ML19246C345
| ML19246C345 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 07/20/1979 |
| From: | Boehl D PORTLAND GENERAL ELECTRIC CO. |
| To: | Schwencer A Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 7907240330 | |
| Download: ML19246C345 (44) | |
Text
{{#Wiki_filter:- r C-rc PortlandGeneralElechicCompany DonaJ +:eni " st w vo m e w July 20, 1979 Trojan Nuclear Plant Docket 50-344 License hTF-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 conformed copiec of changed pages fo r Revision 2 to our report on design modifications for the Trojan Control Building (PGE-1020), prepared by Bechtel Power Corporation. Also cnclosed are instructions for insertion of the new and revised pages into the binder provided with my letter of January 17, 1979. Revision 2 to PGE-1020 supersedes and replaces the information supplied as enclosures to my letters dated January 17, 1979 and April 2, 1979 and supplies n w information developed as a result of continued analysis of the test results, evaluation of wall capacities and refinement of design details for the modification, and constitutes an amendment to our request dated January 17, 1979 for any necessary licensing ar,ndment as con *.em-plated by Paragraph (3) of the NRC's May 26, 1978 Order for Modification of License. Sincerely, cf// Subscribed and sworn to me this day 20th day of July 1979. 74? p r e' JuJ it !! g i s /< k esbu Notary'Public ofM regon My Commission Expires <4%_ f [ /M.[ 790724 0 ~33 O ,~
TROJAN NUCLEAR PLANT REPORT ON DESIGN MODIFICAT'.ONS FOR THE TROJAN CONTROL BUILDING REV._SION 2 File this instruction sheet and the letter to the Director of Nuclear Reactor Regulation in the front of this volume as a record of changes. The following inf ormation and cheu'clist are furnished as a guide for the insertion of new cheets for Revision 2 into the Report on Design Modifications for the Trojan Control Building, PGE-1020. New 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) Section 3 3-1/3-2 3-1/3-2 3-9/3-10 3-9/3-10 3-15/3-16 3-15/3-10 3-21/3-21a 3-21/3-21a Table 3.3-1/ blank Table 3.3-1/ blank Table 3.5-1/ blank Table 3.5-1/ blank Table 3.5-2/ blank Table 3.5-2/ blank Figure 3.1-2/ blank Figure 3.1-2/ blank Figure 3.2-1/ blank Figure 3.2-1/ blank Figure 3.2-2/ blank Figure 3.2-2/ blank Figure 3.2-3/ blank Figure 3.2-3/ blank Figure 3.2-4/ blank Figure 3.2-4/ blank Figure 3.2-5/ blank Figure 3.2-5/ blank Figure 3.2-6/ blank Figure 3.2-6/ blank Figure 3.2-6a/ blank Figure 3.2-9/ blank Figure 3.2-9/ blank 365 0307 1
Discard Old Page Insert New Page (Front /Back) (Front /Back) Figur i 3.3-4/ blank Figure 3.3-4/ blank Figure 3.3-7/ blank Figure 3.3-7/ blank Figure 3.3-11a/ blank Figure 3.3-11a/ blank Figure 3.3-12a/ blank Figure 3.3-12a/ blank Figure 3.5-6/ blank Figure 3.5-6/ blank Figure 3.5-7/ blank Figure 3.5-7/ blank Figure 3.5-8/4, lank Figure 3.5-8/ blank Figure 3.5-9, blank Figure 3.5-9/ blank Figure 3.5-?O/ blank Figure 3.5-10/ blank Figure 3.5-ll/ blank Figure 3.5-11/ blank Section / 4-5/4-6 4-5/4-6 4 - 7,' 4 - 4-7/4-8 4-9/4--10 4-9/4-10 4-ll/ blank 4-ll/ blank Section 5 5-11/ blank 5-ll/ blank 0 363 003 2
3 DESIGN MODIFICATIONS 3.1 GENERAL As discussed in Section 2, the existing Control Building is capable of withstanding the vib. atory grourid motion for the 0.25g Trojan SSE. To meet the OBE requirements, proposed mod-ifications will be made to the Control Building, consisting of strengthening the existing east and west walls and one inter-ior wall by the addition of reinforced concrete walls and re-inforcing portions of the west wall with a steel plate. (See Section 3.2.1 below for a detailed description.) These modifi-cations necessitate rerouting the railroad : racks outside the Control Buildin shown in Figure 3.1-1 and new provisions .o for combustion air supply for the Emergency Diesel Generators. The Complex, with the proposed modifications to the Control Building (see Figure 3.1-2), has been analyzed using the seis-ric criteria stated in Section 2.1. The method of analysis, described in Section 3.3 below, is the same as that of the STARDYNE Analyses-Interim Operation. It employs the response spectrum method and combines the modal responses by the SRSS technique. The mathematical model of the combined structural system used in this ana]ysis is ootained from a three-dimensional finite element model. The new analysis demon-strates that the proposed modifications will provide lateral capacity which, when added to the capacity of the existing j/bg structure establishes compliance with the OBE seismic design requirements of the FSAR (as demonstrated in Section 3.5). AM-1 3-1 Rev 1 3-79 363- 0u.
