1214 R3 Access Platform El. 692.5 1
g Iis RECOMMENDATION:
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None. All platforms are adequate.
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I, RECOMMENDATION:
y CONST. should determine what the harsh environment temperature is for the Auxiliary Building in"the; vicinity of this platform.1CONST. should verify that the length of the slotted holes provided-is adequate for the corresponding design temperature gradient. CONST. should. insure that the-gap between the end of the beams and the concrete column'is sufficient.1 not CONST re-work is required in this instance depends upon'!
Whether or the resolution of an UNVERIFIED ASSUMPTION.
There are no other recommendations concerning this, framing.
1, n,
Dwg. No. 48V968-2 R3 Platform E1. 766.5
..3.
~!
48V990-1 R7 El. 721.875 48N933 R2 El. 670.75
'\\
48N900 R14 El. 797.04 48N901 R13 El. 783.375 & 755.0 RECOMMENDATION:
None. All platforms are adequate.
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a TO: Ray Funk, WEES1-C-K 3pg.
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FROM: Steve Tay1:r, G-9, SCEP, SNP catm O M w, L-/o-fi?
DATE: January 6, 1997
SUBJECT:
THERMAL EUALUATION OF STRUCTURES IDENTIFIED TO RESOLVE SCRSONCEB95103 The Attached list'of structures designated as Group I structures are these structures having members with obvious thermal restraint.
These structures were identified be DNE-CEB calculation SCG1SSI.
A thermal evaluation of all Group I structures is required prior to restart.
The purpose of this evaluation is to determine if modifications to the structure are required prior to restart Formal documentation of the thermal 8
evaluation is required for each Group I structure and should include specific instructions for each required modification.
The documentation should also conclude whether or not thermal leads may be neglected.
The specified modifications should be limited to the minimum required and must be coordinated as soon as possible with on site personnel because of severe time restraints. SON site will provide feasible working details from field inspections for each required modification.
Concurrence of CEB/ Central Staff recommendations and counter proposals suggested by on J-site engineers (including DNC Modifications Group) is required prior to the scheduled completion date of 1/12/87.
If this date can not be met, please advise as soon as possibic.
The Attached list of Group II structures are structures that have a potentially high degree of internal restraint, but have not been determined to require evaluation prior to restart.
Please concur that these structures do not require thermal evaluation prior to restart.
/
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1 01/06/07 ATTACHMENT - THERMAL EVALUATION OF STEEL STRUCTURES SCRSONCEB85103 3
.........eR0ue I ***********
CREQUIRE THERMAL RESTART EUALUATION)-
5EQuoYAH NUCLEAR PLANT DRAWING NUMBER DRAWING TITLE
/7 QT ASSUMED PRIORITY SLC-IS Vi X2.
s coMre f sw QUnin' '7-
.. ggoup 3 cHrcxrn S N eArt 2-lo -9 7 AUXILIARY BUILDING 98N,70S PLAN EL 737'-11 1/9" MS VALUE RM PC01 &
P002 98N707-1 s.
STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P00,1 FRAMING 48N707-1 STRUCTURAL-STEEL - WEST MAIN STEAM UALUE ROOM P001
-FRAMING w
MBN707-2 STRUCTURAL STEEL - WEST NAIN STEAM UALUE ROOM P001 FRAMING 9BN70N3 STRUCTURAL STEEL - WEST MAIN STEAM VALUE ROOM Pool FRAMING 4BN707-9 STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001,
),
FRAMING 98N707-5 STRUCTURAL STEEL - WEST MAIN STEAM VALUE ROOM P001 i-FRAMING 4BN707-6 STRUCTURAL STEEL - WEST MAIN STEFM UALUE ROOM P001 FRAMING I
' STRUCTURAL STEEL - WEST MAIN STEAM VALUE ROOM P001 FRAMING 98N707-0 STRUCTURAL STEEL - WEST MAIN STEAM UALVE ROOM P001 FRAMING 9BN707-S STRUCTURAL STEEL - WEST MAIN STEAM VALVE ROOM P001 FRAMING 98N707-10 STRUCTURAL STEEL - WEST MAIN STEAM VALUE ROOM P001
- FRAMING 9BN707-11 STRUCTURAL STEEL - WEST f1AIN STEAM VALVE ROOM P001 FRAMING 9BN707 -12 STRUCTURAL STEEL - WEST MAIN STEAM VALUE ROOM P001 FRAMING
,,9BN707-13 STRUCTURAL STEEL - WEST MAIN STEAM val.VE ROOM P001 -
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01/06/37 ATTACHMENT - THERMAL EUALUATION OF STEEL STRUCTURES SCR5GNCEBBS103
.....**** GROUP I************
i CREQUIRE THERMAL RF4( @ lH M d k nY DRAWING' NUMBER DRAWING TITLE SHEtT-b fr._/37 ASSUMED
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PRIORITY COMPWIO nyt,2//o/97
~40N707-19 STRUCTURAL STEEL - g (g g IN STEAM UALUE~ ROOM P001 FRAMING -
, ^^' # -'# ' E 7 _
98N707-15 STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001 FRAMING i
48N707-16 STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001 j
FRAMING 8
1 48N707-17 STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001 '
l FRAMING 48N707-18
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STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001 FRAMING 4BN707-1S STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001 FRAMING 98N707-20 STRUCTURAL STEEL - UEST MAIN STEAM UALUE ROOM 'P0017-FRAMING 7
STRUCTURAL STEEL - WEST NAIN STEAM UALUE ROOM P001.
98N707-21 FRAMING i
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-FRAMING 9BN707-29 STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001 FRAMING
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I 98N707-25 STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM P001 FRAMING i
48N707-26 STRUCTURAL STEEL - WEST MAIN STEAM UALUE ROOM POO1 FRAMING 98N708-1 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM POO2 FRAMING t
48N708-R STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING g
HBN708-3 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING 1
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3 01/06/87 GTTACHMENT - THERMAL EUALUATION OF STEEL STRUCTURES SCRSONCEBBS103
.........GgouR I............
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CREQUIRE THERMAL RgSfaggygg,IMT DRAWING NUMBER DRAWING TITLE sMet7.
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9BN708-7 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 j
FRAMING l
MBN708-8 STRUCTURAL STEEL - EAST NAIN STEAM UALUE ROOM P002 FRAMING 96N708-8 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING i
98N709-10 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM ~P002
~
),
FRAMING 48N709-11 STRUCTURAL STEEL - EAST MAIN STEAM VALUE ROOM P002 FRAMING
,9BN708-12 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING 9BN708-13 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002
- FRAMING 9BN708-19 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING 48N708-15 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING 9BN708-16 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING
- b 9BN708-17 STRUCTURAL STEEL - EAST MAIN STEAM UALUE ROOM P002 FRAMING 48N708-18 STRUCTURAL STEEL - EAST MAIN STEAM VALUE ROOM P002 FRAMING
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ATTACHMENT - THERMAL lAL SCh/DNCELOG107 s
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(R'!OUIRE THERMAL reg,TARi}J..UJ.,L,tjATION)
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'1 "6N602 R16 INSTn P(1 ACCES$ PLATFORMS EL @,3.13 8 EL P001 &
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48NS05 KC..D' PUMP & PRESS REL %F TX ACCESS PLATFORM POO3 &,
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4 s
48NSSB R11
'PRESSURI2ER ENCLUSURE PLATFORMS & LADDERS - - ~P006
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98NS28 FRAMES, GRATING AND,EMB. TARTS EL.733.63 POO7
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1 01/06/87 ATTACHt1ENT - THERIML EUALUATION OF STEEL STRUCTURES SCRSONCES8S103
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CREQUIRE REUIEW CNLY,.NO DOCUMENTATION REQUIRED) 39QUOYAH NUCLEAR Pt. ANT o,....,.,,
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98N1382 MAIN STEAM UALUE ROOM PLATFORMS SH 1 P001 48N1233-3 MISCELLANEOUS STEEL HEAT & UENT MISC.
