ML19257D139
| ML19257D139 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 01/29/1980 |
| From: | Bruehl D PORTLAND GENERAL ELECTRIC CO. |
| To: | Schwencer A Office of Nuclear Reactor Regulation |
| References | |
| PGE-1020, TAC-07551, TAC-11299, TAC-7551, NUDOCS 8002010366 | |
| Download: ML19257D139 (55) | |
Text
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7, January 29, 1980 Trojan Nuclear Plant Docket 50-344 License NPF-1 Director of Nuclear Reactor Regulation ATTN:
Mr. A. Schwencer, Chief Operating Reactors Branch #1 Division of Operating Reactors U. S. Nuclear Regulatory Commission Washington, D. C.
20555
Dear Sir:
Enclosed are three signed and 40 confomed copies of changed pages for Revision 3 to our Report on Design Modifications for the Trojan Control Building (PCE-1020), prepared by Bechtel Power Corporation.
Also enclosed are instructions for insertion of the new and revised pages into the binder provided with my letter of January 17, 1979.
Revision 3 to PCE-1020 eliminates information which is no longer correct or which conflicts with information and details provided in our responses to NRC Staff questions, and thus constitutes an amendment to our request dated January 17, 1979 for any necessary license amendment, as contem-plated by Paragraph (3) of the NRC's May 26, 1978 Order for Modification of License.
Sincerely, Subscribe l and sworn to before me this 1-28-Sn b
Notarf Pub'lic of" Oregon 1855 282 My Commission Expires:
7-iy-8) 80u20103bb 1
UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING BOARD In the Matter of
)
)
Docke t 50-344 PORTLAND GENERAL ELECTRIC COMPANY,
)
et al
)
(Control Building Proceeding)
)
(Trojan Nuclear Plant)
)
CERTIFICATE OF SERVICE I hereby certify that on January 29, 19E3, Licensee's letter to the Director of Nuclear Reactor Regulation with changed pages for Revi-sion 3 to the "' aport on Design Modifications for the Trojan Control Building" (PGE-1020) has been served upon the persons listed below by depositing copies thereof in the United States ma'l with proper postage affixed for iirst class mail.
Marshall E. Miller, Esq., Chairman Atomic Safety and Licensing Appeal Atomic Safety and Licensing Board Panel U. S. Nuclear Regulatory Commission U. S. Nuclear Regulatory Commission Washington, D. C.
20555 Washington, D. C.
20555 Dr. Kenneth A. McCollom, Dean Docketing and Service Section (3)
Division of Engineering, Office of the Secretary Architecture and Technology U. S. Nuclear Regulatory Commission Oklahoma State University Washington, D. C.
20555 Stillwater, Oklahoma 74074 Joseph R. Gray, Esq.
Dr. Hugh C. Paxton Counsel for NRC Staff 1229 - 41st Street U. S. Nuclear Regulatory Commission Los Alamos, New Mexico 87544 Washington, D. C.
20555 Atomic Safety and Licensing Board Lowe ns t ein, Newman, Reis, Axelrad & Toll Panel 1025 Connecticut Ave., N. W.
U. S. Nuclear Regulatory Commission Suite 1214 Washington, D. C.
20555 Washington, D. C.
20036 1855 283
CERTIFICATE OF SERVICE Frank W. Ostrander, Jr., Esq.
Mr. David B. McCoy Richard M. Sandvik, Esq.
348 Hussey Lane Assistant Attorney General Grants Pass, Oregon 97526 State of Oregon Department of Justice Ms. C. Gail Parson 500 Pacific Building P. O. Box 2992 520 S. W. Yamhill Kodiak, Als ska 99615 Portland, Oregon 97204 Mr. Eugene Rosolle William Kinsey, Esq.
Coalition for Safe Power Bonneville Power Administration 215 S. E. 9th Avenue P. O. Box 3621 Portland, Oregon 97214 Portland, Oregon 97208 Columbia County Courthouse Ms. Nina Bell Law Library 728 S. E. 26th Avenue Circuit Court Room Portland, Oregon 97214 St. Helens, Oregon 97051 Mr. John A. Kullberg Dr. Harold I. Laursen Route 1, Box 250Q 1520 N. W. 13th Sauvie Island, Oregon 97231 Corvallis, Oregon 97330
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RonaldW.Jpason Assistant Geneqal' Counsel Portland General Electric Compan-f Dated:
January 29, 1980 1855 284 sa5AlC
TROJAN NUCLEAR PLANT REPORT ON DESIGN MODIFICATIONS FOR THE TROJAN CONTROL BUILDING REVISION 3 File this instruction sheet and the letter to the Director of Nuclear Reactor Ret.lation in the front of this volume as a record of cht ~
+
The following information and checklist are, furnished as a guide for the insertion of new sheets for Revision 3 into the Report on Design Modifications for the Trojan Control Building, PGE-1020.
Nea or revised material is denoted by use of the revision number and date in the lower outside corner of the page, and where possible, a vertical line in the right-hand margin.
New sheet should be inserted as listed below:
Discard Old Page Insert New Page (Front /Back)
(Front /Back)
Cover sheet Cover sheet Section 3 3-3/3-4 3-3/3-4 3-7/3-8 3-7/3-8 3-9/3-10 3-9/3-10 3-15/3-16 3-15/3-16 3-21/3-21a 3-21/3-21a Table 3.5-1/ blank Table 3.5-1/ blank Tsble 3.5-2/ blank Table 3.5-2/ blank Figure 3.2-6/ blank Figure 3.2-6/ blank Figure 3.2-6a/ blank Figure 3.2-6a/ blank Figure 3.2-8/ blank Figure 3.2-8/ blank Figure 3.2-9/ blank Figure 3.2-9/ blank Figure 3.3-3/ blank Figure 3.3-3/bJ'nk Figure 3.3-6/ blank Figure 3.3-6/ blank Figure 3.5-6/ blank Figure 3.5-6/ blank Figure 3.5-9/ blank Figure 3.5-9/ blank Figure 3.5-10/ blank Figure 3.5-10/ blank Section 4 4-3/4-4 4-3/4-4 4-5/4 '
4-5/4-6 4-7/4-8 4-7/4-8 4-9/4-10 4-9/4-10 Figure 4-1/ blank Figure 4-1/ blank i855 285
Discard Old Page Insert New Page (Front /Back)
(Front /Back)
Section 5 5-3/5-4 5-3/5-4 5-5/5-2 5-5/5-6 5-7/5-8 5-7/5-8 5-9/5-10 5-9/5-10 Section 6 6-1/6-2 6-1/6-2 Figure 6.2-1/ blank Figure 6.2-1/ blank Appendix A Figure A2-4/ blank Figure A2-4/ blank Appendix B B-3/B-4 B-3/B-4 B-5/B-5-a B-5/B-5-a B-5-f/B-6 B-5-f/B-6 Figure -9/ blank Figure B-9/ blank O
O 1855 235
REPORT ON DESIGN MCDIFICATIONS FOR THE TROJAN CONTROL BUILDING Prepared for PORTLAND GENERAL ELECTRIC COMPANY by Bechtel Power Corporation January 14, 1979 Revision 1
March 31, 1979 Revision 2
July 20, 1979 Revision 3
January 23, 1980 1855 287 i B155 2M6
/3h A section view of this wall and details of the connections to the Centrol Building west wall are shown schematically in Fig-ure 3.2-7.
