ML20151T218
| ML20151T218 | |
| Person / Time | |
|---|---|
| Site: | Quad Cities  |
| Issue date: | 11/02/1996 |
| From: | STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20151T222 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR C-003-02, C-003-R00, C-3-2, C-3-R, NUDOCS 9809090303 | |
| Download: ML20151T218 (16) | |
Text
i Client: Commonwealth Edison Calculation No. C-003
Title:
HCLPF for Quad Cities Block Walls Project:
Quad Cities USl A-46 and IPEEE Method:
Appendix A of NP-6041 Acceptance Criteria:
ACI 531-1979 Remarks:
REVISIONS No.
Description By Date Chk.
Date App.
Date N%b LYMG
[d fL[f& h ff 0
Original Issue CALCULATION CONTRACT NO.
COVER g
SiiEET 93C2806.03 FIGURE 1.3 l
Stevenson & Associates 9009090303 980901 PDR ADOCK 05000254 p
PDR J
JOB NO. 93C2806.03 SHEET #1 of 5 l
SUBJECT:
Quad Cities IPEEE (Comed)
R, vision 0 l
Calculation No. C-003 Stevenson & Associates HCLPF for Quad Cities Block Walls By: MSL 11/2/96 i
a structural-mechanical Chk. WD 11/2/96 l
consulting engineering firm l
Introduction i
This calculation documents the seismic screening spreadsheet for the two block walls in the Quad Cities Station part of the IPEEE evaluation. They are the Main Floor Partial Walls of Turbine Building and the i
Floor Partial Walls of 125 VDC Distribution Panel.
j The basis of preliminary screening is to consider the block walls as a two-way slab or a one-way slab spent vertically. Reference 3 shows the details of screening basis and is attached in Appendix A.
In conclusion, the two masonry block walls in this calculation have been qualified to levels in excess of the l
RLE in-structure demand and may be screened out at the 0.3g, PGA HCLPF level.
I References 1.
Sargent & Lundy, Block Wall Capacities, Calculation 5570-31-TB-04, October,1983.
2.
Quad Cities Drawings of Turbine Building Main Floor Partial Walls, Drwgs. No. F-170, Rev. D, B-1772, Rev. G and B-1775, Rev. E.
3.
S&A, " Block Wall Screening Spreadsheet", Cal. No. 95C2873-C001, Rev. O, August 1995.
4.
Jack R. Benjamin & Associates, et. al., A Methodology for Assessment of Nuclear Power Plant Seismic Margin (Rev 1), EPRI NP-6041-SL, August 1991.
5.
American Concrete Institute, ACI 531-1979 - ACI Manual of Building Code Requirements for Masonry Structures 6.
Sargent & Lundy, "In-Structure Seismic Response Spectra for SMA Commonwealth Edison Company Quad Cities Nuclear Power Station Units 2 & 3, Quad Cities Nuclear Power Station, Units 1 & 2",
Project No. 09630-016, Report SL-8.11.6-2, Rev. O, May,1995 7.
Robert Blevins, " Formulas for Natural Frequency and Mode Shape",1979.
