ML20082M757
| ML20082M757 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 10/24/1983 |
| From: | Mooney J CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | Harrison J NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III) |
| References | |
| CSC-6960, NUDOCS 8312060263 | |
| Download: ML20082M757 (28) | |
Text
-
h CODSumBIS I
tl Power a n u onov
" " " * ' ^ " " * "
J Company Atilland Project Office oaneral offices: 1945 West Parnall Road, Jackson, n4149201 + (517) 788-0774 October 24, 1983 Mr J J Harrison Midland Project Section U S Nuclear Regulatory Commission Region III 799 Roosevelt Road Glen Ellyn, IL 60137
Subject:
Midland Energy Center GWO7020 Auxiliary Building Underpinning NRC Audit of September 14-15, 1983 and Subsequent Discussions File: 0485.16 UFI: 42*05*22*04 Serial: CSC-6960 12*32 This letter summarizes the discussions during the subject audit. It also includes the applicants' responses to the open items resulting from the subject audit and the subsequent discussions.
Audit During the NRC audit of September 14-15, 1983, the capacity of the Auxiliary A
Building for a soil modulus of 1500 ksf and differential settlement of
/.
one-half inch was reviewed and it was concluded that the building is structurally adequate.
During this audit, presentations were made and exhibits provided to the NRC.
These exhibits are included as Attachment 1.
Also, updated settlement plots of the Diesel Generator Building were provided and are included as.
The NRC also reviewed the design and details of the slab fix at Elevation 659 feet.
Consumers will provide the final drawings of this fix as a work package to NRC Region III prior to implementation of this work.
Included in the audit were four additional points of discussion. These points and their responses are listed below.
1.
Building stresses after lock-off of the permanent vall with regard to residual stresses and upward building movements during underpinning.
Response: Attachment 3 provides response and concludes that the assumptions made, regarding existing stress, in the analytical models are justified and the calculated stresses resulting from these models are reasonable 33M 04 % 63 XA"to~p~y~Has~ Been Se~nt fa l DT i
Mr J J Harrison October 24, 1983 Page 2 2.
Request for an alteration to the soil consolidation acceptance criteria for the permr.nent underpinning wall included in our letter of June 9, 1983.
Response: This request is withdrawn, the criteria will be as referenced in SSER Section 3.8.3.1, Pages 3-9.
3.
Results of a local stress analysis of the EPA / Control Tower connection at Elevation 704.
Response: The connection at Elevation 704 is being reviewed. The results of this review will be submitted to the NRC before removal of the temporary prestressing strands in the EPA.
4.
Long term settlement values as defined in the previously submitted Technical Specifications.
Response: These values are being reviewed and if necessary revised values will be submitted to the NRC by revision to the Technical Specifications.
Subsequent Discussion 1.
Approximately how much upward movement of the existing structure (EPA and Control Tower) will be allowed during jacking operations?
, 2.
Hsri was the value (and conditions related to value) in Answer No. I determined?
Response to Questions 1 and 2 is provided in Attachment 4 wherein it is concluded that the structure will be allowed to move upward as necessary to accommodate the design jacking loads during temporary underpinning for EPA and the initial support piers for the Control Tower.
3.
In what sequence will the remaining underpinning and associated jacking work be performed?
Response: The sequence for jacking (temporary and permanent) is consistent with the SSER (Appendix I) except that during the initial jacking of Control' Tower piers, CT 3/10 will be completed prior to CT 2/11. This information was provided to the NRC in the March 7-8, 1983, telephone conversation regarding access from the UAT.
4.
When initial jacking of an independent pier or pier / grillage system is performed, what evaluations are made if AUM occurs?
Response: Attachment 5 provides this response and shows that an adequate evaluation of the structure is performed prior to proceeding with further jacking.
v.
Mr J J Harrison October 24, 1983 Page 3 l
S.
Provide an explanation for jacking 160% of the specified load into the grillage at 8, as the reserve capacity load.
Response
Sometime af ter jacking grillage at Pier 8, excavation for the grillage at Pier 5 will be performed. The loss of building support due to this excavation can result in additional load being transferred passively to the grillage at 8.
This additional load can cause additional building movement due to pier settlement, grillage deflection, etc.
In order to minimize this building movement, a reserve capacity load (RCL) in increments of 5% will be jacked into the grillage at 8 prior to excavation for grillage at 5.
The load which is based on estimated loss of building support at 5 has been calculated to result in an increase in the load of 50% of the specified load (S.L.) at grillage 8.
The S.L. is the design force defined in Paragraph 6.3.4b of Specification 7220-C-195. The building has been checked for, and found to be adequate, for 160% S.L.
i.e.,
the total load in grillage at 8 when the grillage 5 area is undermined.
Similarly a RCL will be jacked into the grillage at 5 before excavation for the grillage at 2.
At this time the load at the grillage 8 will be maintained at 160% S.L.
While loading the grillage at 2, the loads at l
grillages 5 and 8 are reduced to the S.L.
6.
For grillage jacking at Pier 8, why was the 24 hour2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> acceptance criteria changed to 125% of specified load instead of 110% of specified load.
Response
Since it is planned to go to RCL, which is higher than 110%
S.L., it was considered more conservative and prudent to satisfy the 24 hour2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> acceptance criteria at 125% S.L.,
instead of reducing the load to 110% S.L.
The 24 hour2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> criteria will be again met when the RCL is jacked.
/
A O(CDL A Mooney Executive Manager j
Midland Project Office JAM /nj P
MEC/D
v ACTION INFORMATION c.4 J W Co k, P26-336B
.g i 44 R A Wells, MPQAD y,e A J Boos, Bechtel Ann Arbor J A Mooney, P14-115A J E Brunner, M-1079 J R Schaub, P14-305 R J Cook, Midland Resident Inspector r~
D S Hood, USNRCy Project Manager Department of Licensing USNRC Washington, DC 20555 J K Meisenheimer, MPQAD Soils Hearings File, P-24-517 B J Walraven, P-24-517 NRC Correspondence File, P-24-517 D L Quamme Midland A R Mollenhopf, P14-408A D H Lavelle, FSO s
s T A Buczwinski, Admin 207 J N Leech, P24-507A N J Saari, Midland D F Lewis, Bechtel Ann Arbor D J Vandewalle, P-24614B Mr. Mike Miller Isham, Lincoln & Beale 3 First National Plaza, Suite #5100
,p.
Chicago, IL 60602 F C Williams Isham, Lincoln & Beale 1120 Connecticut Avenue N.W.
Washington, D.C.
20036 R M Wheeler, Midland A E Blocher, Midland T R Thiruvengadam, P14-400 Neil Swanberg, Bechrel Ann Arbor Mr. Ron Callen Michigan Public Service Commission 6545 Mercantile Way Lansing, MI 48909 NRC Correspondence Book File:
0485.16 UFI:
42*05*22*04 Serial File Chronilogical File, P14-403 (2)
LS0883-0002A-CN01
ATTAQNDE #1 AUDIT EXHIBITS
/
e O
9 i
i
SJP9hRY T SOIIE DATA FOR AUXILIARY HJILDItG INIERPINNI!G ANALYSES EPA CCNrlDL 'KMER MAIN AUK.
