ML20100P135
| ML20100P135 | |
| Person / Time | |
|---|---|
| Site: | Harris  |
| Issue date: | 10/22/1984 |
| From: | CAROLINA POWER & LIGHT CO. |
| To: | |
| References | |
| OL-A-009, OL-A-9, NUDOCS 8412140028 | |
| Download: ML20100P135 (142) | |
Text
{{#Wiki_filter:* h- ? NRC TRANSMITTAL RECEIPT
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WORK ORDER NO.: NRC LB 21 \A th... Nc ,, 7 0' '~ . n$;;1 c
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, s 1 ACE-FEDERAL CONTROL NO.: Il NAME OF PROCEEDING: SHEARON HARRIS NUCLEAR POWER r'LANT ,
DOCKET NO.: 50-400-OL & 50-401-OL HEARING DATE: THURSDAY, OCTOBER 25, 1984 LOCATION: APEX, NORTH CAROLINA 5574 g 5843 PAGES: EXHIBITS FORWARDED if Applicants' Exhibits 9 through 22 inclusive f( st gf k l 8412140028 841022 ' PDR ADOCK 05000400 PDR RECEIVED BY: # 3 MA JAMj8 L. IkELLI, ESQ. DATE- 10/26/84 w -
T: .[0-444-6 4 Af ,, _w is44n a\= 6' Applicants' Exhibit 9 s Eddleman Contention 65 2, -DC0K~23
) Docket No. 50-400 tl O V 2, 7 I Y P
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saavic:MMCI secy-na , n W MgT t- rd ' Final Safety Analysis Report Section 3.8.1 Concrete Containment NUCLEAR REGULAT03Y cayygggggy D*Cht Ne&L ct o -OL u n. .,,ur .1 } -_ ttatt- - 47,gg,,, . ICfNTIPC2__ V lafarvonor___ Courg Ort *g_ MU~- _ Centractor_ Quer-f - Reporter M,
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i 3.8 DESIGN OF CATEGORY I STRUCTURES 1 1 3.8.1 CONCRETE CONTALM 3.8.1.1 Description of the Containment
~3.8.1.1.1 General - Description The Concrete Containment Structure (CCS) is a steel lined reinforced concrete
- structure in the form of a vertical right cylinder with a hemispherical done and a flat base with a recess beneath the reactor vessel.
The structure, shown on Figure 3.8.1-1, consists of a cylindrical van measuring 160 ft. in height from the liner on the base to the springline of the dome and has an inside diameter of 130 f t. The cylinder van is 4 ft. 6 in. thick. The inside radius of the 2 ft. 6 in. thick dome is equal- to that l of the cylinder so that the discontinuity at the spring line due to the change 2 in thickness is on the outer surface. The base met consists of a in ft. thick structural concrete slab and a metal liner. The liner is we3ded to inserts
- embedded in the concrete slab. The base liner is covered with concrete, the top of which forms the floor of the containment. The base est is supported by sound rock.
The basic structural elements considered in the design of the containment structure are the basemat, cylinder wall, and dome. These act essentiany j as one structure under an loading conditions. The liner plate is 3/8 in. thick in the cylinder,1/4 in. thick on the bottom, and 1/2 in. thick in the dome. The liner is anchored to the concrete shell by means of anchor studs fusion' welded to the liner plata so that it forms an integral part of the containment structure. The liner functions primarily as a leaktight membrane. An impervious plastic waterproofing membrane is placed between the containment foundation met and the ground. Before laying the membrane, a concrete leveling surface is placed on the rock. After installing the membrane, a concrete protective layer is installed before placing reinforcement for the foundation sac. The waterproofing membrane for the Containment Building is continuous under the containment foundation met and terminates into waterstops at the joints with adjacent structures. The arrangement of the Containment and the relationship and ateraction of the shen with the interior compartment shielding walls and floors are shown on Figures .8.1-1, 3.8.3-1, and 3.8.3-2. 9 The containment van is independent of adjacent interior and exterior structures; sufficient space is provided between the containment vall and adjacent structures to prevent contact under any combination of loading. , l The interior grating platforms and concrete slabs are supported on steel ' beams which span between the secondary shield van and the containment wall. These besas are independently ' supported, near the containment wall, by steel columns resting on the concrete mat. , The circular polar crane runway girder is supported by a series of uniformly spaced steel place brackets which extend from the inside face of the A D 3.8.1-1 Amendment No. 2
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/ .v, containnent wall and are attached to the liner place. The crane runway circle is not concentric with that of the Containment, but is offset to provide a
.passagewey on one side for the pipe runs of the containment spray header piping mounted in.the done.- The liner _ plate is thickened to one inch to
+. support the brackets and is anchored to the concrete containment vall. The Concrete Containment Structure and' associated parts and appurtenances is designed for an expected operating life of 40 years. Basically three materials, concrete, reinforcing steel, and steel liner plate, l are used for construction of the Containment.- The concrete has a compressive strength of 4000 psi at 28 days after placement except at:the boccom portion of the cylindrical wall and around major penetrations where the concrete has a compressive strength of 5000 psi at 28 days after placement. The reinforcing steel is new billet steel in accordance with ASTM A615 Grade 60. Where called for on the de~ sign drawings, weldable 7 grade reinforcing steel in accordance with ASTM A706 was used. I The steel liner place is carbon steel conforming to ASTM A 516 Crade 70. This steel has a minimum yield strength of 38,000 psi and a minimum ultimate censile strength of 70,000 psi. l The Containment encloses the reactor pressure vessel, pressurizer, steam I generators, reactor coolant pumps, and piping, and portions of the Engineered Safei;y Features Systems. The containment wall protects the Reactor Coolant , ' , , System from site environmental conditions. It is designed as a Seismic ,e ! Category I structure for earthquake, tornado, and external missile loading i conditions. It also limits the release of radioactive firsion products to the [ environment in the unlikely event of a toss of Coolant Accident (LOCA), and in addition, provides biological shielding for both normal and accident l conditions. The functional requirements of the Containment are discussed in ( detail in Section 6.2.1. The cylindrical section of the containment shell includes large openings for , access hatchways and penetrations. The concreta wall is-locally thickened and additional reinforcement is provided at these large penetrations. ' Penetrations are anchored in the containment wall. A per:nanent steel ladder with a safety cage is provided on the exterior cylinder portion 'of the Containment Building for access to the bottom portion of the dome. Another ladder with a. safety rail is provided on the exterior of the does for access to the top. A guard rail is provided around the entire springline of the Containment. U-shaped steel bolts are embedded in the top and bottom of the done to allow for the hanging of scaffolding to inspect the entire' dome and cylinder portion of the Containment Building. 3.8.1.1.2 Foundation Mac The foundation mat is a conventionally reinforced concrete mat of circular
- shape and 12 f t. uniform thickness. The top of the mat is 44 ft. below finished grade.
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'900' .The entire mat is structurally independent of adjacent Seismic Category I foundations. The sat has a recess in the central portion to house the reactor pressure vessel, and in the engineered safety features (ESF) area, there is a-recess to house the ESF system sumps for the containment spray header water which exits-the Containment through two collection sumps and embedded drain
_ pipes. The foundation mat, inside the Containment and including the reactor cavity, is covered with 1/4 in. thick carbon steel liner plate, except at the connection.with the wall liner place, where a 3/8 in. thick liner plate is provided. A five ft. thick concrete internal sat is provided over.the liner for protection and support of internal primary and secondary shield wal s. In order to protect the mat liner place against groundwater hydrostatic pressure, an impervious waterproofing membrane is placed continuously below the foundation mat and terminates into waterstops at the joints with adjacent structures. The seismic gaps between adjacent structures are cut off from groundwater by double rows of horizontal waterstops. As described in Section 3.4.1.1, any leakage through the w terproofing membrane will be drained through porous concrete drains placed bet seen the membrane and the concrete mat. The primary and secondary shield walls are supported by the internal foundation sat which in turn is resting on the external foundation mat. No anchorage of the interior structures through the liner plate and into the external sat is provided. v The reinforcing steel of the foundation aat, shown on Figure 3.8.1-2; consists of radial and circunferential reinforcement placed at the top and bottom of the mat. Radial bars have no splices; circumferential bars utilire the longest length possible so that the number of splices is minimi ted. Splices are staggered whenever practical. Shear reinforcement is provided whenever required by design. The base mat is considered a circular flat' slab resting on an elastic foundation and the finite element approach was used for analysis. The sat is designed to withstand the loading defined in Section 3.8.1.3. 3.8.1.1.3 Cylindrical Wall 3.8.1.1.3.1 Reinforcing Steel Arrangement ; The reinforced concrete cylindrical wall is designed to withstand 'the loadings i and stresses anticipated during the operating life of the plant, as defined'in Section 3.8.1.3. The steel liner is attached to, and supported by, the ! concrete. The liner functions primarily as a gas-tight membrane and also transmits loads to the concrete. Du' ring construction, the steel liner serves
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1-as the inside form for the concrete wall and dome. The containment structure does not require the participation of the liner as a scructural component.
- l. Hoop tension in the cylindrical concrete wall is resisted by horizontal reinforcing bars near both the outer and inner surfaces of the wall.
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S Horizontal circumferential. bars, including those'in the dome, have their splices staggered wherever-possible.
~ Longitudinal.cension in'the cylindrical. wall is.. resisted by rows of vertical 4 reinforcing bhrs placed near the' interior and exterior faces of th wall, with
.cadweld splices staggered whenever practical.
Figure 3.8.1-3 shows typical' reinforcing steel for tha cylindrical wall.
, Reinforcing steel which terminates in locations where biaxial tension is predicted, such as at. penetrations, is anchored by hooks, bends, er positive mechanical'anchorase in such a manner that the force in the terminated bar is adequately transferred to other reinforcement. . Also, bar development length se such location is increased.
The main vertical and hoop reinforcing steel in the containment wall and dome n have a concrete cover of 4 inches. Concrete cover for reinforcing steel 4 other than these are governed by provisions listed in the ASME/ ACI 359 code. i The juncture of the cylinder to the base slab is considered to be rigidly , connected. The cylinder at this point cannot expand but joint rotation is
. considered as the wall deforms under the internal pressure, temperature, and i dead load conditions; hence, radial shear and soments are-introduced into
. the cylinder wall. All the radial shears at the base of the cylinder wall'are j resisted by reinforcing steel. This shear reinforcing is horizontal. . _ ! The nonaxisymmetric loads, such as wind, tornado, and seismic excitations, - induce tangencial shears into the cylindrical ec. crete wall and concrete dome. ! Although the liner place in the cylindrical wa. and dome has shear capacity I availabla to resist targential shear, no credit was taken for this capacity.
- j. The tangential shear carried by the concrete does not exceed 60 psi and
- 40 psi for abnormal load' combinations associated with the safe shutdown l
earthquake and operating basis earthquake, respectively, as required by
. Standard Review Plan 3.8.1. The excess tangential shear is taken by diagonal j seismic reinforcing bars. The seismic reinforcement, shown on Figures 3.8.l-4 L and 3.8.1-5, extends diagonally into the dome until a point is reached where r.hu concrete alone can resist the tangential shear. Sufficient overlap is made between the linear and diagonal reinforcing to allow transfer of shears.
At the major penetrations, the seismic reinforcement is either bent 'around the penetration or is cut off, in wt"ch case a mechanical embedment, consisting of a cr.dweld sleeve welded to an anchorage, is provided. / , The concrete thickness of.the wall is increased from 4 ft. 6 in. to 6'ft. b in. around the major penetrations such as the equipment hatch, personnel lock, emergency air lock,' main steam penetrations, and feedwater
- penetrations. In all of these areas, the main hoop and vertical reinforcement i are bent around openings, hooked into the wall, or terminated using a mechanical embedmont. Additional circular radial and shear reinforcement is
( provide'd to withstand stress concentrations and additional radial and in plane t shear developed in these areas by the loading combinations described in i Section 3.8.1.3. , s, r
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. \,j ' Figure 3.8.1-6 shows the reinforcement in the equipment hatch area of the containment structure.
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Figures 3.8.1-7 and 3.8.1-8 show the reinforcement in the personnel air lock, emer3ency air lock, and HVAC penettstions areas. In all of thrae areas, the anchorage of the steel penetration into the concrete wall is provided by steel anchorages welded to the penetrations sleeves. For all penetration i- sleeves-designed in accordance with requirements of the ASME Code Section .III j Division 1, such as the equipment hatch, personnel air lock, emergency air. lock, and Type I penetration sleeves, special anchorages were provided usihg [i ASME Code material and manual . welding. For all penetration sleeves designed in accordance with requirements of the ASME Code Section III Division 2, in the portion backed by concrete, such as Type II and Type III penetration sleeves, double headed machine welded Nelson Studs were provided. Figure 3.8.1-9 shows the reinforcement in the main steam and feedwater penetration area. In addition to the main circumferential and vertical reinforcement bent around penetrations, additional circular reinforcement -is provided around each individual penetration and radial interconnecting reinforcing bars. In order to provide for sufficient resistance against
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excessive rupture loads and to accommodate the interaction between the
- concrete structure and steel penetrations, the attachments of the penetration sleeves are directly connected with the radial reinforcing bars transferring
! the loads into the concrete wall. Figure 3.8.1-10, Section.p-p, shows the 6 in. attachments shop welded to the
, v penetration sleeve. No. 18 radial reinforcing bars are connected through a cadweld mechanical connection to 9 in. attachments, which in turn are field welded to the 6 in. attachments connected to the sleeves.
i The reinforcement arrangement around penetrations moslier than 18 in. is shown on Figure 3.8.1-11. Structural built-up steel members are provided to transfer the forces from the main circumferential and vertical reinforcing bars to special bars, closely spaced, or reinforcing bars were bent around openings. , Additional inclined reinforcement is provided when raquired. 3.8.1.1.3.2 Liner Plate l A continuous welded steel liner plate is provided on the entire inside face of the concrete containment cylindrical wall to limit the release of radioactive
- materials into the environment. The thickness of the liner in the cylindrical wall area is 3/8 in. A one inch thick liner plate is provided at the crane girder brackets elevation. Ring collars up to 2 in. thick are provided around all penetrations and shop welded to the penetration sleeves, as required by ASME Section III Division 2/ACI 359 Code, Section CC4552.2.1.