P002 SUPPORTS-EHEET 3 48N1245 NEW FUEL STORAGE VAULT P003 48N1378 HEPA FILTER ROOM ENCLOSURE EL 74S'-0" P004 48N1379 HEPA FILTER ROOM ENCLOSURE EL 783'-0" SH 1 P005 i
4BN1233-1 HEAT a UENT COIL & FILTER SUPPORTS P006 MBN1'211 ACCESS PLAT. SH3 i
P007 l
5 MBN1213 ACCESS PLATFORMS SH 5 P008 1
48N1214 ACCESS PLATFORMS SH G P005
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48N1215 ACCESS PLATFORMS SH 7 P010 f
8 REACTOR BUILDING 48WS58-2 PRESSURED ENCLOSURE VALUE REMOVAL PLATFORM P001 48N990-1 FIRE PROTECTION - REACTOR COOLANT PUMP P002 I
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PLATFORM 4BN933 RFR SUMP UALUE ROOM ACCESS PLATFORM l
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P003 MSN900 R14 UPPER ICE CONDENSER & POLAR CRANE ACCESS P005 PLATFORMS MBNS01 R13 UPPER ICE CONDENSER & POLAR CRANE ACCESS P006 PLATFORMS SH 2
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1 fr SCG1S 81X2 SEQUOYAH EUCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep. [ [ Date M/J/JZ Check d(('[_ Date _((3 h SHEET._[$ OF (37 Dwg. No.48N70?-neries Platform SECT-ION E20-E20 48N708-series 48N709 R11 El, 737-11 1/4
~
48N1302 R11 Elv-449-11 1/2. 738-0 3/4 DESCR I PT ION:
The access platforms, shown on the drawing are in the East and Vest Valve Rooms, consist of structural beams supporting a
grating floor.
Inferitation concerning the connections and e:<pansion details of the beams at the concrete walls was provided by Construction. fSee sheets 25 through 36). There are steel members that frame from wall to wall. These members are boxed in with 2 inch plate so they have sufficient rigidity to cause punching shear failures in the concrete walls. There was insufficient expansion provided to prevent contact with the
- walls, so options would be 1.) to provide additional expansion room or 2.) accept the punching shear failures and get approval for this method (This is involved in close-out of CAQ SQNNEB8402).
THERMAL LOAD:
(Dwg. 47E235-79 R4)
Harsh environment temperature------------ 535 deg.
F.
t Ambient erection temperature-------------
62 Design temperature gradient-------------- 473 deg.
F.
- This temperature is on HOLD and is therefore an UNVERIFIED ASSUMPTION.
PACKGROUND INFORMATION:
CAQ SQNNEB8402RO sol 860211 920 Engineering Report This report describes the failure analysis conclusions as to how the steel and concrete will withstand the accident. This report is based on the 535 degree P.
temperature and recommends a complete evaluation to insure that the structures are stable and no extension of the harsh environmental boundary occurs. This is needed to close out the SCR and to make a decision as to needed changes if required.
'd 4
___________-.-m-
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SCGIS 81X2 a
sEQUOraH NUCLEAR rtANr UNIT 2 PLATFORM THERMAL EVALUATION Prep. [ M Date / g fff Check _ k Date
(((3 SHEET N OF_ l$9 CEB '840827 000 Memorandum SEQUOYAH (SQN) AND WATTS BAR NUCLEAR PLANTS (VEN) -
DESIGN REVIEW MEETING ON RESULTS OF INVESTIGATION OF MAIN STEAM LINE BREAK <MSLB) - NCRs SQNCEB8401 SQNNEB 8402, VEUNEB8403, AND VBUCEB8401 This meeting in 1984 showes a maximum temperature of 450 deg.
F. for a steel temperature of 325 to 375 deg.
F.
Action item 7.5 was to incorporate the effects of the MSLB temperatures on the structural steel and concrete i
in the resolution to NCR VBNNEB8403 and SQNNEB8402.
The conclusions were the same that plastic hinges would form, cracking of concrete would occur, but the structures would remain stable. This estimate was 85 degrees below the present temperature that is on hold.
EVALUATION OF PLATFORMS UNDER THERMAL LOADING:
Lue to the difference in rate of heat transfer through steel and
- concrete, the steel structure can be expected to reach the harsh envir onmant temperature, while the concrete structure remains essentially at ambient temperature.
EAST & VEST VALVE ROOM-EL 749.96, 739.06 The 24 VF 76 members have slotted holes on one end; however, the field inspection indicates the gap between the end of the steel member and the concrete wall varies from 3/8" to 3/4". The thermal expansion of this beam is approximately 1/8" per. 40 deg.
F.
temperature rise. This would cause first contact to occur with only a 120 deg.
F.
temperature rise.
The maximum temperature rise of 473 deg.
F.
would require slightly dare than 1-1/2 inches. These beams can produce punching shear cracking in the concrete walls.
The 24 VF sections normal to the above beams would cause localized yielding in the beams and connections.
The 12 VF sections at El. 738.0G will cause yielding and cracking with respect to the 33 VF frames.
PIPE BREAK BARRIER SUPPORTS-SECTION B20
/j2 These members made up of column core sections and 2 inch plates have the f
1
' S C G I S 81 X 2 q
?EDUOYAH NUCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep. & Date /*]) Sf Check $__Ql{ Date _jl[3l$j SHEET Sk-OF (39 capacity to cause pun:hing shear cracking in the concrete walls once the 1/2 inch gap is overrun. The cracking should approach 1
inch in the concrete walls if the maximum postulated temperature rise is encountered.
Numerous spots of yielding and cracking could be encountered in the pipe break barrier support steel; however, it would not collapse.
RECOMMENDATIONS 1 1.
Have Westinghouse establish the final harsh environment temperatures.
2.
Establish the final temperature rise expected in the steel.
3.
Close out CAQ SQNNEB6402 with the decision of how to handle the structures with respect to temperature.
4.
If the option to accept yielding and cracking is used:
a.
Show final calculations that all the structures are stable.
b.
Insure that the concrete cracking does not expand the limits of the harsh environment.
5.
If cracking is not acceptable:
a.
Remove grout from behind bearing plates to provide sufficient expansion.
b.
Trim 24 WF beams and extend slots to provide expansion.
1 l
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7007 TELECO.FT.
Oct. 16, 1985
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.muOnu mCLEAR mur umT 2 PLATFORM THERMAL EVALUATION Prep. [M rate /2/[8/ Check k Date B f-87_,
SHEET 37 OF lM Dwg. No.
M " ' ~2 l :
P
U m =s Platforms E1.690.0.703.0.
698.0 & 693.33 DESCRIPTION:
The structurai framing shown on this drawing consicts of wide flange bea ms,
- channels, and angles which support grating floors at different elevations. Connections to concrete surfaces consist of connection j
angles with without slotted
- holes, welded to embedded plates and expansion anchor plates.
THERMAL LOAD:
(Dwg. series 47E235)
Harsh environment temperature --------- 220 deg.
F.
Ambient erection temperature ----------
62 Design temperature gradient 158 deg.
F.
EVALUATION OF PLATFORMS UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel and
- concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essentially 1
at ambient temperature.
For the platform at El.
703"-0",
section B-B implies the possible presence of slotted holes at the end of the 14 3 22 members.
All other framing shown on the drawing should have adequate ductility to accomodate the assumed design temperature gradient.
RECOMMENDATIONS:
At the time the thermal evaluation of the platform at El.
703'-0" was performed, exact information concerning the end connections for the 14 B 22's was unavailable.
Section B-B indicates that several options bre available. It is recommended that slotted connection angles be provided l
at one end of these beams if they are not already provided. Any slots, whether existing or not, should be of adequate length to allow expansion for the design temperature gradient at this location in the Auxiliary Building. Whether or not CONST. re-work is required in this instance depends upon resolution of the unknowns and an unverified assumption.
There are no additional recommendations concerning the platforms on this drawing.
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SCGis 81X2 9
i CEQUOYAH L'UCLEAR PLANT UNIT 2 I
PLATFORM THERMAL EVALUATION Prep. fff Date l-}$-k7 Check Q Date (~[4-81 SHEET AO OF _ l37 Dwg. No. 48V1056-1 "'
Framing El. 6
90.0 DESCRIPTION
The structural framing shown on this drawing consists of angles, channels, wide flanges, and tubes which are welded together to make-up two trusses.
The f raming___is either welded to embedded plates or expansion anchor plates.
inl3 MAL LOAD:
(Drawing series 47E135, sheets 55-58)
Harsh environment temperature------------
130 deg.
F.
Max.
Ambient erection temperature-------------
62 Design temperature gradient--------------
68 deg.
F.
EVALUATION OF FRAMING UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel and
- concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essentially at ambient temperature.
The harsh environment temperature will produce some stresses which will cause localiced distress in some of the members, but because of their light weight and high ductility there will be no structural failures.