After Unit After Unit After Unit Total Inckoff Soil Total Inckoff Soil Inckoff Soil E
Sett1. Settl. Spring E
Settl. Settl. Spring Settl. Sgring Case (KSF)
(IN)
(IN)
(KCF)
(KSP)
(IN)
(IN)
(ICF)
(IN)
(ICF) h nts 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 NIC III 857 2.1 0.7 128 1286 2.1 0.7 175 0.2 500 0.5 inch differential O
~
bh 3
i l
AUXILIARY BUILDING UNDERPINNING l
DESIGN CRITERIA l
l e EXISTING STRUCTURE EXCLUDING UNDERPINNING WALL
+ CONNECTIONS l
. Designed in accordance with Subsections 3.8.6.3.1 l
through 3.8.6.3.3 of FSAR (ACI 318-71, including j
settlement effects)
. Some loading combinations include settlement effects; i
others do not e UNDERPINNING WALL + CONNECTIONS I
. Designed in accordance with Subsection 3.8.6.3.5 g
l (ACI 349.80) l~
. All load combinations have settlement effects l
~
i i
i AUXILIARY BUILDING UNDERPINNING SETTLEMENT ANALYSIS e Used same methodology as before l
e Revised soil springs and added settlement stresses to l
other stresses in accordance with FSAR
?
m S
l::
34 4 3067 04 t
i
AUXILIARY BUILDING UNDERPINNING-SOIL SPRINGS UNDER AUXILIARY BUILDING l
~
k=580KCF (1,2)
KCF (1)
Q k = 240 175KCF (2) y 180KCF (1) a 128KCF (2) 7,g NOTE:
UuTi$v"o7[Ed7doneinnino tr28is2 NNU"OEdd#N"M av a. ss2 24 (2) for higher differential settlement 3
AUXILIARY BUILDING UNDERPINNING NODAL MESH AT ELEVATION 614' PLAN VIEW h"
h l
l l
i A
/
\\
/
N
\\
0.127"(1) 0.121"(1)
D 0.125-(2) 0.119"(2)
/A Ak
.x
/
\\
/
\\
y N
^v ~
J
/ A
?
}
i A
h'~dC l
0.503 0)
D~~
0.490-(1) 0.580"(2) 0.594"(2) 75ci 0.464"(1) l j
Iu"x#E"eT&ll"un'otnriunino i,29/32 0.561"(2) ano.tasso2 l
l
AUXILIARY BUILDING UNDERPINNING TYPICAL SECTION LOCATION OF MAXIMUM STRESS (Looking East) l l
AREA OF CONTROL RAILROAD BAY MAXIMUM l
l TOWER STRESS EL 634'-6" j
'h '
GRADE EL 634'-0"
- g l
,p
\\
q BACKFILL
% l,
... -p'.
i/
~.
EL 614'-0" h:n
/
l
+
l
.L g.I 1--
~
N EL 568'-0"
..=:.....
AREA OF MAXIMUM g
ORIGINAL SOIL STRESS g
G-1555-07 UX RY B Il G NDEFtPtNNING 1/26/82
AUXILIARY BUILDING UNDERPINNING l
REVIEW OF CRITICAL AREAS l
DESCRIPTION STRESS / LOAD For For Lower Higher Diff Diff Other Load Capacity of L
Settlemt Settlemt Combin Section i
Slab at El 659' between 3,480K 3,850K 5,900K 6,230k N
l column lines @ and @
1, Iso l
N-S walls on column lines 19.1 KSI 24.5KSI 42.8KSI 54KSI l
@ and @ below El 614' 53, 2,,
- Slab at El 634'-6 between 41.4KSI 4g,j KSI 42.2KS' 54.0KSI l
@ and @@ and @ and column lines l
i m
Slab at'El 659' between 47.5KSi 50.0KSI 37.3KSI 54.0KSI g
j column lines @ and @
l a.nd @ and @
1
~
l
- V A L u B 5-FOR ACI.
349-Bo LOAD CoM 81M ATi o rO $.
{
W IT H~
HIGRER A550M Etp DIFFERE9fi A L S E,T T L E.M E M T C MLy}, 79555 i
G FOR. INFOR M Ario M cog gs sr orat. To s
M t ot.A+JD FsAR R E S Pb t0 SE s pg, c,T re A,
AUXILIARY BUILDING UNDERPINNING INTERACTIDN DIAGRAM FOR HORIZONTAL REBAR ON COLUMN LINE 5.3 AND 7.8 1,500-(No.11 at 6 in.)
\\
AxiaiLoad Limit For Wails l
~
~~
~~
1,308K (ACI-349-80 EQ 14.1) z 1,000-ph
$PUB l
EE EE m 2 500-
>8
@P,ej
+z
=O Zy 500 l
1,000 1,500 2,000 2,h00 3,000
&M, (K-FTIFT) 5
'~'~'~'~~
337 500-
4 i
l AUXILIARY BUILDING UNDERPINNING UNDERPINNING WALL DESIGN CRITICAL LOADS NORTH-SOUTH WALLS IN EPA AND CONTROL TOWER LOCATION ELEVATION HORIZONTAL REBAR VERTICAL REBAR N
V M
(M N
V M
( M,n u
u u
n u
u u
y (KIFT)
(KIFT)
(K-FTIFT)
(K-FTIFT)
(KIFT)
(KIFT)
(K-FTIFT)
(K-FTIFT)
Just North of Between EL 565 124 159 211 260 133 159 9.6
-120 Column Line K and EL 574' on Column Lins j
5.3 i
Just North of Between EL 603
112
- 231
- 51.3 120
- 139
- 231
- 61.6
- 650 Column Line KC and EL 614'
)
on Column Line l
5.3 Just South of Between EL 565' 90.6 57.1 459 510
- 54.1 57.1
- 16.5
- 900
)
1 Column Line Hg and EL 574' m$
u omu a
M i
AUXILIARY BUILDING UNDERPINNING UNDERPINNING WALL DESIGN I
CRITICAL LOADS l
l WALLS ON COLUMN LINES K and K l
(E-W EPA AND CONTROL TOWER WALLS)
LOCATION ELEVATION HORIZONTAL REBAR VERTICAL REBAR Nu V
M (M
Nu Vu M
(Mgn u
u n
u (KIFT)
(KlFT)
(K-FTIFT)
(K-FTIFT)
(KIFT)
(KlFT)
(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' Just West of Between EL 603' 63.6 77.8 24.7 170 9.3 77.8 19.7 190 l
Column Lines 5.3 and EL 614' l
l stanses s'
is a
n' J
page 11 of 22 MIDLAND 1&2-FSAR 3.8.6.3 Loads and Loading Com'binations
~
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 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 structures and components in the plant.
The loads and the applicable load combinations for which each structure is designed dapend on the conditions to which that particular structure could ba 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 following subsections.
The design of structures is separated ~into two parts.
a.
The* portions of existing structures that were constructed before remedial work b.
The new remedia'l 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 s
3.8.6.3.3.
Design of remedial work including the connection to the existing structure is based on the load combinations given in Subsection 3.8.6.3.5.
The stability of all Category I structures including containments is investigated for the load combinations given in Subsection 3.8.6.3.4.
4 d
Revision 44 3.8-66 6/82 c
,,,,--,.---.,,n.-nn--
a, w.,gL,,.-..-n-,.,.-
-,--,,,,--,,-,.,,m..,,,.,,,,,-,-...,,--ewan-ay,ny-.--,,w,,,--e..r.,,----w-
,--w,,n,
MIDLAND 1&2-FSAR Page 12 of 22 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 i 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 equipment and installed within a structure 5.
Hydrostatic and soil loads, where applicable b.
Live Loads l
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.
Whe're applicable, lateral pressure of the soil 6.
Main piping loads 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
l MIDLAND 1s2-FSAR Page 13 of 22 d.
Pipe Rupture Loads N
L; Pipe rupture loads include the jet impingement forces 3
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 further discussed in Section 3.6.
e.