Figures 3.8.1-12 and 3.8.1-13 show liner plate details. An anchorage system, i ) consisting of Nelson Studs 5/8 in. diameter by 4 in. long, is provided to prevent instability of the liner for all load combinations described in i Section 3.8.1.3. (. ij In order to minimize liner stresses, strains and deformations under the design loading condition' described in Section 3.8.1.3, the cylindrical wall liner , 3.8.1-5 .
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plate connection with the foundation mat lower plate is an unanchored embedded 90 degree free-standing welded connection. No anchor studs are provided on a 5 ft. vertical portion and.on a 3 ft. horizontal portion of the liner plate. In order. to allow free deformation of the liner plate during test pressure conditions,'an' inch'ofethafoam is provided'on the'inside face'of'the-liner plate : facing the concrete of. the internal mat. In order to allow vertical movement at the concrete connection during the sase test pressure conditions, ethafoam is also provided against the back up plate and the en( of the horizontal liner plate, as shown on detail I on Figure 3.8.1-12. The one inch liner plate at the crane girder brackets area is anchored into the concrete wall with shear lugs, anchor bolts connected to embedded plates, special anchorages, and Nelson. studs, as shown on detail Y and Section A-A on Figure 3.8.1-12, in order to witnatand the complexity of loading induced during operation of the crane and/or seismically' induced loads. Figure 3.8.1-13 shows the ' arrangement of anchor studs around dif ferent types of containment penetrations.
- Leak chase channels or angles are provided at the liner seams for leak tightness examination.
There are no through l'iner attachments. The supports for HVAC ducts, piping hangers, and ladders, are welded to the liner plate, which is locally reinforced with additional studs in the region of surface attachments. .. A yield strength of 45.6 ksi (70F-100F) was used for the 3/8 inch thick -l plate. This yield strength is the basis for considering that, for both service and factored load conditions, the yie3d stress is not exceeded in the regions identified as overstressed (if plate yield stress is 38 kai (70F-100F)). This is a conservative valoe and was obtained as follows: a) All certified mill test reports for the 3/8 inch thick plate that was ' supplied were reviewed. The least yield stress value from all reports for that thickness place is 45.6 ksi. This is the value that was used. It was reduced for higher temperatures (temperatures from 100F to 240F) by the L application of ASME Section III Division I Appendix Table I-2.1 " Yield ! Strength Values Sy for Fe'rritic Steels", values for SA 516 Grade 70.~ Two straight line reductions in yield strength were obtained from the table, the first, for reduction in strength between 100F and 200F, and the sedond, for g reduction in strength between 200F and 300F. The slopes of the two lines were expressed in terms of reduction in strength, ksi, per-degree F temperature l increase and applied to the 45.6 kai least yield strength value to obtain reduced yield strength. values for temperatures up to 240F. b) Reductions in modulus of elasticity for the material due to increase in temperature were also evaluated, based on ASME Section III Appendix I Table I-6.0 " Moduli of Elasticity E of Materials for Given Temperatures", and considered in the detaraination of strain at various temperatures. c) The certified test reports of all the welding electrodes for the liner l plate joining welds were also reviewed. The least value of yield was foand to - i be 58.0 kai. It was concluded that the electrodes supplied do not adversely [ affect.the yield strength of the liner plates.
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d). Verification of liner strains due to containment pressurization is 14 obtained from the liner strains measurements made for the containment building stractural integrity test.- The test is described in Section ~ 3.8.1.7.1. The liner strain gage ~ 1ocations are shown in Figures 3.8.1-47, 48, and 49.
-3.8.1.1.3.3 Containment Penetrations AAcess into the Concrete Containment Structure is provided by an equipment hatch, a personnel air lock, and an emergency air lock.
The equipment hatch is a walded steel assembly having an inside diameter of 24 ft. O in, with a weld-on cover with sufficient material to allow for six removals and rewelding. A 15. f t. O in. inside diameter bolted cover is provided in the equipment hatch cover for passage of smaller equipment during plant operation. Pr' vision is made to pressurize the space between the gaskets of the bolted hatch cover to 36.7 psig. Figure 3.8.1-14 shows the equi.pment hatch. One breech-type personnel air lock (Figure 3.8.1-15) and one personnel emergency air lock (Figure 3.8.1-16) are provided. Each lock is a welded steel assembly having two doors which are double-gasketed with material resistant to radiation. Provisions are made' to pressurize the space between the gaskets. The doors of each lock are equipped with quick acting valves for equalizing the pressure across each door and the doors are not operable unless
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l pressure is equalized. There is visual indication outside each door showing whether the opposite door is open or closed and whether its valve is open cr closed. Provisions have been made outside each door for remotely closirg and latching the opposite door so that in the event that one door is accidently lef t open it can be closed by remote control. Interior lighting and communications systems were installed. These systems are not capable of operating from emergency power supply. 1 l l t
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~ 1%o pressure gages are' placed at each end of the personnel locks, one reads from outside the lock and reessures -lock pressure. The other reads from inside the lock and measures containment pressure. - Mozzles are inscalled which permit pressure costing of the locks at anytise.
The breech-type personnel air lock has a 9f t.-Oin. inside diameter with full diameter breech doors to open outwardly from each end of the lor:h. Doors for the lock are hydraulically sealed and electrically interlocked. During plant i shutdown, it. will be necessary to open both doors at the same time; therefore, L a key-operated electrical interlock defeat system which is under strict l administrative control is provided. Opecing of the doors af ter unsealing vill
; - be' done with a hydraulic encor, as will closing before sealing. Manual (hand pump) operation of the sealing ring and door swing mechanism is provided in case of a power failure.
All leakage and pressure testing on the breech-type personnel air lock will be
; done without the use of the test clampe since sealing is accomplished by forcing the ! doors against the sesis when the rotating third seal ring is ; rotated into the breech locked position. Since the pressure applied to the i double seals of the lock during testing is exerted by the third ring, the effectiveness of the seal cannot he increased beyond that seen during
- operating or accident condition. Test connections are provided for continuous testing between the double seals of each door for leakage.
- The personnel emergency air lock has an outside diameter of 5 ft. - 0 in. with
!~ S a 2 f t. - 6 in. diameter door located at each end of the lock. The doors of
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_' the lock are in series and are mechanically interlocked to ensure that one
- door cannot be opened until the second door is sealed. Violation of the interlock can only be made by use of special tools and procedures under strict administra 1ve control.
Test clamps are provided for leakare and pressure testing of the personnel emergency air lock. This set of clampe fits either door and is designed to l withstand, as a minimum, the full peak containment internal pressure. j Compression of the double seals on each of the doors is limited to that which t occurs before a metal to metal seat is achieved between the door and the j protruding metal flanse adjacent to the seals on the lock barrel. The { internal containment pressure (or pressure exerted by the test claans) l necessary to achieve the tietal to metal seat is approximately 3 PSI over the i surface of the door. Effectiveness of the seals during tes ting , ,there f o re , i cannot be a::tificially increased beyond that seen during operating or accident j conditions by overtightening of the clamps. Mechanical and electrical ! penetrations are provided in the cylindrical wall of the containment structure to provide access for mechanical piping and electrical cables. Mechanical penetrations are divided into two general types: i { a) Type I - Righ pressure, high temperatutee piping (above 200 F). 1. 1 j b) Type II - Ganeral piping (penetrations which are subject to oniv relatively small pine rupture forces and temperatures up to 200 F). A. l. J 3.8.1-7 Amendment No. 1
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I Type I-sechanic.11 piping hoc- penetrations are provided for high pressuee and high cooperature (above 200 F) lines which penetrace the concrece containnenc structure. He process pipe is connected to a containment penetration sleeve
'(which is partially embedded in'th's concrete all) by a forged flued head f icting. The - flued head fictings are designed to carry the forces and nonents
' due co che' nonal operating condicions and due' to the posculated pipe rupture loads by transfacting these forces to the containment penetracion sleeves and further into che concrece containment well. Figure 3.8.1-17 shows a Type I sechtnical penetracion. Type II sechanical piping cold penetracions are provided for low temperature (below 200 F) lines which penecruce the concrece containment structure. As shoun' on Figure 3.8 1-18, the process pipe passes through a containment . penetration sleeve which is partially embedded and anchored into che concrece well. The annular gap becamen the process pipe and the sleeve is sealed on both the inside and outside faces of the concrece nell. The inside plate is designed to withscand the internal pressure and to transfer all of the normal operating loads and/or the posculated accident piping rupture loads from the piping system to the penetracion sleeve and then into the concrece umil. The outside seal is flexible to accommodate thermal expansion i anvenents.
- I Type II penetrations also include RVAC penetrations and groups of small
- diameter lines (insertseene, sempting lines) which incorporace socket unid couplings unided to closure plates. Two categories of penetration are ,
j included in Type II penetration: Type IIA foe single cubing or sultiple ! pipes and/or cubings and Type II3 for single pipe. "- Electrical penetracions are included within the Type III penetrations. ! Modular type penetracions are used for all electrical conductors passing ' i through the containment wall. Each penetration assembly consists of a stainless steel header place 'attached to a carbon ' steel velded ring which is l in turn = six sodule{ded s depending to the pipe sleeve. on the The header penetration place dianecer and accepts voltageeither three or claAstlicacion. l The modules are held in the header places by means of retaining clamps. 8.'a ch '
- module is a hollow cylinder through which the conduccors pass. The conduccors are hermetically sealed into the module with an epoxy compound. Yach module is provided with a pressure connection to allow pressurizacion for cescing.
Figure 3.8.1-19 shows typical electrical penetrations. The header places are l accached to penetration sleeves located in the all of the containment vessel and unidad to the containment liner. Sealing becueen the header plates and i che sleeves is accomplished by umiding. All materials used in the design are
- selected for compatibility with all possible environmental conditions during i
normal, accident, or post-accident periods. Spera electrical penetracion sleeves are provided for possible future uses. Each penetracion is sealed and conced at the factory for leakage. The only seals chac need to be made in the i
!ield are the unids attaching the header places to the sleev's. e RVAC penetracion slaeves, 48 in. and 24 in. diameter, are similar to che j mechanical Type II penetration sleeves.
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SENPP FSAR ' .G' ' i A fuel transfer penetration -is provided to transport fuel assemblies between the refueling canal in the Containment and the fuel transfer canal in the Fuel I Handling Building. This penetration consists of a 20 in diameter stainless ' steel pipe installed inside a 26 in. pipe. The inner pipe acts as the transfer tube and is fitted with a double-gasketed blind flange in the refueling canal and' a standard gate valve in the fuel transfer canal. This. arrangement prevents leakage through the transfer tube in the event of an accident. The penetration sleeve is unided to the steel liner and anchored into the concrete wall. 1 Provision is made for testing welds essencial to the irtegrity of the liner. Bellows expansion joints are provided to compensate for any differential
; movement between. the structures, due to operating thermal expansion and seismic movements.
The fuel transfer tube expansion joints are not part of the containment pressure boundary. Rather the transfer tube is rigidly attached to the
! corainment penetration sleeve. Two bellows type expansion joints are
- in ,alled, the first forming a flexible joint between the transfer tube and the transfer canal inside the Containment; the second forming a flexible joint between the transfer tube and the Tual Randling Building fuel transfer canal.
Figure 3 4.1-20 shows the design of the fuel transfer tube.
- O a The expansion joint inside the Containment is accessible for visua l inspection at any time. The expansion joint in the Fuel Mandling Building is also accessible for inspection at any time except when the transfer canal is I
flooded during the actual fuel transfer period. i
- Also included are four valve chambers and their appurtenances. The valve i
chambers and their appurtenances , shown on Figure 3.8 1-21, are 9 ft - 0 in. , disseter by 10 ft. - 0 in. long airtight enclosures which function as a i secondary containment boundary to completely enclose the containment sump j lines and isolation valves. J i 3.8 1 1 4 Containment Dome 1 l The containment dome is a lined reinforced concrete hemispherical dome of i 2 ft. 6 in. unifora chickness. A continuous welded steel liner place, one-half inch thick, is provided on the inside face of the dome. The j arrangement of the studs in the done is shown on Figure 3.8 1-12'.' Nelson l2 studs 5/8 in, diameter by 4 in. long are used to connect the liner to the , concrete. ! The reinforced concrete dome is designed to withstand the loads anticipated , during the operating life of the plant and postulated accidents and events described in Section 3 8 1 3. Meridional and circumferencial reinforcing bars are provided to resist the resulting tensile forces and bending moments. l Tigures 3 8 1-22 and 3 8 1-23 show the arrangement of the reinforcement in the i done. 4 m 3.8.1-9 Amendment No. 2 6
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. . . ,[ .
,$'SENFPTSAL
'l -
,[.' -w '
,,.{, . M ,* .. w s; :;: ~ -y y M .. *. .