The west wall will be further strengthened by a steel plate which will be fastened to the west face of the existing wall from column line 41 to beyond column line 46 and between
/3 elevations 59 ft, 3 in.
and 97 ft, 3 in.
This plate is 3 in, thick and its function is to provide adequate stiffness to at-tract lateral load at elevation 93 ft, thereby reducing stress in the wall.
It will be secured to the walls by high strength bolts.
The design criteria for these bolts are given in Sec-tion 3.2.4.2.
Sections of the plate will be welded to each other by partial penetration welds.
Welding of steel plates is described in Section 3.2.4.5.
Details of the welds and bolts are shown in Figures 3.2-9 and 3.2-10, respectively.
Elevation and section views of the plate are shown in Fig-ures 3.2-8, and 3.2-9 respectively.
3.2.1.3 Control Building Interior Wall The interior wall along column line N' will be strengthened by the addition of a new reinforced concrete wall and footing in the railroad bay.
This new wall will be secured to the exist-ing wall along column line 46 and will extend north to the wall along column line 41 and will be secured to it.
It will be con-
/l structed from elevation 45 ft to the underside of the floor at elevation 65 ft.
DE-1 3-3 Rev 3 1/80 1855 288~
3.2.2 Applicable Codes, Standards, Guides and Specifications The following codes, standards, guides, and specifications are utilized in design, procurement, and implementation of the Con-trol Building modifications.
3.2.2.1 Codes and Standards a.
Building Code Requirements for Reinforced Concrete, ACI 318-77, American Concrete Institute.
b.
Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings, American Institute of Steel Construction (AISC), (February 12, 1969); Supple-ment No. 1 (November 1, 1970); Supplement No. 2 (Decem-ber 8, 1971); and Supplement No. 3 (June 12, 1974).
c.
Code of Standard Practice for Steel Buildings and Br'iges, AISC (September 1, 1976).
d.
Standard Code for Arc and Gas Welding in Building Con-struction, AWS Dl.1-79, American Welding Society (AWS).
/3\\
3.2.2.2 NRC Regulatory Guides a.
Regulatory Guide 1.10, Mechanical (Cadweld) Splices in Reinforcing Bars of Category I Ccncrete Structur,s, Rev 1, January 2, 1973.
b.
Regulatory Guide 1.15, Testing of Reinforcing Bars for Category I Concrete Structures, Rev 1, December 28, 1972.
DE-1 3-4 Rev 3 1/80 1855 289
f.
Erecting miscellaneous steel items g.
Material testing services h.
Furnishing and installing of Cadwelds 4k The specifications will emphasize important points of applic-able industry standards and reduce cptions that would otherwise be permitted by industry standards.
Unless otherwise specifi-cally noted therein, these specifications do not deviate from the applicable industry standards.
3.2.3 Loads and Lead Combinations Both the existing Complex and the new structural elements for the Control Building modifications are designed for the loads and load ccmbinations given in Section 3.8.1.3 of the FSAR.
For the seismic reanalysis of the modified Complex, the actual equipment and floor loadings are used in place of the floor live loads specified in Table 3.8-2 of the FSAR.
Allowance for the future addition of equipment has been determined to have an insignificant effect on the analysis, and therefore was not specifically included.
3.2.4 Design and Analysis Procedure 3.2.4.1 General The Control Building, along with the Auxiliary and Fuel Build-ings, is analyzed for seismic leads as described in Section 3.3.
The computer program used in this analysis is given in Section 3.3.
Design methods for the new structural elements for the Centrol Building are in accordance with applicable portions of the ccdes and specifications listed in Section 3.2.2.
Concrete DE-1 3-7 Rev 3 1/80 i-1855 290
and reinforcing steel are prcportioned by the Strength Design Technique in accordance with ACI 318-77.
Structural steel members and plate are designed in accordance with the AISC Specification, Part 1.
3.2.4.2 Criteria for Bolts Bolts used to connect the 3-in. thick plate to the walls are ASTM A490, high-strength bolts.
The allowable design shear force resisted by each bolt is calculated using the following formula:
V= uLF FS where allowable shear force, kips V
=
O coefficient of friction between steel and concrete,
=
y taken as 0.7 minimum bolt tension, in kips, taken from Table 1.23.5 F
=
of the AISC Specification FS = factor of safety, taken as 2 loss factor for F, taken as 0.75 L
=
Losses from the following factors, assumed conservatively to
<3\\
equal 25% of the minimum bolt tension, are considered:
a.
Creep and shrinkage of the concrete walls DE-1 2-8 Rev 3 1/B0 1855 291m
b.
Initial relaxation of the bolt c.
Long-term relaxation of the boli d.
Temperature losses
/2\\
3.2.4.3 Criteria for Shear Studs The allowable design shear force for shear studs is one-half the values given in Table 15 of the Nelson Divis ' on of TRW, Inc., publication, " De s ign Data 10--Embedment Properties of Headed Studs."
3.2.4.4 Transfer of Shear Forces to Base Rock The new concrete shear walls are supported by reinforced con-crete grade beams placed on base rock and those beams are connected to the existing structure.
Therefore, they will participate with the existing foundation in the transfer of shear forces to the base rock.
Shear forces are transferred to the base rock through:
3.2.4.4.1 Grade Beam to Rock Siear Resistance Resistance to sliding is provided by shear resistance between the bottom of the grade beams and the rock.
Shear resistance to sliding (Sr) can be expressed using Coulomb's formula as:
S
=C+uD r
where C = cohesion at zero confinement (psi) = 130 psi Rev 2 AC-1 3-9 7/79 1855 292
u
= coefficient of friction = 0.7 g
D
= dead load (psi)
The application of this formula and the appropriateness of the values of the coefficients used for this Plant is described in the " Trojan Control Building Supplemental Structural Evalu-ation," dated September 19, 1978.