Thermal Loads i
Thermal loads include the temperature gradients through the spent fuel pool walls and floor, the primary and secondary shield walls, forces on internal structures due to the thernal expansion and contraction of the liner plate, piping, and equipment, including increases in water temperature during operating and accident conditions.
f.
Wind and Tornado Losds 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 Category I structures, systems, or equipment, are designed to withstand the effects of the wind and tornado loadings and to provide protection of Seismic Category I systems and components from tornado missiles.
The structures are analyzed for tornado loading not
~
coincident with the safe shutdown earthquake.
g.
Hydrostatic Loads Lateral hydrostatic pressure loads and buoyant forces resulting f rom 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 ef fects 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 For the ultimate load capacity of a concrete section:
Revision 44 3.8-68 6/82 I
i
Page le of 22 MIDLAND 1&2-FSAR 4
U is calculated in accordance with ACI 318-63 Part IV-8 for design calculations initiated prior to February 1, 1973 0 is calculated in accordance with ACI 318-71 for design calculations initiated after February 1, 1973 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 C do e, 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 T
= Ef fects of differential settlement 144 T
= Thermal effects during normal operating conditions o
H
= Force on stru'cture due to thermal expansion of pipes g
under operating conditions T
= Total thermal effects which may occur during a design l44 g
accident other than HA H
= Force o'n structure due to thermal expansion of pipes l44 A
under accident condition
'E
= Operating basis earthquake (OBE)
E'
= Safe shutdown earthquake load (SSE)
D
= Hydrostatic forces due to the PMF elevation of 635.5 feet
' W
= Design wind load 1
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.
Revision 44 3.8-69 6/82 f
.,---a
.~n
,w,,,,
em-n,,-,-m.--
..-,---,,..,,-.7,.,
,-,--m-,n.,,-m-e-----,,,-,e, w---
en-,,se e enn,,r,,.,
_,e.,,
,,,e<~,--
Page 15 of 22 MIDLAND ls2-PSAR 7
= Capacity reduction factor s.
The capacity reduction factor (#) provides for the
~
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 7- = 0.85 for tension, shear, bond, and anchorage.in reinforced concrete, applicable only for calculations in accordance with ACI 318-63
= 0.75 for spirally reinforced concrete compression members 9
= 0.70 for tied compression members
= 0.90 for fabricated structural steel 7
= 0.90 for reinforced steel in direct tension
= 0.85 for lap splices for reinforcing steel, i
applicable only for calculations in accordance with ACI 318-63 9
= 0.90 for welded or mechanical sp'lices 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 l
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 calculations l44 started after February 1, 1973 2)
U = 1.4 (D + L + M) 14 ]
Revision 44
~
3.8-70 6/82
MIDLAND 1s2-FSAR 3)
U = 1.25 (D + L + H0 + E) + 1.0 T)+ 1.0Pg 4)
U = 1.25 (D + L + Ho + W) + 1.0 T + 1.0P g
5)
U = 0.9 D + 1.25 (H
+ E) + 1.0 T + 1.0P 44 O
g 6)
U = 0.9 D + 1.25 (H
+ W) + 1.0 T + 1.0P(
O In addition, for ductile moment resisting concrete frames and for shear walls:
41 7)
U = 1.4 (D + L + F) + 1.0 T
+ 1.25 Ho+
.0PL 8)
U = 0.9 D + 1.25 E + 1.0 T
+ 1.25 H
+ 1.0P O
L l
For structures which include settlement effects:
9)
U = 1. 0 5D + 1. 2 8L + 1. 0 5T + 1. 0P(
10)
U = 1.4D + 1.4T + 1.0P{
44 11)
U = 1. 0D + 1. 0L + 1. 0W + 1. 0T + 1. 0P{
12)
U = 1.0D + 1.0L + 1.0E + 1.0T + 1.0P{
For structural elements carrying mainly earthquake forces, such as equipment supports:
(
13)
U = 1.0 D + 1.0 L + 1.8 E + 1.0 To + 1.25 H
+ 1.0P 0
b.
Structural Steel Design of steel structures satisfies the following loading combinations without exceeding the specified stresses:
1)
D+L+P 144 g
.................. stress limit = f, 2)
D+L+T
+H
+E+P(
14 4 O
O
.................. stress limit = 1.25f, i44 3)
D+L+To+H0 L
.................. 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:
i 5)
D+L+To+HO g
+E+P l44
.................. stress limit = f, Revision 44 3.8-71 6/82 l
Page 17 of 22 MIDLAND 1&2-FSAR 3.8.6.3.3 Loading Under Accident Conditions sy The Seismic Category I structures, except as provided in BC-TOP-
~},
9A and BN-TOP-2, are proportioned to maintain elastic behavior 44 when subjected to various combinations of dead, live, jacking praload, differential settlement, seismic, hydrostatic, thermal, tornado winds and differential pressure, and sustained accident 39 prsssure loads.
The upper limit of elastic behavior is considered to be the yield strength of the effective for l47 lord-carrying structural materials.
The yield strength Fy etcel (including reinforcing steel) is considered to be the gucranteed 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 ovaluated to ensure required functional capabilities are maintained under all postulated loading conditions.
The engineered safeguards systems components are protected by barriers from all credible missiles which might be generated.
39 a.
Concrete The concrete structures satsify the most severe of the following loading combinations:
1)
U = 1. 0 5 D + 1. 0 5 - L + 1. 2 5 E + 1. 0 T
+ 1.0 H g
A
+ 1.0 R + 1.0 P 2)
U = 0.95 D + 1.25 E + 1.0 T
+ 1.0 H
+ 1.0 R + 1.0P g
g 3)
U = 1.0 D + 1.0 L + 1.0 E' + 1.0 To + 1. 25 Hf
+ 1.0 R + 1.0 P(
4)
U = 1.0 D + 1.0 L + 1.0 E'
+ 1.0 T
+ 1.0 H A
+ 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 To + 1.25 Ho + 1.0 W' l
+ 1.0 P b.
Structural Steel Steel structures satisfy the most severe of the following loading combinations without exceeding the specified stresses:
1)
D+L+R +To+UO I'I
+E'
+P 4l
.................. stress limit
= 1.5f s
Revision 47 3.8-72 12/82
=
MIDLAND 1&2-FSAR Page 18 of 22 2)
D+L+R+T
+H
+ E' + PL 47 g
g
.................. stress limitt3
= 1.5f, 3)
D+L+B+T
+H+P O
0 g
.................. s t re s s limi t[ a )
= 1.5f s 41 4)
D+L+To+H0+W' +P t
.................. stress limit (*)
= 1.5f, (a)For the cases above, the maximum allowable stress, 147 except for local areas affected by missiles, 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 that 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 i
Revision 47 3.8-73 12/82
Page 19 of 22 MIDLAND 1&2-FSAR 3.8.6.3.4 Other Loadings
'M In addition to the previous load combinations listed, the 3,
' structures 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 l.5 1.5 D+H+E' l.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 H = lateral earth pressure, or its related internal moments and forces P(= effect of jacking preload 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
Page 20 of 22 MIDLAND 1&2-FSAR U = required strength to resist design loads or their related 4
internal moments and forces.
U is calculated in accordance with ACL 349-80.