- s. a ". . . L. . ~
~
The done reinforcement consists of layers of reinforcing steel placed seriodionally, extending from the vertical reinforcing of the cylindrical wall, and horizontal layers of circunferencia1 bars. The layers are located near both the inner.and outer faces of the concrete. The radial pattern of the meridional reinforcing steel, terminating in the' containment done, results in a high degree of redundancy of reinforcing steel in the done. Bars are terminated beyond a point where there . is more than twice the amount of steel required for design purposes. The race of convergence of these bars, and the low stress requirements dictated by this arrangement, results in a satisfactory development length of the seridional reinforcing bars. Near the crown of the done, the seridional reinforcing bars are welded to a steel hub place, cast,in the concrete, concentric with the dose centerline. Although the liner plate is not considered as a structural element to sustain the loading imposed on the done, during construction the liner plate is used
~
as a form to withstand the weight of the reinforcing steel and fresh concrete during placement. To minimize the locked in stresses during construction, the placement of the concrete in the dome area is made in lif ts of 4 co 5 f t. of concrete. The next placement of the concrete is added only when the concrete previously placed has enough strength to take additional construction
- ~ loads.
j Ventilation openings are provided at the top of the dome to be used during
- construction. These openings are filled with concrete when construction is f inished.
l
- 3.8 1.1.5 Containment structural Boundaries . .
~ The Containment is a composite steel and reinforced concrete assembly that is j designed as an integral part of the containment's pressure-retaining barrier to retain and control the release of radioactive or hazardous affluents ) released from the nuclear power plant equipment which the containment i encloses. The design, materials, fabrication, construction, testing, examination, } structural integrity test, and quality assurance for the Containment Building, consisting of a reinforced concrete sat, cylindrical well and dome,' lined with l steel liner, and associated materials, parts, and appurtenances, are in accordance with AS:1E Code Section III Division 2/ACI 359 Code winter 75 addendum, with the exceptions listed in Appendix 3.8A. All pressure-retaining, leak-resisting, and load-bearing concrete and steel
' portions of the , Containment and all parts or appurtenances that act integrally with the pressure-retaining portion to carry the fluid pressure loads are covered by the ASME Code Section III Division 2/ACI 359 Code, except that:
a) Patts and appurtenances under the jurisdiction of Section III Division 1 cre considered only with respect to their functional collaboration with the concrete and steel portions of the component in carrying loads. b) Parts and appurtenances under the jurisdiction of Section III Division 1, whose directional loadings can be described by moments and forces acting on portions of the concrete component for design purposes, are ,
.'S O
3.8.1-10 O n
.; ; )
SENPP FSAR- .i<
+ ,
c
~
characterized'by such load 1ng conditions which'for the concrete containment can be shown to be functionally acceptable. c) Parts and appurtenances.specified to neet the requirements of
- Section III Division 1 and furnished before April 29, 1977, meet'the requirements of Subsection NA of Division 1. Parts and appurtenances furnished af ter April 29, 1977, meet the requirements of -Subsection NA of Division 2. The parts and appurtenances-which are designed ender the jurisdiction of Section'III Division 1 are presented 'in Table 3.8.1-1.
The boundaries of the Containment Building and the different parts and appurtenances are shown on Figures 3.8.1-24 and 3.8-1-25. For the design of the Equipment Hatch, Personnel Air Lock, Emergency Air Lock, and all penetrations, at the transition portion from concrete to steel, the following aspects are considered: a) hetal- sections not backed by concrete meet the requirements of Division 1 and consider the concrete confinement except that proof testing is in accordance with CC-6000 of the ASME Code Section III, Division 2/ ACI-359 Code. b) Hetal sections are attached to concrete sections by one of the f ollondng : r-'g 1) Tension attachment ;o the primary reinforcement of the concrete Q containment.
- 2) Anchorage system attached to the metal shell and extended into the concrete. The metal shall is not reduced below the minimum thickness required for primary mechanical loads for a distance of 25 e from the point where the concrete-to-metal junction occurs, where t is the thickness of the meta 1' penetration sleeve at the transition section.
Where the penetration sleeves or the liner is backed by compressible material to provide local flexibility, the penetration sleeves or the liner meet all requirements for material, design, fabrication, and examination of the AStiE , Code, Section III, Division 1 in the region where compressible material is present. Where penetration sleeves or liner are attached to concrete directly or 'to embedded members, only the requirements for liner apply. 3.8.1.2 Applicable Codes, Standards, and Specifications The structural design, materials, fabrication, con truction, testing, inservice surveillance, and quality assurance for the Containment conform to the codes, standards, regulations, and specifications listed below, except [ where specifically stated otherwise. l General Codes and Standards l OSHA Occupational Safety and Health Administration, Federal i Safety Regulations (1975 listing) t 3.8.1-11 e- eir a, . -s*-s- --st-me-w +____,.--g.e-an.-w,..-ewsu,_,
-.se,i,q.-am.,mm..wt,-m y--y-w-w.,v-- -w w c w a ,e,,.g mg--e,-gen-v-yrw,, ywyww- w-,,s--w , -,i e.-r,.,wy,wy*-.e-.,. -e.,y. w. - - ,
- ~
7,
.SENP9 FSAR; ,,, ,
ic ,; .> . , .. ., . ., . ,. .
- j. . .. . . . : , _....:.>
% . 'q :r '._ ~ . a . ;:.' n.
. ,, ,. .y ., .
~
North Carolina State Building Code, '1969 Ed'ition -s. k ACI American Concrete Institute Standards 211.1-1974' Recommended Practices for Selecting- Proportions for Normal and Heavy Weight Concrete 301-1975- . Specifications for Structural Concrete for Buildings 304-1973 Recommended Practice for Measuring, Mixing, Transporting, and-Placing. Concrete i 305-1972 Recommended Practice for Hot Weather Concreting
- 306-1966 Recommended Practice for Cold Weather Concreting 1
309-1974 Recommended Practice for Consolidation of Concrete 315-1974 Manual of Standard Practice for Detailing Rainforced
- Concrete Structures 318-1971 Building- Code Raquirements for Reinforced Concrete 347-1968 Recommended Practice for Concrete Fornwork j s
{- SP-2-1975 Manual of Concrete Inspection ,, j AISC American Institute of Steel Construction Specification for the Design, Fabrication, and Erection of l Structural Steel for Buildings ( AISC Specification)
- (2/12/69, with Supplements 1- 11/1/70, 2- 12/8/71, and
- 3- 6/12/74)
! ASME American Society of Mechanical Engineers < l ASME Section III Code for Concrete Reactor Vessels and Con
- inments ( ASME Division 2 Boiler and Pressure Vessel Code, Section III, Div 2) 1975 l Edition, with winter 1975 Addenda and other ASME Code L Sections as required by ASME Section III, ,-
l Division 2/ACI 359 Code. Exceptions to the ASME Section III, Division 2/ACI 359-75 Code are listed in Appendix 3.8A. , Section II Material Specifications
- Section III Nuclear Po war Plant Components, Subsection NE for Class MC
- Division 1 Components t/
3.8.1-12
r; 7 ,, , SENPP FSAR ('}; Section IX 1971 Edition with Summer 73 Addenda. . Welding and Brazing Qualifications. Field welding is performed to 1971 Edition with Winter 1976 Addenda, Welding and Brazing Qualifications. AWS American Welding Society D 2.0 Welded Highway and Railway Bridges with 1967 and 1970 revisions, for services performed prior to 4/29/77 D 1.1-75 Structural Welding' Code, with Revisions 1 (1976) and 2 (1977) for services performed after 4/29/77 D 12.1-75 Recommended Practices for Welding Reinforcing Steel, Metal Inserts, and Connections in Reinforced Concrete Construction SSPC Steel Structures Painting Council S P-6 Commercial Blast Cleaning USNRC United States Nuclear Regulatory Commission
. The following NRC Regulatory Guides as identified in Section 1.A are /
applicable:
- 3 d 1.10 Mechanical (Cadweld) Splices in Reinforcing Bars of Category I Concrete Structures 1.15 Testing of Reinforcing Bars for Category I Concrete Structures 1.18 Struc'thral Acceptance Test for Concrete Primary' Containment 1.19 Nondestructive Examination of Primary Containment Liner Welds 1.54 Quality Assurance Requirements for Protective Coatings Applied to Water-Cooled Nuclear Power Plants 1.55 Concrete Placement in Category *I Structures ,.
- 1.57 Design Limits and Loading Combinations for Metal Primary Reactor Containment System Components 1.60 Design Response Spectra for Seismic Design of Nuclear Power Plants 1.61 Damping Values for Seismic Design of Nuclear Power Plants 1.63 Electric Penetration Assemblies in Containment Structures (s) -
for Water-Cooled Nuclear Power Plants 3.8.1-13
r. SHNPP FSAR _
~*
. *l: .,
;~...,..*. ...: . .
..x - -
...~ L .- 7. . + ;. . ,a -
' *1.76 *
" Design Basis' Tornado f or Nuclear Power Plants -
1.92- CombinationofEdesandSpatialCohonents'inSeismic- < Response Analysis
-1.94 Qaality Assurance Requirements f or Installation, Inspection, and Testing of Structural Concrete and Structural Steel during the Construction Phase of Nuclear Power Plants 1.122 Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components ANSI American National Standards Institute i N6-2 Safety standard for the design, fabrication and maintenance of steel containment scructures f or Stationary Nuclear Power Reactors.
i i N- 101. 2-1972 " Protective Coatings (Paints) for I.ight Wa*.er 'kaclear l Reactor Containment Facilities." N- 101. 4-1972 " Quality Assurance for Protective Coatings Applied to Nuclear Facilities." . N512-1974 "*rotective Coatings (Paints) for the Nuclear Industry." ! N45.2.2-1972 " Packaging, Shipping, Receiving, Storage, and Handling of 'N Items f or Nuclear Power Plants." (During the construction , phase of SHNPP) and associated Amendments.
~
l N45.2.5-1974 " Supplementary Quality Assurance Requirements f or j Installati 7n, Inspection, and Testing of Structural Concrete ! and Structual Steel during the Construc, tion Phase of l Nuclear Power Plants ." except that bolt threads will be l -11 allowed to be flush with the top of the connecting nut in accordance with ANSI N45.2.5-1978.
/
Industry Standards l-l- i Indust / standards, such as those published by the American S< ciety for Testina and Materials (ASTM) or the American Association of State Siighway and
' Transportation of ficials (AASilTO), are used whenever possible to describe material properties, testing procedures, fabrication, and construction methods.
Specifications , The following specifications specify the requirements for materials, design l criteria, f abrication, erection, inspection, and quality. assurance. These specifications, in general, reflect and expand on the requiremen:r set forth in ASME Section III, Division 2/ACI 359 Code. a) Ebasco Specification CAR-SH-AS-1 " Containment Liner, Air Locks, and ,, l Hatch" .
- i Amendment No. 11 L Mkh-Wh
> . *> SHNPP FSAR . h:@ b) Ebasco Specification CAR-SH-AS-7 "Struct. ural Steel" c) - Ebasco Specification CAR-SH-M-54 " Mechanical Penetrations" d) Ebasco Specification CAR-SH-E-30 " Electrical Penetrations" e) Ebasco Specification CAR-SH-CH-6 " Concrete" f) Ebasco Specification CAR-SH-CH-7A " Concrete Reinforcing Steel" g) Dasco Specification CAR-SH-CH-7 " Weldable Concrete Reinforcing Steel" h) . Ebasco Specification CAR-SH-CH-12 "Waterstops" 4 i) Ebasco Specification CAR-SH-CH-13 " Waterproofing" j) Ebasco Specification CAR-SH-CH-15 " Mechanical Splicing of concrete Reinforcing Steel
- I k), Ebasco Specification CAR-SH-CH-16 " Dome Hub Places and Reinforcing Steel Splice Assembly"
- 1) Ebasco Specification CAR-SH-CH-22 " Structural Integrity Test of Concrete Containment Building" f] 3.8.1.3 Loads and Loading combinations V 3.8.1.3.1 Definitions of Loads The following nomenclature and definitions apply to all loads encountered and/or postulated for the design of the Containment:
a) Dead Loads, (D) - Dead load consists of the weight of the concrete wall, dome, base slab, equipment deadweight, and all internal concrete, including hydrostatic loads. Uplif t forces which are created by the displacement of groundwater, assumed to be at Elevation 251 f t., are accounted for in the design of the structure. Included are the weights of piping, cable trays, and ductwork. A reinforced concrete density of 143 pcf, with a possible minimum of 137 pef, . was used in the design. The density of the steel reinforcing and liner plate used in the design was 489 pcf. , The deadweight of the crane bridge and trolley was also considered in the 4 design. Equipment permanent operating loads as specified by the equipment manufacturers were included in the dead loads of the structure. i 1 b) Live Loads, (L) - Live load consists of loads on.the dome which are uniformly applied to the top surface of dome at an assumed value of 20 psf of horizontal plan projection to assure a strength adequate to support snow loading. A random temporary loading condition during construction or maintenance was assumed to be 50 psf. The design also accounts for a load of g 250 tons supported by the polar crane during construction and maintenance 3.8.1-15 I
. . , ~ . , _ , - .-.-,.~,_-..__,,--_..._.._-__.._.,m._,__..-_.-_____._m _ . . .. _ _ . ._ .. - -,_. ..
r-
- ' .' ~: , ;' ' " ; ,, ,, ';SBNPPP,FSAR -
, j ,
- . . i ,
+ . c . . . ., . m .
.., . . , . , .. s ,,, . , , ,.
L operation (load combination 2) and 175 tons-during load combinations 4, 5, 6, 7, and 9, descritad in Section 3.8.1.3.2.