3.2 CONTROL BUILDI NG MODlFICATIONS 3.2.1 Des c rip tion The structural elements comprising the modifications are shown in Figure 3.1-2 and Figurec 3.2-1 through 3.2-4, and are described below. 3.2.1.1 Control Building East Wall The east wall will be strengthened along column line N by the addition of a new reinforced concrete wall and footing across the existing railroad bay opening and, above the opening, ad-jacent to the east face of the wall. It will run from column lines 41 to 46 and from elevations 45 ft to 95'-6". This new /2 wall will be structurally connected to the mocing north and east walls of the Control Building as shown schematically in Figure 3.2-5. A section of this wall and details of the connections to the Control Building east wall are shown sche-matically in Figures 3.2-6 and 3.2-6a. The existing access opening above elevation 65 f t will be reduced in size from ) approximately 8 feet height and 7 feet width to 4 feet height /es and 4 feet width. 3.2.1.2 Control Building West Wall The west wall, along column line R, will be strengthened by the addition of a new reinforced concre.te wall and footing across the existing railroad bay opening and, above the open-ing, adjacent to the west face of the wall. It will run from column lines 41 to 46 and from elevations 45 ft to 77 ft. It continues from column line 46 approximately 14 feet south on the east face of the existing wall from elevation 45 ft to elevation 61 ft. This new wall will be structurally connected to the existing north and west walls of the Control Building. Rev 2 005 7 AZ-1 3-2 7
b. Initial relaxation of the bolt c. Long-term relaxation of the bolt d. Temperature losses /h\\ 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 Division of TRW, Inc., publication, " De s ig n 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 oy 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 Shear Resistance Resistance to sliding is provideri oy shear resistance between the bottom of the grade beams and the rock. Shear resistance to sliding (S ) can be expressed using Coulomb's fora 1ula as: S =C+pD where C= cohesion at zero confinement (psi) = 130 psi (II 363 006 AZ-1 3-9 7/79
u = coefficient of friction = 0.~ 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 Septeniber 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. 3.2.9. 5 Welding of Steel Plate Sections of the plate will be welded to each other by partial penetration welds in accordance with AWS DJ.l. The weld size is governed by stress, and the effect of partial penetration welds on overall plate stiffness is minimal. Completed welds will be nondestructively testeo. 3.2.5 Materials The following structural materials are used in the new struc-tural elements. 3,500 psi Concrete f = g Reinforcing Steel ASTM A 615-76a, Grade 60 ( f, 60 ksi) = Rev 2 363 007 AZ-1 3-10 7/79
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 gencrally deter-mined by floor slab locations and correspond to a maximum height of 20 f t along the nor mh wall of the Control Building in the lower level. At all other locations, the element height is 16 ft or less. These elenent sizes are adequate for both the nass 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 ccncrete. For tne 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 wall to that of the equivalent wall as described in Appendix B. The stiffness or the existing and A new reinforced concrete walls and slabs was calculated using /l i ACI c,de 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 oy adding the weight of the str"ctural system and all of the equipnent, components, piping, etc, supported by the structural system. Items supported on or below the slab at elevation 45 fc were not considered since thic is the elevation of the top of the foundation. The weight of nonstructural <.ements, not in-cluded in the codel for stiffness, has been included in the total dead weight. The connections between the existing and new structural ele-ments are indicated in Section 3.2. These connections are A.'!- l 3-15 Pev 1 363 003 3/79
designed to maintain strain compatibility be a the existing and new structural elements by limiting the allowable loads on the connections to a level considerably celow their yield loads;f therefore the connections are not modeled explicitly. The finite element model is based on aaintaining 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 CBE. 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 ,1 -~ 73,100 kips, the sum of effective weights represents approximately 901 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 SRE3 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.a-12d respectively. The first mode, shown in Figures 3.3-lle and 763 007 Rev 2 3-10 AZ-1 7-79
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 OBE 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 wal' 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 9 For the factored OBE condition, the ainor walls which have a 1 capacity-to-force ratio of less than 1.0 in Table 3.5-1, will undergo iaelastic deformation, and redistribution of loads will occur to adjacent walls. The amount of the re-distribu-ted load, which is approximately 11 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 /-
- 2 1593 kips, respectively.