Severe savironmental 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 l
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:
1 l
P,= maximum differential pressure load generated by a postulated break 44 T,= thermal loads under accident co'nditions generated by a postulated break and I
including To R = pipe and equipment reactions under accident conditions a
generated by postulated break and in.cluding RO Yy= broken high-energy pipe during a postulated breakloads on the structure gene l
Y) = jet impingement load on a structure generated by a postulated break Y = missile impact load on a structure generated by or during m
a postulated - break, such as pipe whipping The underpinning' walls satisfy the most severe of the following loading combinations:
I J) 1 U = 1.4 (D + T) + 1. 4 F- + 1. 7 L + 1. 7 H + 1. 7 10+P l
/ 2)
U = 1.4 (D + T) + 1.4 F + 1.7 L + 1.7 H + 1.9 E i
+ 1.7 RO+Pg 3)
U = 1.4 (D + T) + 1. 4 ' F + 1. 7' L + l'. 7 H + 1. 7 W
+ 1.7 R0 L
hfEb 3.8-75
Page 21 of 22 MIDLAND 1&2-FSAR 4)
U = (D + T) +F+L+H+TO+R+
+P N
O ss g
1 5)
U=
(D + T)
+F+L+H+T
+R*N O
O C
L 6)
U= (D + T) +F+L+H+T,
+ R, + 1.5 Pf+Pg
' 7)
U = (D + T) +F+L+H+T
+R
+ 1.25 P,
+ (Y a
a r
j + Y,) + l.25 EO+PL
+Y 8)
U = (D + T)
+F+L+
H+T,
+ R, + P,
+ (Yr
+Y
+ Y,
) +E,
+P 3
3 g
9)
U = 1. 0 5 ( D + T ) + 1.05 F + 1.3 L + 1.'3 H + 1.3 To
+ 1.3 Ru+P 10)
U = 1.05 (D + T) + 1.05 F + 1.3 L + 1.3 H + 1.4 F
+ 1.3 T
+ 1.3 R
- g O
L 11)
U = 1.05 (D + T) + 1.05 F + 1.3 L + 1.3 H + 1.3 W
+ 1.3 TO + 1.3 RO+P 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 fcr analysis and design are the conventional methods used in engineering practice such as the theory of concrete st'ructures or beam theory, and those based on plate and shell theories of dif ferent
~
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 44 from all postulated loadings.
3.8.6.5 Structural Acceptance Criteria The tundamental acceptance criterion for the containment is the successful completion of the structural integrity test, with i
measured responses within the limits predicted by analyses.
The l
limits are predicted based on test load analyses, test load combinacions, and code allowance values for stress, properties, l
l and construction tolerances as described in Subsection 3.8.1.
In l
this way, the margins of safety associated with the design and construction of the containment are, as a minimum, the accepted mergins associated with nationally recognized codes of practice.
Revision 44 3.8-76 6/82
--.e.
REBAR STRESSES FOR PARAMETRIC STUDIES Parametric Study l Parametric Existing Construction Construction Construction Study 2 Description Stress Stage 1 Stage 2 Stage 3 ksi Af ter Soil With After With After With Removal Jacking Soil Jacking Soil Jacking Load Removal Load Removal Load Wall Below El 614*-0"
}--
54 ksi
( *40 l
{ 44 39 37 27 48 26 40 Allowable On Une
'~ 4 M,Between g
Column Unos l3, 4 G and H Stab At El 659' Botween Column 13 12 0
23 O
20
. Aitows% {
54 ksi
~
Unos G and H I
Ek 14 3 E
- Compressive stress in stab; Hence, no tensile stress in rebar.
U K - 70 om TABLE 2-4 IDE v At UE.s coRRia.sece To A s o it_.
Mot >0Los CF:
30 kCF UtJt>EA n tE-M&l tJ AUxt Li M Y Sut LC3 N c7 O
M-D-(WE A Af,E vvRE ss.
VALUE.5,
m ATTACHMENT #2 e
f e.-
--y
,.--m
,._--m....,_m,...
.r._,-...
o i
DOCUMENT
~
PAGE
~
~'
PULLED
~
ANO.n--s
$3 NO. OF PAGES REASON O PAGE ELEGIB2 D we ccer Faso AT. roa er omr= -
J J_
D BET 1ER COP ( REDJESTED ON _
EE10 FEM.
,oD s.,oR OMER -
D FEMED ON APERTURE CARD NO O l A v u. E
,w
- -,. - - - - - --p.
ve
Attachment #3 Page 1 of 4 RESPONSE TO AUDIT POINT #1 1 INTRODUCTION This attachment addresses two points:
a.
How-the " existing stress" in the Auxiliary Building structure has been considered in the design.
b.
Plan for recovering building movements (elastic displacement).
Section 2 describes the causes and the nature of the existing stresses and the cause for the_ elastic displacement in the structure before the start of underpinning.
At the end of permanent jacking, theses existing stresses are mostly neutralized as explained in Section 3.
Section 4 explains how the existing stresses in the structure were used to check the structure during the different stages of underpinning construction.
Section 5 describes how the elastic displacement is recovered in the process of applying the temporary and subsequent permanent jacking.
Conclusions are provided in Section 6.
2 EXISTING CONDITION OF BUILDING BEFORE UNDERPINNING A.
EXISTING STRESSES The Main Auxiliary (MA) building is supported on original soil. Before the start of underpinning, the electrical penetration areas (EPA's) and Control Tower (CT) are supported on backfill (shown by cross-hatching in Figure 1).' The estimated weights are 9,300 Kips for each of the EPA's and 29,000 Kips for the CT.
These weights include the dead weight of the structure and 25 percent live load on the structure (hereafter referred to as live load).
The soil supporting the MA is stiffer than the backfill supporting the EPA's and the CT.
The Auxiliary Building structure has been analyzed for the existing condition considering relative stiffnesses of
~
supporting soil under the MA, EPA's, and CT.
It has been determined from this analysis that part of the dead and live loads of the EPA and CT are supported by the MA.
This transfer of load to MA causes moments and shears at the interface of MA and CT.
These moments and shears (M*
^
&V in figure 7(a)) result in " existing stresses" in the MA.
The areIs of maximum stresses are the floor slab at El. 659' between column lines G and H and walls between El. 614' and.584' between column lines G and H as shown in Figure 2.
The existing stress is predominately tension in the slab at El. 659' and shear in the wall below El. 614'.
B.
EXISTING DISPLACEMENT Page 2 of 4 The total existing displacements under the CT and EPA are the sum of the following components:
(1)
Building Translation:
Uniform soil settlement results in rigid
[
body translation of the structure and causes no stress in the j
building.-
(ii)
Building Rotation: Because the soil under the MA is stiffer than the soil under the EPA's and CT, the entire Auxiliary Building will rotate. This rigid body rotation induces no stress in the structure.
(iii) Elastic Movement: The soil reaction under the CT and EPA is
' less than the weights of these structures.
The difference between the weights of the structures and the sum of the soil reactions is transmitted to MA by partial cantilever action inducing elastic movements in the CT and EPA. This elastic movement has caused the existing stress in the structure.
3 PERMANENT UNDERPINNING AND ITS EFFECTS ON EXISTING STRESS To provide. adequate support under the CT and EPA, permanent underpinning valls are constructed. The layout of these walls is shown in Figure 4.
Building loads are transferred to the underpinning wall by jacking the wall against the building. The amount and location of jacking loads to be applied is shown in Figure 5.
The basis of these jacking loads and their locations are:
(1) they equal the tributary load from the structure above, and (2) their center of gravity coincide with the centroid of the tributary loads from the building.
I The effect o'f applying permanent jacking load has been schematically shown in Figure 7.
Due to the existing condition a Shear V and a moment M I
occur at the interface of the Main Auxiliary and the 6ontrol Tower as'shown in Figure 7 (a).