> c) Normal Operation. Temperature Load'(To). .Nornal operation temperature loads consist of the loads induced by thermal gradients existing through the concrete wall and dome and those exerted on the concrete by the liner under normal operating conditions. The temperature gradient through the wall is essentially linear and is a function of the operating temperature internally and the average ambient temperature externally. The temperature gradient ,
between the outside and inside of the Containment during operation induces stresses in the structures which are of internal nature, tension outside and compression inside the shell. Both summer and winter operating conditions are considered. In all cases the conditions assumed are considered of long enough duration to result in a straight line temperature gradient. The gradients considered are: Summer Operation Operating Shutdown Operating temperature inside 120 F 55 F building Exterior sustained concrete 90 F 90 F temperature Winter Operation Operating Shutdown s, Operating temperature inside 120 F 50 F - building Exterior sustained concrete 20 F 20 F temperature For all cases, the "as constructed" temperature is assumed to be 60 F. Transient thermal gradients during startup and shutdown are considered in the analysis. d) Operating Pipe ioads (Ro) - The pipe reaction anchor loads during l normal operating or snutdown conditions are the loads exerted upon the containment structure by pipe restraints under the normal operating or l shutdown thermal conditions of various piping systems. i e) Internal Pressure Load (Pv) - An internal negative pressure (other than due to a LOCA) of 2 psig is considered in the design. l-An internal positive pressure (other than due to a LOCA) of 3 psig is considered in the design. Either the negative pressure or the positive pressure is used in the load combination, whichever is more critical for the particular item of interest. f) Test Pressure Load (Pt) - Section CC 6201 of the ASME Section III, Division 2/ACI 339 Code, requires that an internal pressure of up to s/ l 115 percent of the design pressure be considered in the design of the 3.8.1-16 *
-SHNPP FSAR M
)
Nib # Containment. To meet this requirement, an internal pressure of 51.75 psig was used in the design. g) Test Thermal Load (Tt) - Thermal loads during pressure tests, including liner expansion and temperature gradients in the wall and dome, are considered in the design of the Containment. h) Design Basis Accident Pressure Loads (P) - The design basis accident pressure loads, due to a. loss of coolant accident or other postulated pipe breaks, are considered in the design of the Containment. An equivalent static design pressure of 45 psig was used in the design of the Containment Structure. The use of an equivalent static load in the design of the containment for LOCA loadings is justified. Comparison of the time of LOCA pressure rise to the initial peak value, and the natural period for the first circumferential (" breathing") mode indicates that the ratio of the time of LOCA pressure rise to the first period of vibration is on the order of about 500:1. Therefore, the load can be considered to be statically applied, and 14 the dynamic load factor for the LOCA pressure loading is essentially unity. Axisymmetric dynamic analysis studies indicated that the contribution of the higher (oval) modes to the maximum responses are relatively small. Therefore, these modes were not considered in the dynamic analysis of the containment building.
,r3 i) Design Basis Accident Thermal Loads (Ta) - Thermal stresses due to an
.( ,1 internal temperature increase caused by the design basis accident are considered. The containment liner design temperature under the design basis accident is assumed equal to 233 F, associated with 1.0,1.25, and 1.5 times the accident pressure, as described in Section 3.8.1.3.2. Accident temper 4tures mainly affect the liner, rather than the concrete and reinforcing bars, due to the insulating properties of the concrete. By the time the temperature of the concrete within the interior of the concrete begins to rise significantly, the internal pressure and temperature in the Containment due to the accident have been drastically reduced from their maximum. The concrete wall is designed for a steady-state temperature gradient, with the interior face subjected to a normal operating temperature of 120 F and the exterior face subjected to summer or winter operation temperature, as specified in Section 3.8.1.3.1.C). In addition, due to the interaction between the liner which is subjected to the containment design accident temperatures of 233 F, and the concrete wall which is subjected to a steady-state temperature gradient, increased stresses induced in the l reinforcing steel and concrete are considered in the design. l j) Earthquake Loads (E, E') - Earthquake loads are computed using the following:
- 1) Operating Basis Earthquake (E) horizontal ground acceleration is
- 0.075g.
(J[_.
- 2) Safe Shutdown Earthquake (E') horizontal ground acceleration is 0.15g.
3.8.1-17 Amendment No. 14
s .
. .. y =.. . .
. . , . . , . , s.. SENPP FSAR , , , , ,
., : c ; : =, . . r . ,
j,. .. ,
' c . /, . ,
. . . ..u . ,
,.g ,,, ,.7 ,, ,, ,
- 3) To account for the simultaneous action of the three spatial l components of the earthquake, the representative maximum value of a 1 particular response-is obtained by taking the square root of the sum of the squares'of the' corresponding maximum values of the response to each of the three spatial. components calculated independently.
Specific loads resulting from the application of the above accelerations are obtained by the seismic dynamic analysis, as described in detail in' Section 3.7.2. k) Wind Load (Hu) - As described'in Section 3.3.1, wind loading for the containment structure is based on a 179 aph wind,- with gust factors
- included, at 30 ft. above ground level. Distribution of .the wind load i is made in accordance with References 3.8.1-46 and 3.8.1-47, as described in Section 3.3.1.3.
I
- 1) Tornado Load (W) - As described in Section -3.3.2 tornado loading for the containment structure is based on the following. characteristics: .
i l 1) .Lcternal wind forces resulting from a tornado funnel with a horizontal peripheral tangential velocity of 290 mph and a horizontal ! translational velocity of 70 mph, W. Conservatively, this is taken as 360 mph wind applied uniformly over the entire height of the Containment. The loading distribution around the structure is in , i accordance with References 3.8.1-47; gust factors are taken as i unity.
- 2) Decrease in atmospheric pressure of 3 psi at a rate of pressure drop of 2 psi /sec., Wp. Venting of the structure is not considered.
~
- 3) The micsile spectra given'in Section 3.5.1.4 is used in the design
- of the containment structure, W,. The methods 'of establishing the -
l overall structural response due to missile impact are described in ~~~~ Section 3.5.3.2. ,
- 4) In determining the total tornado load, W, the effects of the uniform tornado wind load, W the. tornado differential pressure, load, Wp, and the tornado missile Yo,ad, Wh, are considered by using the '
combinations listed in Section 3.3.2.2.4. ,. m) Design Basis Accident Piping Loads (Ra) - The pipe reaction anchor loads during accident conditions are the loads exerted upon the containment structure by pipe restraints under the thermal conditions generated by the design basis accident, including Ro. n) . Pipe Accident Load,s (Rr) - The pipe accident loads are the loads l exerted upon the containment structure due to local effects of the design basis accident and include: l 1) Rrr a Equivalent static load on the structure generated by the l . reaction of a broken high-energy pipe during the postulated break, .
. including an cppropriate' dynamic. load factor to account for the dynamic nature of.the load.
SHNPP F3AR (O., v.
- 2) Rrj = Jet impir.gement equivalent static load on a structure y,em rated by or during the postulated break, including an .
appropriate dynamic load factor to account for the dynamic nature of the load. i 4 i i) i + ,, (O' ' 3.8.1-18a Amendment No. 14
*
- SHNPP FSAR k';)gy 3). Rrm = Missile impact equivalent static load.on a structure generated by or during the postulated break, as from pipe whipping or small pieces of equipment travelling at high velocities, including an appropriate dynamic load factor to account for the dynamic nature of the load, o) Post-LOCA Flooding (Hg) - Post-LOCA flooding of the Containment for the purpose of fuel recovery is not a design condition. When access to the Containment is required following a LOCA, all necessary repairs will be made to permit fuel recovery.
3.8.1.3.2 Load Combinations The design of the Concrete Containment Structure incorporates two general loading categories, the Service Load Category and the Factored Load Category. 3.8.1.3.2.1 Service Load Combinations } Service load combinations are any conditions' encountered during construction and normal operation of the plant. Included in such conditions are any anticipated transient or test conditions during normal and emergency startup and shudown of the nuclear steam supply, safety, and auxiliary systems. Also included in this category are those severe environmental conditions (operating basis earthquake and wind load) which may be anticipated during the life of
-s. the facility. The service load combinations are presented in Table 3.8.1-2.
( 3.8.1.3.2.2 Factored Load Combinations Factored loads include loads encountered in the life of the facility such as severe environmental loads (wind loads, operating basis earthquake), extreme environmental loads (tornado loads, safe shutdown earthquake), and abnormal i loads (loads generated by the design basis accident, P, Ta, Ra, and Rr). The factored load cosbinations are presented in Table 3.8.1-2. 3.8.1.4 Design and Analysis-Procedures 3.8.1.4.1 General Considerations The analysis of the containment shell is based on the classical theory of thin elastic shells of revolution in accordance with Section CC-3300 of the ASME Code, Section III, Division 2. The shell is assumed to be ide' ally elastic, homogeneous, and isotropic. Reinforcement and the steel liner are neglected in calculating the member stiffness. The design of the Containment demonstrates that, for factored load conditions, . the following requirements are met: i a) The summation of external and internal forces and moments satisfies the laws of equilibrium and does not bring any structural section to a general j yielding state.
,-s l
i 3.8.1-19 .
-,-----------mn-,,,e - - . , , ~ , ., ,,-a-,1,v. ,--aw--n,vc -- - , . . , - -
, .. SENPP FSAR , .
. .,...s.'
- ,. . c . .s .~. . . ,. , - . , : ,- v.u .- - - v -
,, . . ~.~... !. . .
.. . Lv '
f ~. ..- -
- s. 1 ,. -
. b) - Tensile yielding in the reinforcement is acceptable when thermal ,
gradient temperature effects are combined with other applicable loads, provided that the temperature induced forces and moments are reduced as yielding in the reinforcement occurs, and the increased concrete cracking does
. not cause de.terioration of the Containment.
The liner plate is not used as a strength element. Interaction of the liner with t'ae Containment is considered in determining liner behavior. The general requirements used in the design of the metallic liner are as follows : a) The liner plate is designed to withstand the effects of imposed loads
, and to accommodate deformation of the concrete containment without jeopardizing leaktight integrity.
b) The liner plate is welded using weld details which do not jeopardize leaktight integrity of the Containment. c) The liner plate is anchored to the concrete containment. This does not
- preclude local flexural deformation between anchor points.
i d) The liner place is designed within the limits of stress, strain, and deformation specified in Table 3.8.1-3. The liner anchorage system is designed to accommodate all design loads and ' deformations without loss of structural or leaktight integrity. The anchorage system is designed so that a progressive failure of the anchorage system is precluded in the event of a ' defective or missing anchor. Penetration assemblies, including sleeves, reinforcing plates, and penetration anchors, are designed to accommodate all design loads and deformations without loss of structural or leaktight integrity. Effects such as temperature and shrinkage are considered. - Temporary or permanent brackets and attachments are designed to resist the design loads without loss of the liner integrity due to excessive deformation from bracket or attachment loads. l The design of penetration sleeves, not backed by concrete and de[ignated as Class MC ' components, asf de' ined in Section 3.8.1.1, is covered in Section 3.8.2. 4 3.8.1.4.2 Assumptions on Boundary Conditions l Basically three structural components are analyzed by assuming that each is in i equilibriun with loads applied to it and compatible with deformations at the juncture of the structures. The three structures are: a) The 130 ft. I.D. Hemispherical dome. "' 3.8.1-20 l
SENPP FSAR , D:,7 b) The 130 f t. I.D. and 160 ft. high cylindrical tall. c) The circular foundation mat. Mathematically, the done and cylinder are' considered as thin-walled shells in the form of surfaces of revolution. The classical theory of thin shells is used to determine both membrane and bending stress resultants due to each individual load, but redistribution of moments and forces is considered due to the cracking of concrete of these statically indeterminate structures, as described. in Section 3.8.1.4.4.4. 3.8.1.4.3 Circular Foundation Mat Analysis The concrete foundation mat which supports the Concrete Containment Structure , and the internal structures is designed in accordance with the ASME Section III, Division 2/ACI 359 Code, Winter of 1975 Addenda. The analysis of the : foundation is concerned primarily with the determination of shear and moment in the reinforced concrete foundation mat and the determination of the interaction of the mat with the underlying bearing material. For this foundation supported by rock, the pertinent requirements of the design are the maintenance of bearing pressures within allowable limits, particularly due to overturning moments, and the assurance that there is
/, adequate resistance to sliding of the structure if it is subjected to latersi (s_,/ loads. The stability of the foundation mat is further discussed in Section 3.8.5.
The design loads considered for the analysis of the foundation mat are the maximum resulting forces from the superstructure due to static and dynamic load combinations and those loads directly applied on the base slab, such as dead, live, hydrostatic, internal pressure, temperature, and equipment loads. In the analysis, the foundation mat is treated as a plate supported on an elastic foundation; the finite element method of analysis is used, employing proven, industry accepted computer programs. The subgrade nodulus considered in the analysis is determined by using appropriate correlations with the engineering properties of the foundation materials used at the site, as described in Section 3.7.2.4. f The containment and internal structure walls supported by the foundation mat are represented by force boundary conditions and appropriate nodal displacement restraints in the finite element mathematical model. The rock foundation is simulated by discrete springs acting at the grid points of the mat elements. For the initial step of analysis all springs are assumed active. The resulting forces in the springs for the critical load combinations indicate which springs are under cension and should be eliminated. , 3.8.1-21
.w.<<, .
..SENPP FSAR. . , . . . .
3,...".- . . ,. , . . ,. r.,. .. f..
. ,j ,, . . , . . ., ..
r- ., ., : .. : - ~ g; Thereaf ter, the second step is commenced by deactivating the resulting tension springs for the most severe load combinations. The final check of the assumed spring supports is required to demonstrate that no tension exists in the springs. The analysis then supplies the required forces and moment for the
' final design of the mat."