- ~ 363 010 ""2 A -l 3-21 7-79
The capacity of these corners to resist vertical shear force depends upon both the capacity of the beam-column connections and the shear friction developed by the continuous horizontal reinforcing steel in the concrete block masonry. It has been shown(*) that the ultimate capacity of a beam-column connection in the Complex walls is 2.8 times the AISC Table I values and that of the shear-friction of the rein-forcing steel is 1.4 A f where A is the area of continuous sy, s horizontal reinforcing steel in the masonry and f is the yield y strength (40,000 ksi). It has also been demonstrated (*) that both of these capacities are deformation compatible. Tne 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 /2\\ 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 shear forces at these locations, as follows: Corner Vertical Shear Force (kips) Capacity ' kips) R-55 1686 2742 N-5 5 1593 1763 l 3.6 RESTORATION TO DESIGN REQUIREMENTS 3.6.1 NRC Requirements The Original Analysis of the Complex was completed in 1971. The intent of the ori-inal design was to meet the requirements (*) See response to Question No. 16 of the " Requests for Additional Information by NRC", dated May la, 1979. l t-363 011 Rev 2 a;_4 3-21a 7/'9
TABLE 3.3-1 Frequencies and Modal Effective Weights Effective Weights Erequency _, (kips) Mode (cps) No r t h-East-South West 1 7.62 30,909 860 2 9.89 111 48,495 3 10.91 15,966 3,761 4 13.36 4,581 5,077 5 13.52 4,775 2,356 6 13.79 21 1 7 13.91 158 68 8 14.34 3,039 437 9 14.67 112 113 10 15.83 5 171 11 16.56 2 452 12 16,96 2 6' /h\\ 13 17.64 1,514 864 14 17.90 2,169 475 15 18.68 343 12 16 18.83 38 282 17 19.21 500 13 18 19.45 25 5 19 19.98 68 227 20 20.25 142 251 21 20.97 35 238 22 21.41 21 75 23 21.75 3 132 24 21.77 2 62 25 21.16 3 72 26 22.52 552 3 27 22.98 85 1,640 28 23.43 25 0 29 23.63 354 11 30 23.97 227 558 9 Rev. 2 A2-1 7-79 }
TABLE 3.5-1 FORCE CAPACITY COMPARISON NORTH-SOUTH MOTION NORTH-SOUTH MINOR WALLS OB E = 0.15g,s = 2% Wall Shear Force Capacity Capacity Elevation Number (Kips) (Kips) Force 45'-61' 2 451 776 1.72 3 292 616 2,11 5 2042 4399 2.15 6 239 177 0.74 /$\\ 7 377 472 1.25 8 171 113 0.66 61'-77' 2 427 509 1.19 5 1371 1892 1.38 6 455 898 1.97 7 523 729 1.39 77'-9 ' 5 681 1093 1.60 6 344 654 1.90 8 329 584 1.78 93'-105' 6 344 575 1.67 105'-117' 6 226 556 2.46 9 Rev 2 AZ-1 7-79 363 013
TABLE 3. 5-2 FORCE CAPACITY COMPARISON EAST-WEST MOTION FAST-WEST MINOR WA LLS OBE = 0.15g, s = 2% Wall Shear Fcrce Capacity Capacity Elevation Number (Kips) (Kips) Force 45'-61' 11 264 373 1.41 12 310 433 1.40 14 260 332 1.28 15 565 764 1.35 61'-77' 14 1170 2875 2.46 /h\\ 15 864 396 1.15 16 405 1291 3.19 77' 43' 14 984 3614 3.67 15 1163 2973 2.56 93'-105' 15 1060 1493 1.41 105'-117' 15 814 1493 1.83 Rev 2 } { } (,'j '; h 7-79 AZ-1
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L .J l J J g' .J E L E CT R IC A L CONTROL ROOM AUXILIARIES E__ 65'4 " 61'4 " - i STEE' PLATE TYPICAL R PLAN EL 61'-0" & 6 5 '-0" FLOOR PLAN EL 93'-0" e - REINFORCED CONCRETE / AUXILIARY BUILDING m 6 g iF- [~ I [ CONTROL l BUILDING ~ ll La C A8LE SPREADING l ] ~ 9 'X' ]_ " TURBINE RUlLDING PLAN EL 45'-0" FLOOR PLAtd L:L 77-0" 3IJ U, FIGURE 3.1-2 O