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1 JOB NO. 93C2806.03 SHEET #2 of 5
SUBJECT:
Quad Citi::s IPEEE (Comed)
Revision 0 Calculation No. C-003 Stevenson & Associates HCLPF for Quad Cities Block Walls By: MSL 11/2/96
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a structural-mechanical Chk. WD 11/2/96 consulting engineering firm l
Block Wall Preliminary Screening Based on S&A Calculation 95C2873-C001:
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Wall Name:
125 VDC Distnbution Panel - Block Wall Separation Reference Calculation: S&L, Calc. No. 5570-31-TB04, pages 7 to 9 User input:
Remark Height (H) 12.5 ft Total unsupported height of block wall Span (W) 15 ft Unsupported horizontal span Weight (q) 80 lb/ft^2 sominal Depth 8
in i
Sa Top 1.923 g
Top spectral acceleration Sa Bottom 1.254 g
Bottom spectral acceleration Sa 1.5885 g
Average spectral acceleration (5% damping)
Constant Fields:
Cover Thickness 1.5 in Poisson's Ratio 0.2 f'm 1270 psi Mortar compressive strength fy 60000 psi Steel yield strength Steel Area (As) 0.0375 in^2/in
- 7 bar @ 16" l
PGA 0.3 g
Peak Ground Acceleration for FRS Em 952500 psi 750
- f'm Es 29000000 psi n
30.45 I
Calculated Fields:
j Actual Depth (D) 7.625 in 3/8"less than nominal d
3.8125 in j
~Ig 28.14 in^4/in Section moment of inertia Sg 7.38 in^3/in Section modulus fT 89.09 psi Flexural strength Mcr 0.66 k-in/in Cracking moment x
2.02 in It 6.42 in^4/in le 6.45 in^4/in Frequency (f) 7.89 Hz Fundamental frequency a
2.084 in MV 5.61 k-in/in Mb 0.87 k-in/in Beta 1 0.0411 Moment coefficient My 1.18 k-in/in Maximum vertical moment Beta 0.0311 Moment coefficient Mx 0.89 k-inlin Maximum horizontal moment HCLPF 0.295 g
JOB NO. 93C2806.03 SHEET #3 of 5
SUBJECT:
Quad Cities IPEEE (Comed)
Revision 0 Calculation No. C-003 Stevenson & Associates HCLPF for Quad Cities Block Walls By: MSL 11/2/96 a structural-mechanical Chk. WD 11/2/96 consulting engineering firm Block Wall Preliminary Screening capacity based on one way slab spanned vertically I
I Continuation on Wall:
125 VDC Distribution Panel - Block Wall Separation Remark L
150.0 in Weight (q) 0.556 lb/in^2 MV 5.61 k-in/in Vettical Moment Capacity Shear Capacity 0.14 k/in 2 rows of 3/8" CEA @2*-3" c.c. staggered Calculated Fields:
Frequency 4.56 Hz Fundamental frequency Sa 1.275.
g Average spectral acceleration (5% damping and 10%
uncertainty)
My 1.99 k-in/in Maximum vertical moment Shear 0.05 k/in
@ top and bottom of wall HCLPF of My 0.845 g
HCLPF of shear 0.782 g
HCLPF 0.782 g
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JOB NO. 93C2806.03 SHEET #4 of 5 j
SUBJECT:
Quad Citi:s IPEEE (Comed)
Revision 0 Calculation No. C-003 l
Stevenson & Associates HCLPF for Quad Cities Block Walls By: MSL 11/2/96 a structural-mechanical Chk. WD 11/2/96 consulting engineering firm i
1 Block Wall Preliminary Screening Based on S&A Calculation 95C2873-C001:
Wall Name:
Turbine Building Main Floor Partial Walls Reference Drwgs:
F-170, Rev. D, B-1772, Rev. G and B-1775, Rev. E User input:
Remark Height (H) 20 ft Total unsupported height of block wall Span (W) 30 ft Unsupported horizontal span Weight (q) 100 lb/ft^2 Weight per unit area (assume 2/3 grouted and density =
125 pcf) = 50.7+2/3*(121.1-50.7) = 98 psf Norninal Depth 12 in Sa Top 1.07 g
Top spectral acceleration Sa Bottom 1.07 g
Bottom spectral acceleration Sa 1.07 g
Average spectral acceleration (5% damping)
Constant Fields:
Cover Thickness 1.5 in Poisson's Ratio 0.2 fm 1350 psi Mortar compressive strength fy 60000 psi Steel yield strength Steel Area (AM 0.0375 in^2/in
- 7 bar @ 16" PGA 0.3 g
