ML20094P763
| ML20094P763 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 08/01/1984 |
| From: | CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML19258A087 | List:
|
| References | |
| CON-BX19-053, CON-BX19-53, FOIA-84-96 NUDOCS 8408170377 | |
| Download: ML20094P763 (76) | |
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l AUXILIARY BUILDING UNDERPINNING REVIEW OF CRITICAL AREAS DESCRIPTION STRESSILOAD For For 1 Lower Higher Diff Diff Other Load Capacity of Settlemt Settlemt Combin Section i Slab at El 659' between 3,480K 3,850K 5,900K 6,230K column lines @ and @ 7, 15 o * # N-S walls ' column lines 19.1KSI 24.5KW 42.8KSI 54K8 @ and .8 below El 614' sa g,,
- i Slab at El 634'-6 between 41.4KS1 43,1K5 42.2KS1 54.0KS1
@and @@ and @ and column lines j i' Slab'at El 659' between 47.5K8 50.0K8 37.3KSI 54.0KSI and @ and @@ and @ i column lines ] )
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349-Bo LoAo coM 8trJ ATio4 i wrfR utGnER An0MEp oiFFER.EMfi A L SETTLE.Meor d FOR. IMFoRMArgog oNLy},79535 gggspoo6 To s MioLA+JD FSAR R E S PbM sE SPEf TR A. h. s/.br [cudM[
G 4-10 Qv< shy ]UA 'N'"' ,,+ m.kd enhea he 30 kcP 7 o hcP- %Il 4 / 4- /1. P fo shh'd /4,3 /r gw. k. cosw k ( Jer ym 3/J6rt n.rc~
t REBAR STRESSES FOR PARAlilETRIC STUDIES Parametric Study l Parametric Existhg Constructen Construction Construction Study 2 Description Stress Stage 1 Stage 2 Stage 3 After So# Witti After With After With Removal Jacidng Soa Jackhg Soi Jacking Load Removal Load Removal Lead MbiB Below El 614*-0" W 54 kai _.I [44 On Line (40 39 37 27 48 26 40 Agowable 5.3 Between b l3. G and H Slab At El 659' F 4 ksi 5 h Between Column 13 12 0 23 0 20 Agowable Lines G and H l Tk L
- Compressive stress in stab; Hence, no tensile stress in rebar.
k-70 TABLE 2-4
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l, - 3 Sehtember 8,1983 8 Docket ilos: 50-329 OM, OL J4lNCIPAL STAFF and 50-330 OM, OL ar mang v 's 0/RA iCS / 6@)43 3,fRA 8 PAO l'Eit0RA!!DU?! F0P.: Elinor G. Adensam, Chief ' u D?RP 15LO Licensing Branch No. 4 EM. IRC 0 l Division of Licensing o$@I t i s y 8 I FRO'1: Darl S. Hood, Project tianager
- V Licensing Branch No. 4 '
-n d I IN Division of Lic,ensino L
SUBJECT:
NOTICE OF AUDIT !4EETI!!G. O!! AUXILIARY BUILDING CALCULATIONS - MIDLAND PLANT, UNITS 1 & 2 DATE & TI"E: Septerber 14 & 15, 1983 8:30 a.n. - 4:30 p.n. LOCATIO!!: Bechtel 777 E. Eisenhower Parkway Ann Arbor, Michigan PUP. POSE: Audit calctAdions of the Midland Auxiliary Building based upon, soil modulus detemined from underpinning pier load test. PAD.TICIPANTS:1/ E Consumers Power comoany R. Lands. nan J. Mooney, et al. J. Kane' S. Nulos (GEI) Bechtel t F. Rinal di G. Harstead (Consultant) N. Stronberg, et al. s s Oarl S. Hood, Project Manager Licensing Branch No. 4 Division of Licensing cc: See next page 1/ 4 -!tectings between NRC technical staff and applicants for licenses are open for interested neobers of the public, petitioners, intervenors, or other parties co attend as observers pursuant to "Open Meeting and Statenent of mn- ^ 28058, 6/28/78. StP 151983 liRC Staff Policy"? 43 Federal Register - t a r C (c'f r v < " = > P.Li(B,,#1,,,,,,0,L,;hB,,#4,,,,, D,H,g,o,dD,me,,3.,,,,Ey e n s am,,,,, e em> 9../..'.T../.8. 3....... ... 9../...../.8. 3....... O D.h N
3 - j MEETING NOTICE DISTRIBUTION September 8,1983 Docket File 50-329/330'0M, OL NRC.PDR NRC PARTICIPANTS Local PDR p ;t TIC R. Landsman ~~ l', NSIC J. Kane PRC System S. Poulos (GEI) LB #4 r/f F. Rinaldi H. Denton/E. Case G. Harstead (Consultant) D. Eisenhut/R. Purple T. Novak J. Youngblood A. Schwencer G. Knighton C. O. Thomas J. Kramer G. Lainas D. Crutchfield W. Russell T. Ippolito W. Johnston D. >biler J. P. Knight L. Rubenstein T. Speis W. Houston bec: Applicant & Service List " d F. Schroeder M. Ernst ACRS(16) Attorney, OELD D. L. Jordan, DEQA; I&E J. M. Taylor, DPR; I&E F. Ingram, PA Receptionist Project Manager D. Hood Licensing Assistant M. Duncan 9 4--- r, r
,,t MIDLAND f 4 l . Mr'. J. W. Cook i - l Vice President. / , _ ConsuT.ersLPower Company (1?45 West Parnall Roads Ceckson, Michigan 'a9201 - o cc: Michael I. Miller, Esc. Mr. Den var..:arrose, Chief 0.cnal d 'G. 2ana ri n, Es q.- Division of Radiological Health ' Alan S.' carnell, Esq. .Cepartnent of Pu'lic "ealth a o . l s. am, tf. nc o ns a,.a a.ie 4.,. . x..n. o s Three Ficst National Plaza, . Lansing, Michigan a5939 1 Elst floor i Chi d a c.o,. Illinois 50502 Mr. Steve Gacier r 2l20 Carter Avenue i r.. a..... r,.:sC. 5 +.. S c. o..e. o u], .v.a..n...s.c - t.c-
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212, West Michigan Avenue. U.S. ';uclear Re.:u'.atory Commi s sion c^. ( Jackson,. Michigan 49201 Residen: Irspe: tors Office ...cu.e. i Ms. Mary Sinclair -- Midland, Michigan 4S540 .~ oi ll su::teset Drive. ( o v.a. g,.. n 4, y),.. n 1. c. n .cc, v.,0 v.>.