The STARDYNE computer program is used for this analysis (see Appendix 3.8B). !- The c.avities in the mat are .tnalysed together with the base mat. Figure 3.8.1-26 shows the foundation mat shear forces and bending moments for the most critical load combinations, which govern the design. 3.8.1.4.4 cylindrical Wall and Dome Analysis l The analysis of the hemispherical done and cylinder due to axisymmetric loads,
- such as accident pressure, test pressure, gravity, and temperature loads, is based on the primary membrane theory. In addition, the local bending moment and radial shear in the vicinity of the dome-cylinder juncture, as well as the cylinder-base juncture, are also analyzed by applying the condition of compatibility at the junctures. The analytical procedure and formulations are based on those contained in References 3.8.1-42, 3.8.1-43, 3.8.1-44, and .
1 3.8.1-45. The change of the sectional properties due to cracking (or partial
, cracking) of concrete under accident pressure and test pressure are considered in the analysis.
i The expansion of the liner in the done and cylinder due to an increase in . camperaturs creates tension in the reinforcing and compression in the liner. - Compatibility of these thermal strains, and the mechanical strains due to pressure, are accounted for in the analysis. The effects of concrete cracking are carefully considered in the containment . analysis. The following three types of cracking are considered: . l a) Membrane crack, an axisymmetrical crack or a crack formed around the . whole circumference. This crack could result from internal pressure loading, or from internal pressure combined with other unsymmetric loads. .. b) Local membrane crack, an unsymmetrical local crack constituting only a i part of the circumference. This crack could result' from a seismic load in the normal operating condition. c) Partial bending crack, only a portion of the section (alon the
- thickness) is assumed to be cracked. For example, a horizontal crack due to
^
I the discontinuity moment at the lower portion of the containment well under the accident pressure load is considered to be a part:ial bending crack. 4 3.8.1.4.4.1 Treatment of Axisymmetric and Non-axisymmetric toads The concrete containment structure loading cases under axisymmetric loads are analyzed by the finite element method, by using the beam on elastic foundation approach to represent the actual cylindrical shell of revolution, and taking into consideration the effects of cracking of concrete, as described in ' Section 3.8.1.4.4.4. A three-dimensional model, using the STARDYNE computer ../ program, was also used to verify the results of the Ebasco computer progran. 3.8.1-22
** SENPP FSAR The Concrete Containment Structure loading cases under non-axisymmetric loads are analyzed by the finite element method, using a three-dimensional finite element model and industry proven computer programs, as described in Section 3.8.1.4.4.4.
l 3.8.l.4.4.2 Treatment of Transient loads ; As presented in Section 3.8.1.3.L c), during normal operating conditions of the plant a linear temperature gradient across the containment well thickness develops, with the inside face of the wall subjected to an operating temperature of 120 F and the outside face of the well subjected to a temperature of 90 F and 20 F in summer and winter conditions, respectively. The actual operation thermal loads are determined considering the thermal gradients in summer and winter which are adjusted by subtracting the construction temperature from the surface temperatures for the thermal input into the containment analysis. The design accident thermal loads consist of normal operation thermal gradient and the temperature increment generated by the postulated accident. As described in Section 3.8.1.3.11), the accident temperature mainly affects the liner, rai;her than the concrete and reinforcing bars, since the concrete has a much lower thermal conductivity than the steel liner and the accident temperature drops off very rapidly. Therefore the accident thermal increment cannot penetrate very far into the concrete, as evidenced by numerous i O transient thermal analyses. Thus, at the moment of the higher accident temperature, the Containment is subjected to a " skin temperature effect" .' imposed by the liner place. Due to the interaction between the coterete sall, I subjected to a steady-state temperature gradient, and the liner plate, i subjected to a temperature of 233 F, increased stresses induced into the j reinforcing steel and into the concrete are determined. j 3.8.1.4.4.3 Treatment of 14calized Loads : i The Concrete Containment Structure is designed for localizing loads, such as 4 jet impingement loads and tornado generated missile loads.
- The Concrete Containment Structure is designed to withstand, without loss of j function or perforation, a representative tornado-driven missile spectra as i described in Section 3.5. L.4, using the combinations of loads listed in Section 3.3. 2. 2.4 and in Table 3.8.1-2. '
) An impactive dynamic analysis is performed in order to investigate the l following aspects of the problem: i j a) The penetration of the target by a missile, local damage to the impact area, estimation of the depth of penetration, and the potential i generation of secondary missiles by spalling or scabbing, as described in , Section 3.5.3.1. l l 3.8.1-23 i _....-_....,__...__.--,-,_......_..-.......-..___.-,__...,_,-..-,__,,.m...... . . . _ . _ _ _ . . - , _ , _ _ _ . _ _ - .
cn ,
,.: . . :;. . ; ..c.
- e. . . ,7 s e gsAR.,;.,;,, ,
. 1,
, 2 ,. ..> . ..q-
....'s.' . , . . . :. -
. . .~ " c .. ..: .. v .
...~
, , 1 .
. s b) The structural response of the member, the overall response of the structure to missile impact, assuming acceptable . ductility ratios and estimates of forces, morents, and shears induced in the structure by the
' impact force 'of the missile to check for structural integrity, as described in Section 3. 5. 3. 2.
A three-dimensional finite element model is used for this investigation, with the tornado generated missile concentrated load . applied independently at different locations on the outside face of the containment well in order to determine the equivalent spring constants, equivalent masses, and the natural frequencies of the equivalent simplified dynamic models used in the in sstigation of the structural responses. 3.8.L.4.4.4 Effects of Cracking of Concrete The following considerations are included in evaluating the effects of concretecrack$ng: a) Analysis for Axisymmetric loads - When the Containment is subjected to axisymmetric loads, the shell is analyzed by the machods specified below. The accident pressure is the load that causes membrane cracks in the shell and partial bending cracks at the boundaries, as described in Section 3.8 1.4.2. The membrane stress resultants are not affected by the sectional properties of the shall; however, the boundary discontinuity moments are affected by the sectional properties of the shell. Since this is a non-linear sacerial problem, an iteration process is employed to obtain reliable results. - The containment crack modeling is shown on Figure 3.8.1-27. The containment analysis used to account for section property variations and changes due to concrete cracking is a finite element analysis which includes the beam on elastic foundation approach to represent the actual cylindrical shell of revolution. The finite element analysis and the Ebasco computer program used in the analysis are described in Appendix 3.88. The finite element analysis consists of the following procedures: ,
- 1) The meridian and circumferential membrane force resul' tant's which are independent of the sectional properties are first calculated by the classical membrane theory.
N g=r PR
, (1) -
Ng = PR (2) Where P = pressure load, PSF R = Radius of the containment in f t. Ng = Meridian membrane force in k/f t.
, Mg = Circumferential membrane force in k/f t.
s 1 e i 3.8.1-24
SHNPP FSAR
~. .
. . . - .. 7 .
~
'- J
'/ 2) T1- adial displacements are calculated by.the membrane' theory, with a tree boundary condition and completely cracked section.
di = P/Ki -(3) Ki= (4) h re di = free boundary radial displacement for ich element. E = Young's modulus et = Equivalent thickness of the reinforced steel for i th element. Et = Shell equivalent modulus of elastic foundation.
- 3) At the vicinity of the boundary, where disccatinuity moments and
. radial shear develop, the axisymmetrical bending theory is used and its closed form solution (see Reference 3.8.1-45) is employed to construct the flexibility matrix. It is shown on Figure 3.8.1-27 that a finite number of elements can'be subdivided, each of which may be assigned different sectional properties based on the presumed compression uncracked zone. The equation is written in matrix form; , ) (f) (F) = (d} (5) v where: -
[tj is the flexibility matrix size 2N x 2N*(detailed in Appendix 3.8.8) ( F) is the generalized forces, including 2N elements. ( d} is the relative incompatible displacement, which is obtained as described in equation (3) 'above.
- 4) Af ter the shears and moments are computed from equation (5), the total moments and meridianal membrane forces for each specific loading combination are obtained by summing up all the moments and meridianal membrane forces due. to the individual factored loads.
' 5) When the total meridianal membrane foh;:es and moments at each node are determined, the compression zone at each node point is computed to ! check with the presumed compression zone at each node point. If they are sufficiently close, the iteration process is completed and the
- final stresses are reached. If they are not close, another trial is attempted. *
- 6) Superposition is not valid in this process; complete cycle iteration is performed for each load combination case.
b) Analysis for Unsymmetric Loads - When the Containment is subjected to unsymmetric loads (seismic and wind loads), the stresa resultants of major 3.8.i-25 1
p
.. o
~
.c . . i. . ,
SENPP.,.FSAR ., ..
, .a . . s. f . .
. . ...y....
. ..,.,..,...S ,.,,.,,,,;,.r.,
. , , , , , , , . y, , ,,,
~., m ., . ..y . s . .y ,
, . q . ,. f n , . , , . , , . , , ;. . .
. . r. . . . . g .. . .. - .
i
. concern are the vertical (meridian) membrane and the tangential shear. . There L are local bending soments.which are considered to be minor. The type of cracks expected is dependent upon the load ccabinations. Both membrane cracks
< and . local membrane , cracks could develop. Membrane cracks could form under accident conditions and local' membrane cracks could form 'under normal j operating conditions. The structural analysis for unsymmetric loads is performed by using a finite
- element computer program which has been developed primarily for analyzing f' uniform and isotropic linear elastic material. For the accident condition with membrane cracking and a uniform section, the major analysis results are reliable. In the normal operating condition with local membrane cracks, the results are affected by discrepancies in the sectional properties. However, 4 the shear forces and bending moments developed in the Concrete Containment
! Structure due to the axisymmetric loading conditions are less than 10 percent
- of the shear forces and bending moments developed in the concrete cylindrical
! wall due to the axisymmetric loading conditions generated during the ! postulated accident. Therefore the discrepancies in the sectional properties for the normal operating conditions are insignificant. A three-dimensional finite element approach is used to analyse the hemispherical done and cylinder due to non-axisymmetric loads such as wind, tornado, and seismic loads. The CDC "ANSYS" or "STARDYNE" finite element computer program is used to perform the analysis (see Appendix 3.88). l Elements are refined at the vicinity of the junctures where change of stress . ! resultants are expected. These programs are developed based on a linear { aster'ial properties assumption. No iteration is performed to consider concrete cracking automatically. Therefore, the cracked sections are i predicated as an input to account for concrete cracking. l l An equivalent thickness of the shell is used to modify concrete cracking. The stress resultants which are used in the design are not significantly affected ! by the change of section rigidity. i j A comparative study was performed using the finite element analysis. (described i in the axisymmetric load analysis) and other industry proven computer programs
- such as ANSYS and STARDYNE. Figure 3.8.1-28 shows the results of the j comparative study. ANSYS was used for the computer program analysis of the polar crane region because the polar crane runway girder and support brackets were represented in the ANSYS model. The design of the containment structure I wall, done, and penetrations used the results from the STARDYNE output because l the penetrations were included in the STARDYNE model. The in-house finite element analysis program was used to verify the results obtained for the design of the cylindrical wall.
l The containment STARDYNE model used triangular plate elements for the static analysis of the building. The elements were assumed to be homogeneous and isotropic. For that type of element, two factors determine the element properties: the modulus of elasticity (E) of the material of the element and g the element moment of inertia (I) derived from the thickness of the element. Cracked section properties were accounted for in the model by modifying the ' value of E in the inputs such that the product EI corresponded to the cracked condition of the wall at the location of the element. This was done to the EI
iP 1-L.
' .* .* ,_ . .'.,. SHNPP FSAR t
for both the vertical and horizontal directions, using' the cracks determined f rom the cracking analysis by the SHELL computer program. For the vertical direction, the wall was divided into zones, and the average crack size for zone was used for the zone. 14 Figure 3.8.1-27 illustrates the wall finite element model and modeling of cracks. Figures 3.8.1-29 through .3.8.1-31 show the cylindrical wall and dome shear forces, bending moments, and displacements from the most critical load combinations, which govern the design.
. The Concrete Containment Structure is a conventionally reinforced concrete structure in which shrinkage tends to develop stresses in a reverse direction from that developed by the design basis accident; therefore shrinkage is not considered in the design. During construction of the containment structure, construction techniques, as described in Section 3.8.1.6.3 (a), are used in order to minimize the effects of shrinkage.
3.8.1.4.4.5 Description of the Computer. Programs Utilized Descriptions of the computer programs utilized in the analyses and design of the Concrete Containment Structure are presented in Appendix 3.88. Basically
.s
)
., a/
I l i t, i '\m ,/
' 3.8.1-26a Amendment No. 14 1
. , gg,,, rFSAR' " '
(
\. they are industry proven computer programs, such as STARDYNE, NASTRAN, and ANSYS. For the dynamic analysis of the containment structure, the STAROYvE computer program was used for the three-dimensional dynamic model and an Ebasco computer program was used for the two-dimensional dynamic model. The Ebasco computer program is described in Apoendix 3. AM.
The finite element computer program used to account for ,the effects of concrete cracking is an Ebasco computer program, which uses the bessi on elastic foundations approach to represent the r2al cylindrical shell: it is described in Appendix 3.A8. In order to demonstrate that the results obtained by using this computer program are substantially identical with the results
. obtained by using industry proven computer programs, a comparative study was performed, as described in Section 3. A.1.4.4.4; the results are presented on Figure 3.A.1-28.