3.2.4.4.2 Column to Spread Footing Friction Friction between the steel columns and the concrete spread footings provides additional resistance to sliding.
A coef-ficient of friction equal to 0.7 between the steel column base plates and concrete is used in calculating the available re-sistance to sliding.
3.2.4.5 Weldino of Steel Plate O
Sections of the plate will be welded to each other by partial penetration welds in accordance with AWS Dl.l.
The weld size is governed by strecs, and the effect of part;al penetration welds on overall plate stiffness is minimal.
Completed welds will be nondestructively tested.
3.2.5 Materials The following structural materials are used in the new struc-
't. cal elements.
Concrete f'
= 3,500 psi
<:D
?
Reinforcing Steel ASTM A 615-78, Grade 60 l L3_
(f
= 60 ksi) y Rev 3 CE-1 3-10 1/80 1855 293
east to west corresponds to the column spacing in that direc-tion (19.25 ft).
In the north-south direction, the element size (15.5 ft) corresponds to one-half of the column spacing.
Around openings and for the steel plate, smaller elements were used.
Vertically, the element boundaries are generally deter-mined by floor slab locations and correspond to a maximum height of 20 ft along the north wall of the Control Building in the lower level.
At all other locations, the clement height is 16 ft or less.
These element sizes are adequate for both the mass and the stiffness distribution.
The full thickness of each of the new walls was used since these structural elements are composed exclusively of rein-forced concrete.
For the composite walls of the Complex, an equivalent thickness equal to the core plus one-half the thickness of the blocks was used.
An equivalent modulus for an existing wall is determined by equating the stiffness of the actual composite dall to that of the equivalent wall as described in Appendix B.
The modulii of masonry and composite
/3\\
walls were adjusted to take the stiffness reduction into account according to the procedure described in Appendix B.
The stiff-ness of the existing and new reinforced concrete walls and
/\\
slabs was calculated using ACI code equations.
The thickness of the reinforced concrete slabs in the existing structures was taken as their full depth.
The weight of the Complex was obtained by adding the weight of the structural system and all of the equipment, components, piping, etc, supported by the structural system.
Items supported en or below the slab at elevation 45 ft were not considered since this is the elevation of the top of the foundation.
The weight of nonstructural elements, not in-cluded in the model for stiffness, has been included in the total dead weight.
The connections between the existing and new structural ele-ments are indicated in Secticn 3.2.
These cennections are DE-1 3-15
}g4 Rev 3 1/Su
designed to maintain strain compatibility between the existing and new structural elements by limiting the allowable loads on the connections to a level considerably below their yield loads; therefore the connections are not modeled explicitly.
The finite element model is based on maintaining this strain compatibility.
3.3.6 Response Spectrum Analysis A response spectrum analysis of the model shown in Figure 3.3-7 was made using STARDYNE. This analysis included earth-quake motions separately for the north-south and the east-west directions for the OBE. For this analysis, the first 30 modes were used in determining the structural response. The frequencies and the associated modal effective weights are shown in Table
- 3. 3-1. A s indicated by the effective weights, the first and second modes dominate the_ global response in the north-south and the east-west directions, respectively. By including the first 30 modes, the sums of the effective weights in the north-south and the east-west directions are 65,787 kips and 66,779 2_
kips, respectively.
With the total weight of the model being fl 73,100 kips, the sum of effective weights represents approximately 90% of the total weight which is reasonable, particularly since the response is being dominated by a single mode in each direction.
Typical results for the forces in the walls of the Control Building indicate the forces due to the two dominant modes are approximately 95% of SRSS forces, considering all 30 modes.
The mode shapes of the two most dominant modes are shown in Figures 3.3-lla through 3.3-lld, and 3.3-12a through 3.3-12d respectively. The first mode, shown in Figures 3.3-lle and ROY 2 3-16 n_-1 7_ 9 1855 295
The loads are determined based on an elastic analysis which as-sumes that each wall in the system has a yield strength higher than the load.
All the major shear walls in the modified Com-plex have an elastic capacity which is higher than the loads resulting from either the OBE or SSE.
Tables 3.5-1 and 3.5-2 show the loads and capacities for the CBE condition of the minor shear walls in the Control Building and in the Auxiliary Building to column line H for both the north-south and east-west directions at all elevations.
The comparisons show that in most cases capacities exceed load by a sizable margin.
The minor shear walls which have a capacity-to-force ratio of less than 1.0 will continue to absorb shear force until they reach their ultimate capacity.
Redistribution of load will occur when the unfactored capacity-to-force ratio is less than 0.64.
2' For the factored OBE condition, the minor walls which have a l',
capacity-to-force ratio of less than 1.0 in Table 3.5-1, will undergo inelastic deformation, and redistribution of loads will occur to adjacent walls.
The amount of the re-distribu-ted load, which is approximately 1% of the total base shear, will be small and will not exceed the excess capacities which exist in adjacent major walls.
The vertical shear forces transferred from sidewalls to end walls have also been investigated.
At the two south corners of the Control Building, R-55 and N-55, where no modification work is planned, the vertical shear forces are 1686 kips and
/
1593 kips, respectively.
~
Rev 2 A;-l 3-21 7-79 1855 296 i
.J
The capacity of these corners to re,tist vertical shear force depends I
upon both the capacity of the beam-;olumn cona ;tions and the shear friction developed by the continuous horizontal reinforcing steel in the concrete block masonry.
It has been shown(*) that the ultimate k
capacity of a beam-column connection in the Ccmplex walls is a factor times the AISC Table I values and that of the shear-friction of the reinforcing steel is 1.4 A fy, where A is the area of continuous
\\
3 s
horizontal reinforcing steel in the masonry and f is the yield y
strength (40,000 psi).
It has also been demonstrated (**)
that both
$\\
of these capacities are deformation compatible.
T,he vertical shear resistance corresponding to unfactored OBE condition is obtained by dividing this ultimate capacity by the load factor of 1.4 after redu-cing the contribution of shear-friction of reinforcing steel by the h
capacity reduction factor of 0.85.
Based on the above, the total vertical shear force capacity for cor-ners R-55 and N-55, obtained by summing the contributions from the beam-column connections and the shear-friction of reinforcing steel, exceeds the vertical shcar Icrees at these locations, as follows:
Corner Vertical Shear Force (kips)
Capacity (kips)
R-55 1686 2539
/3\\
N-55 1593 2724 3.6 RESTORATION TO DESIGN REQUIREMENTS 3.6.1 NRC Recuirements The Original Analysis of the Complex was completed in 1971.