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, euL ~ $4 D Mr. J. _ W.' Cook - I cc: Mr. Ron Callen Michigan Public Service Commission 5545 Mercantile Way . P.O. Sox 30221 Lansing, Michigan 48909 Mr. Paul P.au Midland Daily News 124 Mcdonald Street Midland, Michigan 4' 540 c Billie Pirner Garde Director, Citi: ens Clinic for Ac:cuntzble Government Govern en-Accountability Prcject Ins-itute for Policy Studies 1901 Oue Street, N.W. Washing on, D. C. 20009 Mr. Mcward Levin, Project Panager TEP.A Corporation 7101 Wisconsin A.enue Set' esda, '4aryland 20S14 Ms. Lynne Bernabei 30.er-en
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~ \\ Supplemental page to the Midland OM, OL Service L st o b kr. J. 'W. Cook 3-t cc: Commander, Naval Surface Weapons Center ATTN: P. C. Huang White Oak Silver Spring, Maryland 20910 Mr. L. J. Auge, Manager Facility Design Engineering Energy Technology Engineering Center P.O. Box ~1449 Car.oga Park, California 91304 Mr. Neil Gehring L'.S. Corps of Engineers NCEED - T 7th Floor 477 Michigan Avenue Detroit, Michigan 48226 -u L.. aries :ecnnoe,.er, :sc. Atomic Safety- & Licensing Ecard U.S. Nuclear P.egul atcry C-mi ssion Washin; tan, D. C. 20555 Dr. Frede-ick P. C:wan . u +.. :_ -: 51:5 N.
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SJMRRY CF SOILS DATA FOR AUXILIARY HJILDIIG LNIERPINNIN3 ANAIXSES EPA CCNPIOL 'ITMER MAIN AUX. After Unit After Unit After Unit 'Ibtal Inckoff Soil Total Inckoff Soil Inckoff Soi1 E Settl. Sett1. Spring E Settl. Settl. Spring Settl. Sirirxy Cace (KSP) (IN) (IN) (ICF) (KSP) (IN) (IN) (ICF) (IN) (ICF) Otmanents I 3000 0.6 0.2 410 3000 0.9 0.3 350 0.1 1160 Based on Bechtel Testimony II 1333 1.35 0.45 180 2000 1.35 0.45 240 0.2 580 NRC III 857 2.1 0.7 126 1286 2.1 0.7 175 0.2 580 0.5 inch differential e ++k-3a3Y h
AUXILIARY BUILDING UNDERPINNING l DESIGN CRITERIA i e EXISTING STRUCTURE EXCLUDING UNDERPINNING WALL l + CONNECTIONS l . Designed in accordance with Subsections 3.8.6.3.1 through 3.8.6.3.3 of FSAR (ACI 318-71, including settlement effects) l
- Some loading combinations include settlement effects; I
others do not l e UNDERPINNING WALL + CONNECTIONS [ l l
- Designed in accordance with Subsection 3.8.6.3.5
[ (ACI 349.80) 5 i I l
- All load combinations have settlement effects N
m.