Peak Ground Acceleration for FRS Em 1012500 psi 750
- fm Es 29000000 psi n
28.64 Calculated Fields:
Actual Depth (D) 11.625 in 3/8"less than ncminal d
5.8125 in
_lg 76.89 in^4/in Section mofNnt of inertia Sg 13.23 in^3/in Section modJlus fT 91.86 psi Flexural stre.ngth Mcr 1.22 k-in/in Cracking moment x
2.62 in it 16.94 in^4/in le 17.06 in^4/in Frequency (f) 3.94 Hz Fundamental frequency a
1.961 in MV 9.79 k-in/in Mh 1,62 k-in/in Beta 1 0.0348 Moment coefficient My 3.35 k-in/in Maximum vertical moment Beta 0.0189 Moment coefficient Mx 1.82 k-in/in Maximum horizontal moment HCLPF 0.266 g
l JOB NO. 93C2806.03 SHEET #5 of 5
SUBJECT:
Quad Cities IPEEE (Comed)
Revision 0 l
Calculation No. C-003 Stevenson & Associates HCLPF for Quad Cities Block Walls By: MSL 11/2/96 a structural-mechanical Chk. WD 11/2/96 consulting engineering firm Block Wall Preliminary Screening capacity based on one way slab spanned vertically l
l Continuation on Wall:
Turbine Building Main Floor Partial Walls Remark L
240.0 in Weight (q) 0.694 lb/in^2 MV 9.79 k-in/in Vertical Moment Capacity Shear Capacity 0.42 k/in 2 rows of 3/8" CEA @ 9" c.c.
i Calculated Fields.
i Frequency 2.67 Hz Fundamental frequency Sa 0.864 g
Spectral acceleration (5% damping)
My 4.32 k-in/in Maximum vertical moment j
Shear 0.07 k/in
@ top and bottom of wall HCLPF of My 0.680 g
HCLPF of shear 1.731 g
HCLPF 0.680 g
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i ATTACHMENT C HCLPF for Quad Cities Block Walls" Calculation 93C2806.03 Revision 0 SVP-98-286
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JOB NO. 93C2806.03 SHEET #A1 j
SUBJECT:
Quad Cities IPEEE (Comed)
Revision 0 Calculation No. C-003 Stevenson & Associates HCLPF for Quad Cities Block Walls By: MSL 11/2/96 a structural-mechanical Chk. WD 11/2/96 consulting engineering firm Appendix A: S&A, " Block Wall Screening Spreadsheet", Cal. No. 95C2873-C001, Rev. O, August 1995.
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JOB NO. 95C2873-C001 SHEET # 2 S&
SUBJECT NMP1 IPEEE OF 9 STEVENSON Block Wall Screening Spreadsheet Revision
& ASSOCIATES By TMT 7/26/95 a structural-mechanical Chk. MSL 8/23/95 consulting engineering firm
Background
This calculation documents the seismic screening spreadsheet for the block walls in the Nine Mile Point I stationas part of the IPEEE evaluation. Page 1 of the spreadsheet provides the basis for preliminary screening. If the block walls do not pass the preliminary screening, page 2 can be used which allows the wall to drift during an earthquake.
The block walls in NMP1 are typically made of 8" and 12" hollow blocks reinforced by #4 bars @32" [4]. The reinforced cell is filled with concrete. Wall bottom is reinforced with existing dowels @ 16" spacing. The walls are reinforced horizontally by Dur-O-Wall, or 3/16" deformed side rods at 16" spacing [4]. The sides of the walls are tied in to precast concrete with two 1/4" threaded rods into inserts.
i The walls are considered well anchored at the ends. In the pre-screening, only the out-of-plane bending moment at the center of the wall is checked. The in-plane loading is neglected. The slight beneficial effect due to the gravity is also ignored.
Solution Methodology The solution is mainly based on EPRI NP-6041 [1] Appendix R without taking advantage of the pennissible drift. In addition to the methodology of[1], two-way plate action is considered in both the frequency estimation and the maximum moment estimation.
Elastic Frcouency Instead using the formula in [1], the two-way rectangular plate frequency formular from [3], p. 258 will be used.
