ML20072A499
| ML20072A499 | |
| Person / Time | |
|---|---|
| Site: | LaSalle  |
| Issue date: | 09/23/1982 |
| From: | COMMONWEALTH EDISON CO. |
| To: | |
| Shared Package | |
| ML20072A479 | List: |
| References | |
| NUDOCS 8301240042 | |
| Download: ML20072A499 (87) | |
Text
0 L _ . . . . _ . . _ ._. . . _ . _ _
4 -
RESPONSE TO ADDITIONAL INFORMATION REQUESTED BY NRC ON MhSL..RY WALL DESIGN -
BASED ON THE NRC'S FIELD VISIT TO LASALLE COUNTY STATION DURING THE WEEK OF AUGUST 23, 1982
.O THE COMMONWEALTH EDISON COMPANY CHICAGO, ILLINOIS Septemb'or_ 23, 1982.
I 4
8301240042 820930 PDR ADOCK 05000373PDR A
0 TABLE OF CONTENTS I. Response to Additional Informat10n Requested by NRC on Masonry Wall Design Based on the NRC's Field Visit to LaSalle County .
Station During the Week of August 23, 1982.
~
II. List of Attachments Appendix-A = Sketches Showing the Location and Size of Voids in the Mortar Joints of Surveyed Masonry Wall Appendix-B =
Moment of Inertia and Void Calculations for 28" Thick Surveyed Wall and For Walls of Various Thick-nesses -
Appendix-C = Stress Calculations for 28" Thick Surveyed Wall Appendix-D = Calculations for a Vertically Spanning Wall O
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RESPONSE TO ADDITIONAL INFORMATION REQUESTED BY NRC ON MASONRY WALL DESIGN BASED ON THE NRC'S FIELD VISIT '!O LASALLE COUNTY STATION DURING THE WEEK OF AUGUST 23, 1982 -
Item 1: Evaluate the effect of voids observed during the field survey on the strength of masonry wall R2-710-3 in the Reactor Building. What percent of voids can be tolera-ted in this wall allowing 10% overstress over N MA allowables and ACI 531 allowables?
Response: Voids were observed in the mortar joints in the masonry wall, R2-710-3, at El. 710'-6" in the Reactor Building when a construction opening was made in the wall during the week of August 23, 1982, as shown in attached Appendiy A. The voids are indicated in Sections 2 & 3 of Appendix A. Masonry blocks were removed in the lower 16 feet portion of the wall as shown in Section 4 of AppendiA A.
Table i shows the volume of the observed voids in terms of percentage of the total effective mortar joint volume. See footnotes to Table 1 and Appendix B for calculations.
O As indicated in Table 1, the maximum volume of voids in the bed joints is 0.4% and in collar joints is 3.2%.
The voids in the bed joints will result in a percent increase in the bed joint stress level of the same mag-nitude as the voids percentage but will only have a minor effect on the structural strength of the masonry wall. The percentage of voids in the collar joints is
- small and does not cause any significant change in the l shear stress. The maximum volume of voids in the head joints along the south face of the wall is only 0.3% and this has no material effect on the design of the Wall.
Table 2 indicates the percentage contribution of collar joints and bed joints towards the moment of inertia of the total wall thickness for various masonry wall thick-nesses. The contribution of the collar joints to the moment of inertia is only 2.7% for the 28 inch thick surveyed wall.
[
Table 3 indicates the percentage reduction in moment of inertia of the 28 inch thick wall due to the observed
, voids in the mortar joints, all of which are assumed in a 12 inch width of the wall. The reduction in the moment of inertia of the 28 inch wall, based on a con-
, m servative assumption considering the observed percen-1 U tage volume of voids both in collar and bed joints occurring at the same location, is only 0.22%. The cor-l l __. _. __
L......... . . _ . . - _.
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responding decrease in the frequency is 0.11% which does not affect the dynamic response of the wall.
A conservative asaumption of considering all the observed voids in a 12 inch width of the wall results in a minor increase (0.8%) in shear stress, which does not .
affect the design of the wall.