1 l AUXILIARY BUILDING UNDERPINNING i SETTLEMENT ANALYSIS e Used same methodology as before i e Revised soil springs and added settlement stresses to j other stresses in accordance with FSAR l 34G306744 8
AUXILIARY BUILDING UNDERPINNING SOIL SPRINGS UNDER AUXILIARY BUILDING 1 l i i x k =580KCF (1,2) l l V k = 240 KCF (1) 175KCF (2) I k 180KCF (1) I 128KCF (2) 5.3 6.6 7.8 l l NOTE: (1} i differentiai settiement A W BU Emwem U26/82 314-1M2-24 (2) for higher differential settlement
AUXILIARY BUILDING UNDERPINNING NODAL MESH AT ELEVATION 614 PLAN VIEW g / 'N \\ 1 0.127'(1) 0.121"(1) 0.125-(2) 0.119"(2) \\ l l ..x i l / \\ / \\ b Y /N V /Y i x / T\\ l )/ / /% b~ 'd 0.503-(1) 0.4g0-(1) j 0.594"(2) 25ci f 0.580"(2) 'I 0.464"(1) Ev7uldO*cn==o s,2.is2 O5si-(2) sio.ies2 2
AUXILIARY BUILDING UNDERPINNING 4 TYPICAL SECTION LOCATION OF MAXIMUM STRESS (Looking East) 4 i l AR RAILROAD BAY CONTROL yAX MUM [ ~ TOWER EL 634'-6" STRESS N /l 2[* ':P s EL 659'-0" i GRADE EL 634'-0" I II / \\ EL 614'-0" 1 BACKFILL g 1* l = \\ 'A, t- _EL 568'-0" I ...; a....:. ( s s y-, -r ORIGINAL SOIL AREA OF MAXIMUM STRESS + l G 1555-07 l MOLAND UNITS 1 AND 2 AUXLIARYBULDNGUNDERPNNING 1/26/82 ) l
AUXILIARY BUILDING UNDERPINNING l REVIEW OF CRITICAL AREAS
- l I
l DESCRIPTION STRESS! LOAD i For For i Lower Higher Diff Diff Other Load Capacity of Settlemt Settlemt Combin Section i Slab at El 659' between 3,480K 3,850k 5,900K 6,230K column lines @ and @ 7 / 45/ ro #5r j N-S walls on column lines 19.1 Ks' 24.5KS1 42.8Ksl 54Ksi j @ and @ below El 614' I Slab at El 634'-6 between 41.4K8 48.1Ksl 42.2KM 54.0KSI l @ and @@ and @ and l column lines i Slab'at-El 659' between 47.5KS 50.0K5 37.3KS 54.0Ks and @ and @@ and @ column lines l 3l g f yy 3t fr \\ Ln drh 9st 36B Wrbnp ,i Nr/emq 54rl% 'I
AUXILIARY BUILDING UNDERPINNING INTERACTION DIAGRAM FOR HORIZONTAL REBAR ON COLUMN LINE 5.3 AND 7.8 1,s00-(No.11 at 6 in.) ^ \\ AxiaiLoad Limit For Walls ~~ ~~ 1,308K (ACl-349-80 EQ 14.1) z 1,000-9 $Pus i -k$ 2E ~ n. sE 500- >8 $P,ej +z =0
- y 500 l
1,000 1,500 2,000 2,N00 3,000 4M (K-FTIFT) n 337 ~ u wsm
~~ ~ ~ ' ' ~ ~ ' ~~~ ~~ ~ ' ~~ l I AUXILIARY BUILDING UNDERPINNING UNDERPINNING WALL DESIGN i CRITICAL LOADS NORTH-SOUTH WALLS IN EPA AND CONTROL TOWER LOCATION ELEVATION HORIZONTAL REBAR VERTICAL REBAR N V M @M N V M (Mgh u u u n o u u (KlFT) (KlFT) (K-FTIFT) (K-FTIFT) (KIFT) (KIFT) (K-FTlFT) (K-FTIFT) 'I Just North of Between EL 565 124 159 211 260 133 159 9.6 120 Column Line K and EL 574' l on Column LinE 5.3 l Just North of Between EL 603' 112 - 231 - 51.3 120 - 139 - 231 - 61.6 650 Column Line Kc and EL 614' } on Column Line 5.3 Just South of Between EL 565' 90.6 57.1 459 510 - 54.1 57.1 - 16.5 - 900 i Column Line Hg and EL 574' 344307642
1 l J AUXILIARY BUILDING UNDERPINNING l UNDERPINNING WALL DESIGN i CRITICAL LOADS } i WALLS ON COLUMN LINES K and K f (E-W EPA AND CONTROL TOWER WALLS) 1 i LOCATION ELEVATION HORIZONTAL REBAR VERTICAL REBAR N Y M IM N V M (M/yg u u u n u u u (KIFT) (KIFT) (K-FTIFT) (K-FTIFT) (KlFT) (KIFT) (K-FTIFT) (K-FTIFT) Between Column Between EL 603' 75.5 74.6 118 168 47.4 74.6 23.2 180 Lines 4.1 and 4.6 and EL 614' i Just West of Between EL 603' 63.6 77.8 24.7 170 9.3 77.8 19.7 190 Column Lines 5.3 and EL 614' l 34 4 307641 i l I ) i i
~ MIDLAND 1&2-FSAR i 3.8.6.3 Loads and Loading Comb' inations The containment, internal structures, other Seismic Category I otructures, and foundations are designed for all credible conditions of loadings, including normal loads, loads resulting from a loss-of-coolant accident, thermal loads, test loads, missile generated loads, adverse environmental conditions, and loads resulting from a pipe rupture where applicable. Wind and tornado loads, flood design bases, and seismic loads are given in Sections 3.3, 3.4, and 3.7. Missile effects and the j' postulated pipe rupture effects are discussed in Sections 3.5 and 3.6. All the loads postulated in the plant are listed. All loads listed, however, are not necessarily applicable to all the ctructures and components in the plant. The loads and the l applicable load combinations for which each structure is designed i depend on the conditions to which that particular structure could be subjected. Steel structures other than pipe whip restraints were designed by the working stress method. Soil bearing pressure was checked for the actual loads. All reinforced concrete structures were' designed by the ultimate strength method except the containment. The loads used in the design of containment are presented in Subsection 3.8.1.3. The loads used in the design of the remaining Seismic Category I structures are presented in the i following subsections. i The design of structures is separated into two parts. i The portions of existing structures that were a. constructed before remedial work b. The new remedial foundations including their connections to the existing structures Design of.the existing structure is based on the set of load and load combinations specified in Subsection 3.8.6.3.1 through i 3.8.6.3.3. Design of remedial work including the connection to the existing structure is based on the load combinations given in i Subsection 3.8.6.3.5. The stability of all Category I structures including containments 10 investigated for the load combinations given in Subsection 3.8.6.3.4. Revision 44 3.8-66 6/82 l