The intent of the original design was to meet the recuirements See response dated December 21, 1979 to NRC Staff Question No. 2 l/3\\
dated October 2, 1979.
- See response dated December 22, 1979 to NRC Staff Question No. 6 dated October 2, 1979.
DE-1 3-21a Rev 3 1/80
.1855 297
TABLE 3.5-1 FORCE CAPACITY COMPARISON NORTH-SOUTH MOTION NORTH-SOUTH MINOR WALLS OBE = 0.15g, s = 2%
Wall Shear Force Capacity Capacity Elevation Number (Kips)
(Kips)
Force 45'-61' 2
451 776 1.72 b
3 292 616 2.11
/s 5
2042 4399 2.15 6
239 177 0.74 7
377 585 1.55 b
8 171 113 0.66 61'-77' 2
427 509 1.19 j2k 5
1371 1892 1.38 6
455 873 1.92
/$\\
7 523 734 1.40 77'-93' 5
681 1093 1.60 6
344 654 1.90 8
329 584 1.78
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93'-105' 6
344 575 1.67 105'-117' 6
226 556 2.46 DE-1 Rev 3 1/50
TABLE 3.5-2 FORCE CAPACITY COMPARISON EAST-WEST MOTION EAST-WEST MINOR WALLS OBE = 0.15g, B = 2%
Wall Shear Force Capacity Capacity Elevation Number (Kips)
(Kips)
Force 45'-61' 11 264 373 1.41 12 310 433 1.40
/$\\
14 260 332 1.28 15 566 833 1.47 61'-77' 14 1170 2970 2.54
/$\\
15 864 996 1.15
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16 405 1291 3.19 77'-93' 14 984 3998 4.06
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15 1163 2973 2.56 93'-105' 15 1060 1493 1.41
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odi fied Structure, CBE = 0.15g, S = 21
.lall i' Alcng Colunn Line R s
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Acditional detailed procedures will be written as required for specific tasks.
Procedures will be submitted, as appropriate, to PGE for their review and approval.
Additionally, the work will be performed in accordance with the PGE Resident Engin-cer's Procedures which reflect applicable requirements of the PGE Nuclear Projects Quality Assurance Program / Operations.
(See Section 6.)
4.2 MODIFICATIC1 TASKS 4.2.1 General The modification work required to provide the additional strengthening to the Control Building is divided into three major tasks plus some ancillary work.
In all cases, specific detailed information concerning the modifications is provided in the appropri, ate engineering drawings, specifications, and standard procedures.
A proposed schedule of the work is shown in Figure 4-1.
The sequence of the work has been developed to avoid signifi-cant degradation of the structure while the modification work is being performed.
The modificccion verk is as follows:
Task 1.
Provide a new shear wa:.1 at column linet!' between r
columns 41 and,5 and perform certain preparations for tasks fli 2 and 3.
Task 2.
Provide a new shear wall (including steel plate) at column line R from column 41 tc beyond column 46.
Task 3.
Provide a new shear wall at coluer line N between columns 41 and 46.
AT-1 4-3 Rev 1 L855 309 '
Ancillary Work.
Associated modification work, not involving strengthening of the Contro.' Building, includes modifications to existing equipment, components, and piping; the provision of a new railroad spur servicing the Fuel Building; the provi-sion of a new seism c Category I diesel generator air intake; and development of personnel work spaces within the closed-off railroad bay.
4.2.2 Task 1--Provide New Shear Wall at Cclumn N' North of Column 46 and Perform Certain Preparations for Tasks 2 and 3 This task adds a reinferced concrete shear wall and footing previously described in Section 3.2.1.3.
The modification en-tails excavation of a section of the railroad spur foundation.
This excavation will be performed using conventional methods (excluding the use of explosives), and will include the ex-posure of the existing foundation at column lines 41 and 46.
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The existing foundation along column line 41 and 46 will be drilled, and reinforcing steel will be grouted into place.
Concrete forms will be placed and the new wall foundation will be poured.
Embedded steel columns at lines 41 and 46 will be
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exposed of their masonry faces and the core reinforcement alottg column line 41 will be made continuous. Wall and ceiling inter-face surfaces will be drilled and embeds will be placed con-currently with wall reinforcing steel and concrete forms.
Concrete will be poured and cured by conventional methods.
Concurrently with the construction of the shear wall at column line N',
other work will be started.
A portion of the exist-ing block wall at column line 46 between column lines R and O will be removed along with the short wall on column line R north of column line 46.
(These walls have not been consid-l[
ered as shear walls. )
Excavation for the column lines N and R shear walls will commence beginning at column line 41 DE-1 4-4 Rev 3 1/C0 1855 310
b and extending south to column line 46.
It is recognized
/s that all this work may not be completed prior to completion of the N' shear wall, and may finish during the period when other tasks are under way.
4.2.3 Task 2--Provide New Shear Wall at Column Line R From Column 41 to Beyond Column 46 A
During this task, the remainder of the excavation neces-sary for the foundation of the R-line wall will be com-pleted and a portion of the block facir.g will be removed from the west face of the wall at column line R between columns 46 and 47, from ground level to approximately elevation 77 ft to provide a plane surface for steel plate installation.
During the activities of Task 1, necessary bolt holes through the R line wall may be drilled.
Drilling for a..d installing the wall and ceiling embeds at the interface surfaces will be
/2\\
done concurrently with the installation of the wall reinforcing steel.
Form work and reinforcing steel instal]ation for the new R-Line shear wall between columns 41 and 46 will be of conven-tional construction, with forms on,oth surfaces up to the El.
l 59 ft. 31n.
At that elevation, a steel ledger angle will be
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embedded to facilitate the installation of steel plate #1.
Once the elevation of the steel plate is reached, the steel plate beccmes the form for the west face of the wall to the tcp of concrete approximately at elevation 76 ft.
Conventional forming extends on the east face of the new R line shear wall from elevation 45 ft. to the underside of the floor at eleva-tion 65 ft.
DE-6 4-5 Rev 3 1/SO 1855 5
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Steel plctes for the west face of the wall will be located from column 41 to beyond column 46, and from elevation 59 ft,
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3 in. to 97 ft, 3 in.
(See Section 3.2.1.1.) Preparation for stee) plate installation includes removal of portions of the edge of the slab and girder in the Turbine Building at elevation 93 ft and the edge of the slab at elevation 69 ft.
The slab removal will be from column line 41 to beyond column
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line 46.
Rigging for plate installation will be provided in the Turbine Building above elevation 93 ft.
Preparations will also include temporary removal of platforms, stairs, and other interfering facilities above elevation 93 ft of the Turbine Building.