Based on evaluation of the surveyed wall for which the ,
effect of voids in the mortar joints was not considered in the initial design, the following percentages of voids in the mortar joints, allowing 10% overstress over the allowables, can be permitted in the masonry con-struction.
Max. III Max. (2) ,
Permissible Permissible
% of Voids % of Voids Using 10% Using 10% Ratio of Max.
Overstress Overstress Permissible Over ACI 531 Over NCMA to Observed Allowables Allowables , Voids Head 25% 25% 83 Joints Collar 25% 25% 8 Joints Bed 10% 10% 25 Joints (1) ACI 531 with SEB overstress factors for SSE load conditions.
(2) NCMA Specification with 1.67 overstress factor for SSE load conditions (Project criteria).
Item 2: Establish an acceptance criteria for the voids in the mortar joints of masonry wall construction.
Response: A review of the construction requirements of the existing masonry construction codes and specifications indicates that there are no construction tolerances specified for allowable mortar joint voids.
Bed Joints Bed joints in the horizontally spanning masonry con-struction transfer out-of-plane and inplane loads O through shearing bond resistance of the mortar on the top and bottom of the block. Any voids in these joints result in a linear increase in the stress level.
F_ ; . . . E _.i ... i _i i __ , _
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Head Jointn Running bond construction along the length of the masonry wall provides the mechanism to transfer the out-of-plane loads across the head joints via shearing bond stress. In addition, the horizontal joint reinforcement .
distributes the out of plane loads to the adjacent masonry units across the head joints. Any additional stresses due to voids in the head joints are compensated and thus, are not critical from wall strength and sta-bility considerations.
The inplane strength of the wall is not influenced by the voids in the head joints because the inplane loads are resisted by the mortar shear bond strength in the bed joints.
Collar Joints There are no collar joints in the true sense in the masonry walls at the T *Salle County Station due to the running bond construct on through the thickness of those walls. See Section 2 of Figure 1. Composite action of the multiwythe construction as pointed out earlier in CECO's response dated February 4,1981 is achieved using two bonding methods.
- 1) Use of masonry bonders provided by 100% running bond construction thru the wall thickness.
- 11) Use of reinforcement in the mortar joints.
NCMA requires only one of the following bonding methods to assure complete composite action of the multiwythe construction.
a) Bonding with masonry headers -- "Where the facing and backing of masonry construction are bonded by means of masonry headers, minimum 4 percent of the wall surface of each face shall be composed of headers extending not less than 3 inches into the backing. The distance between adjacent full-length headers shall not exceed 24 inches either vertically or horizontally. In walls in which a single header does not extend through the wall, headers from the opposite sides shall overlap at least 3 inches, or headers from opposite sides shall be covered with another header course over-lapping the header below at least 3 inches."
(NCMA-1979 Section 4. 5.1.1)
O b) Bonding with pref abricated joint reinforcement --
"The facing and backing (adjacent wythes) of masonry walls shall be bonded with prefabricated t_ _ _ . . . . . . . ..- ._ _ . ~ . . .
() joint reinforcement. There shall be one cross wire serving as a tie for not more than each two square feet of wall face area. The vertical spacing of the reinforcement shall not exceed 16 inches. The longitudinal wires shall be thoroughly embedded la the mortar." (NCMA-1979 Section 4.5.1. 3)
- c) Bonding with masonry bonders - "Where two or more masonry units are used to make up a thickness of a -
wall, the inner and outer wythes shall be bonded at vertical intervals not exceeding 34 inches by transverse lapping of stretcher units at least 3 inches over the units below, or by lapping with units at least 50 percent greater in width than the unit below at vertical intervals not exceeding 17 inches." (NCMA-1979 Section 4.5.1.4) ,
For the inplane loads, the collar joints, i.e. , vertical joints in the masonry construction thru the thickness of the wall, are not required to contribute any resistance and have.been ignored in the design.