3.A.1.4.4.6 Treatment of the Effects of Induced Shears a). Tangential Shear - The tangencial shear force, V , is due primarily to earthquake, wind, or tornado loadins. For earthquake loading, the cansencial shear force is determined from the square root of the stat of the squares of the maltiple components of earthquake loading. For wind or tornado loadins, the tangential shear forces are determined based on the direction of loading under consideration and are compatible with the determination of Mhe and Ny ,, defined in this Section. The criteria for tangential shear are as followe r I - .
- 1) All membrane forces, including thermal effects, Nht and Nyg, are considered. .
- 2) The allowable cannential shear force, Ve , is defined in Section 3.8 1.5.1.1.C)2).
- 3) The maridional and hoop reinforcing with or without diaronal reinforcing is proportioned for the vertical and horizontal forces respectively plus that portion of the shear force not carried by the diagonal reinforcing.
- 4) When dissonal reinforcing is required by Section 3. A.1.1.1.1.C)2) the following equations are used for a four (4) way reinforcing system with 45' inclined bars, for factored load combinations presented in Table 3.4 1-2 Ash
- Nh
- bk * ] * (0)
.9f y
A,v - Nh + (4 + dl (7)
r .
3.8.1-27 Amendment No.1
. o
, ,. .e ,, ,. < * -'
.s . . . . ..
. . s . a ,.r. . . . . .
. -- ~
- i. .....'.; .-
"... . ' . c.. ' .. ,.
~.*
. . . .i s s, .. . ,
Agt . VuYc (.9 ) 0.9f y where: Ash = area of reinforcing steel in the horizontal direction (in.2/ft.) Agy = area of reinforcing steel in the vertical direccion (in.I/ft.) Asi = area of reinforcing steel in the inclined."dfraction (in.2 /gg,) Rv and Nh = Nombrane force in the horizontal and vertical direction due to loads other than earthquake, wind, and cornado (such as pressure and dead load). Ny, = Nombrane force in the vertical direction due to earthquake, wind, or tornado loading. When considering earthquake loading, the force is based on the square root of the sum of the squares of two horizontal and one . vertical component of earthquaka loading. When considering wind or tornado load, the force is based on the absolute sum of the horizontal and vertical componenes of loading. The force is alunys considered as positive. Nhe = Membrane force in the hortaontal direction due to - earthquake, wind, or cornado loading. The forces are determined on the same basis as Ny.. The force is always considered as positive., fy = Specified tensile yield strength of reinforcing steel, pet. . fu = Maximum cangential shear at the seccion under - consideration. 7e = Tangential shear force carried by the concrete. The strain compatibility of the concrete and reinforcing system along the minor principal axis (concrete,- compression strut) may be used in verifying that the strain in the tension diagonal does not exceed the strain allowable of IEy,.
- 5) . When diagonal reinforcing is not required, the following equations are used for factored load emobinations presented in *able 1.4.1-2.
Agh . N h+Ne+Yu h (9a) 0.9f y i 3.8.1-28
.- - 3y,,7,73ARf <J ., -
E s A,, = N, + N, +7 (9b) 0.9f y
- 6) For service load combinations presented in Table 3.8.1-2, the equations (6) through (9) are used to design the seridional hoon, and inclined reinforcing steel, but 0.9 f, is replaced by the reinforcing is replaced by 7, stress the applied allowableshearlisted load atin the Section .3.4 section 1.5.2.2 utder and 7, ion.
considerat b) ram al Shear - An example of this type of shear is the shear force caused by self-constraint of a cylinder and base slah during pressurization of the Containment, v' u
- 1) Tactored load Design - The nominal shear stress, vu, is computed by:
Y . V = u (10)
- u g wheret d = Distance from the extreme compression fiber to the centroid of the tension reinforcement, in.
b = Unit length of section. tJhen shear reinforcement perpendicular to the containment surface is used, the required area of shear reinforcement is not less thans A,= (v,- v,)be (11) ty where s = Spacing of shear reinforcement in a direction parallel to the longitudinal reinforcement. The perpendicular shear reinforcement is not spaced further apart than 0.50d. y = Nominal permissible shear stress carried by concrete, psi, as defined in Section 3.4.1. 5.1.1 ( C) .
'then inclined stirrups sre used, the regelred area is not less than A, = (v , - v ,)be (12) f 7 (sin a 2 cos a) ,
f tihen shear reinforcement consists of a single bar, or a single troup of parallel bars, all bent upward at the sans distance from the support, the required area is not less than A, = (v, - v )be (13) f7 (sina) in which (vg - v )e does not exceed 3/f ', O Amendment No.1 3.8.1-29
. . ..;,. .. s, ; :q; - n. ..~...~~- my
." p -
"[".
'u s- - '-
.n ,. . . . . ,
.. .:.- c;~... . : . n. . . +. > ~ >- 'v
^
~
where f'e is the specified compressive strength of concrete. 3 hen shear reinforcement consists of a series of parallel bent-up bars, or groups of parallel bent-up bars at different distances from the support, the required area is not less than that computed by equation (13). Only the center three fourths of the inclined portions of any longitudinal bar that is bent is considered effective for shear reinforcement. hre more than one type of shear reinforcement is used to reinforce the same portion of the web, the required area is computed as the su of the various types separately. In such computations, vc is included only once. The value
- of (v, - v,) does not exceed 8 {.
Inclined stirrups and heat bars are spaced so that every 45.-degree line extending toward the reaction from the mid-depth of the member, 0 50d, to the longitudinal tension bars are crossed by at least one line of shear reinforcement. Shear reinforcement extends to at least a distance, d, from the extreme compression fiber and is anchored at both ends to develop the design yield strength of the reinforcement.
- 2) Service I.oad Design - The same requirasents stated in Section 3 4 1 51 1C)2) are used to design shear reinforcement for service loads, with the following modiffrestions: s i V a) Equation (10) is replaced by v, = d (14) s b) The reinforcement steel allowable stress from ASE Code Section III, Division 2/ACI 359 Code CC-30321 replaces 7f in Equations (11),
(12), and (13). 3.8 1 4.4.7 variation in Physical Material Properties The basic assumptions used in the static a.:alysis are in accordance with the ASM Section III, Division 2/ACI 359 Code. Quality control assures that material properties are within the ranges of values anticipated by the analysis and the ASE Section III, Division 2/ACI 359. Code. In addition, the safety factors included in the alloweble stresses provide a safeguard against small adverse variations in asterial properties and strength. The effects of the penetrations of the containment shell are taken into account by utilizing a finite element technique to deter: sine the increased forces and moments of the shell in the area of ' the penetrations. The redistribution of stresses due to containment concrete cracking is also inves tiga,ted. N
/
3.8.1-30 Amendment No. 2
1
. =' SENPP FSAR l . . y * .' *. * * ,- l ~ l : , . . , ,,vl n < ; , s -[. . , . : q. .
4 2,. , . , , , , ,,, . ,,, e ,, . Variations in the foundation rock parameters have a negligible effect on the overall analysis of the structure for combined loads since the seismic loads
.used in the analysis are based on the most critical rock properties.
Concrete' temperatures do not exceed the values indicated in the ASNE Code Section III. Divisica 2/ACI 359 Code, Section CC-3440 (a), for normal operation and Section CC-3440 (b) for accident condition. } 3.8.1.4.4.8- Treatment of Large Thickened Penetration Regions . Large openings are provided for the equipment hatch, personnel airlocks, main steam penetrations, and feedwater penetrations.- In all of these areas, the thickness of the wall is increased from 4 ft. 6 in. to 6 ft. 6 in. in order to accomodate the concentration of stresses and to allow the introduction of additional reinforcement required by special analysis. All of the large penetrations are incorporated.into a three-dimensional finite element model in which a finer mesh around the penetrations is provided in order to obtain reliable stress information. The effect of eccentricity due to the fact that the increase of wall thickness is extended only on the outside face of the wall is considered. The STARDYNE computer program is used for this analysis and the investigation is performed for all load combinations liseed in Table 3.8.1-2. l As described in Section 3.8.2, the interaction between the cylindrical j s concrete well and steel penetrations is considered and the interaction forces are introduced at the nodal points around the openings. To account for the effects of concrete cracking, the cracking pattern t determined in the finite element analysis described in Section 3.8.1.4.4.4 is used as an input in the finite element analysis used for the large openings.
! The results of the analysis include biaxial bending moments and shears, axial j force, and torsion. These are used in the design of the reinforced concrete around the penetration openings. Conventional reinforcement, consisting of circular bars around the openings for moments and censions and stirrups for shear and torsion, is provided.
j I 3.8.1.4.4.9 Liner Place Analysis and Liner Anchorage System i The purpose of me liner plate is to provide a leak-tight membrane,. l As such, l it is not designed as a component of the Containment to resist design loads,
! but the stresses and strains in the liner are determined considering the wall j and liner as a composite section to assure that the leak-tight integrity of i, the Containment is not jeopardized.
An anchorage system consisting of headed studs is used to retain the liner and concrete shell as a composite section. The studs are fusion-welded to the 4 liner plate. The headed studs are S/8 in. diameter by 4 in. long. The mat j liner is anchored by welding it to embedded steel members which are anchored in the concrete mat. At the mat-wall intersection, the vertical wall liner is continuously welded to the sat liner. l 3.8.1-31 -
. l
. ,(.t : . ,& . -.h.p.,...C...../.7.....{,,.,i3HNPP.FSAR,....' q. ,
. . , ,. . . ff. _,. , . , , , , . ' ', , . . , . .t.s .. ,
..y, ...,..,,. 4 _,.
, ,e . .. v- ,-
,q
.... . . . . ,,,3 . .- . . . . ... ,#
.s , .
.. .. , , .g ;
. The liner is analyzed for'the' loads and load combinations shown in h Table 3.8.1-2, except that all load factors in all factored load combinations i
are equal to 1.0. Se calculated stresses and strains do not exceed-the l ; values shown in Table 3.8.1-3.- 1 The size and spacing of liner anchorages are chosen such that the response of the liner will be predictable for all of the loads and load combinations shown ,
- ~
in Table 3.8.1-2.- he anchorage system is designed to accommodate the design t in-plane shear loads or' deforniations exerted by the liner and loads applied normal to the' liner l surface. He forces and displacements do not exceed the allowables listed in Table 3.8.1-3. He containment vacuum load of 2 psi, l -- with a load factor of 1.0, is considered .in combination with other loads. i Liner anchorages and welds are designed to withstand this load condition. l l In general, the design of the liner-is not fatigue-controlled, since most stress and strain changes will occur only a small number of. times and produce { only minor stress-strain fluctuations. Earthquake and design basis accident i strains occur too infrequently, and. with too few cycles, to generally be j controlling. Nevertheless, because of the critical nature of the liner, the i design assure's the suitability of. the liner for the following specific
- j. operating conditions involving cyclic applications of load and the thermal -
j condition specified in the design specification for the Containment. 1
- The fatigue evaluation of. the liner considers the following cyclic loading ,
~
j conditions: t I a) Thermal cycling due to variations of temperature between cold shutdown l and operating conditions of the reactor. The number of cycles is postulated' as 500 in 40 years. , b) Thermal cycling due to variations of temperature between summer and j winter operating conditions. He ussber of events for 40 years was i considered. i. l c) Thermal cycling associate'd with the postulatel LOCA is -ona . event. The fatigue methods and limits established by ASME Boiler and Pressure Vessel Code Section III, Division 1 Article NB 3222.4 apply. Since the liner is anchored at relatively close intervals compar,ed to its disseter, the analysis is based on plate or beam theory, as appropriate. The anchor studs are analyzed assuming that the liner remains elastic under all conditions, that the liner strains are converted to stresses using Hook's
. Law, and that the modulus of elasticity and Poisson's ratio do not exceed ;
yield. The anchor design and analysis considers the effects of the following: I a) The unbalanced loads resulting from variations of liner curvature. Some' areas of the liner may have inward curvature between the anchors, whereas W Q ; 1 3.8.1-32
. .SENPP FSAR
.' * >. * ., ,' f,q:
i : .. . N .. . '. Ra, ,. .' i ,: ' : . ',' ? .
, . i.
. . . _4 fD other areas may have outward curvature. Se variations result in shear load
. . - - and displacement at the anchor; b) Liner thicker than nominal due to the rolling tolerances given in
, SA-20. Se thicker plate may impose greater forces and displacements on the anchorage system than a nominal thickness liner; 3 c) Yield strength higher than the minimum specified due to the rolling processes and biaxial loading; l d) Weld offset, structural discontinuities, and concrete voids behind the
- liner; .
e) Variation in anchor spacing; f) Variation in anchor stiffness due to variations of the concrete } modulus; ! g) Local ~ concrete crushing in the anchor zone; and
- h) Stud anchors that are designed to fail before tearing the liner. ;
4 i Due to the nature of the loading and the types of components, the allowable i capacity of the components is specified in terms of stresses and strains for i liner plate and in terms of forces and displacements for the concrete r anchorages. l In order to determine the ultimate capacity (force and displacement) and the
! spring constants of the anchorages, which are required in the analysis of the j liner and anchorage, tests were performed at Lehigh University's Fritz l Engineering Laboratory in Bethlehem, Pennsylvania. S e anchor studs were i embedded into a concrete disc, which was subjected to bending in order to j create biaxial tension similar to the actual state of stresses that would i
exist in the actual containment well during an accident condition. We l anchorages were tested in tension and shear both in the region where there is j biaxial tension and in the region where there are no stresses. ~ 4 The results of the tests are shown on Figures 3.8.1-32 through 3.8.1-35. Figures 3.8.1-32 and 3.8.1-33 show the results for studs subjected to tension and shear, respectively, with concrete in blaxial tension; Figures 3.M.1-34 and 3.8 1-35 show the results for studs subjected to tension and* shear, I respectively, with the concrete unloaded. He tests show that the ultimate ! capacity of the anchorages is not influenced by blaxial tension. The slope of j the curve for the anchorages tested in the region with biaxial tension is smaller than the slope of curve for the anchorages tested in the region with no stresses. Although the ultimate force and displacement capacity is not i changed for concrete in blaxial tension or unloaded, the biaxial tension state ! has an important impact on the analysis, since the slope of the load l deformation curve determines the spring constants uaed in the analysis. , i, l C. . y' . I i 3.8.1-33 l
, -_,_.-_~.m. ~ ~ . _ - _ _ _ . _
-, - - . - - - - _ _ , _ . .-m.__m.__
SHNPP FSAR . '.