Connections to the columns, both welded and bolt anchored, were checked, and they are adequate for the design temperature gradient. The tube steel 3 X 3 X 0.1875 spanning between the columns was
- enecked, and it will not create any problems.
RECOMMENDATION:
None. All framing is adequate.
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- 2 PLATFORM THERMAL EVALUATION l
l> rep. d i te / _/[- M Check 84l Date /-/fg_ SHEET 43 OF 137 Dwg. No. ??.. 6 2-1 RO Franing E1. 682.0 DESCRIPTICL_ The struccm al framing shown on this drawing consists of V 10 X 33 beams which appa r.:ly support a pipe or other equipment. Connections to concrete ut-face consist of connection angles welded to expansion anchor plates. THERMAL LOAD: (Dwg. series 47E235) Harsh environment temperature --------- 220 deg. F. Ambient erection temperature ---------- 62 Design temperature gradient 158 deg. F. EVALUATION OF FRAMING UNDER THERMAL LOADING: Due to the difference in rate of heat transfer througn steel and concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essentially at ambient temperature. For evaluation purposes, the three beams will be identified as follows. Beam 1 is the 16 foot beam spanning east-west. Beam 2 is the 7 foot beam spanning north-south. Beam 3 is the 4 ft. beam spanning east-west. Lengths are approximate. For the assumed design temperature gradient, beam 1 will cause connection problems for beam 2 at the concrete wall. Beam 1 expansion would be 0.0000065 x 158 x 16.13 x 12 = 0.20 inch. Deformation of the anchor bolts which support beam 2 should be limited to 0.75/5 = 0.15 inch. Beam 3, although it is fully restrained between two concrete surfaces, will not damage the concrete because of its short length. Bearing at each end of the beam was checked. RECOMMENDATION: Before any correction work is performed on beam 1, CONST should determine what the harsh environment temperature is for the Auxiliary Building in the vicinity of this framing. If the assumed harsh environment temperature is incorrect, and the correct design temperature gradient is 139 deg. F. or less, then no corective action is required. If the design temperature gradient is greater than 119 deg. F., then the connection angles or the web of beam 1 (see Section A-A) should be slotted. If this connection is slotted, then CONST should insure that the gap between beam 1 and beam 2 is sufficient. Whether or not CONST. re-work is required in this instance depends upon the resolution of an ,,_Qg unverified assumption. / 1 i / v 1 S C G 1c 81X2 i GEQUOYAH nucLgAR PLANT UNIT o FLATFORM THERMAL EVALUATION Prep * [k Date/- /[. 82, ch k - Date J-]QQ SHEET k kopj3 ) ~ ) T12are are no additional - - emendations concerning this f rar ing. c a.- 9 ( 1 I 1 l ,t sagf, 44 e m h-16h S CGIS 81 X2 FOR IMPOREAATION OM + j l " WOOW /WC/ tvf0WVM) / TVCnfed1YJ3 99/ Y U s j .it :9/ ' f y o f0t ~.G _ f. .i afni ,b .ft;/ ^I s T& .'.s o, s =.e =- s ) 9 Lpy y 2 l
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CEQUOYAll !!UCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep. ((ra:e /Y M Check M_ Date 1-14 8 /_
SHEET O OF_ I37 Dwg. No. 4 0 N 7 (_~
R4 Shield Box El. 629.25 DESCRIPTION:
The structur22 ".7a,m,ing shown on this drawing consists of wide flanges, a structural
- tee, and a plate beam seat which supports a shield box made of 4 inch t hich plates (total of 8 inches thick). The framing is welded to embedded plates.
THERMAL LOAD:
(Dwg. series 47E235)
Harsh environment temperature --------- 220 deg.
F.
Ambient erection temperature ---------- _61 Design temperature gradient 156 deg.
F.
EVALUATION OF FRAMING UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel and concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essentially at ambient temperature.
The harsh environment temperature will produce some cases which will cause localized distress in some of the members, but because of their light weight and high ductility there will be no structural failures.
None of the support framing is sufficiently restrained between concrete surfaces to create any problems.
RECOMMENDA. TION:
None. The framing supporting the shield box is adequate.
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_nr?ORM THERMAL EVALUATION Prey, fghaze l-jh ').7 check /](G{Date l~l4-81 SHEET QOF_[39 Dwg No. 48U902 El^
Platform El. 707.88
==
Description:==
These platierre are m_4;sllaneous steel instrument room access platforms at elevation 707 :
Ocated hatween Az. 54 and and Ac. 106 degrees, extending outward fr n radius of 44.5 from the centerline of the reactor building (see strached sketch). The platform is constructed from channel and wide f1:.n;+ rections which frame from the crane wall to concrete and concrete encased steel columns.
Steel grating is tack welded to the top of the floor beams.
Thermal load:
(OIR NEB 86007)
Harsh environment temperature--------- 278 deg.
F.
Ambient erection temperature----------
62 Design temp.
gradient-----------------
216 deg.
F.
Evaluation of Platiorm under Thermal Loading:
Due to the difference in rate of heat transfer the steel structure can be expected to reach the harsh environment temperature while the concrete structure still rema ins essentially at ambient temperature.
This can result in some stresses which will cause localized distress in the structure.
General results of evaluation:
All columns which support the platform ar e too stif f to provide very much relief to the stress buildup due to the increase in temperature.
The embedded plate, Mark 2, on the twelve inch face of each concrete
- column, only has 3
inches of edge distance for shear, so that shear capacity toward the edge is limited. Shear from the 14 VF beams needs to be minimized by using slotted holes at the end or the channel and wide flange sections at Az. 76.18, 86, and 95 degrees.
The two steel columns at Az.
74 and 31 degrees can accomodate the expansion of the 14 VF as long as the connection at the concrete column at Az 88 degrees is slotted.
Slotting the connections of the members at the walls near A: 54 and 106 degrees will provide significant relief for buildup of stress. Slots in
]
the 8 inch VF's framing into the 10 inch channel at Az.
76.18 degrees
)
should bring loads down on the channel to an acceptable level, j
i The 14 wide flange from Az. 54 to 71 degrees already has slotted holes
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SCGIS 81X2 4.2EQUOYAH NUCLEAR PLANT UNIT 2 l
PLATFORM THERMAL EVALUATION Prep. (( Date /= /k* 8f Check ;((% Date _l-/4 d SHEET JO OF__ [37 The expansion due to the 8 inch channels along the crane wall will be less than the worsing limit of the studs in the embedments if slots.are provided in the inch channel in the bay next to the Az. 54 and Az. 106 2
walls.
RECOMME?ID AT I OII 1.
Provide expansion in the 14 VF framing into the west face of the concrete column at Az. 68 degrees.
2.
Provide expansion at the end of the 10 channel at Az. 76.18 degrees and the.12 B at Az. 86 and 95 degrees.
3.
Provide expansion at the walls at the end of the 6 channel and the 8 VF's near Az. 54 and 106 degrees. Also the 14 VF 30 at the wall at Az. 106 degrees needs to be provided with expansion.
4.
Provide expansion f or the 8 VF's traming into the 10 channel at Az. 76.18 degrees, Check how the grating is fastened to the 14 VF ' s t o insure that there is a
minimum ci three teet between each load bar welded to the beams. Veld no load bars to the beams within three feet of a concrete column.
This will prevent too much load transferring from the grating. It would better to let the grating bow slightly under thermal load than to cause shear problems on the face of the concrete columns.
j Check all existing slots to insure proper expansion is provided.
I Re-evaluation of the platform for all loads will be required as a result I
of revision of the connections.
I The re-analysis & modification dwgs will require review by CEB central staff.
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Date I-lQ-8_Q SHEET ELOF_[37.
Dwg No. 48N902 R16 Flatform E1. 713.13
==
Description:==
These platforms are dr ive assy & 5 path transfer support platforms at,
elevatior 713.13 located between Az.
58 and and Az. 112 degrees. l extending outward from a radius of 44.5 from tne centerline of the reactor building (see attached sketch). The platform is constructed from 0 and 10 'nch channel sections with checkered floor plate stitch welded to the top flanges.
Thermal load:
(QIR NEB 86007)
Harsh environment temperature--------- 278 deg.
F.
Ambient erection temperature----------
62 Design temp.
gradient----------------- 216 deg.
F.
Evaluation of Platform under The rma l Loading:
Due to the difference in rate of heat transfer the steel structure can be expected to reach the harsh environment temperature while the concrete structure still remains essentially at ambient temperature.