For the out-of-plane loads, the moment of inertia of the
_ total wall thickness of the multi-wythe construction has been considered. Any voids in the collar and the bed joints will slightly reduce the wall moment of inertia
(]) and increase the shear stress in the wall.
Permissible Percentage of Voids in Mortar Joints It is evident from Table 2 that the moment of inertia provided by the collar joints is minimal; 1% for a 12 inch thick wall to 3.4% for a 52 inch thick wall.
t Table 4 indicates the percentage reduction in moment of inertia of a given wall thickness when 10% voids are considered in the bed joints and 25% voids are assumed in the collar joints. The values given in Table 4 are based on a conservative assumption of the location of voids in the wall thickness which has been defined as distance d in the table, and that all the voids, both in collar oints and bed joints are occurring simul-taneously at the same section.
It is observed from Table 4 that the combined effect of using 10% voids in bed joints and 25% voids in collar joints in reducing the moment of inertia is 1.5% for a 12 inch thick wall and 3.5% for a 52 inch thick wall.
The corresponding decrease in the frequency of the wall is 0.8% and 1.7%. For masonry walls at the LaSalle p County Station, the above percentage decreases in the
\s/ frequency will not influence the dynamic response and design of the wall. At the LaSalle County Station, approximately 87% of the walls, both for Units 1 & 2,
t, L _ 2 . : . . . . a
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have actual flexural tensile stress levels less than 90%
O of the allowable value. The remaining 13% of the walls are stressed between 904 and 100% of the allowable value.
From shear strength considerations, the combined effect .
of considering all the voids, i.e., 10% in bed joints, 25% in head jointe, and 25% in collar joints, occurring simultaneously at the same location, is to increase the actual shear stress by about 48%. This increase in shear stress is not critical for the following reasons:
- 1) When voids are not considered in the design, the maximum actual sherir stress for any masonry wall at the LaSalle County Station is about 35% of the allowable value. With the above considerations of voids, the actual shear stress value will be still less than the allowable, the new value being 52% of the allowable shear stress.
- 2) As is evidenced from the field survey data, the probability of having all these voids occurring in the mortar joints at the same location is low.
Also, the chances of having these large percentages of voids in the mortar joint are remote due to the presence of project quality assurance procedures.
- 3) For the as-built conditions, an overstress of 10%
can be allowed.
As mentioned in preceding paragraphs, 10% voids in bed joints and 25% voids in collar and head joints will not impair the structural strength or integrity of the masonry walls at the LaSalle County Station. This is true because voids have no significant effect on the stiffness and hence, the dynamic response of the wall.
The increased shear stress due to the presence of, voids is still within the allowable value.
It is Commonwealth Edison Company's opinion that the a
above percentages of voids provide a reasonable
- inspection / acceptance criteria.
Item 3: As mentioned in CECO's response ' to NRC request of January 19, 1981 for additional information on masonry wall design, discuss the use of effective moment of in-ertia per requirements of ACI 318-77 Section 9.5.2.3 for masonry wall construction.
Response: The final evaluation of the masonry walls at the LaSalle County Station indicates that the effective moment of O inertia per requirements of ACI 318-77 Section 9.5.2.3 has not been used. The applied moments are always less than the uncracked moment capacity of the walls and, as
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V such, the moment of inertia of the uncracked section has
(]} been used.
Item 4: Provide calculations of one vertically spanning wall.
Response: The majority of the masonry walls have been designed .
spanning horizontally. However, there are 10 walls for both Units 1 & 2 which have been designed as vertically spanning walls using the allowable stresses for unrein-forced masonry. These walls form either labyrinths or small enclosures required for shielding. These walls do not support primary structural load resisting elements of the building.
Typical calculations for the vertically spanning wall, Mark RI-673-4 at El. 673'-4" in the Reactor Building are enclosed.