MIDLAND 1s2-FSAR 3.8.6.3.1 Loads and Definition of Terms The following loads are considered: dead loads, live loads, earthquake loads, pipe rupture loads, thermal loads, wind and e tornado loads, hydrostatic loads, differential settlement, and l 47 jacking preload effects. I 44 a. Dead Loads The dead load includes the weight of the following: 1. Interior framing and slabs including base slabs 2. Walls, roofs, and floors 3. All internal structures including partitions, platforms, hangers, cable trays, and pipes with fluid 4. Electrical conductors and equipment as specified on the drawings supplied by the manufacturers of the i equipment and installed within a structure 5. Hydrostatic and soil loads, where applicable b. Live Loads The live load includes the weight of the following: 1. The design floor and roof loads 2. Laydown loads 3. Pool and tank liquid loads 4. All vertical loads except dead load 5. Where applicable, lateral pressure of the soil 6. Main piping loads i 7. Equipment live loads including fuel handling equipment and load materials 8. All live loads transmitted by internal structures c. Seismic Loads Seismic loads for safe shutdown earthquake load and the operating basis earthquake load were considered. A more detailed discussion is presented in Section 3.7. Revision 47 3.8-67 12/82
F MIDLAND 1s2-FSAR d. Pipe Rupture Loads' s, Pipe rupture loads include the jet impingement forces l t, from postulated pipe breaks, differential pressures that might build up across compartments, and loads due to pipe whipping or pipe restraint. Pipe rupture effects are furt.her discussed in Section 3.6. 1 e. Thermal Loads Thermal loads include the temperature gradients through j the spent fuel pool walls and floor, the primary and secondary shield walls, forces on internal structures due to the thermal expansion and contraction of the liner plate, piping, and equipment, including increases in water temperature during operating and accident conditions. f. Wind and Tornado Loads Wind and tornado loads were considered and are discussed in detail in Section 3.3. Tornado missile effects are discussed in Subsection 3.5.3. All structures whose failure could endanger Seismic l Category I structures, systems, or equipment, are designed to withstand the effects of the wind and tornado loadings and to provide protection of Seismic j Category I systems and components from tornado missiles. The structures are analyzed for tornado loading not J coincident with the safe shutdown earthquake. 4 g. Hydrostatic Loads 1 Lateral hydrostatic pressure loads and buoyant forces resulting from the displacement of groundwater or probable maximum flood (PMF) have been applied to the structures and are accounted for in the design and discussed further in Section 2.4. h. Jacking Preload The design considers the effects of jacking loads in the existing structure and the underpinning wall. The following variables are used in the loading combination equations: U = Required strength to resist design loads or their related internal moments and forces i l For the ultimate load capacity of a concrete section: l Revision 44 3.8-68 6/82
MIDLAND 1&2-FSAR U is calculated in accordance with ACI 318-63 Part IV-8 for design calculations initiated prior to February 1, 1973 U is calculated 'in accordance with ACI 318-71 for design calculations initiated after February 1, 1973 l F = Specified minimum yield strength for structural steel y 33 f, = Allowable stress for structural steel; fs is calculated in accordance with the AISC Code, 1963 Edition for design calculations initiated prior to February 1, 1973. f is calculated in accordance with the AISC Code, 1969 Edition, with Supplements 1, 2, and 3 for design calculations initiated after February 1, 1973. D = Dead loads P = Effects of jacking preload on structure 144 g L = Live loads M = Loads due to hydrotest fluids R = Local force or pressure on structure or penetration caused by rupture of any one pipe =pp = Ef fects of dif ferential settlement 144 T To = Thermal ef fects during normal operating conditions if H = Force on structure due to thermal expansion of pipes O under operating conditions T = Total thermal effects which may occur during a design (44 g accident other than H g li = Force on structure due to thermal expansion of pipes l44 g under accident condition 'E = Operating basis earthquake (OBE) E' = Safe shutdown earthquake load (SSE) B = Hydrostatic forces due to the PMF elevation of 635.5 feet 'W = Design Wind load W' = Tornado wind loads, including missile effects and differential pressure A cross reference of terminology used in SRP 3.8.4 and those listed above are presented in Table 3.8-26. l Revision 44 3.8-69 6/82 l l