,b' ~ j lil -~ 1 v AUXILI ARY BUILDING j h I \\ l j l ) t S E-- [:L i [ RAD SAMPLE R AD CHEM. LAB. C 7 ROOM SMOKE EXH AUST ) OPENING G EL. I 60' 1" AG OV E CONT ROLLED CORRIDOR I/ 1 k i f: t"s~ Q -Q g) T N g i OECON ELEV , 7li'I' R BOP.; NO. 2 p Y I l COUNTING ROOM -M ~ ,,, ;,. [y,1,'W -~ ~ I CONTROL i h ' SHOl ji OPENING $ ^ I" E L. 55'-O" CLEAN ABOVE v CLOTHING I g LE AN CORRIDOR l-a ENTRY 5 l \\ b a 'a ,8 M 's 8'- o O f RAD h SHOWER z NEW OPENING @ _,/ EXISTING WALL ,l i] 9; ] t $4 Q LOBBY LOCKERS jgy {,# ^ ~iiiTini ,k L E V l M E N'S IIiiit '. V EST. l - - ~ " ' Q m n gew:vwmy ~m m _u ,,.p c a C 2 H H NEW SHE AR EXISTING SHEAR 5 WALLS SHOWN '51' WALLS SHOWN y ye H ATCHE D (TYPICA L)'Q) SHADED (TYPICAL) v S 5 CONTROL BUILDING FLOOR PLAN El 45'-0" e E SHOWING EXISTING AND NEW SHEAR WALLS I 3bU EEV g FIGURE 3.2-1
b ~ i j l___ n I, AUXILIARY BUILDING N! R ADIO AC T IV E W AST E EVAFORATOR i I L j WASTE GAS i I DECAY TANKS NEW SHE AR WALLS l SHOWN HATCHED (TYPICAL) w 4'm 4' OPENING \\- @ E L. 65' 0" CORR OOR l g //////////) l (//U/////w g H ~~ j ~ s r_, n, y } J j a( l ELEV) litilti i .,M ACH. NO. 2 l 1 l lHOOM I i - b T 43 UP O. BATTERY MECH ANICAL ROOM 3I ROOM fl-o d E L ECTRICA L D l AUXILIARIES -f*- j}: O j H C U Oc g F L. E L. 65' 4" F L. E L. 61' 4" C BATTERY U ROOM TELEPHONE EQUIPMENT q { p : -- t i t ~3 y N( LOBBY 1 ,/,,,,;,;,. 4 UP y ROOM N O.1 I I ( M A _g ,/. / /-. it 's 0 N 3 H H 3 NEW SHE AR NEW EXISTING SHE AR HATCHED (TYPICAL)([ STEEL PLATE / W A L LS SHOWN 5 (43 WALLS SHOWN h]5 y SHADED (TYPICAL) v/ CONTROL BUILDING FLOOR PLAN EL 61'-0" & 6 5'-0" SHOWING EXISTING AND NEW SHEAR WALLS I 363 013 t FIGURE 3.2-2 REV. k
g l. b ~ k [ ( l AUXILIARY BUILDING J VALVE O EMI-G ALLE RY-N E R A-s ] LIZER' i h NEW SHEAR WALLS l -( b' SHOWN HATCHED iTYPICAL) l iT i CONTROLLED CORRIDOR D l 3__i _.- ,;Q H N a 5 t. ~ l Il __
- ELEV, l g fjimp' NO. 2 i.. i iin ll C
MECHANICAL ROOM 1 3 CABLE SPRE ADING ] Q, .c. e g m y o ~ 5 I l z COMPUTER ROOM Oo .e g l 'q *l CLEAN CO R RIDO R l ] l mT7r nys l ! @T k T ELEV NO.1 1m uu g[ ~ t$ U g = H i H NEW EXISTING SHEAR i , O' a 5 /h 46' STEEL PLATE WALLS SHOWN Q) C'5 h / SHADED (TYPICAL) C z a CONTROL BUILDING FLOOR PLAN El 77-0" SHOWING EXISTING AND NEW SHEAR WALLS 3(33 019 t FIG U RE 3.?.-3 A R E V. /_2_\\
I l a .,. l AUXILI ARY BUILDING il } VENTILATIOPJ FILTER ROOM l CORRIDOR l .z l L a NEW SHEAR WALLS SHOWN 3E 'A ~ HATCH ED(TYPICAL) i T1 I E -1 5 N 'l: g
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OFFICE C ! INST R UM E NT Z SHOP o LUNCH U ROOM (CHART i ,) ROOM s, ";* 1 3, - - a y N k,, 'V SUP E RVISO R'S ' R OO M l '[ CELEV p,1 r ..i.ii gy ~ l 2$ ', l l, ?#~' _' s E 64 H 3 I NEW EXISTING SHEAR I STEE L PLATE WALLS SHOWN s 41 46 51 55 SHADED (TYPICAL) CONTROL BUILDING FLOOR PLAN EL 93'-0" SHOWING EXISTING AND NEW SHEAR WALLS 363 OZ i i FIGU RE 3.2-4 REV.