This will produce stress concentrations that can produce localizect failure on the concrete columns at A.
71 and Ac. 106 degrees.
This in primarily due to the edge condition of the concrete embedment Mark 4 which severely limits the shear toward the edge of the column. This has the potential of reducing the capacity of the concrete column that supports the ice condenser compartment.
The extreme stiffiness of the floor plate and channel combination makes it important to insure that the expansion in the horizontal direction does not, lock up and cause localiced failure on the concrete columns.
RECOMMENDATION:
Provide for radial expansion away from the centerline of the reactor building between the floor and the concrete columns at Az. 71 and Az.
106. Expansion around the concrete encased 14 inch steel column at A2.
112 should be provided to prevent buildup of stress that could damage the connections framing into the crane wall.
The shear movement in the Mark P13 embedded plates at the crane wall is less than the working range of anchor movement so no modification should be required there.
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)
Prep./f[
te /_-/kf;h7 Check dff_ 'o te /-/4-A'l SHEET _ leo OF [37 Dwg No.E__,z
- P Platform El. 693-700.875 Descr t.2 The S.
.C. ? UMP ::e P R E F.7.
REL. Ti ACCESS PLATFORMS are structural steel men ~ -
4.upporting gratir.3 and checkered floor plate platforms from 4.
a Az.
137, Ar..u 13 to A. 235, and Az. 310 to Az. 322. The platforr rting at A2. 43 have slotted holes in the connections.
The platforms 2rting at Ar. 210 and Ar. 310 have steel members spanning between cr rete walls that use 3/4 inch bolt connections without slotted hales (field inspection). These bolts would encounter excessive shear, due c thermal expansion, and need to be slotted.
Thermal 12dr (QIR NEB 20007)
Harsh environment temperature------------- 278 deg.
F.
Ambient erection temperature--------------
62 Design temperature gradient-~~------------
216 deg.
F.
Evaluation of Platform under Thermal Loading:
Due to difference in rate of heat transfer through steel and concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure still remains essentially at ambient temperature, This can result in some stresses which will cause localized distress in the structure.
The platforms from A. 43 to Az. 137 made use of slotted connections for 3/4 inch bolts. In addition, the 14 VF 30's spanning from wall to wall show the use of slotted connections. If the slots have been installed to provide for a temperature rise of 216 degrees F.
the stress buildup should be minimal in these platforms.
The platforms starting at A2. 218 and Az. 310 do not show the connection details for the 14 VF 30's spanning from wall to wall.
A field inspection and telephone report from Steve Taylor indicates the use'of three 3/4 inch bolts with no slots. The tempreature rise would cause shear deflection in excess of the limit of the bolt diameter divided by 5.
While the bolts would not fail until a deflection of approximately 0.5 diameters was
- reached, the capacity of th connection would be degraded. The bolts should be discarded, slots provided in the be a ms,
and new bolts installed. These would slip under accident thermal loading without degrading the capacity of the connection.
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Chac.:- df(N_ Date (~l4'bT SHEET b{ OF $37 RECOMMENDATION:
Platforts Ac. 43 TO Ar 132:
Check expansion slots to i n a. t2 mability for the 216 degree F.
rise in i
temperature.
Platforms starting at Ar. ?lu
._ A r. 310:
Remove 3/4 inch bolts in one end of the 14 VF beams spanning wall to wall. Add slots to provide expansion for a 216 degree F.
temperature rise. Replace with.new bolts.
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' MAL EVALUATION Prep. f f Date } )f-Jjl
' Q Date QfR CHEET 65 OP A T Dwg Nc.
4:. d o ?.7 - 1 E0 Platiorm El.
705'-O" Descri'-
n:
This pl tform is a
_::e..
us Steel Pipe Support Framing platform between A;.
~34.5 deg.
- eg, extending outward from a radius of 44.
from the cr :C __.
Of the reactor building (see attached sketch?
The platform is : _z.;;.
- .annected to 12 X
24 inch.
concrete eclumn2 at at 284.5
_.. d C *..
- agrees.
There are approxima tely 400 suppcrts attached to thic,rla*.:ccm and the El.
711'-1" platform just a bove.
A Thermal load:
(QIR NEB 86007)
Harsh environment temperature--------
278 deg.
F.
Ambient erect i on t e mpera t ure---------
62 Design temp.
gradient---------
216 deg.
F.
Evaluation of Platform under Therns Loading:
Due to the difference in rate af aeat transfer the steel structure can be expected to reach the harrh environment temperature while the concrete structure still remains essentally at ambient temperature. This will produce a maximum compressive stress in the 10 inch VF beams connected to the concrete columns of approximately 40 kips /sq. in. This stress would only be limited by flexibility of the concrete column and stability of the steel beams. The 12 VF 36 at El.
703'-0" that connects at a point 6" from the face of the concrete columns can only obtain relief from flexibility of the concrete column or shear deflection and rotation of the cantilever stub beam. This will cause this member to develop an excessive stress level. This load situation would jeopardize the structural integrity of the concrete columns and beam connections.
While this platform is not quite as rigid as the El.
711'-1" platform just above, it still has quite similar problems. This is an unacceptable situation since the concrete columns support the ice condenser compartment _& the steel structure supports various Category I eouipment, l
RECOMMEND ATION:
{
Provide one axis of freedom normal to the concrete column where the 10 VF's frame into thc column. Check for excessive lateral load on the connections and change to two axes of horizontal freedom if necessary.
{
This can be accomplished by adding beam seats under and over the two 10 I
inch beams that frame into the concrete columns or modify the connection i
/'
with slotted holes. Cut the connection to the web of the 10 VF steel j
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m-SCGIS 81 X 2 JUCLEAR PLANT UUIr 2 THERMAL EVALUATION Prep.[ [ Date, ek dE(_ Date /--/4-1 SHEET 6/s OF 13 7 beams f ree to prc'
_ _. of e:qansion between the ends of the VF's
& the concrete cci
_. expansion along the longitudinal axis of the 12 VF 36 bear
-- - ::ces ive load on the 6" cantilever support.
The connections _
~-..sembers, which are made up of two plates welded to the
-i-act essentialy as pin connections for the
~
sidesway conditic-o
...e me, so that stability in the horizontal direction will mea ur ce provided by the two existing steel columns going through the platIcre er by additional means.
Re-evaluation of the platfara for all loads will be required as a result of revision of the connecti:ns.
The relative position of the slotted holes in the top of the two 10 VF 112 columns should be measured to insure the travel in the slots is sufficient to handle the e::pansion due to the increase in temperature.
Additional seats at the top or the 10 VF 112 columns may be required to handle the two directions for seismic horizontal moverte nts.
The re-analysis
& modification dwgs will require review by CEB Central l
Staff.
l
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la Platz:rm El.
"11'-1" Descrinal-This pla;:r-Miscellaneous Steel Pipe Support Framing platform betw-en des. and Az. 504 deg, extending outward frau a radius of 44.5 centerline of the reactor building (see attached sketch.
_ ; *. t o r n is rigidly connected to 12 X 24 inch. concrete columns a-
-5 and 304 degrees.
There are approximately 400
'm this platform and the El.
705'-1" platform just supports below.
Thermal loac:
(QIR NEB 86007)
Harsh er" ronment temperature--------
278 deg.
F.
Ambient ection temperature---------
62 Design :+ rr.
gradient----------------
216 deg.
F.
Evaluation of Plat f orm under Thermal Loeding:
Due to the di:ference in rate of heat transfer the steel structure can be expected to reach the harsh environment temperature while~the concrete structure still remains essentally at ambient temperature. This will produce a
maximum compressive stress in the 10 inch VF beams connected to the concrete columns of approximately 40 kips /sq. in.
This stress would only be limited by flexibility of the concrete column and stability of the steel beams. The 10 VF 33 that connects at a point 6"
from the face of the concrete columns can only obtain relief from flexibility of the concrete column or shear deflection of the the steel beams. This will cause this member to develop an excessive stress level.
This load situation would jeopardize the structural integrity of the concrete columns and beam connections. This is an unacceptable situation since the concrete columns support the ice condenser compartment A
the steel structure supports various Category I equipment.
RECOMMENDATION:
Provide two axes of horizontal freedom at the connections to
'the concrete columns.
One method of accomplishing this freedom would be to add beam seats under and over the two 10 inch beams that frame into the concrete columns. Cut the connection to the web of the 10 VF steel beams free to provide 1/2 inch of expansion between the ends of the VF's & the concrete column. This will provide expansion along the longitudinal axis for the 10 VF 33 beam.
