ML16033A403
| ML16033A403 | |
| Person / Time | |
|---|---|
| Site: | River Bend  |
| Issue date: | 01/25/2016 |
| From: | Williamson D Entergy Nuclear Operations |
| To: | John Hughey Japan Lessons-Learned Division |
| References | |
| Download: ML16033A403 (3) | |
Text
1 NRR-PMDAPEm Resource From:
WILLIAMSON, DANNY H <DWILL21@entergy.com>
Sent:
Monday, January 25, 2016 2:10 PM To:
Hughey, John
Subject:
[External_Sender] FLEX building seismic design Attachments:
RBS Storage Building Seismic Design Jan. 2016.pdf John Attached is an updated response to the request for additional information concerning the seismic design of our FLEX buildings. Give me a call if you have any further questions on this topic.
Hearing Identifier:
NRR_PMDA Email Number:
2632 Mail Envelope Properties (AB886B0D6516ED40B856643C503B23FC3417363E)
Subject:
[External_Sender] FLEX building seismic design Sent Date:
1/25/2016 2:09:37 PM Received Date:
1/25/2016 2:09:44 PM From:
WILLIAMSON, DANNY H Created By:
DWILL21@entergy.com Recipients:
"Hughey, John" <John.Hughey@nrc.gov>
Tracking Status: None Post Office:
LITXMETSP002.etrsouth.corp.entergy.com Files Size Date & Time MESSAGE 202 1/25/2016 2:09:44 PM RBS Storage Building Seismic Design Jan. 2016.pdf 53877 Options Priority:
Standard Return Notification:
No Reply Requested:
Yes Sensitivity:
Normal Expiration Date:
Recipients Received:
RBSStorageBuildingSeismicDesign
TheRiverBendStation(RBS)FLEXstoragebuildingsweredesignedviathe2012InternationalBuilding
Code(IBC).IBCinvokesASCE710throughoutthedocument.Theseismicdesigninputspectrawas
obtainedfromASCE710whichisinaccordancewithNEI1206Section5.3.1.1.b.ASCE710providesa
spectrawithlowerspectralaccelerationsthantheRBSsafeshutdownearthquake(SSE).Regardingthe
abilityofthestructuretoresistplantSSEaccelerations,theASCE710basedseismicreactionsobtained
fromtheFLEXstoragebuildingvendorwereincreasedaccordingly.Inordertodeterminethe
acceptabilityoftheexistingdesigntothehigheraccelerations,thesehigherseismicreactionswerethen
comparedtothewindreactions.
Thedesigninputwindspeedof165mphsignificantlyexceedstheASCE710requirements.Athorough
reviewofthedesigndeterminedthatthereactionsfromtheexcesswindspeedgovernoverSSEloading.
Theexistingdesignisthereforeacceptable.
Thetablebelowsummarizesthegoverningdesignelement(Braces)ratiosbetweenwindandSSE
reactions.NotethattheindividualbuildingframesandendwallmembersalsohavemarginoverSSE
reactionsbeyondwhatisshownbelow.
Table1:WindandSeismicSSEComparisonforGoverningDesignElement
Wind Reactions (kip)
SSE Reactions (kip)
Wind capacity over SSE forces (Wind reaction/SSE reaction)
Horiz.
Vert.
Horiz.
Vert.
Horiz.
Vert.
RBS North 12.9 8.8 4.9 3.3 2.6 2.7 RBS South 12.9 9.1 5.6 4.0 2.3 2.3
InordertoaccountforvaryingsoilconditionsbetweentheFLEXbuildingsitesandtheplant(wherethe
local soil profile was used to determine design accelerations), the largest Site Coefficient Fa in Table
11.41ofASCE710forsiteclassDisconservativelycomparedtothemarginnotedinthetableabove.
NotethatthecoefficientFahasadirectandlineareffectonbaseshear(V).Therefore,magnifyingthe
SSEforcesbyFawilldirectlyaccountforpotentiallyvaryingsoilpropertiesthroughASCE7sClassD,the
mostcriticalClassusedforFLEXbuildingdesign.Sincethesmallestmarginabove(2.3)isgreaterthan
1.6, the building designs are acceptable for SSE accelerations conservatively magnified by local soil
conditions.
ThespacingaroundtheequipmentinsideoftheFLEXstoragebuildingswasdeterminedbasedonsliding
androckingdistancesduringaseismiceventalsousingtheASCE710seismicspectra.Theslidingand
rockingresultsfortheequipmentinsidetheFLEXstoragebuildingsatRBSutilizingtheseismicprovisions
ofASCE710arecomparedtotheSSEseismicaccelerations.Theminimumseparationdistancebetween
equipmentspecifiedutilizingtheASCE710seismicloadsof13isinsufficienttoboundtheSSEloads
forslidingandrockingandneedstobeincreasedto16.TheminimumseparationnoteontheFLEX
equipmentlayoutdrawingshasbeenupdated.Theequipmentwaslaidoutwithatleast24inchesof
clearancesonophysicalchangesarerequired.