Existing stresses are caused due to these forces. Due to the soil removal and the application of permanent jacking load, shear V P
and moment M are caused at the interface as shown in Figure 7 (b).
Stresses,ophositeinnaturetotheexistingstressas,arecausedbythese forces. As.shown in Figure 7 (c), the existing shear and moment are 4
eliminated, af ter the application of the permanent jacking load if the jacking load equals the tributary weight of the EPA and Control Tower; and the jacking load is applied'at the center of gravity of the tributary load.
Since the applied load is not exactly equal to the j
tributary load and there is a small eccentricity between the jacking and the tributary load (see Figure 6), small residual shear and moment remain in the structure causing small residual stresses.
For example, the existing stress in the slab at El. 659' before the start j
of underpinning was approximately 14.3 ksi tension with load factor. At the end of permanent jacking, this tensile stress is reduced to a small amount (2.1 ksi).
In the analytical model for the analysis of the permanent wall, neither of the loading conditions presented in Figures 7 (a) and (b) are considered, as they essentially neutralize each other as explained above. Therefore, 1
n n----
-g n,-
c,.
-,m
,..,-n
-,-rm n-
.-p,-----,,,,,ny---,
,-w v,,e--,,-we--,
,-m.
.----eemwe.,-,.-.
v_,-n,--w-m,
.m---.-<,---.---e-w,
, - +
Page 3 of 4 the model considers the loading cases starting from the lock off of the jacking loads. The forces and moments resulting from this model have already been presented in FSAR Table 3.8 - 19 and are shown to be acceptable.
4 BUILDING BEHAVIOR DURING TEMPORARY UNDERPINNING The temporary jacking stage is a transient phenomenon in the underpinning
-construction. The aim of temporary jacking is to provide support for the building so that soil under the CT and EPA can be removed and the permanent walls constructed. The total amount of temporary jacking loads (J ) to be applied are shown schematically in Figure 3.
An analysis of the structure was performed to ensure the safuty of the structure during all construction stages.
In this analysis the effect of existing stress was considered by using bounding values of soil springs under MA, EPA and CT.
According to the analysis performed, the stress in the slab at El. 659' changes to small compressive stress from tensile stress, but the shear stress in the walls below El. 614' between column lines G and H does not reduce significantly (see Table 1).
This analysis shows that during the temporary underpinning, the structural stresses are within allowables.
5 DISPLACEMENT As temporary and permanent jacking are progressively applied, the elastic settlement will generally be recovered, (i.e., the building will move up).
i The phenomenon was confirmed during the jacking of the grillage beams at E/W8 (see Figures 8 and 9).
The observed upward movenent here was approximately 60 mils for the West EPA and 80 mils for the East EPA for the jacking load of 2,000 Kips. Part of this upward movement can be attributed to atmospheric changes in temperature. Calculated values of upward movement, during the jacking, are only approximate and will vary from observed values because of the following factors in the analysis:
a.
E and G Values of Concrete: The concrete has been poured at different times and under different conditions; therefore, there is much i
uncertainty regarding the values of E and G.
The displacements are directly proportional to the values of E and G.
b.
Degradation of shear modulus due to microcracking:
Shear modules is proportional to concrete elasticity modulus. However, even with minute cracks in the concrete, the elastic modulus (and hence the shear modulus) redu^ces drastically.
1 c.
Simplifying assumptions made in modeling a complex structure.
d.
Nonlinear soil springs:
The response.of the soil depends on the strain level, the time the load is sustained, the previous loading history of
~
the soil, and whether the soil is being Icaded or unloaded. The soils have a nonlinear stress-strain relationship,.and linear springs representing soil behavior cannot strictly be applied.
e i
1
Page 4 of 4 e.
Atmospheric temperature variations: During a cold spell in October 1982, it was observed that the ends of the EPA moved up by app ;ximately 25 mils.
It is not practicable to determine these factors accurately for the analytical model. Codes and standards provide necessary guidance to determine these factors.
Structural analysis performed using code recommended factors results in a conservative design of the structure from strength considerations.
T The displacement calculation is directly related to these factors and is sensitive to their variation. Hence, the calculated displacements due to the applied loads are approximate. To ensure serviceability, the calculated deflections based on code assumption are usually modified by cons.ervative factors.
6 C0FCLUSION Existing building stresses before underpinning are reduced to small reildual stresses at the end of soil removal under EPA and CT and the applic9 tion of permanent jacking loads. Hence the assumptions made, regarding the existing stresses, in the analytical model are justified and the calculated stresses resulting from these models are reasonable. The resulting stresses are presented in FSAR, (Table 3.8 - 19) and meet the acceptance criteria.
Downward elastic displacement has occurred because of the difference in soil stiffness under different areas of the MA and backfill under the CT and EPA.
It is expected that a major portion of the downward elastic displacement will be recovered by an upward movement of the structure.
The amount of elastic displacement that will be recovered can only be predicted approximately by calculations. However, the plan is to apply the design jacking loads and allow the structure to move up.
Applying predetermined jacking loads and allowing the structure to move up will ensure that the stresses existing in the structure before the underpinning will be reduced to minimal values.
ET/ WORK e
r
I i
AUXILIARY BUILDING UNDERPINNING.
~
SOIL SPRINGS UNDER i
AUXILIARY BUILDING i
i MAtN AuxluARY suit oi NG
( M A)
OG r--,7 u-
/ /l///V Wl//
'rl$?
'/W,
%h*24'E%
//
A AREA oF c
Anza teen) yAmmum smess 5.3 6.6 7.8 Fre0RE l
l NOTE:
AM - 3 m _,,,,,,
(1) for lower differential settlement um 3,,,,,,,
(2) for higher differential settlement i
l I
~
dXillANY BUILDING UNDERPINNING 3
~
TYPICAL SECTION LOCATION OF ' MAXIMUM STRESS (Looking East)
~
e-i i
J RAILROAD BAY Al TEA OF CONTROL' MAXIMUM IVmM TOWER EL 634'-6" STRESS T
\\
T EL 659'-0" GRADE
\\
Y 5'/
EL 634'-O".
f 11 g'
- .I
,, g r
1 EL 614'-0" BACKFILL
-g n r
e I
f/
(:/]-
BACKFILL T
i
[
AREA OF MAXIMUM
_EL 566'-0" STRESS g,, '
dRIGINAL $0ll Ag.3 FIQURE. -(
O.i sss.or gAIJXLIARY BtM DNQ UNDUPINNNO 1126/82
i l
l l
l I
i AUXILIARY BUILDING UNDERPINNING CONSTRUCTION AREA I
PMN e
I i
.....1,.,,,..,.,'-.---.
s w,, f : / 1
)
mm.a, l
N k
u _ k so,e n
g a
- k 900 76
\\
\\
/
/ Dg%
K' g
N
/
M n+00y MA N
/
e l
I400 l
y l.
q N
'noo*
z2oo" sloo K
i+oo*
2 E**
's
.,noo l
/\\
/ \\
/\\
9
=a-4 at a;
.a y' a : u; u;;
38
-2 #.3 3
S 2
' =
e O
T E M PORA RY JACK IN C, LOAp6(JQ (Torm t.
Jac eme = 33, s* *)
AMahA-3 FIC,URE 3
t UNITI UNIT 2 3
[
i i
i Q
T T
._. j _g
=
m Q
t PERMANENT UNDERPINNING WALL B-AREAS TO BE POURED ATTATcHMENT-3 AFTEl2. FIN AL LOAD FI GURE - 4 TRAN9FER ACCEPTANCE C RITE RIOM MAS BEE M SATISFIE D
__ _ __ _ __ _ __. g I
z-g
______ _ g
=
U
]
O M
h/4///
I h
N v,,,,
a d r w m L 7 7
=ly "h
=.