The connections for the steel members, which are made up of two plates
[g3 welded to the
- web, will act essentialy as pin connections for the t
II
)
\\v/
m.- _ _ _.. _ _ - - - - - - - -
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SCGIS <: X2 tSEQUCi. - 21:.
PLANT UNIT 2 PLATF
- ... " AL EVALUATION Prep. [$,9 Jate /~/[a $J.: hec:. :(Q Date I-14d7_
SHEET [p9 OF I k sidesway condition of the frame, so that stability in the horizontal direction will need to be proviced by the two existing steel columns going through the platform or by additional means.
Re-evaluaticn of the platfern for all loads will be required as a result of revisica of the connections.
The relative position of the s1ctred holes in the top of the two 10 VF 112 columr.s should be measured to insure the travel in the slots is sufficient to handle the expansion due to the increase in temperature.
Additional seats at the top of the 10 WF 112 columns may be required to handle the two directions for seismic horizontal movements.
The re-analysis
& modification dwgs will require review by CEB Central Staff.
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dfgCKEh,N81_. W /'M87 0 -E=4340
' BASED ON 57 X SQUARE ROOT 5800 PSI CONC.
=3456
' BASED ~ON 12 X 24 UNCRACKED SECTION
,=25 S FJp f4 0 Y A H N. P.
=17.5:
B=L-A:
A: P=1 Fl = 0..j =01 gg gg,
1=0,101:
70 PRINT "E="; E;" :3IO_
l'=".;I" IN. (4" 80 LPRINT "E=" ; E: " KSI.
I=";I;" IN.
4" 90 PRINT" A=" ; AT" FTP IP"TF;"" FT.
L=" ; L; " FT."
100 LPRINT " A="; A;". FI B=" ; B; " FT.
L=" ; L ; " FT. "
110 PRINT "X= 17.5 & 11.5 FEET" l./
120 LPRINT "X=
1 ~ v 1175 FEET"
@q
([ gg [qgge SIO?S 130'f>OSUB 1020 - _ _..
Ov4.
140 Bl=Y*K
] Ii160 Al=Y*K j4(S cush_C/'"efck CO /N1 150 X=11,5: GOSUB~10ZO ~
~ ~ ~
^
/
170 A=11.5: B=L-A: GOSUB 1020 g Ib '# b
/cr 2f J "lTh 00100 C1=Y*K
--'~-~
Ni:P 190 X=17.5: GOSUB 1020 _.._..
- k S
200 D1=Y*K 8 94 f f CO
'" h 210 PRINT
~~
dE EN/84 #f [#g #g 220 LPRINT O]
230 P1S=" ##.##### IN/ KIP" r.
240 PRINT "D22=";l PRINT USING Pis; B1 8
Tl b
~
250 LPRIET "D22="; : LPRINT.USING Pl$; B1 260 PRINT "D21="; : PRINT USING Pls; A1 f n.$ a e n /(/ #3 3 /d/'27 P(',f 270 LPRINT "D21="; :LPRINT USING P1s; A1 V
P PRINT"D11="; : PRINT USING Pl$; C1 h/r y[g
~
LPRINT "D11="; : LPRINT USING Pl$; C1 PRINT"D12="; : PRINT USING Pls; D1 LPRINT "D12=";: LPRINT USING Pl$; D1 P1= (Di*El-Bl*F1)/ ( Al*D1-Bl*C1) 330 P2= ( Al*F1-Cl*E1)/ C Al*D1-B1*C1) 340 PRINT 350 LPRINT
-360 PRINT USING "Pl= ####.# KIPS P2= # ##t/. # KIPS";P1,P2 1000 LPRINT USING "Pl=.####.# KIPS P2= ####, # KIPS"; P1; P2 1010 END 1020 REM ----COMPUTE ~ DEFLECTION----
1030 MA=-P*A*B*B/(L*L)
'Left end moment 1035 MA=MA.32*(P*AC2.*B/LI2)*.5
' CARRY OVER 1/2 MB TO MA 104 0 MB=. 6.'3* (-P* A* A*B/ (L*L ) )
'Right end moment *MC/MB 1050 VA= (P*B-MA+MB)/L
'Left reaction 1060 VB=(P*A-MB+MA)/L
'Right reaction 1070 'LPRINT MA,MB,VA,VB 1080 Y1=VA*X*X*X/6
' Deflection due to left react 1090 Y2=MA*X*X/2
' Deflection due to lef t moment 1100 Y3=0
' Deflection due to ext. load 1110 IF X) A THEN Y3=P* (X-A)[ 3/6
'Section to right of load 1120 Y=Yl+Y2-Y3
' Summation of deflection 1130 K=1728/CE*I)
' Correct by E and I 1140 'LPRINT USING" ###.##### " ; Y*K; Y1*K; Y2*K; Y3*K 1150 RETURN
- 4340 KSI.
I= 3456 IN. 4
[ h7. 5 y'
FT.
B= 7.5 FT.
L= 25 FT.
(V 7.5 & 11.5 FEET e
+.,
m_m
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=
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=
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=
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SVAT~ 'l5 OF I37 10 CLS
' COLUMN AZ284 KOM ORACKED = 45 KIP FEET l
24,Pr.4340
'BAEED ON 57 TIMES SQR ROOT 5800 86nTil& fY N W h*l8*h 2
=17.5: B=L-A: X=A: P=1 Sqg [SBl
_ gM E1= 0.101 : -Pl=0.101 70 PRINT
'"E="; E;" KSI.
I="::"
I X.
[4" Q40VAff fl.f.
80 LPRINT "E="; E;" KSI.
I=";!;"
IN.
4" 90 PRINT" A="; A;" FT.
B=";B;" FT L=";L;" FT."
NN N'
100 LPRINT " A="; A;" FT.
E=" ; B; " FT.
L=";L;" FT."
110 PRINT "X= 17. 5 & 11. 5 FEET" 120 LPRINT "X=
- 17. 5 & 11.5 FEET"
.130 GOSUB 1020 140 Bl=Y*K 150 X=11.5: GOSUB 1020 160 Al=Y*K 170 A=11.5: B=L-A: GOSUB 1020 160 C1=Y*K 890 X=17.5: GOSUB 1020 200-D1=Y*K 210' PRINT 220 LPRI "
230 Pls=" ##.##### IN/ KIP" 240 PEINT ".022="; : PRINT USING Pl$; B1 250 LPRINT "D22="; : LPRINT USING Pis; B1 260 PRINT "D21=";: PRINT USING Pl$; Al 270 ~ LPRINT "D21="; : LPRINT USING Pi$; Al PRINT"D11=": : PRINT USING Pl$; C1
~~,.
gLPRINT "D11="; : LPRINT USING Pis; C1 PRINT"D12="; : PRINT USING Pis; D*.
LPRINT "D12="; : LPRINT USING Pis;D1 320 Pl= (Di*E1-Bl*F1)/ (Al*D1-Bl*C1) 330 P2=(Al*F1-Cl*E1)/(Al*D1-Bl*C1) 340 PRINT 350 LPRINT 360 PRINT USING "Pl= ####.# KIPS P2= ####.# KIPS";P1,P2 1000 LPRIar USING "Pl=~####.# KIPS P2= ####.# KIPS";P1;P2 1010 END 1020 REM ----COMPUTE DEFLECTION----
1030 MA=-P*A*B*B/(L*L)
'Left end moment 1040 MB=-P*A*A*B/(L*L)
'Right end moment 2050 VA=(P*B-MA+MB)/L
'Left reaction 1060 VB= (P* A-MB+KA) /L
'Right reaction 1070 'LPRINT MA,MB.VA,VB 1080 Yl=VA*X*X*X/6
' Deflection due to left react 1090 Y2=MA*X*X/2
' Deflection due to lef t moment 1100 Y3=0
' Deflection due to ext. load 1110 IF X) A THEN Y3=P* (X-A)[ 3/6
'Section to right of load 1120 Y=Y1+Y2-Y3
' Summation of deflection
'1130 K=1728/(E*I)
' Correct by E and I
'1140 'LPRINT USING" ###.##### " ; Y*K; Y1*K; Y2*2; Y3*K 1150 RETURN E= 4340 KSI.
I= 3456 IN. 4 7.5 FT.
B= 7.5 PT.
L= 25 FT.
,3 & 11.5 PEET
'i" j g:
,s., d &Qy' s.
9?.