1 NRR-PMDAPEm Resource From:
WILLIAMSON, DANNY H <DWILL21@entergy.com>
Sent:
Monday, January 25, 2016 2:10 PM To:
Hughey, John
Subject:
[External_Sender] FLEX building seismic design Attachments:
RBS Storage Building Seismic Design Jan. 2016.pdf John Attached is an updated response to the request for additional information concerning the seismic design of our FLEX buildings. Give me a call if you have any further questions on this topic.
Hearing Identifier:
NRR_PMDA Email Number:
2632 Mail Envelope Properties (AB886B0D6516ED40B856643C503B23FC3417363E)
Subject:
[External_Sender] FLEX building seismic design Sent Date:
1/25/2016 2:09:37 PM Received Date:
1/25/2016 2:09:44 PM From:
WILLIAMSON, DANNY H Created By:
DWILL21@entergy.com Recipients:
"Hughey, John" <John.Hughey@nrc.gov>
Tracking Status: None Post Office:
LITXMETSP002.etrsouth.corp.entergy.com Files Size Date & Time MESSAGE 202 1/25/2016 2:09:44 PM RBS Storage Building Seismic Design Jan. 2016.pdf 53877 Options Priority:
Standard Return Notification:
No Reply Requested:
Yes Sensitivity:
Normal Expiration Date:
Recipients Received:
RBSStorageBuildingSeismicDesign
TheRiverBendStation(RBS)FLEXstoragebuildingsweredesignedviathe2012InternationalBuilding
Code(IBC).IBCinvokesASCE710throughoutthedocument.Theseismicdesigninputspectrawas
obtainedfromASCE710whichisinaccordancewithNEI1206Section5.3.1.1.b.ASCE710providesa
spectrawithlowerspectralaccelerationsthantheRBSsafeshutdownearthquake(SSE).Regardingthe
abilityofthestructuretoresistplantSSEaccelerations,theASCE710basedseismicreactionsobtained
fromtheFLEXstoragebuildingvendorwereincreasedaccordingly.Inordertodeterminethe
acceptabilityoftheexistingdesigntothehigheraccelerations,thesehigherseismicreactionswerethen
comparedtothewindreactions.
Thedesigninputwindspeedof165mphsignificantlyexceedstheASCE710requirements.Athorough
reviewofthedesigndeterminedthatthereactionsfromtheexcesswindspeedgovernoverSSEloading.
Theexistingdesignisthereforeacceptable.
Thetablebelowsummarizesthegoverningdesignelement(Braces)ratiosbetweenwindandSSE
reactions.NotethattheindividualbuildingframesandendwallmembersalsohavemarginoverSSE
reactionsbeyondwhatisshownbelow.
Table1:WindandSeismicSSEComparisonforGoverningDesignElement
Wind Reactions (kip)
SSE Reactions (kip)
Wind capacity over SSE forces (Wind reaction/SSE reaction)
Horiz.
Vert.
Horiz.
Vert.
Horiz.
Vert.
RBS North 12.9 8.8 4.9 3.3 2.6 2.7 RBS South 12.9 9.1 5.6 4.0 2.3 2.3
InordertoaccountforvaryingsoilconditionsbetweentheFLEXbuildingsitesandtheplant(wherethe
local soil profile was used to determine design accelerations), the largest Site Coefficient Fa in Table
11.41ofASCE710forsiteclassDisconservativelycomparedtothemarginnotedinthetableabove.
NotethatthecoefficientFahasadirectandlineareffectonbaseshear(V).Therefore,magnifyingthe
SSEforcesbyFawilldirectlyaccountforpotentiallyvaryingsoilpropertiesthroughASCE7sClassD,the
mostcriticalClassusedforFLEXbuildingdesign.Sincethesmallestmarginabove(2.3)isgreaterthan
1.6, the building designs are acceptable for SSE accelerations conservatively magnified by local soil
conditions.
ThespacingaroundtheequipmentinsideoftheFLEXstoragebuildingswasdeterminedbasedonsliding
androckingdistancesduringaseismiceventalsousingtheASCE710seismicspectra.Theslidingand
rockingresultsfortheequipmentinsidetheFLEXstoragebuildingsatRBSutilizingtheseismicprovisions
ofASCE710arecomparedtotheSSEseismicaccelerations.Theminimumseparationdistancebetween
equipmentspecifiedutilizingtheASCE710seismicloadsof13isinsufficienttoboundtheSSEloads
forslidingandrockingandneedstobeincreasedto16.TheminimumseparationnoteontheFLEX
equipmentlayoutdrawingshasbeenupdated.Theequipmentwaslaidoutwithatleast24inchesof
clearancesonophysicalchangesarerequired.