This will provide access to the west face of the wall at column R.
Plate sections 1 through 6 will be brought into the railroad bay and raiced into the position below the cable trays.
These plates will be raised by two
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chain hoists with a third one attached nominally above the center of gravity to follow the load as a safety measure.
The
^h final plate sections will be raised to the Turbine Building floor level at El. 93 ft and placed in their final position
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from above the four electric cable tray openings.
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After the R line wall concrete has been placed to the eleva-tion of the bottom of the first plate section and has attained a minimum strength of 2000 psi, steel plate #1 will be raised f ih\\
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into place from elevation 45 ft, pulling it to the south as nec-essary to clear fire lines below El. 69 ft.
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Following positioning of plate #1 through-bolts will be instal-
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led, forms on the north and south ende of the plate will be installed, and concrete will ce placed to within approximately 3 inches of the top of the plate section.
l _2_
DE-1 4-6 Rev 3 1/80 1.855 312
At any time during the modification work, concrete may be removed from the concrete beam along the R line between columns 41 and 46, from elevation 74 ft, 3 in, to approximately elev-ation 76 ft, 6 in.,
next, plate section 42 will be lifted into place frcm El. 64 ft. to El. 70 ft.,
bolts will be installed,
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the two plates will be welded together and concrete will be placed as in the first plate section.
Plate #3 will then be lifted into position, from El. 70 ft. to
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74 ft. 3 in..
The bolts will be installed and the plate
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will be welded to the one below it.
Concrete will be pinced behind the plate.
Additional sections of plate below the elec-trical cable trays will be installed in the manner, using grout rather than concrete above approximately El. 76 ft.
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The plate sections above the electrical cable trays (#7 & #8)
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will be raised to the Turbine Building El. 93 ft. floor with the Turbine Building crane.
These plates will then be maneu-s vered to the R-line wall and lowered into place using chain
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hoists.
Cable tray protection from wishers and tools will be provided by cable tray covers of standard design and by nominal
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2" thick timber planking supported by tubular scaffolding.
Following the erection of the last plate section, final welding,
_h2 grouting, and bolt tensioning, will be accomplished.
- Later, rigging equipment and guides will be removed, and general clean-up will be done.
Stairways, platforms, and any other facilities in the area which have been disturbed will be restored.
DE-1 4-7 Rev 3 1/80 1855 313 I
4.2.4 Task 3--Provide New Shear Wall at Column Line N h
Between Column Lines 41 and 46 j
lf3 During this task the excavation along column line N will be complete 3 and erection of the new shear wall will begin.
The siding, girt steel, and precast panels may be removed during Task 1 or any time thereafter.
After the foundation is placed, the new shear wall at column line N will be erected by conventional construction methods.
4.2.5 Ancillarv Work Any modi fications to safety-related equipment, compo nen t s, and 2\\
piping required to ensure their seismic qualification with the new response spectra will be made at appropriate times as addressed in Section 5 and Appendix B.
A seismic Category I air supply for the Dmergency Diesel Gen-erato.
will be provided by installation of a 182 sq ft louve r ed section in the column line 41 wall of the Turbine Building approximately 9 f t west of column S.
The existing Turbine Building rollup door between column lines S'
and T will be relocated west to column line U to maintain an air path.
This air supply will be provided prior to sealing off either end of the railroad bay.
A new railroad spur to the Fuel Building will be provided to replace the track through the Control Building, as shown in Figure 3.1-1.
Excavation for the spur will be done by the same 2'
~~~
means as to be used for the foundation work discussed in Task 1.
No explosives will be utilized for the removal of rock.
The railroad spur into the Turbine Building will be fitted with a rail stop.
This work can be done independently of the struc-tural modification work.
R e'.
3 AZ-2 4-8 1,' P O 1855 314
The enclosed space in the Control Building railroad bay will be developed for use as additional office space and work stations.
A lightweight structural floor system will be in-stalled at approximately elevation 55 f t.
4.3 BECHTEL-PGE INTERFACE Prior to beginning modification work, the following activities will be performed by Bechtel and PGE.
4.3.1 PGE Review PGE Engineering, Quality Assurance, Licensing, Cons truc t ion,
and Operations personnel will review specifications and design criteria.
PGE Engineering will review major drawings.
4.3.2 Plant Review Board and Nuclear Ocerations Board Review Safety evaluations will be reviewed by the Plant Review 3oard and the Nuclear Operations Board in accordance with Technical Specifications E.5.1 and 6.5.2.
4.3.3 Plant Staff Review Bechtel cons truction work plans will be reviewed by the Plant Staff to ensure that modification worr, will not violate Trojan Technical Specifications or Plant Administrative Controls.
This review w'll be completed prior to commencing any activi-ties to be performed in accordance with these plans.
AC-1 4-9 1855 315
4.4 EFFECTS OF MODIFICATION PROGRAM The modification of the Control Building will occur within the existing perimeter of the Plant site.
The general external appearance of the Complex will not change noticeably.
As many as 25 additional employees may be on the Trojan site during portions of the approximately 6 months of modification activity.
Most of the additional workers are expected to ccme from the Portland metropolitan area, although some may be local residents.
Normal manning on site consists of approxi-mately 150 employees, and during periods such as a refueling, it is normal to have two to three times that number on site.
Thus modification activities are not expected to stress any of the local social or community facilities, such as schools, sewers, water, or housing.
The relocation of the railroad spur will involve removal of approximately 350 cu yds of rock.
Standard construction
(
practices will be used to control noise and dust.
This mate-
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rial will be disposed of on or offsite as appropriate.
The work will require appror.imately 350 cu yds of concrete, 38 tons of reinforcing steel, and 83 tons of steel plate and miscellaneous steel.
Aggregate, cement, and reinforcing steel will be purchased in the local area.
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The structural work will generally be in covered areas, thus no appreciable runoff is expected.
The railroad relocation work will take place in rock overlaid by gravel; therefore no significant suspended solids problems are expected.
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5.3.2 Secuence of Work Activities Work activities will be performed in the sequence described in Section 4.2.
The work sequence was developed so that the seismic capability of the Complex will not be significantly reduced during the performance of the work.
Deviations from the sequence in Section 4.2 may occur for aspects of the work which do not affect the seismic capability of the structures.
There will be no deviations from the described work sequence for activities which may have an eftecc on wall strength un-less an evaluation has been performed which confirms that the deviation will not significantly reduce the seismic capability of the Complex.
5.3.3 Excavation and Footings The addition of the walls along column lines N',
N, and R will require removal of portions of the concrete slab at grade and excavation for the footings.