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/ I _ ~:" I \\ ' / ) l l l f t i / i'% / I, ,.k - ' 1 -- _ _ _ k g ; --- j s- - l! / 1 ' I ,/l l' 't i,1 /- / ./ I,I f I l // l I ll 't lll I /^l, SU E- -wQ ll l! ll lI i l ll I I l } I .i I I I J l i e I i l i e e b i X M X Figure 3.3-11a Fundamental North-South Mode Shape, ColumnLineh(NottoScaie) Wall 36J p 7 r) 7 VmJ Rev. 2 7 ___._-m.------+-------w r-I \\ i; 1 i \\ I i i I i Il I I I I l 1 .L-----f, ~___.. _,l y n 4 i I I I I l p i s i a J il l _{_ __ h - - - -
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- -l, b I \\ l h il / [ \\ lj / t i \\ y \\ ^l i I l Il / t \\ / l; l l o I \\ q k e ll s f i h __..k - r- -- \\\\ t \\ \\ \\ \\ \\ a 1 \\ s hI )
- _ q. _ - _ - - p- -
- L _ '4 _ _ _ _ j u O. ji y 1l, lil l. I l lt j /f' f [ 5 i a f f l Jl. f / s w-- -3: 7 k f I l l i i i l l .I x x x 363 02? Figure 3.3-12a Fundamental East-West Mode Shape, Wall @,ColumnLineIh(NottoScale) Rev. 2 7/79 Elv. ,,.im----- 117' a i 9 k d k f 1980 '; 2620 l4250' A L----- 105' 677 rem A s 2260 ]3990 !6150k k A 1 j u4 - _ _ _ _ _ _ _ J 93' 2410 j kr 2330 k kA k 8 2280 3330 d 3 l 3840 2320 2490 %,9,,.,_____ 77, /* I k A k 8 k 3050 A 4800 '6420 l I k /N r---J 2620 9 3740' i 5330' 65' da---- J 61' 'b k k 3800'f4050 2140 u ' z tus u2.3 49 Force Capacity per Section 3.4.2.1 t/ m Capacity per Section 3.4.2.2 {,3 0 -r~ 3 D.) Figure 3.5-6 Force Capacity Comparison Modified Structure, OBE = 0.15g, -3 = 2: Wall Along Column Line R Rev. 2 7/79 Elv. p 93' 1210' k 1300 k 137g 1320 k 1280 k 700 410 k 1060 510 61' k k 580 1510 45' Wallh h Steel Plate h Wall Figure 3.5-7 Force In New Shear Elements Along Column Line R GBE = 0.15g, S = 2' 3b) Rev. 2 7/79 Elv. 117' i {2990' k 2010 rJ 105' k 2340 2400 ' l t, 93' k k 2360 ,2690 640 i a 1
- L___,
77' I k 2270 l3960 1050 k r--d 65' 1780 G040 r-- 61' { k 1160 2050 k l 2240 k i 1830 i h Wall @ Wall {I -) 9 f 7 .,39; Figure 3.5-8 Force Capacity Comparison Modified Structure Along Column Line N OBE = 0.15g, E = 2 Rev. 2 7/79 Elv. 117 i 790 l1360 105' k I 820 i i 1 -.L - 1 93' i 1 1320 l 1850 k l I I L--_ 77, t k k 1600 l2900 l rJ 65' i 2370 1610 i 1 1 _.a -~ 45' Force Capacity Fige,c 3.5-9 Force Capacity Comparison 3bb Modified Structure, CBE = 0.15g, e = 2? Wall Along Column Line 41 Rev. 2 7/79 Elv. -~7 117' i I 640' I i k l 1170 - - ~ 105' 1 680 i d 93' i k k 540 l 1060 I t 77' I 750 l I p' - - - - -,' 2 8 4 0k 65' 1050 r--2 61' k 1960 1540 l I l .J 45' Force Capacity 363 0a,. Figure 3.5-10 Force Capacity Comparison Modified Structure, OBE = 0.15g, S = 2~ ball b Along Column Line 46 v Rev. 2 7/79 9 Elv. 117' k 1080 l6170 t 1 i e r 105' J i k l6C20 k 1550 r-J 93' l k 2720 5150 i I r-J 77' i k 3260 4400 I I --3 61' I i k k l5280 4410 I I I -- J 45' Force
Capacity
)()b 0,r3D Figure 3.5-11 Force Capacity Comparison Modi fied Structure, OBE = 0.15, S = 2: 9 h Along Column Line 55 Wall Rev. 2 7/79
and extending south approximately 20 feet. It is recognized 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 [ rom Column 11 to Beyond Column 46 Once the shear wall at N' is in place, wo rk on the new shear wall at column R be tween column line 41 and extending apprcx-ima tely 14 f eet south of column line 46 may begin. The re-mainder of the excavation necessary for the foundations will be completed and a portion of the block facing will be removed from the west face of the wall