... .. . v .. , . .
9
.c ... . . . .. . . . . e ,, .' . y . . :n . . . . , .r ,. . . . . . . t :. ; n . . . . . . , , .:...s.:a. . r. ...c.,..,....... v. .
;.,c'
,., .'.... .. , . . ,. : a . . . > . . . ' .,. .,.
The results of the test',for the"biaxiai tension state was included in a finite. alement model to determine the behavior of the liner anchorages interaction. Figure 3 8.1-36 shows the finite element model used for the analysis of the
' liner piaee.
To mininise stfess'es and' strains at the' junction b'etween the mat liner plate and the cylindrical wall liner plate, an unanchored 90 degree, free-standing welded connection was selected, as described in Section 3.8.1.1.3.2. The analysis of this connection is performed using a finite element model as shown on Figure 3.8.1-37.. The ANSYS computer program is used for this investigation. The results of the investigation are shown on Figure 3.8.1-38. The 1 in. thick continuous liner plate which supports the crane brackets is anchored to the concrete containment with anchor bars, plates, and headed steel studs. To determine the behavior of the liner plate in this region and the forces induced in different types of anchorages with different structural rigidity, a finite element model is used, as shown on Figure 3.8.1-39. The external loads used as an input in the finite element analysis are the output forces obtained from the special investigation of the crane girder-cylindrical wall interaction described in Section 3.8.1.4.4.12. Temporary or permanent brackets and attachments connected to the containment liner plate to support anchenical pipe systems or small equipment are designed to resist the design loads without loss of liner integrity due to excessive deformation from bracket or attachment loads. In order to accommodate the additional loads, the liner plate is locally reinforced with additional studs in the area of surface attachments. Brackets and attachments connected to the liner are designed and analysed by using accepted techniques in accordance with the AISC Manual for Steel Construction, Part 5, " Design, Fabrication, and F.rection of Structural Steel for Buildings." The design allowable stresses for mechanical loads in the ConstruCCion, test, and normal load Categories for brackets and SCtachments are in accordance with the AISC Manual For all other categories of loading, brackets and attachments have been sized for the required section strength as specified in Section 3.b.3.3.3. For brackets and attachments which resist external mechanical loads and are not continuous through the liner, the liner l stress in the through-thickness direction is taken as one-half of that in the j as-rolled direction. has to the internal pressure and/or accident differential temperat re between the liner surface and concrete wall, the liner plate may be subjected to l membrane stresses (tension during the test pressure and compression during accident conditions). As shown on Figure 3.8.1-40, the connection of the pads for mechanical supports induces additional bending stresses into the liner plate. Additional bending stresses are also induced by the locked-in stresses produced during placement of fresh concrete during construction, if the liner plate is used as an internal form. All of the combined membrane and bending stresses are calculated ar.d superimposed in order to verify that the stresses and strains are within the ASME Section III Division 2/ACI 359 Code limits. I L 3.8.1-34 /Wr#nT,$Jh.3
y . - -- - . . _ - , _ - _ . .. . .
. , q f . .
. . - SENPP FSAR 1 .. *. . . *
.'1 .. . .:. .?
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'. s : ~. t ' ,- ,, . :
s LV l) The yield serength of the liner is not exceeded during the test pressure load I combination. However, in accident conditions, even without mechanical loads, the combined membrane and bending stresses due to a LOCA associated with the SSE exceed the yield strength capacity of the liner plate. If the yield strength capacity of the liner is not exceeded, the analysis is a linear problem and the superposition principle is valid. Therefore the stresses induced into the liner plate by the containment structure loading and the stresses induced by the mechanical loads are determined separately and
. superimposed after that.
When the yield strength capacity of the liner is exceeded, the analysis becomes a nonliner problem and superposition of stresses is not alloued; a unique nonlinear analysis is performed by combining the loads from the containment structure with the mechanical loads induced into the liner, using the plastic theory method. Using the common practice procedures of plastic design for combined axial load and bending, special diagrams, such as membrane force versus strain, bending soment versus strain, and axial force versus. moment capacity were developed for various moment-force ratios (eccentricities). Figures 3.8.1-41 through 3.8.1-43 show the diagrams used in the design of the liner in the inelastic range. 3.8.1.4.4.10 Containment Penetrations Analysis The penetration assemblies are analyzed using the same techniques and procedures used for metal containments, as described in ASME " Boiler and Pressure Vessel Code" Section III, Division 1, Subsection NE, " Class MC Components". The analysis considers concrete confinement of the penetration sleeves, as described in Section 3.8.2.4.1. Each penetration is provided with an anchorage system capable of transferring pressure loads and other sechanical loads, such as piping restraints, into the concrete. The design allowables for the penet ations are the same as those used in ASME Section III, Division 1. For penetration nomsles which are not continuous through the liner, the liner stress in the through-thickness direction is taken as one-half of that in the as-rolled direction. The analysis of containment penetrations, designated as Class MC Components, is presented in Section 3.8.2. , 3.8.1.4.4.11 General Design Considerations . Design details of the Concrete Containment Structure for flexure, axial, and shear loads, reinforcing steel design requirements (splicing, development' length, and anchorages), reinforcing steel fabrication and construction requirements (spacing, cover, tolerances, and bending), and concrete crack control are in accordance with the requirements of ASME Code Section III, Division 2/ACI 359 Code. m 3.8.1-35 f
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3.8.1.4.4.12 Special Investigations < a) Cylindrical Wall - Crane Girder Interaction - The polar crane girder is supported on brackets attached to the liner place. The concrete cylindrical wall and the steel crane girder, which have different thermal expansion coefficients and different thermal gradients during various load combinations, could have differential displacements which could induce large bending nonents into the concrete wall and excessive stresses into the crane girder. In order to minialze the interaction forces, moments, and thermal stresses, the crane girder is segmented. The supports of the girder are designed to allow free movement of the crane girder due to the differential thermal gradients and to provide seismic restraint at the same time. A three-dimensional finite element analysis is performed to investigate the interaction between the concrete smil and the steel crane girder and to determine the interactive forces, moments, and shears developed in the crane girder, brackets, liner, liner anchorages, and concrete well. The ANSYS computer program is used for this analysis. b). Dome Construction Sequence - During construction of the concrete containment dome, the liner place is used as a form, sustaining the weight of the reinforcing steel and fresh concrete without additional support. As shown in Figure 3.8.1-23, placement of the concrete proceeds in successive lif ts of 4 to 5 f t. of concrete, with pours up to 20 in. applied symmetrically , and continuously around the entire circumference of the dome. The next placement of concrete is added only when the concrete previously placed is - strong enough to work in conjunction with the liner place as a composite section to take the additional construction loads. As a result of this construction procedure, additional construction locked-in stresses and displacements occur. In order to account for all of the additive stresses and displacements during construction, and to verify that the allowable stresses and strains in the liner are not exceeded, a finite elenent analysis is performed, using the NASTRAN computer program. In this finite element analysis, each placement of concrete is modeled in order to account for stresses and strains associated with the additional concrete placed. 3.8 1 5 Structural Acceptance Criteria The Containment is designed to perform within,,the elastic range .for service loads and is essentially elastic under factored loads. In order to keep the Containment elastic under service loads and below the range of general yield under factored loads, the allo m ble stresses and strains specified below are used. , Yield strength reduction factors are used to provide stress margins in order l to allow for easil variations in homogeneity of material and workmanship. ! The tabulated values 4) of yield strength reduction factors, contained in ' Table 3.8.1-4, are defined as non-dimensional stress limits which are used , for designing the containment shell structure against those load conbinations .s specified in Table 3.8.1-2, for both service and factored lot.d conbinations. 3.8.1-36 .
,: I 'y
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,rA, . 3.8 1.5.1 A11ouable Stresses for the Factored Ioad Category 3.8.1.5.1.1 Concrete Allowable Stresses a) Concrete Compressive Stresses l)' PriaAry compressive stresses: Hasbrane stress = 0. 6 i's Membrane plus bending = 0.75 f'e .
- 2) Primary plus-secondary compressive stresses:
Membrane stress = 0.75 f's s Membrane plus bending = 0.85 i's with a linic of 0.002 strain The stresses given above in items 1 and 2 are reduced, if necessary, to maintain structural stability. b) Concrete Tensile Stresses - Concrete tensile scrength is not relied upon to resist flamural and aanbrane tension. i Table 3.8.1-4 shows the strength reduction factors for concrete. c) Concrete Shear Stresses - Radial, tangential, peripheral, and torsional shears are considered in the design of the containment structure.
- 1) Radial Shear - An esemple of the shear caused by self-constraint of the cylinder and base slab during pressurization of the Containment.
(a) The nominal shear stress, ve, does not exceed the lesser o : v = (3.5f' (15a) c c y c
=
1.9 o &e /0.15 + 2504 (V ud/M ) ,- (15b) u for o < 0.015 where ha is the applied design load soment at the section under construction. Y c
=
1.9 & +e 2504 (V d/M u
) (15c) u for a 10.015 whera (V d/M ) does not exceed 1.0 u u 3.8.1-37
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e. (b) For sections subjected to membrane coenression, either to (16) or (17) are used, but v, shall not he larger than the value given by (18):
- v, = 1. 9 + 2500p (V,d/M') (16) where M'= M g - N, [(4t-4)/8) then M' shall be less than vud.
If M is negatire, Eq (18) is used - v = 2(1 + 0.0005 h/Ag) /F e 2
- (17) l v, = 3.5 % /(1 + 0.002 N,/ Ag) (18)
When k = the axial design load normal to the cross section occuring l simultaneously with ma Ag = gross area of section 1 The units for X, /4 are psi. i i ' (c) For sections subjected to membrane tension, Eg (19) is used with Nu negative for cension: v, = 2.0 (1 + 0.002 N,/4) (19)
- 2) Tanzencial Shear - An example is the shear force resulting when the Containment is subjected to earthquake i
soclon. 3 j The alloweble tansential shese force is: 7, = 7,bc (20) Where c = thickness of concrete section l l a) The tangential shear stress, ve, carried by the concreta does' rtot exceed 40 poi and 60 poi for load combinations 11 and 14 respectively, presented in Table 3.8 1-2. When g7 exceed 7 , diaronal reinforcing is provided. e b) The tangential shear stress ve , carried by the concrete does not exceed 160 poi for load combinations (6) throush (9), presented in Table 3 4.1-2. For these load combinations, a maridional and hoop Amendment No. 1 \ 3.8.1-38
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reinforcing system may be used provided that V does not exceed 9.5 /F. -If v, exceeds this limit a diagonal , reinforcing system is providEd. c)' The tangential shear stress, V,, carried by the concrete does not exceed 80 psi for service load combinations presented in ' Table 3 4 1-2. For these load combinations a seridional and hoop reinforcing system any be used provided that 7, does not exceed
- 4. 2 ."F. If v, exceeds this limit a diagonal reinforcing is .
provided. " 1
- 3) Peripheral shear (a) The peripheral or punching shear stress taken by the concrete on the assumed failure surface does not exceed vc as obtained below:
v eh " # ('a 2 v,, = 9{ /1+(f/4/{} h (22) l. i
, where:
veh = the allowable shear stress on a failure surface perpendicular to a seridional line. I( V,, sur face perpendicular to the plane of the shell= the allowable shear s .
' f, = membrane stress in the meridional direction, compression is positive.
fh = membrane stress in the hoop direction, compression is positive. (b) i and veThe value of v,lar failure surfaceis,v For a circu calculated as a weighted averare and ve. ,,. g is the averare oE veh The failure surface for peripheral shear is considered to be perpendicular to the surface of the Containment and l' ocated so that its periphery is at a distance d/2 from the periphery of the 4 concentrated load or reaction area. For failure due to impact loads, local areas for missile impact are defined as having a maximum diameter equal to 10 times' the mean diameter of the impacting missile, or 5 [c plus the mean diameter of the impacting missile (where t is defined as the total i section thickness in feet), whichever is smaller. l 3.8.1-39 Amendment No. 2 4 7 ,. __,_...__-___..-,,,___.-.__,__.m. ,. .._.,,..w.,.,,... .-.-.,.m-<-. v.,,y,_,,__,.,,__y-.y m...__,,._.,,_~~,--.,.--.m __
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- 4) Torsion - The shear stress taken by the concrete resulting from pure torsion does not exceed v eg as calculated from the following equation:
1 v =6/f a 1 (23) et gr g
, c- c
- 5) Brackets and Corbels - These provisions apply to brackets and corbels having a shear spen to depth ratio, s/d, of unity or less. The distance d is measured at a section adjacent to the face of the support but is not taken greater than twice the depth of the corbel or bracket at the outside edge of the bearing area.