The wall is assumed to be simply-supported on all four sides, A*
E,,,1,g f, 2xlV 2 2
q(i _ y )
where
~
g, _gy m 2' r
2 2
2,y t ils W= Width of the wall II= Ileight of the wall q = We.ight per unit wall area
(
v= Poisson's ratio l
Em = elastic modulus of masonry = 750 f; (psi) le = Effective moment ofinertia
' Af'"
(1, - 1 ) s; I,
=1+
7 7
\\ Alcmt >
I = Gross moment ofinertia g
I = Cracked section transformed moment ofinertia T
JOB NO. 95C2873-C001 SHEET # 3 S&
~
STEVENSON Block Wall Screening Spreadsheet Revision
& ASSOCIATES By TMT 7/26/95 a structural-mechanical Chk. MSL 8/23/95 consulting engineering firm AICR = Cracking moment =fT g S
fT= Cracking tension in flexure = 2.5d(psi)
S = Gross section modulus = 2/g / D g
Since the walls are hollow, it is grouted only at the reinforcement, the moment ofinertia will calculated using the concrete block cover only.
I, = bt(D -t)2 /2 where b = unt width of the wall, and I = thickness of cover. For the cracked section, the location of the neutral axis from the compression face can be estimated by solving r s y
x
- nA,(d - x) = 0 (2s where E
n = - "--
E, Es = elastic modulus for rebars assuming x does not exceed t, the cracked section moment ofinertia 1 = bx' + nA,(d - x) 7 3
Vertical Moment Capacity M,, = 0.9 Af = 0.9A,f, d--
u where A = steel area per unit width 3
fy = yield strength of rebar d = depth from the compressive face to the center of steel = D / 2 D = Depth of wall A,f, a= 0.85f; fi = specified compressive strength of masonry (psi)
JOB NO. 95C2873-C001 SHEET # 4 S&
SUBJECT NMP1IPEEE OF 9 STEVENSON Block Wall Screening Spreadsheet Revision
& ASSOCIATES By TMT 7/26/95 7
a structural-mechanical Chk. MSL 8/23/95 l
consulting engineering firm l
The vertical moment capacity is defined as the larger of the Afyor the cracking moment Afcp defined in the previous section.
l liorizontal Moment Canacity Since the Dur-O-Wall horizontal reinforcement has only 0.028 in2 every 16", in addition the splice is only 6",
which will not be able to sustain the yield strength of the bars, the bending in the horizontal direction will be governed by the cracking moment of the blocks.
According to [7], Table 6.3.1.1, the allowable Dexural tension parallel to bed joint is at least 133% of the tensile strength when stressed normal to bedjoints.
Af =133Al u
a l
Maximum Moment The maximum moment in the wall will be determined by the close form solutions presented in [2], Section 30, pp. I 13-119 assuming all edges of the wall are simply-supported. The maximum moment occurs at the center of me wall l
( Af,),,, = 9#(
- q 7,2 m'[2 vB,, - (1 - v)A,) sin "
~ #}
2 m=1.3,5 9
~ #}
(AI,),,,=v
- q 7,2.
m [2B,, +(1-v)A,) sin #
2 2
m.t 3,5-( AI,), = ( AI,),,,,,,,,, = 9 yp2 m
-qIV y
{ m [2vB,, -(1-v)A,,) sin *#
2 2 2
b mal,3,5,
/
5 1-x f m'[2vB, -(1 - v)A,) sin ## qIV' 2
=
s8 2s
-i,3,s._
l
=pqlV*
9IV'
( AI,)== = ( AI,)r-o.1-w/2
-qiV'r m (2B,, +(1-v)A,,) sin *#
2 2
=v g
2
,,,,,3,3_
l l
r N
= f-z' f m [2B,, +(1-v)A,,) sin *#glV i
2 2
A m-1,3.5,
=p,qlV*
where l
JOB NO. 95C2873-C001 SHEET # 5 i
SUBJECT NMP1 IPEEE OF 9 STEVENSON Block Wall Screening Spreadsheet Revision
& ASSOCIATES By TMT 7/26/95 a structural-mechanical Chk. MSL 8/23/95 i
consulting engineering firm i
2(a, tanh a,, + 2)
A" =
5 x m' cosh a,,
2 B,, = n'm' cosh a, Snectral Acceleration The spectral acceleration will be extracted from the corresponding Floor Response Spectrum at the bottom and the top of the block wall. The average of the top and bottom acceleration will be used in the spreadsheet.