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O TABLE 1 PERCENTAG5 OF VOIDS OBSERVED IN MORTAR JOINTS BASED ON FIELD SURVEY OF WALL R2-710-3 IN REACTOR BUILDING (1)
Type of Joint West Face East Face South Face Collar Joint 2.54 (3) 3.2% I3I Not applicable II Bed Joint 0.3% I4) 0.24 I4I 0.44 I4I Head Joint Not applicable II Not applicable II 0.34 (1) Percentage is based on a conservative assumption consideririg the observed voids only for one block length of the wall. Eval-uation assumes this percentage of voids at any section of the wall.
(2) Vertical joints in east & west faces which represent the thru thickness wall construction are defined as collar joints. Ver-tical joints in south face which represent wall construction along length of the wall are defined as head joints.
l 0 (3) % voids in collar joints = (, (l y xd)y x 100 1
N c xh c x L, (4) % voids in bed joints = 1lE, (l y xd)y x 100 N x t, x L, B
where ,
j l y, d y = length and depth of voids observed during the field survey N
c = Number of collar joints (= 121)
NB = Number of bed joints (=47) h c = height of collar joints (=3.625")
t" = thickness of wall (=27.625" for East & West Faces
= 7.625" for South Face)
L, = Effective length of wall considered for the observed voids
(=15.625" for East & West Faces and 24" for South Face)
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TABLE 2 MOMENT O? INERTIA POR DIFFERENT MASONRY WALL THICKNESS -
WALL TRK.
tw Im!I IB /I #~'C/I TOTAL I (in.) (%) (%) (%)
12" 89.6 9.4 1.0 100%
( 1,571 in 4) 20" 88.4 9.4 2.2 100%
( 7,588 in 4)
- 28" 87.9 9.4 2.7 100%
(21,081 in 4) 36" 87.6 9.4 3.0 100%
(45,213 in 4) 44" 87.4 9.4 3.2 100%
(83,025 in 4)
() 52" 87.2 9.4 3.4 100%
(137,588 in 4)
I = Moment of inertia of the total wall thickness about Y-Y axis
= Moment of inertia of masonry blocks only about Y-Y I,
axis I = Moment of inertia of bed joints only about Y-Y axis B
I = M ment of inertia of collar joints only about Y-Y C
axis _ _ _ _ . . _ . _ . _ - -
th" _
.Y ysloe9
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U TABLE 3 O EFFECT OF VOIDS OBSERVED IN MORTAR JOINTS BASED ON FIELD SURVEY ON .
MOMENT OF INERTIA OF WALL R2-710-3 IN REACTOR BUILDING Location Observed Moment of Inertia (}
t I of Voids of Voids 4 V ids (1 ) (in ) I, (in4 )III Iy /I (t) 28 21.081 Bed Joints 0.4% 9.4 0.04 Collar Joints 3.2% 39.0 0.18 Total 3.6% 48.4 0.22 (1) For calculation of I assumed value of d 3 Eo,r s bed joints is 5" and for collar joints is 3.8".
(2) The moment of inertia of voids is based a conservative assumption of considering that the observed percentage -
of voids both in collar and u tw a bed joints are occurring r ,
]
simultaneously at the same T-~1 location. k.3 ' '" VN A
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A y = Area of Voids I
y =A y (0.St ,-d y )2 0
y .. . . - . - . . - . . - . .