1 g-MIDLAND 1&2-FSAR J = Capacity reduction factor The capacity reduction factor (7) provides for the l-possibility that small adverse variations in material strengths, workmanship, dimensions, control, and degree of supervision, while individually within required tolerances and the limits of good practice, occasionally may combine to result in undercapacity. In the load equations, the following factors are used: 9 = 0.90 for reinforced concrete in flexure J = 0.85 for tension, shear, bond, and anchorage in reinforced concrete, applicable only for calculations in accordance with ACI 318-63 9 = 0.75 for spirally reinforced concrete compression members 9 = 0.70 for tied compression members J = 0.90 for fabricated structural steel 7 = 0.90 for reinforced steel in direct tension p = 0.85 for lap splices for reinforcing steel, applicable only for calculations in accordance with ACI 318-63 7 = 0.90 for welded or mechanical splices of reinforcing steel 3.8.6.3.2 Loading Under Normal Conditions For loads encountered during normal plant operation, the design is based on referenced codes and standards. a. Concrete Reinforced concrete structures are designed for ductile behavior, that is, with steel stresses controlling. Design of concrete structures satisfies the most severe loading combinations, based on the load factors shown below 1) U = 1.5D + 1.8L - applicable to calculations started before February 1, 1973 U = 1.4D + 1.7L + 1.0P applicable to ca'culations l44 started after February 1, 1973 2) U = 1. 4 ( D + L + M ) 14 ] kevision 44 3.8-70 6/82 -,-e --n-.-,.m.,- -,,,, -. ~-.,-----re----- .-,-----,,--mm_., -,,, -
a MIDLAND 1s2-FSAR n 3) U = 1.25 (D + L + H0 + E) + 1.0 T + 1.0P 0 g 4) U = 1.25 (D + L + H + ) + 1.0 T + 1.0P 0 g 5) U = 0.9 D + 1.25 (H + E) + 1.0 T + 1.0P M O t 6) U = 0.9 D + 1.25 (H + W) + 1.0 T + 1.0P O t In addition, for ductile moment resisting concrete frames and for shear walls: 41 7) U = 1.4 (D + L + E) + 1.0 T + 1.25 H + 1.0P 0 8) U = 0.9 D + 1.25 E + 1.0 T + 1.25 Ho + 1.0P For structures which include settlement effects: 9) U = 1.05D + 1.28L + 1.05T + 1.0Pg 10) U = 1.4D + 1.4T + 1.0P 44 Sh 11) U = 1.0D + 1.0L + 1.0W + 1.0T + 1.0P [ T 12) U = 1.0D + 1.0L + 1.0E + 1.0T + 1.0P For structural elements carrying mainly earthquake forces, such as equipment supports: j 13) U = 1.0 D + 1.0 L + 1.8 E + 1.0 T + H + 1.0P O O L b. Structural Steel i Design of steel structures satisfies the following loading combinations without exceeding the specified stresses: 1) D+L+P g l44 .................. stress limit = f, ] 2) D+L+T +H +E+P 14 4 O 0 g .................. stress limit = 1.25f, 3) D+L+T +Ho+W+Pg l44 O .................. stress limit = 1.33f, 4) D+L+M .................. stress limit = 1.33f, 44 In addition, for structural elements carrying mainly earthquake forces, such as struts and bracing: 5) D+L+T +H +E+P [44 g 0 t .................. stress limit = f, i Revision 44 3.8-71 6/82
MIDLAND 162-FSAR a i 3.8.6.3.3 Loading Under Accident Conditions s. The Seismic Category I structures, except as provided in BC-TOP-7,. 9A and BN-TOP-2, are proportioned to maintain elastic behavior 44 when subjected to various combinations of dead, live, jacking preload, differential settlement, seismic, hydrostatic, thermal, tornado winds and differential pressure, and sustained accident 39 pressure loads. The upper limit of elastic behavior is censidered to be the yield strength of the effective load-carrying structural materials. The yield strength Fy for l47 4 - steel (including reinforcing steel) is considered to be the guaranteed minimum given in appropriate ASTM specifications. The yield strength for reinforced concrete structures is considered to be the ultimate resisting capacity as calculated from the " Ultimate Strength Design" portion of the ACI Code. The deflections or deformations of structures and supports are evaluated to ensure required functional capabilities are maintained under all postulated loading conditions. 1 2 The engineered safeguards systems components are protected by barriers from all credible missiles which might be generated. 39 l j a. Concrete 4 j The concrete structures satsify the most severe of the following loading combinations: j 1) U = 1.05 D + 1.05 L + 1.25 E + 1.0 T + 1.0 H g g j + 1.0 R + 1.0 Pg 2) U = 0.95 D + 1.25 E + 1.0 T + 1.0 H + 1.0 R + 1.0P g g j 3) U = 1.0 D + 1.0 L + 1.0 E' + 1.0 To + 1.25 Hb + 1.0 R + 1.0 Pg r f().'N 4) U = 1.0 D + 1.0 L + 1.0 E' + 1.0 T + 1.0 H g j + 1.0 R + 1.0 P 5) U = 1.0 D + 1.0 L + 1.0 B + 1.0 To + 1.25 Ho + 1.0 P 6) U = 1.0 D + 1.0 L + 1.0 Tf + 1.25 H + 1.0 W' 0 + 1.0 Pg I b. Structural Steel j Steel structures satisfy the most severe of the following loading combinations without exceeding the specified stresses: 4 1) D+L+R+To+Hg t 41 +E' +P .................. stress limit 1.5f = 3 Revision 47 3.8-72 12/82