IICLPF The llCLPF will be estimated by the minimum of HCLPFy= (u,)'""(PGA) u, and llCLPF = (u")'"" (PGA) it ll Pre-Screening implementation The above procedure is implemented in an Excel spreadsheet, BWSCREEN.XLS, sheet BLOCK.
Block Wall Comnression Strennth fd Based on test results in Ref. [5] and [6], the average compressive strength is 2,920 psi with a standard deviation of 400 psi. Following the guideline of[1], the SMA strength capacity for non-ductile materials should be set the 99% level, therefore, it is recommended that fd = 2,920 - 2.3
- 400 = 2,000 psi Weicht l
Lacking detailed information, the following weight may be used [8] for hollow walls Wall thickness Unit Weight 6"
43 lb/ft^2 l-8" 55 12" 80
1 l-JOB NO. 95C2873-C001 SHEET # 6 I
SUBJECT NMP1 IPEEE OF 9 STEVENSON Block Wall Screening Spreadsheet Revision
& ASSOCIATES By TMT 7/26/95 l-a structural-rnechanical Chk. MSL 8/23/95 l
consulting engineering firm Any attached weight on the wall, including electrical boxes, conduits, etc. should be added to the total weight.
Response Spectra Damnina l
When retrieving spectral values,7% damping similar to reinforced concrete structures may be used for the preliminary screening.
HCLPF Based on NP-6041, Appendix R Alternative to the above elastic solution, the following calculation allowing the block wall to drift based on Appendix R of[1] is presented in a spreadsheet.
Based on the above parameters, the CDFM permissible drift limit is determined by
'A"'
O.005 F' s 0.04
=
<Hi cId
- con, where F' = H I ds 1.0 30 i
Seismic Capacity Based on Ref. [1], for a simply supported uniformly loaded non-load bearing masonry wall, the seismic spectral acceleration capacity is S. = J 8 Ar,,
Q 4
c
_4 g
qH
< H)]
Secant Freauency in determining the seismic demand using the equivalent linear clastic procedure, an efTective frequency is required. According to Ref. [1], the secant frequency corresponding to an ultimate nonlinear displacement A, is 1
'l.5S.
4 f' = 2x &h, The effective nonlinear seismic demand can be approximated by treating the walls as pseudo-clastic with an effective frequency equalsf3 and effective damping pc t about 6% [1]. Therefore a
1 l
Sy = S,(f,, 6%)
JOB NO. 95C2873-C001 SHEET # 7 S&
SUBJECT NMP1 IPEEE OF 9 STEVENSON Block Wall Screening Spreadsheet Revision
& ASSOCIATES By TMT 7/26/95 a structural-mechanical Chk. MSL 8/23/95 consulting engineering firm The scale factor to be applied to a reference input spectrum is S*
F=
s' Sr The liCLPF can then be obtained by ifCLPF = F,(PGA) 3 The computation has been implemented in the spreadsheet file BWSCREEN.XLS, sheet DRIFT.
Note that the elastic frequency is lower than that of the pre-screening spreadsheet, because Appendix R of NP-6041 assumes the wall to span one way vertically while in the pre-screening, two-way action is used. The final liCLPF is the maximum within the drift limits in the sheet. In some cases with large drift, the seismic capacity may turn negative. These limiting cases should be ignored.
References
- 1. EPRI NP-6041, "A Methodology for Assessment of Nuclear Power Plant Seismic Margin," Revision 1, Final Report, August 1991.
- 2. Tomoshenko and Woinowsky-Krieger, " Theory of Plate and Shells," 2nd Edition, McGraw-Hill,1959.
- 3. Blevins, " Formulas for Natural Frequency and Mode Shape," Van Nostrand Reinhold,1979.
- 4.. iPl Drawing C-18801-C, Rev. 6, Turbine Building Battery Board Room at El. 261'-1", Plane Sections and Dem Is.