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Q TABLE 4 EFFECT OF VOIDS ON MOMENT OF INERTIA POR DIFFERENT MASONRY WALL THICKNESSES' Soment of Inertia of Voids 10% Voids in 10% Voids in 25% Voids in Bed Joints and Bed Joints Collar Joints 254 Voids in t, I in Collar Joints 4
(in) (in ) d i
I y d i I, I, y 4
(in) (in ) (in) (in) (in ) (4) 12 1,571 2.0 19.0 3.8 4.1 23.1 1.5 20 7,558 3.5 88.1 3.8 73.4 161.5 2.2 28 21,081 ~5.0 241.4 3.8 306.0 547.4 2.6 36 45.213 6.0 559.5 3.8 799.7 1359.2 3.0 44 83,025 7.3 1041.3 3.8 1652.4 2693.7 3.2 52 137,588 8.0 1843.4 3.8 2962.1 4805.5 3.5 (1) The following conservative values of dl are used for calculating I, d
i for bed joints 1/6 t, d i for collar joints = first mortar joint near the edge. *
(2) Moment of inertia of voids is calculated based on a ._ _
conservative assumption of considering that all the Qwq
, ,1 ,
voids both in collar and bed n
[T!F joints are occurring simultaneously at the same h IL79 44 location. {F ~
y]w on . w{y A y = Area of Voids I, = A y (0. St,-d y) 2 O
Appendix - 'A' Sketches Showing the Location & Size O- of Voids in the Mortar Joints of Surveyed Masonry Wall (Sheets 1-13) l l
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J l Appendix - 'D' O Calculations for a Vertically Spanning Wall (Sheets 1-20)
O
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SheetD2, of 10 SAMPLE CALCULATION FOR VERTICALLY SPANNING WALL O Conc. Mesonry 81ock We11 a1-67>-4 (A-217)
LaSalle County Station Unit #1 1 Design Properties and Allowable Capacities of Wall Density of block - 145 PCF Block f'c = 1800 psi, g
Em = 1000 x fm = 13.5 x 10 psi, fm = 1350 psi (Type M mortar)
For 24" inch solid wall, Area = 23.625" x 12" = 283.5 n2
/ft.
Moment of Inertia I = 1 x .625)
= 13186 i"4 /ft Section Modulus S = 12x(23.625) = 1116.3 n3
/ft Wall weights Ww = 145 Pcf 283.S in2 x = 285.5 psf 4
As per NCMA (National Concrete Masonry Association) Spec.
allowable tensile stress normal to bed joint in flexure is; 39 psi - for OBE load combination e O 65 psi - for SSE load combination (with overstress factor 1.67)
- Allowable shear stress is; i
34 psi - for OBE load combination 57 psi - for SSE load combination (with overstress factor 1.67)
Allowable capacities are; M * * "
OBE "
- M SSE =65x1116.3xgp=6,00 E */n.
V *
- OBE " * ' !
- V = x 283.5 = 16,160 SSE /h.
- O 4 7
, _ _ - - - . ~ . . _ - . - . , .- _ .- - - -
Sheet D3 of 2.0
- s 2 Design Frequency of Wall
() Assume vertically spanning wall Assume l'-0" beam stripand 8 '-8 vertical span 56 EmI f " 2X s 144 Ww Lw 4
,56 13.5 x 10 5 13186'
= 78 cps 27C s
144 x 285.5 x (8.67)4 Period T = 0.013 sec.
3 "g" Value and Load Combination -
At floor elev. 673'4",
(a) (b)
OBE load combination ; 1.0 g
= 1.0 (0.14 ) + 1.0(0.12)
= 0. 26 SSE load combination ;
O 1.1 g (a) (b) ()
OBE (7%) + 1.1 gSRV ( %) + 1.1 g OCAL
= 1.1 (0.14) + 1.1 (0.11) + 1.1 (0.13 ) = 0.418 .
(d) (b) (c) 1.0gSSE (7%) + 1.0 gggy (7%) + 1.0 g LOCA
= 1.0 ( 0 . '3 ) + 1.0 (0.11) + 1.0 (0.13 ) =. 0.54 .
.(a), (b), (c), & (d) spectra references (see sheet 7) 4 Wall Shear and Moment Design the wall as l'-0" wide vertical span for dynamic load of wall self weight and attachment.
As per electrical general notes for electrical component attached to concrete masonry block wall (dwg. lE-0-3093F) use 180 lbs.
attachment load per one feet height of wall.
Assume this attachment load being distributed on the full length of the wall (max. permissable distribution length = 4.x ty) .