Excavation at all points through the existing concrete slab at elevation 45 ft will be per-formed by water-lubricated concrete saving and minor jack-hammering, as required.
No blasting will be necessary. Hand-held tools will be used when close control is necessary to en-sure that existing equipment, piping, cables, or structures are not damaged.
Neither the removal of portions of the slab at grade nor excavation of the footings will detrimentally af-fect the seismic capability of the structure.
A 45-in. by 45-in. concrete duct bank containing safety-related Class IE electrical cables runs east-west approxi-mately 8 feet north of and parallel to the wall at column line 46.
The duct bank does not need to be relocated or altered since it will be bridged when the footings are poured and therefore will not become a load-carrying member.
The top of AL-3 5-3
~1855 318
~
the duct is at elevation 40 feet, or about 5 feet below the slab at grade.
The conduits are embedded approximately 3 inches icto the reinforced concrete enclosure, thus providing lh protection for the cables contained therein.
The 3-in. diameter, safety-related supply lines from the die-sel fuel oil storage tanks to the emergency diesel generator fuel oil day tanks run east-west about 7 feet north of column line 46 at elevation 41 ft, 6 in.
These lines lie approxi-mately 3 feet below the existing concrete slab at grade.
The 8-in. diameter, safety-related service water lines to Emergency Diesel General Coolers and 6-in. diameter, safety-related ser-thi vice water lines to Auxiliary Feedwater pumps run east-west about 6 feet north of column line 46 at elevation 43 ft.,
O in.
These lines lie approximately 8 3-celow the existing concrete slab at grade.
Conventional backfill surrounds these lines; thus the material can be removed by light hand tools minimizing the hazard to them.
When the new footing is poured, the pipes will be sleeved and concrete poured around them. The lines will therefore not support any load from the footings.
5.3.4 Drilling Holes in Existing Walls Dowels to connect new walls with the existing walls will re-quire that holes be drilled into existing structural elements.
Through-wall holes will be necessary in some locations where bolts will be added to tie a new wall or steel plate to the existing wall.
The location of existing reinforcing steel in block walls is defined by the location of the seams separating the masonry blocks.
Since the blocks are not covered, interference with the existing block reinforcement can be avoided.
Other pre-cautions, including the use of metal detectors and the careful checking of as-built drawings, will also be 'aken to ensure against encountering reinforcing steel.
Further, the type of drill bit to be used would not significantly damage the steel even if it were to be contacted.
If an interference is en-countered, the drilling will be restarted a few inches away.
CE-1 3-4 Rev 3 i855 3l9 1,sc
The amount of material to be removed f rom any existing shear wall by drilling is insignificant relative to the section of the wall and is not sufficient to reduce the seismic capabi-lity of the wall.
When the locations of the holes to be drilled are confirmed, the locations and orientations of the holes will be evaluated to ensure that any plane of weakness temporarily created by the proximity or configuration of the hole pattern will not significantly reduce the shear wall capacity.
Prior to drilling holes in any wall, a detailed survey will be performed from both sides of the wall to ensure that the drilling will not contact cables, cable tray supports, piping, or other equipment on or near the wall.
5.3.5 Temporary Additional Load on Structures Evaluations have been made to determine that placement of re-inforcing steel, forms and concrete will not add a sufficient load to the existing structure to significantly degrade its seismic capacity before the concrete attains adequate strength.
Limitations on the height of each concrete pour will be enforced to minimize the ef fect of any additional load that may be created by the f resh concrete.
5.3.6 Failroad Bay Closure One safety-related component is affected by the addition of the walls sealing the railroad bay.
This is the air intake system to the Emergency Diesel Generators.
Currently the in-take relies on an opening to the cutside through the railrcad bay in the Control Building. Prior to sealing off the railrcad bay
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at column line N',
R, o r 1, an alternative combustion and ventila-tien air supply opening will be provided in the Turbine Building AL-3 5-5 0ev 1
?lT*
1855 320
north wall.
This will not affect the safety evaluations of l
work associated with the uodifications to the Control Build-ing, nor will it affect the seismic capability of thu Turbine Building.
The air intake will be designed to the appropriate requirements of the FSAR.
ckh 5.3.7 New Access Opening to Railroad Bay An access opening into the railroad bay will be necessary prior to the time that the walls on column lines N and R are constructed.
The location of the access opening will be on column line 46 near column line Q.
This portion of the wall has not been used as a shear wall in any of the analyses.
No saf ety-r elated components nor any other components necessary for Plant operation are affected by the creation of this opening.
5.3.8 Addition of Wall on Column Line N' Excavation for the footings and drilling for dowels in this wall involve the precautions described in Sections 5.3.3 and h
5.3.4.
Removal of the face masonry block and a small portion of the concrete core at column lines 41 and 46 cn column line
/ls N'
will not have a significant effect on the shear capacity of these walls. The wall will be constructed in the railroad bay which is a freely accessible nonvital area that does not contain any surface-mounted safety-related equipment. The only interface with safety-related equipment will be with the elec-trical duct bank, the service water lines, and fuel lines pre-ths viously discussed in Section 5.3.3.
5.3.9 Addition of Wall on Column Line R Excavation for the footings and drilling for dowel: in this wall will involve the precautions described in Sections 5.3.3 and 5.3.4.
DE-1 5-6 Rev 3 1/80 9 i855 321
An additional electrical duct bank containing safety-related cable runs in the east-west direction about 14 ft south of column line 46.
The duct is located at elevation 41 ft and is about 5 ft deep and 30 in, wide.
The cables are contained within conduits embedded in reinforced concrete.
The loca-tion of the duct is well-defined in the drawings and adequate precautions will be taken to protect it from damage during the modification work.
This duct bank will be bridged so that it will not become a load-carrying member.
The masonry wall extending north of column line 46 along col-umn line R will be removed.
This wall is not a shear wall and was not modeled in the seismic analysis discussed in Section 2.
Therefore, removal of this extension does not reduce the shear capacity of the existing structure.
The effects of removal of a portion of the block facing from the west face of the wall on column line R from column line 46 south about 2 ft have been evaluated.
This removal will have no significant effect on the shear capacity of the wall.
In addition, no safety-related equipment or cables are located in the vicinity of this activity.
Thus, removal of the facing will not affect the safe shutdown capability.
5.3.10 Addition of Wall on Column Line N Excavation for the footings and drilliag for dowels in this wall will involve the precautions described in Sections 5.3.3 and 5.3.4.
The steel beam along column line N near elevation 77 ft must be exposed in orcer to install dowel studs.