at column line R between columns 46 and 47, from ytea..d Irt:1 La 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 and 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 installation for *"e new R-Line shear wall between columns 41 and 46 will be of conven-tional construction, with forms on both surf aces up to the El. /h\\ 59 ft. 3in. At that elevation, a steel ledger angle will be embedded to f acilitate the installation of steel plate 91. Once the elevation of the steel plate is reached, the steel plate becomes the form for the west face of the wall to the top 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. 3bb AZ-7 4-5 Rev 2 7/79
Steel plates for the west face of the wall will be located l between columns 41 and 46, and from elevation 59 ft, 3 in. to , 2\\ 97 f t, 3 in. (See Section 3.2.1.1.) Preparation for steel 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 between column lines 41 and 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 raised into the position below the cable trays. These platas will be raised by two chain hoists with a third one attached nominally above the center of gravity to follow the load as a h safety measure. The final plate .ctions will be raised to the turbine floor level at El. 93 f t and placed in their final position from above the four electric cable tray openings. After the R line wall concrete has been placed to the eleva-tion of the bottom of the first plate section and has attained adequate strength, steel plate #1 will be raised into place h from elevation 45 ft, pulling it to the south as necessary to clear fire lines below El. 69 ft. k Following positioning of plate #1 through-bolts will be instal-led, forms cn the north and south ends of the plate will be installed, and concrete will be placed to within approximately 3 inches of the top of the plate section. A }h AZ-7 4-6 Rev 2 7/79
At any 'Ame .u
- i. o the modification work, concrete may be removed from the concrete beam along the R line between columns 41 an-from eleva*. ion 74 ft, 3 in. to approximately elev-
/fi ation 16 ft, 6 in., Next, plate section 92 will be lifted into place from El. 64 ft. to El. 70 ft., bolts will be installed, tiie two plates will be welded tc3 ether and concrete will be placed as in the first plate section. Plate #3 will then be lifted into position, from El. 70 ft. to El. 74 ft. 3 in.. The bolts will be installed and the plate jfi will be welded to the cae below it. Concrete will be placed behind the pla te. Additional sections of plate below the elec-trical cable trays will be installed in the manner, using grout !/2\\ rather than concrete above approximately El. 76 ft. The plate above the electrical cable trays (47 & 8) will be raised to the Turbine Building El. 93 ft. floor with the Turbine Building crane. These plates will then be maneuvered to the R-Line wall and lowered into place using chain hoists. Cable /\\ tray protection from washers and tools will be provided by cable tray covers of standard design and construction. Following the erection of the last plate section, final welding, /\\ grouting, and bolt tensioning, will be accomplished.