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180 g = (0.26 x 285.5) (8.67) 2 + (0 26 x --4 ) (8. 67) 2 g/ ,(
OBE 8 8
=
807 ( 3628" 180 (Allow).
y = (0.26 x 285.5) (8.67) + (0.26 x 4 ) (8.67) # a OBE 2 2 373 4 9639"
' APPLIED SSE Moment & Shear
. IAIIOW)*
180 g = (0.54 x 285.5) (8.67) 2 (0.54 x 4 )(8.67)2 g ,/
+
SSE 8 8 *1677{46047" 180 (Allow)'
y = _(0.54 x 285.5) (8.67) , (0.54 x 4) (8.67) = # a SSE 2 2 774 16,160" (Allow).
APPLIED LOADS ( ALLOUABLE LOADS OK O
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5 Check Top & Bottom Connection O
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DET.A M4 2 %
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\ V'OBE = 3 73 '
( 4O WALL gl.e73 4
\ YSSE = 774'
- C aO 'N '
N
.'N ,-MAcad40( CSM&di MmtTAK g l (( j 3 # 7 7- ((8e$ WON SEcTlod 2-2 O
5.1 At Bottom Check frictional resistance capacity of mortar joint at bottom.
Total weight of wall weight = 285.5 psf x 8.67' = 2475.3N M.
gv (Dynamic load combination of wall in vertical direction)
(e) (f)
(gv)OBE 1. 0 (gW OBE + . 0 (gv) ggy
=
1.0(0.07) + 1.0 (0) = 0.07 (c) (f) (g)
- 9 SRV + *
(9Y LOCA or
=
1.1(0.07) + 1.l(0) + 1'1(0.095) . = 0.182 (h)
(f) (g)
=
(gv)SSE 1. 0 (gv) SSE 1. 0 (gW SRV + 1.0 (gW LOCA
=
1.0(0.14) + 1. 0 (0) + 1.0 (0.095) = 0.235 -
Governs ,
(c), (f), (g), & (h) spectra references (see sheet 7)
Sheet L(oof IC
_ 5.1 At Bottom (Con t ' d)
()
Use 0.7 for friction coefficient.
Total resisting friction force = 0.7 x 2475* (1-gv)
R OBE = 0.7 x 2475 # (1-0.07) = 1611N > 373#
R SSE = 0.7 x 2475 (1-0 235) = 1325N > 7740 0.K.
5.2 At Top Support The wall is considered supporte by top slab by #4 dowels.
Check shear-friction capacity p
of #4 dowel @8"O.C. (ACI Q]h Sect. 11-15)
^
p-c ';
( o . . y ;l j i
Vu 774* *
/ / e ' ^
vy'* Mfyju.*0.85xfyx0.7 =.0.3 ,
Vu / "q METAL g ,' d C si si G 83 e / /l./ / I fy = 4 . 3 l ( 60 i/Mt.s '
/-
b ~/ - x f O.K. for OBE & SSE.
sotto WhLL b.
DETAI L Ab4-2aA
)
x_/
-Sheet D*lof 2 O
~
Check connection bdtwee'n top i
slab and concrete wall.
'/Z M Sk'P, OdCdORS
~
Based on the data per O e - #, ater etioa 1 c atereace or Building Officials, Report 7/ lag,YGidTW Roop 1 92", the allowable shear value for puddle welding r 4 8 3,93 #/j providing between metal deck-(
@ ';. % ing & L, for 1 1/2 long 036"
)
~ .C . -Q spacing of seam weld & 3/4" y \ - (U r. - i'- -
, .. )IQM
. e g puddle weld @l2" O.C. is 525 lbs.
lW' MBTAL Gb.
06CZ!!Jq j.'