1 9l&
OF (37 SHEET SCG1S 81X2
< :a D22= -0.00556 I L'K I P dCA(fl(7 8 M d M/2'/J*f4 l-
= -O.00569 IN/ KIP
~
1
= -0.00920 IN/EIP
- [ggsf b
NMO
)
)-0.09509 i
II;/ KIP l
0.7 KIPS P2m
_ 9 Kips
=
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/k =:
/9. 9 (/7 c-
_ 7. 8 )
g g je /
7 (p
$ce=Sl[yh E=
=MI
, 3 g g g, y f~
y g
Ye X = 6 C, = 7.s-7A soo = s7tp p 4 :11 e,
=. 410
= 981(3 ss~(o)
I ini) 9gi 47x (i~ & G C(@ % )f
~3 Me.
47
=...., - -
O~ g 9 w # d 4' ' L " 7
=.
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1
!r SCG1S 81X2 44 B e.
..J ID 202290 Ruv. O January 23, 1984 Date = 01/09-Time 14:52:43 SHEET 77 OF (37
=
I 9 File =
PREPAREDg[,f_Date /f9/83;f AZ284.rh.4 CHECKED GG)(_Date (-I$.-t'l APPROVED --
Date -~__
hNOYNb N' Plate Number
=1
~
Mchor type
= COMPRESSION g g, E(/ff, Vidth of Ple.t
- 24 inches Length of Plata = 12 inches Modular Ratio
=7 ANCHOR AF.3A X-ORDI:IATE Y-ORDINATE Number so in inches inches 1
1.56 2.5 2.5 2
1.56 21.5 2.5 3
1.56 2.5 9.5 4
1.56 21.5 9.5 Load Condition Number = 1 Vert Load =-118 kips Location X=
12 inches Y = 6 inches Applied Moment about Y-Y axis = 0 kip feet Applied Moment about X-X axis = 47 kip feet Translated Moment centerline about Y-Y axis = 0 kip feet Translated Moment centerline about X-X axis = 47 kip feet
_c j
T PARTIAL P3 ESSURE CASE 5
\\
J
'~'
Concrete pressure (ksi)
C3=-1.51 C4=-1.51 Concrete pressure force, Cf =-113.54 kips Location in X-direction = 12 inches Location in Y-direction = 9.86 inches Friction shear capacity, Sf = 56.77 kips PRESSURE BULB GEOMETRY 22= 6.44 24= 6.44 25= 24 AMCHOR STRESS GROSS LOAD Number Area (ksi) kips 1
5.02 7.84 2
5.02 7.84 3
-6.45
-10.07 4
-6.45
-10.07 f
=f
,.. :. us...,.w.
...,..m6.::. '
1
- e S C G IS 81 X 2-N 64 M 78 & 137 Load Condition Nu$bir = 2 V
3 ert Load =-65.6 kips Location X= 12 inches Y=6 inches
/ Applied Moment about Y-Y axis = 0.6 kip feet Applied Moment about X-X axis = 47 kip feet t
Tvanslated Moment centerline about Y-Y axis = 8.6 kip feet Translated Moment centerline about X-X axis = 4'r kip feet PARTIAL PRESSURE CASE ggg gg pg/.jp.g C
rete pressure (ksi) ggg gggf g
pppg-C4=-1.71 6EphoYAH N. P.
Concrete pressure force, Cf =-85.64 kips Location in X-direction = 12.68 inches M. 6h8/,,,
Location in Y-direction = 10.47 inches i
Friction shear capacity, Sf = 42,82 kips PRESSURE BULB GEOMETRY Z1= 24 Z2= 5.05 24= 4.24 ANCHOR STRESS GROSS LOAD Number Area (ksi) kips 1
12.27 19.15 2
10.74 16.75
~ ^
~
f s, t
,i 3
-4.32
-6.74
)
4
-5.85
-9.13 3
I a
1
)
l 1
w_.___..
1
- ~. C G iS 81 X 2 sifssT Pl oF I57 10 CLS 20 E=4340
' BASED OU 57 : SQUARE ROOT 5300 PSI CONC.
0 I=3456
' BASED ON 1:2. 24 UNCRACKED SECTION i
7.5: B=L-A: X=A: P=1 doMPM N-
~
E1=0.101: Pl=0.101 g
g~p.[g.g7~
70 PRINT "E="; E;" KSI.
f=";I" C..
[4" 80 LPRINT "E="; E;" KSI.
I=";I;"
IN.
4" 90 PRINT"A=";A;" FT.
B=";B;" P1.
L=" ; L ; " FT. "
SE(40Y4H AI. P..
100 LPRINT "A=";A;"
FT.
B=";E;'
PT.
L = "_ ; L ; "
FT."
110 PRINT "X=
17.5 & 11.5 PEET" b*
120 LPRINT "X=
17.5 & 11.5 FEET" 130 GOSUB 1020 140 Bi=Y*K 150 X=11.5: GOSUB 1020 160 Al=Y*K 170 A=11.5: B=L-A: GOSUB 1020 180 C1=Y*K 190 X=17.5: GOSUB 1020 200 Di=Y*K 210 PRINT 220 LPRINT 230 Pit =" ##.##### IN/ KIP" 240 PRINT "D22="; : PRINT USING Pis; B1 250 LPRINT "D22="; : LPRINT USING P1 t; B1 260 PRINT "D21="; : PRINT USING Pi$; Al 270 LPRINT "D21="; : LPRINT USING Pis; Al 80 PRINT"D11="; : PRINT USING Pl$; C1
~~
10 LPRINT "D11="; : LPRINT USING Pls; C1 0 PRINT"D12="; : PRINT USING Pis; D1 O LPRINT "D12="; : LPRINT USING Pls;D1 j
0 Pl= (D1 *El-B1*F1)/ ( Al*D1-Bl*C1) j 330 P2= ( Al*F1-Cl*E1)/(Al*D1-Bl*C1) 340 PRINT j
l 350 LPRINT 360 PRINT USING "Pl= ####.# KIPS P2= ####.# KIPS";P1,P2 1000 LPRINT HAING "Pl= ####.# KIPS P2' ####.# K IPS" ; P1 ; P2 1010 7 0D 1020 REX -- - COMPUTE DEFLECTION----
1030 MA=-P*A*B*B/CL*L)
'Left end moment
' 1040 MB=-P*A*A*B/ (L*L)
'Right end moment 1050 VA=(P*B-MA+MB)/L
'Left reaction 1060 VB=(Pva-N3+MA>/L
'Right reacti'on 1G70 'LPRIET MA,MB,VA,VB 1080 Y1=VA*Z*X*X/6
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S GIS 81 X 2 1?EQUOYAH NUCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep /[h Date [-/4"8[
Check dd Date l-/4-87 SHEET 10F [37 Dwg. No. 48U968 911 Platforms L1.752.0,7
60.7 DESCRIPTION
The structural framing shown on this drawin5 consists of wide flange beams, channels, and angles which support grating floors at different elevations.
Connections to concrete surfaces consist of unknown details of members welded to' embedded plates.
THERMAL LOAD:
(QIR NEB 86007)
Harsh environment temperature --------- 278 deg.
F.
Ambient erection temperature ----------
62 Design temperature gradient ----------- 216 deg.
F.
EVALUATION OF PLATFORMS UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel aud
- concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essentially at ambient temperature.
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The 7
inch channel spans directly from concrete to concrete so "it will have to get relief from bowing sideways under thermal load.
There.is very low external loads so it should be stable under this condition. The other members will develop localized yielding, but should remain stable.
RECOMMENDATIONS:
Inspect to see if the 7 inch channel uses connection angles that would be overstressed, If that is the case slotted connections should be
- provided, otherwise it would be better to let the manber bow sideways for thermal relief.
1 There is no other recommendation concerning this drawing.
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_?AH NUCLEAR PLANT UNIT 2
.JORM THERMAL EVALUATION f
I
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Prep.
Date /-
Check M Date l-/4-87 SHEET U OF 13 7 j
l I
Dwg No. 48U923 R Platform Det. D El. 733.63 1.
==
Description:==
Detail D
shows n3 platform at Elevation 733'-6",
starting at a radius of 44'-6"
- centerline of the
- reactor, starting at the wall at Az. 245 de! -
The primary support is an 8 VF 17 spanning from the concrete wall
- . crete floor.
This floor presents an edge condition for bear _.7 s-the end of the steel beam.
Thermal load:
- Q:? NEB 86007)
Harsh environment temperature------------ 278 deg.
F.