- 5. NMPI Calculation S6-IE80ll-MWR1, Masonry Wall Ref.1.1987.
- 6. NMP1 Calculation S6-lE8011-MW, Masonry Walls,1987.
- 7. ACI 530-92/ASCE 5-92/TMS 402-92, Building Code Requirements for Masonry Structures,1992.
- 8. AISC, Steel Construction Manual,8th Edition.
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l JOB NO. 95C2873-C001 SHEET # 8 S&A SUBJECT NMP1 IPEEE OF 9 STEVENSON Block Wall Screening Spreadsheet Revision
-& ASSOCIATES By TMT 7/26/95 a structural-mechanical Chk. MSL 8/23/95 consulting engineering firm Block Wall Preliminary Screnning Based on S&A Calculation 95C2873-C001:
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Wall Name:
Diesel Generator Area Block Wall #29 (Example) i User input:
Remark Height (H) 36.8 ft Total unsupported height of block wall Sian(W) 40 ft Unsupported horizontal span Weight (q) 79 lb/ft^2 Weight per unit area Nominal Depth 12 in Sa Top 0.41 g
Top spectral acceleration Sa Bottom 0.36 g
Bottom spectral acceleration Sa 0.385 g
Average spectral acceleration (7% damping)
Constant Fields:
Cover Thickness 1.25 in Poisson's Ratio 0.15 fm 2000 psi Mortar compressive strength fy 40000 psi Steel yield strength Steel Area (As) 0.00625 in^2/in
- 4 bar @ 32" PGA 0.13 g
Peak Ground Accleration for FRS Eri 1500000 psi 750
- fm Es 29000000 psi n
19.33 Calculated Fields:
Actual Depth (D) 11.625 in 3/8"less than nominal d
5.8125 in ig 67.28 in^4/in Section moment ofinertia Sg 11.57 in^3/in Section modulus fT 111.80 psi Flexural strength Mer 1.29 k-in/in Cracking coment x
1.07 in II~~
3.13 in^4/in le 67.28 in^4/in Friquency (f) 4.01 Hz Fundamental frequency a
0.147 in Mv 1.29 k-in/in Mh 1.72 k-in/in Beta 1 0.0416 Moment coefficient My 2.02 k-in Maximum horizontal moment Beta
_g 0.0361 Moment coefficient M_x_
1.76 k-in/in Maximum vertical moment l
HCLPF 0.083 Y g ~
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JOB NO. 95C2873-C001 SHEET # 9 SUBJECT NMP1IPEEE OF 9 l
STEVENSON Block Wall Screening Spreadsheet Revision
& ASSOCIATES By TMT 7/26/95 a structural-mechanical Chk. MSL 8/23/95 consulting engineering firm Drift Calculation Based on EPRI NP-6041, Appendix R l
l Cotinuation on Wall: Diesel Generator Area Block Wall #29 (Example)
As 0.00625 in^2 d
5.81 in p
0.00108 a
0.147 iri i
c 0.173 in c/d 0.030 l
L 441.6 in Fe 1
NP-6041 Eq. R-14 Au/L 0.040 NP-6041 Eq. R-15 Au 17.66 in CDFM Permissible Drift Limit W
0.549 lb/in^2 MPA 2.14 k-in/in MCDFM 1.29 k-in/in Drift Ratio Drift Frequency Reference Demand Capacity Scale Factor HCPLF 1
Au/L Au (in) f(Hz)
SADR (g)
SAC (g)
Fsi g
Elastic 0.00 2.158 0.281 0.097~
0.34 0.045 I
0.005 2.21 0.713 0.092 0.077 0.84 0.109 0.01 4.42 0.434 0.057 0.057 0.99 0.129 0.02 8.83 0.166 0.025 0.017 6.68
~ 0.088 1
0.03 13.25
- NUM!
-0.023
- DIV/0!
(
0.04 17.66
- NUM1
-0.063
- DIV/0!
(
HCLPF 0.129 g
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