- Later, rigging equipment and guides will be reitoved, and general clean-up will be done.
Stairways, pl a t f o rm s, and any other f acilities in the area which have been disturbed will be restored. A"-7 4-7 Rev 2 7/79 363039'
4.2.4 Task 3--Provide New Shear Wall at Column Line N Between Column Lines 41 and 46 After the new shear wall at the R line has progressed to ele-vation 69 ft, 9 in., the excavation along column line N will be completed and erection of the new shear wall will begin. The riding, 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 Ancillary Work Any modifications to safety-related equipment, components, 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 Emergency Diesel Gen-erators will be provided by installation of a 182 sq f t louvered section in the column line 41 wall of the Turbine Building approximately 9 ft west of column S. The existing Turbine Building rollup door between colunn lines S' and T will be relocated west to column line U to maintain an air path. Tnis air supply will be provided pricr 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 i t. A 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 he done independently of the struc-tural modification work. -a Q3' Rev 2 AZ-2 4-8 ) 7/79
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 sys tem will be in-stalled at approximately elevation 55 ft. 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 As surance, Licensing, Construction, and Operations personnel will review specifications and design criteria. PGE Engineering will review major drawings. 4.3.2 Plant Review Board and Nuclear Operations Board Review Safety evaluations will be reviewed by the Plant Review Board and the Nuclear Operations Board in accordance with Technical Specifications 6.5.1 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 work will not violate Trojan Technical Specifications or Plant Administrative Controls. This review will be completed prior to commencing any activi-ties to be perforned in accordance with these plans. AO-1 4-9 363 040
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 come f rom the Portlanu 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 f acilities, such as schools, sewers, water, or housing. The celocation of the railroad spur will involve removal of approximately 350 cu yds of rock. This material will be used /2\\ to fill a natural depression approximately 250 ft from the excavation or as a rock for a proposed embankment, both of which are within the perimeter of the PGE-controlled arca. Standard construction practices will be used to control noise and dust. This material will be disposed of on or offsite as /2\\ appropriate. The work will require approximately 350 cu yJs of concrete, 36 tons of reinforcing steel, and 83 tons of steel plate and miscellaneous steel. Aggregate, cement, and rr reing steel '\\ will be purchased in the local area. '2 s 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 h significant suspended solids problems are expected. i n Rev 2 AZ-2 4-10 7/79
Appropriate receptacles will be provided for the collection of solid waste to be disposed of off site. Sanitary facilities during construction will be provided by a toilet trailer which will be temporarily connected to the plant water and sewer systems. Ecological impacts from the construction of the Control Build-ing modification are expected to be of short duration. T;;ese impacts will be limited to disturbances caused by increased activity brought about by construction equipment and personnel in the area. Since heavy vehicle movement is already present nearby, the additional impacts are expected to be minimal. The site preparation and modification program activities will be conducted in compliance wi th OSHA saf ety requirements. Rev 2 h AZ-6 4-11 7/79 363 042
be unchanged. The work on the R line wall at elevation 45 ft will be conducted to the north of the passageway between the 9 Control Building, Turbine Building, and the Emergency Diesel Generator room. The R line wall work will be near the safety-related switchgear room at elevation 69 ft with an access path maintained in this area at all times. Ibrmal access between various levels of the Control Building will be unchanged. Likewise, access between the Control Building and ad]acent structures is unaffected. Since most of the work that could cause vibration and noise (e.g., excavation through the floor slab) will be conducted at elevation 45 ft, it will not have noticeable effects in the control room at elevation 93 ft. While some drilling will l 21 ^ occur at higher elevations on the R and N line walls, the noise Ji and activity of the modification work will not adversely affect Plant operations. 5.3.16 Conclusions The safety evaluations for the work activities involved demon-strate that the modifications can be performed without ad-versely affecting the operation or function of safety-related equipment, without significantly reducing the seismic capabil-ity of the Complex, and without impairing the ability of the Plant operations personnel to operate the Plant under normal or eme rgency conditions. The modifications can, therefore, be per-formed while the Plant is in operation without posing an undue risk to the health and safety of the public. , 6, D z.,ia 33 Rev 2 AZ-3 5-11 7/79}}