Ambient erecticn temperature-------------
62 Design temperature gradient--------------
216 deg.
F.
-Evaluation of Platfern 2nder Thermal Loading:
Due to the difference in rate of heat transfer through steel and
- concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure still remains essentially at ambient temperature.
This can result in some stresses which will cause localized distress in the structure.
In a worst case assumption that the bearing plates of the steel beam have good contact with the concrete, a theoretical limit stress of 40.7 ksi, would develop in the steel section. Since the actual yield of the steel is probably above this value, and Euler's buckling is slightly below this value, it is reasonable to assume that the load can approach this limit.
Buckling or yielding in the 8 VF would be minor and self limiting during the accident temperature condition.
The limit bearing load on the edge of the concrete floor would approach 2.81 ksi.
in bearing.
The concrete in the Operating Deck floor slab tested at a minimum of 5900 psi conct ete so the allowable bearing wonld be
- 0. 7 x
0.85 x 5900 = 3.51 ksi. The available load factor of 1.25 is acceptable for a limit load that can never be exceeded.
The unverified assumption has been made in this review that the actual fabrication was made as shown in section J-J.
This detail would allow full build-up of stress to the point of either minor yielding or buckling.
This is such a high load that all other loads are small in comparison. This section is well braced at key points and would not reduce its capacity due to this buckling.
If connection angles were used instead of the detail shown in section J-J, then the connection would be overstressed.
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SEQUOYAH NUCLEAR PLANT UNIT 2 FLATFORM THERMAL EVALUATION Prep./,(7;."' Dat y /- //~87 Check Date l-lf*87 SHEET ih OF [37 RECOMM E':T-A T ! C:.
The nincr 1;.r: nd buckling would be accepteble. No localized conc 1ete failure wi_.
- _ur.
No modification is requir ed.
Verify that th., end detail is the same as shown in section J -- J.
If connecti:n angiar were used, then slots for the temperature rise will be required.
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_.. 'F..'AH NUCLEAR PLANT UNIT 2
'..A I FORM THERMAL EVALUATION I
Prep. [ Dre
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SHEETlol__OFM7._
Dwg. No. 48N42' r'
Lower Steam Generator Supports 4 8 N4 'i, ~. _ _, _ _ _ _,
'Uprier Steam Generator Supports 48N'?._ _ ___ __
Pressurizer Supports m ; r _.~ _- ;_--
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THERMAL LOAD:
,w.:R NEB 86007)
Harsh en"' - me'-
temperature --------- 278 deg.
F.
Ambient ere:ticn temperature ----------
62 Design temperature gradient ----------- 216 deg.
F.
r
SUMMARY
The thermal evaluation of the equipment support framing shown on these drawings has been performed by Westinghouse. and indications are that the framing will be adequate for the design temperature gradient (as per Steve Taylor).
TVA will need to obtain this documentation from Westinghouse. Whether or not CONST re-work is required for these supports depends upon the resolution of an Unverified Assumntion.
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l SCGIS 81X2 4 SEQUOYAH NUCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep.M Date /~/h,[
Check _~[ Q Date l-/M-87 SHEET /d5 OF_[N Dug. No. 48N1233-3 R13 Various H & V Misc. Supports DESCRIPTION:
The structural framing shown on this drawing provides support for various
- tanks, fans, and coolers.
The framing consists of various combinations of angles, channels, and tubes which are welded together.
The supports are either welded to embedded plates or expansion anchor plates.
THERMAL LOAD:
(Dwg. series 47E235)
Harsh environment temperature --------- 220 deg.
F.
Ambient erection temperature ----------
62 Design temperature gradient ----------- 158 deg.
F.
EVALUATION OF FRAMING UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel and
- concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essent_1. ally at ambient temperature.
2"<'
~
None of the support framing is restrained between concrete surfaces. The harsh environment temperature will produce some stresses which will cause localized distress in some of the members, but because of their light weight and high ductility there will be no sturetural failure.
In Detail B, the expansion anchor connection (Section G-G) at the u line wall was checked and it can accomodate the thermal expansion of the TS 4 X 4 X O.375 nearest and parallel to the wall.
RECOMMENDATION:_
None. All supports are adequate.
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1-ir S C G 15 81 X 2 ~~ ~ l SEQUOYAH NUCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep.
Da te /"/[-M Check k Date [-/4-((
SHEET /07 _OF /N Dwg. No. 48N1249 R5
' Framing El. 734.33 DESCRIPTION + Zi The structuril framing shown at El. 734.33 on' this drawing supports _the cover for the new fuel storage vault. The. framing consists of two 16 VF 45's spanning East-Vest and four. rows of 6
VF 15.5's spanning North-South. Connections are made to the concrete walls using
- angles, 3/4 inch bolts through the angles and web, and welding the outstanding angle legs to_an embedded plate.
THERMAL:. LOAD:
(Dwg. series 47E235)
Harsh environment temperature----------- 220 deg.
F.
Ambient erection temperature-----------
_62 Design: temperature gradient-------------
158 deg.
F.
EVALUATION OF FRAMING UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through 1 steel and
~
- concrete, the steel streucture can be expected to reach the harsh environment temperature while the concrete structure remains essentially at ambient temperature.
f.-
For - the 16 VF 45's restrained between the concrete walls, the assumed design temperature gradient will cause the connection bolts to fail. For 3/4
- bolts, deformation would be limited to 0.75/5 = 0.15 inch. Beam expansion would be 0.0000065 x 158 x 28 x 12 = 0.345 inch.
For the 6 VF 15.5's, there is adequate gap space ~ and ductility to accomodate the assumed design temperature gradient.
RECOMMENDATIONS:
Before any corrective work is begun on the 16 VF 45 connections, CONST.
should determine what the harsh environment temperature is for the
- Auxiliary Building in the vicinity of the New Fuel Storage Vault. If the assumed harsh environment temperature is incorrect, and the correct design temperature gradient is 68 deg.
F.
or less, then no correct'1ve action is required. If the design temperature gradient is greater than 68 deg.
F.,
then the connection angles or the web of the 16 VF 45's should be slotted. If slots already exist, then CONST'should insure that the-gap between the end of the beam and the wall is sufficient. Whether or not CONST. re-work is required for this framing depends upon the resolution of an unverified assumption.
,g -
There are no recommendations concerning the 6 VF 15. 5 ' s.
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GEQUOYAH N_UCLEAR FLANT UNIT 2 PLATFORM THERMAL EVALUATION Pre Date/~ M " M Check Date /-/fd SHEET //d OF M Dwg. No. 48N1373 R 7.
Framinz El. 749.00 DESCRIPTION:
~---
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The structural framing shown on this drawing consists of 8
VF 31's,
- channels, and anglgE__which support a filter f rame by others. There is also a grating floor at El. 756.79. Connections are made to concrete surfaces by welding to emoedded plates.
THERMAL LOAD'.
(Drawing series 47E235)
Harsh environment temperature------------ 220 deg.
F.
Ambient erection temperature-------------
62 Design temperature gradient--------------
158 deg.
F.
EVALUATION OF FRAMING UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel and concrete, the steel structure can be expected to reach the
. harsh environment temperature while the concrete structure remains essentially at ambient temperature.
For the 8 VF 31 columns restrained between the concrete floor and ceiling (typical colutn connection),
the assumed design temperature gradient will cause the connection angle wc'ds on the column web to fail.
All other framing should have adequate ductility to accomodate the assumed design temperature gradient.
RECOMMENDATIONS:
Before any corrective work is begun on the 8 VF 31 connection angles at
~
the top of the column.
CONST.
should determine what the harsh environment temperature is for the Auxiliary Building in the vicinity of the room. If the assumed harsh environment temperature is incorrect, then no corrective action will be required if the design temperature
"~
gradient is 113 deg.
F.
or less. If the design temperature gradient is greater than 113 deg.
F.,
then the connection angles at the top of the column should be slotted. If the angles are slotted, then CONST.
should
/
insure that the gap between the top of the columns and the ceiling is sufficient. Whether or not CONST re-work is required in this instance depends upon the resolution of an Unverified Assumption.
There are no recommendations concerning the other framing.
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Dwg. No. 48N1379 P6 Framing El. 770.79 & 778.33 DESCRIPTION:
~,
The structural f raming showr,-on-this drawing consists of wide flange
- beams, channels, and angles which support the enclosure siding. The siding is made up of-S/8 inch thick plate stiffened by 3
x 3
angles.
There is also framing for a
grating floor at El.