MIDLAND 1&2-FSAR 2) .D+L+R+T +N + E' + PL 47 g A .................. stress limitV4 = 1.5f, j l 3) D + L.+ B + T +H+P O 0 t .................. stress limitPU = 1.5f. 41 4) D + L + To + Ho + W' +P g .................. stress limitPO = 1.5f s UOFor the cases above, the maximum allowable stress, 1 47 except for local areas affected by missiles, e' ' whipping pipes, and jet impingement which do not affect overall stability, is limited to 0.9 F for y bending, and axial tension or compression when buckling is precluded and 0.5 F for shear. Bearing allowables y shall be as given in the AISC Specification. 39 In the above factored load combinations for steel, accident thermal loads are neglected when it can be shown that they are secondary and self limiting in nature, and chat the material is ductile. Design of energy absorbing steel elements to resist pipe break loads may consider the effects of strain hardening of the material. The time phasing between loadings is used where applicable to satisfy the above equations. Structural members subjected to postulated impact effects are designed in accordance with BC-TOP-9-A, 39 Rev. 2. Structural members subjected to missile and pipe break loads are designed in accordance with Bechtel's BC-TOP-9-A, Rev. 2, and Bechtel's BN-TOP-2, Rev. 2. Table 3.8-40 shall be used for ductility ratios. 39 4 l ) Revision 47 3.8-73 12/82
MIDLAND 1s2-FSAR 3.8.6.3.4 Other Loadings w In addition to the previous load combinations listed, the 3, i ctructures were checked for overturning, sliding, and flotation utilizing the load combinations and minimum safety factors indicated below: Minimum Factor of Safety Load Combination Overturning Sliding Flotation D+H+E 1.5 1.5 D+H+W 1.5 1.5 D+H+E' 1.1 1.1 D+H+W' 1.1 1.1 D+B 1.1 where H is the lateral earth pressure 3.8.6.3.5 Loads and Loading Combinations for the Underpinning Walls The underpinning walls and piers and their connection with the existing structure are designed using the load combinations of this subsection only. The definitions of loads used especially for these combinations are shown as follows. Normal loads which are encountered during normal plant operation and shutdown: D = dead loads or their related internal moments and forces L = applicable live loads or their related internal moments and forces. Only 25% of the floor design live load (except snow load) will be used in analysis of the building for global effects and under operating conditions. 44 F = lateral and vertical pressure of liquids, or their related internal moments and forces !! = lateral earth pressure, or its related internal moments and forces P = effect of jacking preload g T = thermal effects and loads during normal operating or shut-o down conditions R = maximum pipe and equipment reactions if not included in the 0 above loads T = effects of differential settlement Revision 44 3.8-74 6/82
MIDLAND 1&2-PSAR U = required strength to resist design loads or their related internal moments and forces. U is calculated in accordance with ACI 349-80. Severe environmental loads which could infrequently be encountered during the plant life: E = loads generated by the operating basis earthquakes 0 W = loads generated by the operating basis wind specified for the plant Extreme environmental loads are loads which are credible but highly improbable. E,,= loads generated by 1. 5 times the safe shutdown earthquake (as defined in Section 3.7) for underpinning wall design W = loads generated by the design tornado specified for the e plant. They include combined loads due to the tornado wind pressure, tornado-created differential pressures, and tornado generated missiles. Abnormal loads are generated by a postulated high-energy pipe break accident P,= maximum differential pressure load generated by a postulated break 44 T,= thermal loads under accident conditions generated by a postulated break and including TO R = pipe and equipment reactions under accident conditions a generated by postulated break and including RO Y = loads on the structure generated by the reaction on the r broken high-energy pipe during a postulated break Y = jet impingement load on a structure generated by a postulated j break Y,= missile impact load on a structure generated by or during a postulated break, such as pipe whipping The underpinning walls satisfy the most severe of the following loading combinations: J) 1 U = 1.4 (D + T) + 1. 4 P- + 1. 7 L + 1. 7 8 + 1. 7 10+Pg (4 / 2) U = 1.4 (D + T) + 1.4 F + 1.7 L + 1.7 H + 1.9 E ( + 1.7 RO + P( / 3) U = 1.4 (D + T) + 1.4'F + 1.7'L + 1.7 H + 1.7 W I + 1.7 RO+ L kfEb' 3.8-75