This is accept-able since the reinforcing steel is not continuous at this lo-cation, and the analysis presented in Section 2 did not take AL-2 5-7 1855 522
l credit for this section of concrete.
The removal of the metal siding and the precast concrete panels does not reduce the shear capacity of the Control Building.
These items are not safety-related.
5.3.11 Addition of the Steel Plate The steel beam along column line R near elevation 77 ft must be exposed in order to install dowel studs.
This is accept-able since the reinforcing steel is not continuous at this lo-cation, and the analysis presented in Section 2 did not take credit for this section of concrete.
The safety-related rooms on the east side of column line R are the switchgear room, the cable spreading room, and the control room.
Suitable precautions will be taken to protect safety-related equipment when installing bolt plates and nuts in these areas.
From elevation 77 ft through elevation 93 ft, only Train A Class IE safety-related cables are located in the area where work will be performed on the wall.
All but the two uppermost
/fs steel plate sections will be installed by raising them from below so that they do not pass over the Train A, Class IE electrical cables.
The safety-related equipment below the points from which these lower plate sections will be raised are discussed in Section 5.3.3.
A protective system consist-
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ing of HEXCEL pads and a steel plate will be used to protect this equipment while the lower plates are being raised into position.
The uppermost steel plate sections ?7 and 48 will be installed by lcwering them into positien from above elevation 93 ft.
This will be performed using redundant, full capacity slings.
l3 DE-1 5-8 Rev 3 1/80 1855 323
Temporary guides will be provided to prevent uncontrolled horizontal motion of the plate sections and to guide them into position over the previously installed lower plates.
The lower plates, cable trays, and Control Building wall
/3\\
will be protected from damage, should either plate section be dropped, by use of HEXCEL pads to absorb energy and use of cribbing to limit the possible drop height of the largest plate section (#8).
Sufficient clearances will be main-tained such that seismic movements between buildings will not be affected.
Welding will be performed by electric arc.
Equipment and electric cables will be protected by welding screens and protective blankets.
The addition of grout behind the plates will be done by con-ventional methods, and no safety-related equipment will be af-fected.
During the installation of the through-bolts and as-sociated bearing plates, protection will be provided by such items as cable tray covers and protective scaffolding.
The removal of portions of slabs in the Turbine Building will not affect the analysis described in Section 2, and will not significantly affect the seismic capability of the Turbine Building.
5.3.12 Relocating the Railroad Spur The railroad spur to the Fuel Building does not perform a safety function, does not affect the capacity of the shear walls, and is not required for Plant operation.
The railroad spur into the Turbine Building will be fitted with a rail DE-1 5-9 Rev 3 1/80 i855 324
stop.
Thus, relocation of the railroad spur will not ad-versely affect plant operation.
5.3.13 Modification of Existing Ecuipment, Components, arid Piping As noted in Section 5.2, any modifications of the safety-related equipment that are required to continue to meet the 0.25g SSE will be made prior to any structural modifications that would affect equipment qualifications.
Any other requalification work may be done before, during, or after the structural mod-ifie. tion work.
Implementation of any such modifications will be performed in accordance with the requirements of the Oper-ating License.
5.3.14 Addition of Floor in Railroad Bay The framing system for the new floor at approximate elevation 55 ft in the closed-off railroad bay will be of conventional, ll lightweight construction.
The framing system will be designed to withstand seismic loads in accordance wi:h Section 2.1.
Because of the light structure weight, the resulting seismic loads from the new floor do not result in any significant ef-feet on the seismic capability of the Control Building.
5.3.15 Effect on Plant Operations Performance of the modification work will not restrict access to areas used by Plant operating personnel to perform normal or emergency functions.
With the closure of the railroad bay, the normal access to the Turbine Building from the north will ce provided by installing a new door in the north wall of the Turbine Building approximately 20 ft west of eclumn line S.
Remaining accesses to all levels of the Turbine Building will AL-3 5-10 WSS.N
6 QUALITY ASSURANCE AND QUALITY CONTROL 6.1 PGE QUALITY ASSURANCE As the principal owner and the operator of the Plant, PGE will be responsible for the administration and control of the total quality assurance program as described in this section.
In carrying out this responsibility, PGE has delegated to techtel the responsibility for the quality assurance (QA) of all the engineering, procurement, and construction activities.
PGE will audit this delegated responsibility in accordance with the PGE Nuclear Plant Quality Assurance Program for Operation (NPQAP/O), which describes the overall quality assurance
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administration and control including the interface controls between contracted organizations and PGE.
The organization chart on Figure 6.1-1 delineates the PGE-Bechtel interface.
6.2 BECHTEL QUALITY ASSURANCE This section describes Bechtel's responsibilities in providing quality-related services for engineering design, construction, and procurement activities to PGE on the Plant Control Building modifications.
The Bechtel project organization is delineated in the organization chart on Figure 6.2-1.
The Bechtel Quality Assurance Program plan for use by the Bechtel Thermal Power Organization during design, procurement, and implementation phases of the strengthening of the existing structure is de-scribed in Bechtel Topical Report BQ-TOP-1, Bechtel Quality Assurance Program for Nuclear Pcwer Plants, Rev 2A.
CE-1 6-1 Rev 3 1/80 1855 326
6.3 BECHTEL QUALITY CONTROL PRCGRAM This section describes Bechtel's responsibilities in provid-ing quality verification of work performed by Bechtel Con-struction, and surveillance inspection of subcontractors' quality program implementation.
The Bechtel quality control program requirements, procedures, and instructions to be im-piemented by Bechtel Construction Quality Control Engineers during the modification of the Control Building are described in the Bechtel Construction Quality Control Manual.
This manual has been prepared for use by Bechtel Construction Quality Control Engineers to assure that the required quality verification and inspection activities are performed.
Project quality control instructions are issued by the Division Chief Construction Quality Control Engineer and provide supplementary technical and administrative direction to the Project Con-struction Quality Control Engineer at the jobsite.
Two types of project quality control instructions are used to supplement the requirements, procedures, and instructions contained in in the Construction Quality Control Manual.
They are adminis-trative and technical.
Administrative quality control instructions are used to <on-vey special and unique pro,0 provisions that further specify the construction quality con ol program on a given project by modifying or superseding the requirements, procedures, and instructions contained in the Construction Quality Control Manual.
Technical quality control instructions are used to convey in-formation which supplements but does not nodify or supersede the requirements, procedures, and instructions contained in the Construction Quality Control Manual.
AL-10 6-2 1855 327
JOB 13097 KEY OUALITY RELATED POSITIONS THOJAN PROJECT CONTINUING SERVICES AGREEMENT
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1855 329
s di 2.2.1.2 Procedure for Developing Floor Response Spectra The general procedure used to generate the widened horizontal response spectra is summarized below and followed by a de-tailed description of the various steps, a.