4 6't 2*g *'l$
CC1h*1t h)0d b
( t. . t. . V, >
DETAIL Alco4- 24 A O :
Capacity of puddle weld = 525 x (5'-6 + 4'-4) = 5126.3 lbs I For OBE load;
'373 x 4.0 = 1492 lbs ( 5126.3 lbs OK I For SSE load; (774 x 4.0) x 1/1.67 = 1854 lbs ( 5126.3 lbs OK Expansion Anchor Check OBE Shear each side = 1492 4 2 = 746 lb Capacity of 4-1/2"# anchors = 4 x 3020 = 12080 lb OK SSE Shear each side = 1854 2= 927 lbs capacity of 4-1/2"# anchors = 4 x 3020 = 12080 lb OK O
l l
l
)
I Sheet D8of f.,C SPECTRA REFERENCE
{
(a) C-14 (Sheet D9)
(b) SS-101-IIS (Shcet cl0)
SA-101-IIS (Sheet Dll)
(c) Ac-10 4 -IIW (Sheet D12)
C01-104-HW (Sheet D13)
CO 2-10 4-IIW (Sheet D14)
(d) C-17 (Sheet D15)
(e) C-15 (Sheet D16)
(f) SA-101-VS (Sheet D17)
(g) AC-104-VW (Sheet D18)
CO-104-VW . Sheet D19)
(h) C-18 (Sheet D20)
O
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SHRGENT 4 LUNDY cn:ce.ca es32W C:GlitetRS .
oEStowEng.{RR DESIGN BPECT 31NT/SCR0 .161 RnDIRL
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! Sheet 2 of 112 ,, ,..
Project Nos. 4266/4.267 Calc. No. 165D FREQUENCY IN cps M# T %0 68 25 C00.0 200.0 100 0 50.0 20.0 10.0 5.0 2.0 g.0 0.5 20.CM s's [ dii . l"[l[ ' i li l s' [ du s's [ d u a "a" '(([ 'u'i s' s' [ d u s' i' s I d u i "" '[d 'iIn e'ii[-d.[20.0 i
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' PROJECT NOS. 4266/4267
~
CALC. HO. 165E -
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SPECTRR N8. dA-101-HS ELEVRT!aN 673'-4" LBCRTION Basemat in Ecactor Building REVIS10N N8. 0 l .
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DESIGil CPECTRA RT J0!NT/SLR0 IG3a RADIAL 30 I1flR 78 PEflKS W!OENEO BY 207. Ot1 ERCil SIDE Dflt1P i t'G 0.005 0.010 0.020 0.050 0.070
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Project Nos. 4266/4267
. Sheet 7 st/E E r'DIL of LO
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DC-SE-07-LS REVISION 0 .
NOCE 153 HCRIZCt.TAL RCCN CCt10 Ot.E SRRGENT 4 L. UNDY
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GCS 10t. S*EC1RR PT JOINT /SLAS 153 8'ADIPL O 29 ann so
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PAGE $5 OT ,
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REVISI0fl 0 7 SARGENT & LUNDY N E la H Riz0NTat nCCn Cone s,. .
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VERTICAL RESPONSE SPECTRA i 9 OPERATING BASIS EARTHQUAKE SPECTRA NO.
EL. 673'-4" (REACTOR BLEG* 100-0B-VS OFF-GAS FILTER BLEG.) 100-0B-W -
1 EL 663'-0" (AUXILIARY DLEG.) ,
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DC-SE-04 ';
REVISION 0 SRRGENT 4 LUNDY MHU SRV-OSYMMET C FOR LRSALLE-NICt ~
DESicNERB.y!% e CHECxERAs%9
> ENalNEER3 DESIGN SPECTRA ATfJ3 INT /SLAD 161- VERT 01 M 79 ~
PEAXS-HIDEHED BY 20% ON ERCH SIDE O 465BFH
- DRMPING 0.005 0.Dt0 0.020 0.050 0 100
- " snecT 2 or n2
- PROJECT NOS. 4266/4267 CALC. No. 165E .
FREQUENCY IN CPS 500 0 200.0 100 0 50.0 20 0
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( [_._,[.VERTRESP8NSESPECTRR SPECTER NS. SA-101-VS '
ELIVRTION 673'-4" L8CRT10N Dasemat in React.or Bttilding REVIS1'ON N8. 0
g-- _ . . . . .
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