e MIDLAND 1s2-FSAR 4) U = (D + T) +F+L+H+TO+R+E. + P N' O g ~ 5) .U = (D + T) +F+L+H+T +R+ + P ,O O t g 6) U= (D + T) +F+L+H+T, + R, + 1.5 Pf+Pg
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U = (D + T) +F+L+H+T, + R, + 1.25 P, + (Yr +Y j + Y,) + 1.25 EO+Pg 8) U = (D + T) +F+L+ H+T, + R,+ P, + (Yr + Y) + Y, ) +E, +P g 9) U = 1. 05 ( D + T ) + 1. 05 F + 1. 3 L + 1.'3 H + 1. 3 TO + 1.3 RO+PL 10) U = 1.05 (D + T) + 1.05 P + 1.3 L + 1.3 H + 1.4 F + 1.3 T + 1.3 R + P O O O g 11) U = 1.05 (D + T) + 1.05 P + 1.3 L + 1.3 H + 1.3 W + 1.3 TO + 1. 3 RO+PL 3.8.6.4 Design and Analysis Procedures Design and analysis procedures for the containment including the base slab are discussed in Subsection 3.8.1.4. For all other Seismic Category I structures including foundations and containment internals, the basic techniques used for analysis and design are the conventional methods used in engineering practice such as the theory of concrete structures or beam theory, and those based on plate and shell theories of different degrees of approximation. These are discussed in more detail in Subsections 3.8.3.4, 3.8.4.4, and 3.8.5.4. The seismic analysis of these structures is covered in Section 3.7. The structures are proportioned to withstand the forces from all postulated loadings. 44 3.8.6.5 Structural Acceptance Criteria i i The fundamental acceptance criterion for the containment is the successful completion of the structural integrity test, with measured responses within the limits predicted by analyses. The limits are predicted based on test load analyses, test load combinations, and code allowance values for stress, properties, and construction tolerances as described in Sabsection 3.8.1. In this way, the margins of safety associated with the design and construction of the containment are, as a minimum, the accepted margins associated with nationally recognized codes of practice. i Revision 44 3.8-76 6/82
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Y ung [+* UNITED STATES '8. ~ NUCLEAR REGULATORY COMMISSION ,r o f4 I WASHINGTON. D. C. 20555 fRINCJ PAL STAFF 0 % * /j VRA jQJt!F SEP 9 1983 D/RA SCy,- a y-3 PA017 A/RA I Docket Nos. 50-329/330 ym jsif 57*U P.C [ FIO l l MEMORANDUM FOR: G.E. Lear, Chief, Structural & Geotechnical k l Engineering Branch, 9t gi,2 ps FROM: Elinor G. Adensam, Chief Licensing Branch No. 4 i Division of Licensing
SUBJECT:
CLARIFICATION OF NRR ASSISTANCE IN RESOLVING MIDLAND SOILS ISSUES Recent discussions with Region III have occurred to clarify R. F. Warnick's memorandum of March 16, 1983 (Enclosure 1) addressing NRR assistance in resolving Midland soils issues. The clarification focused on the statement that " Region III has assumed all responsibility for reviewing the remedial soils work at the Midland site" Region III agrees that this statement does not apply to changes representing a significant departure from the Midland SER and its supplements or associated hearing testimony. Such changes are to be handled through the normal licensing process (i.e., by formal request from CPCo to NRR and SER supplements). Accordingly, in the execution of the Task Interface Agreement 83-40 (TAC #51341; accomplishment No. 141433) included in Enclosure 1, NRR should be alert to recognize early where changes requested by CPCo repre-sent a significant departure from our earlier evaluation, and to assure that such requests and reviews are accomplished in accordance with NRC regulations for licensing reviews and documentation requirements. Please assure that any such changes are identified promptly to the Licensing Project Manager, Darl Hood, in order that proper coordination and documentation be achieved. r' 5 Ad d." Elinor G. Adensam, Chief Licensing Branch No. 4 Division of Licensing
Enclosure:
As stated p AG %va SEP 161983
TASK NO. O ~ '6 ~ DATE: URIL
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M 41 TASK INTERFACE AGREEMENT PROBLEM: Midland 1/2 - Soils Issue LEAD OFFICE: / J I&E /_- / NRR /T/ REGION III /_-- / JOINT NOTIFICATION:
REFERENCES:
Memo to TNovak fm RWarnick dated 03/16/83, subject:.NRR Assistance in Resolving Midland Soils Issue ACTION PLAN: NRR:
- 1. Assist Region III in reviewing the remedial soils work at Midland.