770'-9 1/2".
Connections are made to concrete surfaces by welding to embedded plates.
THERMAL LOAD:
(Dwg. series 47E235)
Harsh environment temperature --------- 220 deg.
F.
Ambient erection temperature 62 Design temperature gradient 158 deg.
F.
EVALUATION OF FRAMING UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel and concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essentially at ambient temperature.
At El. 770'-9 1/2", there are two beams at 5'-3" east of the t line, a8 VF 48 and a 6 VF 15.5, which are restrained between concrete walls. At El.
778'-4",
there are also two beams at 5'-3" east of the t line, a
8 VF 31 and a 8 VF 17, which are restrained between concrete walls. The 3/8 inch plate on the top of the enclosure is partially restrained by concrete walls.
Section Q-Q (48N1380) shows a gap between the edge of the plate and the wall. The gap appears to be approx.
3/8 inch
- wide, which is sufficient for expansion due to the design temperature gradient.
All other framing on this drawing should have adequate ductility 'to accomodate the assumed design temperature gradient.
i RECOMMENDATIONS:
f At the time the thermal evaluation of this framing was performed, exact i
information concerning the end connections for the beams 5'-3" east of the t line was unavailable. The details on sheets 48N1379 and 48N1380 do j
not show any slotting for other connections. It is recommended that
}
slotting be provided at one end of the- & VF 48 and the 8 VF 131 if it is I
not already provided. Any slots, whether existing or not, should be of adequate length for the design temperature gradient at this location in
(('}
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the Auxiliary Building.
Whether' or not COEST.- re-work is required in
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SHEET //4-OF /3f _
thic instance depends up. resolution of the unknowns and an unverified assumption.
There are no additional recommendations concerning the framing on this drawing.
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SEQUO7.
NUCLEAR PLANT UNIT 2 l
PLAT.'~ 2 THERMAL EVALUATION Prep.
_ Date /-/<h@ 1:.eck Null _ Date _l-l4-8_7 SHEET llh OF I37 1
Dwg. No. 48N1233-1 RO Coil & Filter Supports E1.7
14.0 DESCRIPTION
}
The structural framing shmt-on this drawing consists of
- channels, structural
- tubes, and ari.es which support H & V coils and filters between Elevations 714'-0" 2.:d 733'-0". Much of the wall is covered with sheet metal.
There is alta a grating floor at El.
721'-3".
Connections are made_
to concrete surfaces by welding to embedded plates and expansion anchored plates.
THERMAL LOAD:
7(D9g--seri'es 47E235)
Harsh environment temperature --------- 220 deg.
F.
Ambient erection temperature ----------
62 Design temperature gradient 158 deg.
F.
EVALUATION OF FRAMING UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through steel and concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essentially at ambient temperature.
In sections A-A, Al-A1, B-B, and B1-B1 there are many light members spanning between concrete surfaces. The harsh environment temperature will produce some cases which will cause localized distress in some of the me mbers, but because of their light weight and high ductility there will be no structural failures. The C 15 x 33.9 which spans east-west between the s and u lines in sections B-B and B1-B1 at elevation 721'-8 1/4" connects to the top of a concrete wall at the s
line.
Connection and wall damage is possible at the end of this member.
RECOMMENDATIONS:
~
At the time the thermal evaluation of this framing was performed, exact information concerning the end connection for the C 15 X 33.9 was unavailable. Detail A and section M-M on 48N1233-2 shows the presence of connection angles.
It is recommended that slotted holes be provided at one end of this member if they are not already provided.
Any
- slots, whether existing or
- not, should be of adequate length for the design temperature gradient at this location in the Auxiliary Building. Whether or not CONST re-work is required in this instance depends upon resolution of the unknowns and an unverified assumption.
There is no additional recommendation concerning this framing.
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SEQUOY!C
!UCLEAR PLANT UNIT 2 PLATFC " THERMAL EVALUATION Prep. fk Date /$'$9f Chach h_ Date {-l4~8?
SHEET lW OF (3'{
Dwg. No. 48N1211 R4 Flatform El. 669.0
)
48N1213 R8 E1. 695.33, 673.33, 699.75 & Roof 698.5 48N1214 R3 Access Platform El. 692.5 1.
DESCRIPTION:
The structural framing shown on these drawings consists of angles, i channels, wide flange, and structural tees which support grating floors.
Connections at concrete surfaces are either welded to embedded plates or expansion anchor plates. Some of the connectio,n angles are provide'd with slotted holes.
THERMAL LOAD:
(Dwg. series 47E235)
Harsh environment temperature --------- 228 deg.
F.
Ambient erection temperature ----------
62 Design temperature gradient 158 deg.
F.
EVALUATION OF PLATFORMS UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through stee'l'and concrete, the steel structure can be expected to reach the harsh
[, s}
environment temperature while the concrete structure remains essentially
\\s_,/
at ambient temperature.
I The harsh environment temperature will produce some stresses which will cause localized distress in some of the members, but because of their light weight and high ductility there will be no structural failures.
None of the platform framing is sufficiently restrained between concrete surfaces to create any problems.
RECOMMENDATION:
None. All platforms are adequate.
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'4SEQUOYAH NUCLEAR PLANT UNIT 2 PLATFORM THERMAL EVALUATION Prep./ M Date b/f-fGf Check h _ Date /-/4-87 SHEET /f Y OF /k_
)
Dwg. No. 48N1215 R8 Platform El. 701.0 & 7
05.0 DESCRIPTION
The structural framing s.h own - on these drawings consist of angles, channels, and wide flanges which support two grating floors at different elevations.
Connections to concrete surfaces consist of connection angles with & without slotted
- holes, welded to embedded plates and expansion anchor plates.
I THERMAL LOAD:
(Dwg. series 47E230)
Harsh environment temperature --------- 220 deg.
F.
Ambient erection temperature ----------
62 Design temperature grad'isnt ----------- 158 deg.
F.
EVALUATION OF PLATFORMS UNDER THERMAL LOADING:
Due to the difference in rate of heat transler through steel and concrete, the steel structure can be expected to reach the harsh environment temperature while the concrete structure remains essent_ially at ambient temperature.
All beams spanning between concrete surf aces have been provided with slotted ccnnection angles at one end. All other framing should have adequate ductility to accomodate the assumed design temperature j
gradient.
l i
RECOMMENDATION:
CONST.
should determine what the harsh environment temperature is for the Auxiliary Building in the vicinity of this platform.
CONST.
should verify that the length of the slotted holes provided is adequate for the corresponding design temperature gradient. CONST. should insure that the gap between the end of the beams and the concrete column is sufficient.
Whether or not CONST re-work is required in this instance depends upon the resolution of an UNVERIFIED ASSUMPTION.
There are no other recommendations concerning this framing.
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L EC G IS 81 X 2 gEQUOYAH :,L'tLEAR PLANT UNIT 2 i
PLATFDEF THERMAL EVALUATION Prep.gg7I-Date /-MM Che n l85[ Date /-/4-87 SHEET (30 OF /37 Dwg. No. 48V968-2 Ra rla+.tcrm El. 766.5 48V990-1 R7 El. 721.875 48N933 R2 El. 670.75 48N900 R14 El. 797.04
(
48N901 R13 El. 783.375 & 755.0 9
j DESCR I PT I ON:
s I
The structural framing shown on these drawings consists of
- angles, l
- channels, wide flange, structural tees, and tubes which support grating f
floers. Connections at concrete surfaces are either welded to embedded j
plates or expansion anchor plates.
k THERMAL LOADL (QIR NEB 86007)
Harsh environment temperature --------- 278 deg.
F.
Ambient erecticn temperature 62 Design temperature gradient ----------- 216 deg.
F.
EVALUATION OF PLATFORMS UNDER THERMAL LOADING:
Due to the difference in rate of heat transfer through stee1~and concrete, the steel er.ructure can be expected to reach the harsh environment temperature while the concrete structure re ma ine essentially at ambient tenparature.
The harsh environment temperature will produce some stresses which will cause localized distress in some of the members, but because of their light weight and high ductility there will be no structural failures.
None of the platform framing is suf ficiently restrained between concrete surfaces to create any problems.
On dwg. 48V968-2, PART PLAN-EL.
766'-6" and section B2-B2, BASE PL's n &
E, the expansion anchor connection was checked and it can accomodate the thermal expansion of the TS 4 X 4 X 0.25 nearest and parallel to the wall.
RECOMMENDATION:
None. All platforms are adequate.
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