Perform a time history analysis of the three-dimensional finite element model to determine the absolute accelera-tion time history at selected nodal points.
b.
Determine the response spectra of the absolute accelera-tion time history at the selected nodal points.
c.
From this base set of response spectra, determine an enve-lope response spectra for each floor of each building.
d.
Widen the envelope response spectra as specified in BC-TOP-4A and Section 2.2.1.4.
_J_
A linear elastic time history analysis is performed sepa-
_L rately for the N-S and E-W directions using the acceleration time history of the base motion developed in Reference 1 and the STARDYNE finite element model.
The time history responses DE-1 3-3 Rev 3 1/80 1855 330 t
are calculated at the selected nodal points using the l/b, modal superposition time history response analysis method.
l The lowest thirty modes of the structural system are in-
_A2 cluded in the time history analysis and cover a frequency range from 0 to 23 cps. The structural damping for each mode is 2% and 54 for OBE and SSE respectively. The time history responses are computed at 0.01 seconds time
/l\\
interval and for a total duration of 24 seconds.
The STARDYNE program (DYNRE 1) uses the Laplace Transform method to solve the modal equations of motion. No numerical damping is intro-duced.
Since the major structural modes are within the 15 cps frequency range, the use of the time interval of 0.01 seconds ensures an accurate determination of the time history re-sponse. In generating the floor response spectra, a set of 72 frequencies is used (Table B-1) plus the major structural
/i frequencies.
For the purpose of developing the floor response spectra, the absolute acceleration time histories of the structure are determined at 5 nodal points for each floor of the Control, t
Auxiliary and Fuel Buildings.
The 5 points on each floor are the f our corner points and a representative center point of each floor.
Figures B-1, B-2, and B-3 show the nodal points selected for the floor eleva tions 61',
77' and 93',
respec-tively.
For a particular floor in each direction, the floor response spectra for various damping ratios are obtained by enveloping J1\\
the response spectra of the five selected points on the floor for the same damping ratios.
The spectral peaks of the envelope response spectra are widened as specified in BC-TOP-4A.
il/
! /l_
l AS-1 3-4 Rev 1 3-79 O
i855 331
are calculated at the selected nodal points using the modal
/fi modal superposition time history' response analysis method.
The lowest thirty modes of the structural system are in-fl\\
cluded in the time history analysis and cover a frequency range frcm 0 to 23 cps. The structural damping for each mode is 2% and 5% for OBE and SSE respectively. The time history responses are computed at 0.01 seconds time
/l\\
interval and for a total duration of 24 seconds.
The STARDYNE program (DYNRE 1) uses the Laplace Transform method to solve the modal equations of motion.
No numerical damping is intro-duced.
Since the major structural modes are within the 15 cps frequency range, the use of the time interval of 0.01 seconds ensures an accurate determination of the time history re-sponse.
In generating the floor response spectra, a set of 72 frequencies is used (Table B-1) plus the major structural frequencies.
For the purpose of developing the floor response spectra, the absolute acceleration time histories of the structure are determined at 5 nodal points for each floor of the Control, Lf; Auxiliary and Fuel Buildings.
The 5 points on each floor are the four corner points and a representative center point of each floor.
Figures B-1, B-2, and D-3 show the nodal points selected for the floor elevations 61',
77' and 93',
respec-tively.
For a particular floor in each direction, the floor response spectra for various damping ratios are obtained by enveloping 1
the response spectra of the five selected points en the floor for the same damping ratios.
The spectral peaks of the envelope response spectra are widened as specified in BC-TOP-4A and Section 2.2.1.4 below.
3_
DE-1 B-5 Rev 3 1/80 1855 332
struts (El, F2, and H2) and L1 and L2, is calculatec by using the following formulas:
PL
+
1.2PL (1) a
=
12EI GA and 2(1 + v)G E
=
where a=
lateral deflection of the test specimen P=
shear load in the test specimen
/(\\
L=
height (^0 inches)
I=
moment of inertia A=
cross-section area E=
reduced elastic modulus or secant modulus G=
shear modulus v=
Poisson's ratio O
The moment of inertia is for the total uncracked section.
This results in values of E and G representing the total composite section, which is consistent with the approach used in developing the finite element model. In calculating the secant modulus from specimens L1 and L2, the specimen was considered to behave as a cantilever since the bending moment at the 1cwer end of the specimen is zero.
The speci-mens with struts were not used for determining secant moduli for the finite element analyses.
AS-1 3-5-a Re 'i 1 i855 333
The variation in the stiffness reduction factor due to the stress levels is obtained by considering the variation of the dead load and shear stress.
The stiffness reduction factors for the various stress conditions range from 1.0 to 0.25, with the majority of the walls in the 1.0 to 0.8 range.
To estimate the variation in the stiffness reduction factor due to variations in the axial load and shear stress, i
20% and 10% variations in the dead load and shear stress, respectively, are assumed, and considered to be conservative.
l It is further assumed that the variation in the dead load
{
and the shear stress are independent.
For the variation of 1
20% in the dead load in the range which includes the majority of walls, the stiffness reducticn for the total structure is estimated to be 3%.
Considering the variation in the shear Z$h stress, it is estimated that a stiffness reduction of 5%
i would result for the total structure.
The stiffness of some elements in the finite element model will change by more than 5%, but the influence of these elements on the overall I
structural stiffness is not significant.
Uncertainties associated with an experimental investigation l
could also cause variation in the stiffness reduction factors.
It is estimated that a 15% variation is adequate to account l
for these.
These variations are summarized in Table B-2, and are con-sidered variations about a mean value. When foregoing vari-ations are combined by the SRSS, the resulting frequency curve widening to account for parameter variations is 10%.
I In addition to considering the variations of the various
\\
parameters as stated above, the possibility of multipic 3'
OBE's and the associated cyclic effects have been taken into DE-1 B-5-f Rev 3 1/80 1855 334
account by a 20% frequency curve widening of the spectra on the low side of the peak frequencies.*
h O
2.2.2 Vertical Response Soectra The proposed structural modifications required to strengthen the Control Building r"asult in modification of existing walls but no significant modification to the floor slabs.
Since the vertical response spectra are dominated by the bending defo rmation in the slabs and the proposed modifications do not influence this, the original vertical response spectra will not change.
- See respense dated December 21, 1979 to NRC Staff question
-3 number 21 dated Cetober 2, 1979.
DE-1 3-6 Rev 3 1/80 1855 335
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