Assistance is expected to include evaluation of possible deviations from licensee commitments in the SER, advice to the Region III reviewer, and occasional site visits. (3 c, ; g g) The exact schedule cannot be defined but the PM for:asts that NRR assistance after 12,'O is unlikely. 6/tf Region III will contact NRR (PM) on case basis. s meetings,'and reports (ORB' geF to assign-TACS and coordir. ate corresconde NRR: Designate Lead Project Mana
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D. Hood). 9 f/- OFFICE C00RDINATORS: pusw c d* iollmer ein 'ti T[d T. IrooIito (X27415) R. (X27207 ) m m e - - - - -APPROVED: G. 7;WM- (f ..vvak (X27425 ) (X ) .d k 'NM /lc, }p-..L. p' /'ig 7(X ) a s C. Norelius F.
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.,e g i o n - III n '; =. P. cc: V. Stello, ROGR J. Snie:sk, ISE T. 5:eis, i.RP G. 'ou 'an, 'i:R Re:icnal A cin. R. DeYoung, !&E D. Eis29ut. ': R .;-ad P::je:: ". 3;er J. Tajlor, ISE J. Helts es, AEOD R. 'iolic.3r, 'AR R. P.; :le, '3R H. :e-::q, 'RR G. Lainas, ':A ...n. *j.R ..:r an,.-: .: 3, s....r. 2 5, .n
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UNIT E D S1.'.1 E' ' NUCLE AR REGUL A10;Y CO*.**.*:EMOfi .r 21GloN lli 7kt MOOSE VE LT Ro AD a ,g:9 /. # OLE N E LLvN. 8L LINoih 6097 } l(1 ? ~ c' ,a... ~ l..L MDSORANDUM FOR: T. Novak, Assistant Director for Licensing, Division ~ of Licensing FROM: R. F. Warnick, Director, Office of Special Cases
SUBJECT:
NRR ASSISTANCE IN RESOLVING MIDLAND SOILS ISSUE Region III has assu=ed all responsibility for reviewing the rs=edial soils work at the Pddland site. However, we expect the licensee to periodically request rclief from coc it=ents cade in the SSER. hM 's assistance will be requested when this occurs. Tne expertise of NRR will also be required from time to time for censultation with Mr. Ross Lands =an during his review of the remedial soils activities. A schedule cannot be defined at this time. hE 's assistance will be requested on a case by case basis as the need arises. We also reco=.end that periodic site visits be made.in order for your personnel to =aintain their a.areness of the underpinning effort. These visits could be limited to observations of critical work activities such as the pier 11 load tests and the drift work to the control tower. The schedule for these activities can be obtained frc= Ross Landstan. b 2 :._~ Sheuld you have any questions please centact Wayne Shafer (FTS 3E4-2656). RF p)O ^* R. F. Warnick, Director Office of Special Cases cc: A. B. Davis J. H. Snfe:ek, IE J. C. Stone, IE vD. Ecod, SER / _ p *;V y m,1:1.uit! ,,m i
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%;.W Executive Atanager Company s u,. u,oj,o o m, JRINCIPAL STAFF l 1 General Offices: 1945 West Parnell Road, Jecksors, MI 492o1 + (517) 788-o774 yg D/RA i BCSAgp3 .ALRA l pao i q ~ September 7, 1983 . 0Fap 1 LQo ;
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rp:4sa j g l Mr J J Harrison jl__ ~ l Midland Project Section PL 1 1 m U S Nuclear Regulatory Commission 0L 1 1 iFiltr 4 y Region III 799 Roosevelt Road Glen Ellyn, IL 60137 MIDLAND ENERGY CENTER GWO 7020 REMEDIAL SOILS DISCUSSIONS BETWEEN CPCo AND NRC i File: 0485.16 UFI: 42*05*22*04 Serial: CSC-6871 70*01 This letter is to confirm discussions with Region III's Dr. Landsman and Mr. Gardner and with Mr. Wheeler and Mr. Wieland of CPCo on September 1, 1983. The following agreements were reached: 1. Dr. Landsman indicated the NRC concurrs with the Engineering logic change which allows the drifts from Kc-2 to Kc-3 and Kc-10 to Kc-11 to be cons-tructed before Piers Kc-3 or Kc-10 are jacked. 2. Dr. Landsman concurred with eliminating the activity entitled " Construct Concrete Invert and Layback Soil Kc-2 to Kc-3" and " Construct Concrete Invert and Layback Soil Kc-11 to Kc-10" from the work activity list. 3. It was pointed out to Dr. Landsman that a Consumers Power letter, serial CSC-6863, dated 8/25/83, has the incorrect activity number to " Install Pier W13", due to a typing error. The number for this activity should be 165054035 instead of 165053035. This incorrect number was also in an NRC approval letter, dated 8/29/83. For the purposes of documentation, it was agreed that the NRC approval letter dated 8/29/83 authorized the activity " Install Pier W13" and an additional authorization letter from NRC is not required. 4. On September 1,1983, a discussion was held between Dr. Landsman and our Mr. Puhalla in which Dr. Landsman concurred with relocating LS-10 from an interior piezometer to an exterior piezometer, and also concurred with FCR C-6556 to Drawing C-1320 which deletes wells 555, 561, 576 from the dewatering schedule and adds them to the piezometer schedule. If you have any questions please contact this office. 'TfCC/L6t JAM /RMW/klm g N7f fevJ A SEP IILISB3 A ..}}