- f'*
= _ 82,soi I
Ds
/EA 6%
6A mveswr
~ CONSUMERS POWER COMPANY U
U C
MIDLAND PUWIT UlllTS 1 & 2 PER M A N ENT-JACKING LOADS (d (TOTAL JAcgiN G : 394to j FIGURE 5
u ATT ATcIf M EAir-1
AUXILIARY BUILDING UNDERPINNING-SOIL SPRINGS UNDER AUXILIARY BUILDING I
l D
i I
l
/
\\
l i
' ECCENTRIC 1 TIE 5 e
==::
WALts a c. G, oF JMKIN4 l
H Lo^ps
~
i h
/s h
/
7 7/
/
/
//]// 77/77/77'/
OK
/
. ex =t'-o
.e C
30,.o i
4_,,
y, hTTA TCWMEd NOTE:
FIGidRE. 6_
u7(s 74 (1) for lower differential settlement 9
3,,,,,,,
(2) for higher differential settlement o
tne
)
t n
p n
a e
e m
(
n r
)
a e
g m
P P
(
re r
P e
t
=
d f
)
n a
a E e s
g
(
g e
P 4
)
n s
W g
i s
(
t e
P e
r W
P
=
t t
x S
=
=
p E
M W l
p W r
ag V
f un f
,i f
di
- i M o V,
o i k e
sc n
ea
3 i
RJ
=
=
L t
r n
)
a e
'H y c
e m
T
' 1
(
h o
J 3
S M
A nv oi E
t sc M
t e.
cp t er c f e e R
H fR f
S C
E f
e g E
/
l tn ek a S
l L
T ni r A
l o
i1 mc e A
oa h T P p
MJ S d
C E g
T 1O" l
I e
n
~,
i,
=
=
a b
T P
P l
A M
a x
v y
o
'e m
S M*
eg
)
(
e R n i
7 t
lk D
i c
)
- p oa e
SJ A
R e M
S E
s f t x
R U
e on G
n e
i t n P
I L
ca P
(
F em f r
H' f e p,
/
V n W T.
)
b
)
)
(
1 2
R.
L: W daoP
)
l g g v
nS R
(
i S
e
) l k.
r Ai cW t
a PF a e
E Jf y
t h.
n o
S gI tIi
& o t A
ns T P w
e t
d y
Tn ee C
.n E@
i Co ni (i
at l
)
1 t mi f c rc e
3, e
M
(
aa ei G
e Pr
(
tR t
)
h l n n
gl ae o
t S
n
(
ii t c i
e eo oc t
WS TE i
m
~-
d c
n A
)
= =, = =,
o M
WS Pe C
e
(
g e
g n
o S
)
E e
i a - W R
t
,c W
(
U s
S T
i
,= =
A e
x S
L E
C l[
W W V, M, e
M E
)
M a
)
)
)
O
(
1 2 3 4 N
,i l
h m
M m
_1-s z_
V_
.=
w,
_--e
^
r&
tYm-h t
_v-g di h
7w 7
8 13,w 4
o A
g--- c-1.. = g---.. c 3.~.
}.
O
--s_.-
.w c
g;E 6= - m~q
"~
-+ - -.
-_._ =..-~2:6-;;3 s
" ": -~."__~..*_*_ I'
& g~ ~~
c
-...}-.._-
_..--~_-.&.__
.4'----..-_..
,_s_.-.,,_-..
. _.. L.L M - ---+
N F:;
.__r.......... _{,rr-~d _
=
m
- - - +-
-- =r : x =_[y___g -
=-
h:
3 1
c t_
- ..._2t__._......_4..
_.__.____._.q._:.
-- > : m : j== n..-- ~n - S b. %
V
=4 g.g :
- n
---= a _. -:5..ul
- o g;
m._..___._i---_--:-.
____m
-(
s
- - - * - - '., :....:. ; :L Y - --9
+-
=-P Ig.
US.d. :. b-'k: =._ b.b._._ [k....
r__._. _ -..
__ u' 7_._-...
.. =. r n-u ut- -. : O M
_...__..._ ___. 7 i - = t___.= xx = t = ___1_
-rz"G1-
--1mr.'N
- -i-Y 8 :..__.
~~~~ ~ ' ~~ E"J
~-'?_ =Ei'j E-Q xp M E- _ '_1._.J (=_ _. i _-- n_ :
-~ rru=:==== -----
_QQ---[-
_:= 2 O
_:==_....___.-
w,,- - __ - =. =.:. ~== : = ===-.u : ---
+
4g.
_. _ =. _ =.. _. _..
- g;_
g o
._a.
___..___. tg
='
=*
'=="=""=~-T-~~~---4 D-~~~-'.'~.-_7=
2*"
="2 n~ :r : :1-"- "=-
-.1 o _"_*L=~~ ='t _-c :r.._..__...+
____......;=:+-...__
w_. _ ;
.. n cx g..
- ~
. I r 7 -'- ~~. ;-. _
~~'! : ~ '-
_C... i x 7
=~~2 qJ 9--.;-*- -" -- - -.. ' :_^- --- h Z CZ j.. _.... !.-- ":--.
.. J: *~ ~ Z - : *- !._.
'---M-~:-'*.-*C_._..
___.-_..t-!*T*"
. -*- l
_.a._...----
r ---- n.. _.__._...__..t:=
__.._.: - n:r=n _.n.=:.j n nH Q 2
-- - -- un +1 ; -.
3--
q-
.,,,,,g,._..--------,:=-;.p__.__
M
...__..._.__--.._._.____.=._=r
_.g + -
- a... =.
v
= =. = -., = _ = _ =, = _ -. -..
a e
..g_.._...
a d,Q.__.__ -. -_..
=.....--.-__u==...._--_...--_.
._===: -._--.: -
- u. - - - =
~,..
~
-Qg
- o. 27._ =_._.:- r.n._..
.--.-.r..:=__L.__._...___-_..%..._=.._y.:.__..__'_-r._.=___n_;_._._._._n.._=.._..n:.
ll;.
=I
_ _. *u:.
-... h O 23 o-
- m: :.
- -~
-i O -.
4 k
M '~ -
-Frii~-
~ ' ' '
3o d '.
'Tr. R i U S l '. R r__ n _; :xu.
(
m s
.._.=x;. n=pxx::
f-:, m 1
g v
w
- f p ' !=. dEZZ
.UT~~IEEElifl Ci T'"
- -if nd P o :=.::=n
.n.. t a...n_-.+. ___
.".1.._n..nn.-. !. ;
.. - -.... : _._=. r. r. -...
r -. x.
g 4 7 g.- = -
-,-=---;..
- m n g ;=-=:==
.g =
N
~
~ ' ' ' - - - - - - -
g===pr ppr g_..
- - rr u =pn =r:g-- ;::. - - - - -
4
.x.
o _..
..... -,........-----.e ee E -. _ -.
e-
.sa.
'Ud.
- 7...
.1 I.
".I.
.E.
.C
+
O w.--
_.=.2 p
!!% : * - '..Z u { ~.- ; ' I:'
' ' I%j"C1!j {
_.{'--'--'..x-o............._...
........_....r..-..--
...-....t...
^- -
..a h....
. e f"*-
e 'i_"=u: 2.=_.i n.....
- - ~ " " -
t...
- j.:
g n...
y_.....
...-..m.......
__1__
,V
.a..
,..... - g
...._.e,,..$
4
-.aee-.4...
p
...e..
- bbb
.{
..~..!,_
.~!bbb lbi'l] ^ :
_.4
. ~bb b= C....
.. 1
~',
b-b. bbi. b1'{= 7. T.
g.
j
- 4.
+ -.
...ag;;
y n_ ;._= ;
9 T
O c4 O
P O
4 c~
O T-O W-e4 O
t u
ew d
i i
1-o v
w m
+-
T-v.-
m A
7 i-8 i
n i
e i
t i
ia i
i u
t
=!
Q 1.
.N' f
ge
=-
C"M s
n-1~.
2 W 9*~*"
Y "M.
2 _ - -" O'
-w--
s
=
v C
i
~
r R
m g4 5 - l' '
h:
q- --]---
u-__
La l i-
.- =
m..
NI M N -- I w 5 w-i __
t*.
,1
=
g g..
8 m
S z
c L
2
~
w
- ^
6-_-
=g L ---
__._..._::._._4__.
2.___
4_...._.
_ m @,-.
g g
_ -- Ch: u.- Q
-=
O.
- D_
r_- _____ WM - _ _
u-F - = F: =_:
, - - -_'Q t--
d-TI7. - _ M2~-ij
- ~
~
C
=x __ _._.. w- = O Qm j
- ---- Q,
.___.____.._.._=-----:--
- =
3-
.~ 3. n_. 2 : -
- ~~
- " ^ -
-..--4._.
[
+w n.
t---~
' h
..?'---"
%.,g;___.
.-- 2. :n --==. -- I
~
it-.. -. ;..._:
H._ _ 2.
.e _.. 41! ~'C C1
~ " _ ' * -. : ~
- ~~~'-d "C) br =.:,
~bh
_M y
No
..= - - -
n Q
n,
. = - = _ - - - - - -
__.___=._1;---
!g
- .n x _ : : _ _.__,Dq
.v __ _
..__. z: _. = _ _.. _ - -
a___=._=_.=.:..=...:...=.1
,=_ : :'=. :... -
_.. _ _. =,
- + - - - -
_ = = =.......=.i.:==e Q
L
..=
~~-M.__2.._..__.___4.;
___._----*'---C._.
.---~;:.--*=~~7
--._4.
! J.:L.. _... _ -
~~in _. =;;Z ;- = :
-- -.;.=^ * - - -
U
_."..-*'2-~~Cb~*-
Z..
!- =. -
..Ir---+~~..._
4_
_3 o, t._.__.2===:=-_-
_ = = = = = = :
__ _--- =_
. - q==:-- - - -
x-q -__..
= _. --
.._u.___.
r m-.= =-- u_..._ o
--7
,~
_..__------;==:.=--
._.. ;:n-
__a N._
--,x=.c=um.,:
=
3
'O*~~'_=._*^
. _ _ _ _...._E'~.~.I-~,C.:._~_-~_~_7.*~~'____4
'-~~~~~.!..C_.*.'.._._!-*-'
' -' ' 12. :....,.. _ _,
4
..--*~~~~!-~.-~~._.__._..
g..__...__"-**
... ~;-'.
...___j g
4 1
[
l
.[
I-^'.
.4_.s..:~~((["..j.'
s..
.. = = -..=-
._ :- - - :- - - : = :-- : : :* = -- =. = :r -.
._....__.4...
... b g..
- .
- 0
[j y
= :: = - -
u-u; 7-2 ___ ;-==p =-
- = p- -.
u---- ; = - =;.. r-
- - - ~
- - - ~ ~ ~ ~
- - :2
- 3 Q Q xx_;
=n
--n...__.._._..;----::
3=::
. -- := =n
(
2
~~ ~ ~ ~ ~ - ' ' ' " ' - - ~
~ - ~ ~ * ~ ' - - ~ ~ * ~ ' " ' '
"''*'-'"..~".'"z*~.~
5s - 3
...= = ;= = ;= -
- - - - ~.... = = = = = = = =...
~
5'.f.T-~~ ~ ~
T k
1
- e
..,0
~*
- " - - - - ~ ~ - - ' -
- ==a za "r
.-~. J-n_ :7.;. ~." '
27
- =~--*==.!..
a
- : _;.J.. - - n - r --
= _
_. _'C
~ 1. :...
.... _.. _..* ~ - =.
- -'" - *.; : - :: _;:. r: ;.:
C.
o, 1,.-~;-.=..
=_.,n=.=..
.. = _ _
3.._
'---p.:---l-
--r---
-- l -
~ ' - ~
r p,Oug _ :p 1..
,..
.--g
.__. _. _c n==.._...__..a==.
r==._._.
_. -== -
S_.-.
..x_:n.
- =.; ;.cg_pu_1_
- p-f T
. = =.
e 2 ?= =
1i = =.
_- o r
k.=u;:
- . = :m r==,-----
n ux :
x....-- :
- n
+
+ = = : =s.
+5 a======= --
serq
- s=s;=si=a Ii;EE-5"-E=-
i =2diEi 1--Ilf'Ei-
=pEfpiEE:# " *jE4 ni
~
- .4 a===v s=1
.=:==i-i+c
=
.: e= :.== =s=;=Ee= m 1
1
..=_
1 2.
.x.
\\.
-.. _ - -.. - ~
__-.._.a._..
- - O rO l
- - - J q...
..J_........_._._.....
--...------.--..-.;=.=-
== w
.g
- :EE-Nx_:.g_f...nj_i;=myii-i1
==[x=.
x _.. ; __.q.gj i 2-
- u=,-g-Eiggg =.
)
1:_
- o Q:n ::!n:.
- j:.
..t...
+
6 9
O O
cd O
+
o 4
e4
<0 v
o o
e
{
Q
,e, a
r;-
a e
v v
o.
e e
e q
7 7
i e
i J
i
RssponOO to Audit Poict-1,.
Attcchment 3 TABLE 1 j
REBAR STRESSES IN CRITICAL AREAS 2
I Stress (ksi)
P J
Stress at Stress at End of End of I
^
Existing Permanent Temporary Description Stress Jackinz Jackinz Remerks Slab at el 659' between column 14.3(1) 2.1 0(5)
PL stresses added to lines C and H stresses from other load combinations N-S walls on column lines 5.3 16.37 6.7(2 4) 16.42(2*4) JL stresses are and 7.8 between column lines G transient, and H and between el 614' and 584' I
i j
II)For1.4D4 1.?L, where D and L are stresses from dead and live loads, respectively (2)For 1.0 P L
l (3)1ncludes membrane shear (4) Includes membrane tension j
(5) Compression in concrete; therefore, no tension in rebar 4
J l
4 I
8 1
0546b l
Page 1 of 4 RESPONSE TO SUBSEQUENT DISCUSSION ITEMS 1 & 4 During the temporary jacking operation, uncontrolled upward displacement of the structure is not possible due to the following reasons:
1.
The total applied temporary jacking load is less than the gravity load of the Control Tower and Electrical Penetration Areas (EPA's).
2.
A substantial structural link exists between the Control Tower and the Main Auxiliary Building.
Some structural movement will result from the jacking operation. This movement has two components:
1.
Rigid body rotation due to application of loads at the edge of a structure on an elastic medium.
(This movement does not induce any internal structural stresses.)
2.
Elastic deformation; individual jacking loads will cause the structure to move until resistance from the surrounding structure equals the jacking load..(Ihis movement induces strains and stresses in the building).
s The expected order of magnitude of upward movements at the EPA's during the temporary jacking operation is as follows: (See Figure 4-1 for Deep Seated Bench Mark (DSB) locations).
3/16" fcr extreme ends of EPA's at DSB-2E/W with respect to ends of Control Tower as measured at DSB-3E/W.
This value is based on a calculation which considers an EPA as a cantilever beam fixed at the Control Tower. A linear elastic analysis with stiffness based on uncracked sections is used. Applied loads are chosen from the current temporary jacking schedule as representing the condition that should produce the greatest displacement at the free end of an EPA.
The deflection computed at the free end of an EPA is based on flexural and shear deformations. This calculated movement is approximate due to the reasons described in Section 5.0 of Attachmenc 3.
Therefore, the observed movement may exceed the calculated values.
The allowable upward movement of the Control Tower during the temporary jacking operation is as follows:
1/2" for the south face of the Control Tower with respect to the north edge of the immediately adjacent Turbine Building foundation mat between Col.
Lines 5.6 and 7.4 (see Figure 4-2).
Page 2 of 4 This value is based on a conservative evaluation of the existing condition of the connection of eight duct banks to the south face of the Control Tower foundation'(see Figure 4-2 for illustration). The purpose of this evaluation is to ensure that the relative movement between the Control Tower and Turbine
' Building foundations does not impair serviceability of the cables within the duct bank. For the evaluation, primary considerations are fill ratio of individual conduits (i.e., available space inside conduit) and a worst case shear displacement of the pipe across the joint.
During jacking of the piers CT1/12, relative movement between the Control Tower and Turbine Building foundatio'ns will be monitored at nearby DSB's 3E/W. During jacking of the remaining CT piers, the relative movement will be monitored by additional instruments which will be installed shortly. The 1/2" allowable value may be increased if it can be shown that the deformation of the cables and the conduit can allow greater relative movement without impairing the serviceability of the cables.
During the temporary and permanent jacking operations, the intent is to allow the Control Tower and EPA's to move up as required for input of design jacking loads.
Input of design jacking loads is important with regards to existing stresses in the structure as explained in Attachment 3.
If the upward movement of an EPA relative to the Control Tower reaches 3/8" (twice the calculated value) or the upward movement of the Control Tower relative to the Turbine Building reaches 1/2" (the allowable value for the Control Tower), jacking shall be stopped. Jacking shall be resumed only after it is determined by subsequent evaluation that structural safety and serviceability will not be impaired. The jacking schedule and/or construction schedule may be revised if necessary to remain within these limits.
. The estimated values of upward movement of the structure due to pirmanent jacking will be based on the observed movement values during temp (rary jacking.
4 1
response /D
ygn 2" a yow WS3 E
I
/
)
B iD
'1 3
E e -
2 D
il
.N D
eS1 l
)
3 N
i
)
y l
tD E
4
-D ND F
\\,S D
E l
3 2t 4
D i
S l
S A
S A_
S Si eD l
l Dg i
l D
u 2
l I
2 N
S eD A
X l
l l
2 E
)
i*
I l
S 4
D H
)
I
)
I 9
6 l
l eD 6
M
)
I 1
2 1
8 4
N e-A X
D 1
M g
E.
p
)
l I
i i
e S
F SD 3
S I
A S
W A
e3 l* -
B Wl S-1 1
6 i D
S eS D
D W
D
[/
l t
i l
)
E fD W
4 6D l
i D
D I
A *
- A H
)
1 A
A 1
A A
D Wl A N A
2 t G-D A O A
A I
A
- i t
A TCA W
3 S
A AI A I
I A TTA A
1 AA li 2l A
t A
ll l
1 A
li EA e
1 A : i A l
l f
A I
tA i
l A TSA
\\ s-t A S A
l A
A i A
t i
A l
{
D A
A A
A A *
- A u
3;(
K
/
- l
, i,
, i : '
1 j
-1
)j j
li 12
i I
Attochment 4 Page 4 Of 4 i
"lMRov6W Duci SAMK6 HAVE BOTT EL. 593' f,"
g ARE AFFROX. 2*-9" R164 (TTPicAL) c Aux. SLD6.
- \\
St9' 5'-9'4'4
,l /.
2' 6"-
'kgg, 6' 5" I5t0 $ 0. 6 6 '
{'. ' 6
. 6' o. \\ '-G 6' d. 6' b'
. S-nS
\\ \\
/i
/
1 \\T1
/
$ji:3 I
y 5
QN TURSIME pi h/,f g
Sto6 g
g 3
3 3 ii 3
g gj-
<~
/
i a
DUCT 6AMK6 To CABLE PtT6 15 14 CONTROL Toweg, gAVE BOTT EL. Gou.o- @ c T.,
UNIT I UMIT 2
.ARE APPRog.2'.T MI64 (TTPicAL) i PLAki L
g uy.!LiAgf SLD6 A
l 3
C047ROL TowtR, l
j WALL t_
g VERTICAL MOVEMEuT:'
MOWITORid6 146TRUM&MT TURSl46 SLN.
(7.(p3p.Aggg h
l E'. GI A' O*,
M IOUMDATCd MAI (L. Gro' O' eue.o.
xm _ 1,,Le m 5~~.*~'5 'i~E?h ~~
-E eusoc.of I
' ~ ~
EL.G0S'O'm /
< - ::5E-[.:
- 2*9" DUCT 6AME l
I I
TYP SECTi0.4 I
.=m
.a s-i
(
Figure 4-2 i.
l
Attech <nt $
Pag 2 1 of 1 RESPONSE TO SUBSEQUENT DISCUSSION ITEM 4
~
During each increment of initial jacking of a pier / grillage, building movements are determined by a computerized monitoring system operated by Wiss, Janey, Elstner and Associates (WJE). WJE transmits a copy of this data to the Bechtel Resident Structural Engineer (RSE).
The RSE records the movement with,other jacking data and verbally transuits the data to the Mergentime Jacking Engineer.
rhe RSE evaluates and plots key data such as jacking load versus building movements as the data is obtained.
Extrapolations of plotted data are made to predict if the allowable upward movement (AUM) or other. limits set by the RSE, may be exceeded and if so, at what jacking load.- These. evaluations are regularly transmitted to Mergentime engineering personnel so that actions can be planned if an
' AUM is forecast.
When an AUM occurs, the corresponding jacking load'(MARL) shall be reduced to 80% MARL and maintained. The RSE'in consultation with
~ ~. -
Hergentime makes an evaluation based-on experience and the following data as appropriate:
- The current and past movement rates at the applicable deep l
[
seated benchmarks.
- The magnitude of the jacking load (MARL) and loads jacked at other support locations with respect to specified loads.
- The magnitudes of monitoring parameters for bending (41,d2 and A3) with respect to alert and action limits.
- Magnitude of recovered settlements.
- Past experiences from previous jacking locations.
- Strain data at building monitoring locations.
- Building behavior predicted by Project Engineering models.
- Pier load - settlement behavior.
- Results from crack monitoring, walk downs, and inspections at critical areas of the structure.
Direction to maintain 80% of MARL for acceptance criterion or resumption of jacking to a je.cking load above 80% of MARL is given after RSE's and Mergentine's evaluations have been completed and discussed, and actions agreed upon.
In addition to the on site evaluation of data,. Project Engineering personnel are regularly updated concerning building behavior.
In. summary, the above process ensures that no physical damage is imparted upon the structure. The step by step reviews provide a mechanism of checking that the jacking operation is proceeding as l
predicted, thereby giving confidence.in the analysis.
If conditions j
develop which are different than expected, jacking operations are j
stopped until the situation is evaluated and the problem resc1ved.
f item 4/D j
l-Page 1
-