(a) The shear stress does not exceed: v u
=
6.5 - 5.1 / (Ng/Vu) II - 0.5 (a/d)) x '(24) 1 1+ 64 + 160 / (N,/7,)3 p L - J
/{
where o = A,/3 d does not exceed 0 13 f' 4 l is not taken less than 0 20, and v$e/f, re and N, is the desisu j N,/V,le force on a bracket or corbel acting simultaneously. tensi s; (b) ha provisions are made to prevent tension due to restrained i shrinkage and creep so that the seaber is subject to shear and -' . acaent only, the shear stress does not exceed j 1l vu = 6.5 [1 - 0.5 (a/d)) [1 + 64 owl (25) , i where a v = ( A, + h)/bd but is not greater than 0.20 f'/f y, and
- A vh does not exce A,.
1 (c) Closed stirrups or ties that are parallel to the main tension reinforcement and have a total cross-sectional area A not less : than 0.50A are uniformally distributed within two-thNds of the j effective Septh and adjacent to the main tension reinforcement. tl (d) The' ratio o = A,/bd is not less than 0 04 f',/fy,.. l d) Concrete Bearing Stresses - Bearing stresses do not exceed 0.6 f',
- except as provided below i
! 1) hn,the supporting surface (A ) 2 is wider on all sides than the loaded area ( At ), the permissible hearing stress on the loaded area [ 3ay be sticiplied by /A /A 2 but this factor may not exceed two.
- 2) hn the supporting surface is sloped or stepped, A., is taken as the area of the lower base of the largest frustta of * *right w
i
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l Amendment No.1 3.8.1-40 i
- - - - - . _ . - - - , _ - - _ _ _ . _ . , _ _ . . _ _ _ , - - - - _ _ , . . _ _ _ . _ - - . . . _ _ , . - - - - - ~ _ , - . _ . . . , . . _ - _ , . -
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- s. 's-( , l-pyramid or cone contained wholly within the support, with its upper
. base as the~ loaded area and side slopes of one vertical to two ,
horizontal. 3.8.1.5.1.2. Reinforcing Steel Allowable Stresses a) Rainforcing Steel Tensile Stresses
-1) Average tensile stress is 0.9 f y.
- 2) The design yield strength of the reinforcement is 60,000 psi.
- 3) The tensile strain may exceed yield when the effects of thermal gradients through the concrete section are included, provided that the temperature-induced forces and moments reduce as yielding in the reinforcement occurs and the increased concrete cracking does not cause deterioration of the Containment. Maximum tensile strain is limited to twice the corresponding yield strain.
b) Rainforcing Steel Compressive Stresses
- 1) For load-resisting purposes, the allowable stress is 0.9 f y.
- 2) The strains may exceed yield when acting in conjunction with the concrete if the concrete requires strains larger than the reinforcing yield to develop its capacity.
, Table 3.8.1-4 shows the allowable stresses for reinforcing steel.
- 3. 8.1. 5. 2 Allowable Stresses for'the Service Load Category 3.8.1.5.2.1 Concrete Allowable Stresses a) Concrete Compressive Stresses
- 1) Primary compressive stresses (as defined in Section CC-3136 of the ASME Code Section III, Division 2/ACI 359 code) -
Membrane stress = 0.3 f'e Membrane stress for load combinations including wind or earthquake = 0.40 f'e ,-
- 2) Primary plug-secondary compressive stresses (as defined in Section CC-3136 of the ASME Code Section III, Division 2/ACI 359 code)
Membrane stress = 0.45 f'c Membrane plus bending = 0.6 f'e
- .p 3) Local compr3ssion at discontinuities and in the vicinity of liner anchors --
0.6 f'e l
- . )
3.8.1-41
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b) Concrete Tensile Stresses - Concrete tensile strength is not relied ; upon to resist flexural and membrane tension.
- c) Concrete Shear. Stresses - The allowable concrete stresses and the limiting maximum stresses for shear and torsion are 50 percent of the values given for ' factored leads, except for the following, in which 67 percent of the
. values given for factored loads are used:
- 1) temporary pressure loads during test conditions.
- 2) thermal loads combined with other 1 cads, provided that the section thus required is not less than that required for the combination of the other loads in the loading combination.
The computed membrane stress on the gross section resulting from service loads are multiplied by 2 and substituted for N u /A g , fm> Of fh in invoking the provisions of Sections 3.8.1.5.1.1 (C t , C 3, and C 4). d) Concrete Bearing Stresses - The allowable stresses for bearing are 35 percent of the stresses given in Section 3.8.1.5.1.1d). . 3.8.1.5.2.2 Reinforcing Steei Allowable Stresses a) Reinforcing Steel Tensile Stresses m. i 1) average tensile stress = 0.5f y The values given above may be increased by 33-1/3 percent when temperature effects or temporary pressure loads during test conditions are combined with other loads. b) Reinforcing Steel Compression-Stresses
- 1) For load-resisting purposes, the allowable stress is 0.5 f .y
- 2) The stress may exceed that given in Item b.1 for compatibility with the concrete, but this stress may not be used for load resistance.
3.8.1.5.3 Allowable Stresses and Strains for Liner Plate and Anchorages Liner Plate Allowable / 3.8.1.5.3.1 The allowable stresses and strains of the liner plate for construction, service, and factored loads are presented in Table 3.8.1-3. 3.8.1.5.3.2 Liner Anchors Allowable The allowable forces and displacements of the liner anchors for service and
-factored load combinations are presented in Table 3.8.1-3.
3.8.1.5.4 Concrete Containment Design Considerations , Assumptions, details, and procedures used in the design for flexure, axial. A and shear loads are in accordance with the. requirements of ASME Code 3.8.1-42
l.
~~*,
n o. .. . c ,r' , . , . ; . , , ;. , y . . (3, . .i . Reinforcing steel requirements regarding splices, development length, hooks, anchorages, and cover are in accordance with the requirements of ASME Code Section III, Division 2/ACI 359 Code, Section CC 3530. l The requirements for crack control are in accordance with Section CC 3534 of ASME Code Section III, Division 2/ACI 359 Code. Concrete temperatures.do not exceed the values indicated in the ASME Code Section III, Division 2/ACI 359 Code Section CC 3430(b) for accident or short-ters loading. Corrosion protection for the reinforcing steel in the containment' structure is provided by positioning reinforcing steel to allow clearance between the steel and any concrete face on the containment wall in accordance with ASME Code Section III, Division 2/ACI 359 Code. The alkaline environment of the concrete adequately protects embedded steel parts from corrosion. Exposed surfaces of the liner walls, domes, air lock, and hatch are protected against corrosion. Af ter suitable surface preparation, a rust-inhibiting base coat is applied. Tinish coats are nonmetallic with smooth nonporous surfaces suitable for loss of coolant accident conditions. Surf aces in contact with concrete are not painted because of the alkaline environment of the concrete.
*q The radiation sources used for design and analysis of the shielding i
- requirements are based on the core power level (2900 MW) for each Unit. These 12
- are given in Section 12.2.1 and include radiation sources for all phases of plant operation including full power operation, shutdown conditions, and refueling operations, and for various postulated accidents. They include the neutron and gamma fluxes outside the reactor vessel, the reactor coolant ,
activation, fission and corrosion product activities, deposited corrosion product sources on reactor coolant equipment surfaces, spent fuel handling sources, and postulated core meltdown sources. In addition, radiation sources for various auxiliary systems are also tabulated. The Cbutiinment is a reinforced concrete structure with a cylindrical vall 4-1/2 feet thick and a 2-1/2 feet thick dome. In conjunction with the primarv and secondary shields, the concrete containment structure limits the radiation l 1evel outside the Containment from all sources inside the Containment to no more than 0.25 arem/hr. at full power operation. The concrete containment structure provides protection to plancfpersonnel from ! radiation sources inside the Containment following a Design Basis Accident l (DBA). 3.8.1.6 Materials, cuality Assurance, and Soecial Construction Techniones 3.8.1.6.1 Materials The materials for the Concrete Containment Structure and foundation mat are in accordance with Article CC-2000 of the ASME Code Section III, Division 2/ACI 359 Code, and as specified hereunder. The materials are selected so that they are compatible with both the normal operating
- 3.8.1-43 Amendment No. 2 l
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d ent conditions descei. bed in Section.,3.11.1.
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Exceptio'ns' to the ASME ' CodeSection -IIP, 01 vision 2/ACI 344 Code are ' listed -in Appendix 3.8A. - a) Cement - Cement conforms to the requirements of ASTM C150, Specifications for Portland Cement, Type II, with the exceptions listed in
. Appendix 3.8A. Cement is produced and tested by the manufacturer at intervals in accordance with ASTM C-150.
In addition to the tests required of the cement manufacturers, the following tests are performed by CP&L, or an organization designated by CP&L, once every six months:
- 1) ASTM C-114 - Chemical Analysis
- 2) ' ASTM C-115 - Fineness of Portland Cement by the Turbidimeter or ASTM C-204 - Fineness of Portland Cement by Air Permeability Apparatus
- 3) ASTM C-151 - Autoclave Expansion of Portland Cement
- 4) ASTM C-191 - Time of Setting of Hydraulic Cement by Vicat Needle
- 5) ASTM C-109 - Compressive Strength of Hydraulic Cement Mortars
- 6) ASTM C-190 - Tensile Strength of Hydraulic Cement Mortaes During construction, if cement has been in storage at the site for 6 months, the following tests are performed by CP&L prior to further use of the cement to check storage environment effects on '
the cement characteristics: -
- 7) ASTM C-191 - Time of Setting of Hydraulic Cement by Vicat Needle.
- 8) ASTM C-109 - Compressive Strength of Hydraulie Cement Mortars (using 2 in. (50 mm) cube specimens)
Table 3.8.1-5 shows the summary of in-process test results for the cement. b) Aggregates - Aggregates conform to the requirements of ASTM C-33, Specifications for Concrete Aggregate, with the exceptions listed in Appendix 3.8A. The aggregate is tested by the supplier for gradation and fineness,. modulus every 500 tons and for specific gravity and absorp. tion every 5000 tons. In addition, aggregate used for concrete for the Concrete Containment Structure is tested by CP&L, or an organization designated by CP&L,' l l w 3.8.1-44
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during concrete production for the requirements and respective frequencies tabulated below: Requiraments Test Method Frecuency
, 1) Gradation ASM C136 Once daily during production (*)
2), Moisture Content ASM C566 Twice daily during g production
- 3) Material finer than ASM C117 Daily during production 4200 Sieve
- 4) Organic Impurities ASTM C40 Daily during production
- 5) Friable Particles ASM C142 Monthly during
- production ,'
- 6) Lightweight Particles AS M C123 Monthly during production
- 7) Specific Gravity and ASTM C127 and/or Monthly during I ~'
Absorption ASTM C128 production
]' .,V
- 8) Los Angeles Abrasion ASM C131 or Every 6 months Asm C535 4
- 9) Potential Reactivity ASTM C289 Every 6 months
- 10) Soundness ASTM C88 Every 6 months
- 11) Water Soluble Chlorides ASTf D1411 Monthly during production
(*) Twice daily during production if more than 200 cu. yds. of con
- crete are placed.
- Sumaries of in-process test results of aggregate appear in Tables 3 8.1-6 through 3.8 1-11.
c) Water - Mixing water conforms to the requirements of Article CC 2223 of the ASME Section III, Division 2/ACI-359 Code. I2 Water used in concrete mixing is sampled, tested, and analyzed initially for use in trial mixes and monthly thereaf ter for use in production concrete by CP&L, or an organization designated by CP&L, to assure conformance with the following limits and tests:
- 1) The mixing water, including that contained as free water in aggregate, does not exceed more than 250 ppa of chlorides as Cl- as I.Oj 3.8.1-45 Amendment No. 2
- 6
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determined by ASTM D512, " Chloride Ion in Industrial Water and Industrial Waste Water." The unter-soluable chloride content of the aggregate is ' established _ by the methods described in ASTM D-1411," Water Soluble Chlorides Present as Admires in Graded Aggregate Road Mixes."
- 2) Sulfates 1000 ppm Maximun
- 3) The total solids content of the mixing unter does not exceed 2000 ppa as measured by American Public Realth Association " Standard i
Method for Determination of Total Solids."
- 4) In addition to the above, the unter is casted monthly in accordance with the indicated tests.
Test Method Recuirement ASTM C109 Effect on Compressive Strength ASTM C191 Setting Time l l ASTt C151 Soundness l ASTM D512 Chlorides APRA 208* x Total Solids
-
- s Standard Methods 14th Edition, 1975, American Public Realth Association.
Table 3.8.1-12 shows the summary of in-process test results for water. d) Admixtures - Where necessary, admixtures are added to entrain air and increase workability, while reducing the unter-cament ratio and retarding the initial set time. The particular admixtures utilized are determined by conducting tests to ensure compliance with Article CC 2224 of ASME. Code Section III, Division 2/ACI 359 Code. ' Admixtures are used for all concrete construction in accordance with the i following requirements and tested by the supplier at intervals conforming with ASTM C-260 and ASIM C-494.
- 1) Air Entraining Agents - Air entraining agents confo a to l ASTM C-260 and are used in proportions so that air-entrainment specified in ACI-318 is produced, as determined by ASTM C-138, C-233, and C-173 or C-231. In order that proportions may be adjusted to l produce the specified percentage of air under varying conditions, the agent is not combined with the cement or other admixtures prior to batching.
- 2) Water Reducing Agents - Water reducing agents used in the concrete conform to ASTM C-494. Final. approval of the adsixture is contingent upon satisfactory terts with the cement and aggregates IN i / .
3.8.1-46 D
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V.h4. used in the work. A set retarding, water reducing agent is used during hot weather in accordance with ACI-305. Flyush, if used in concrete, conforms to ASTM-C-613, Class ?, and is tested in accordance with ASTM C-311 for every 100 tons of flyash utilized. Flyash does not exceed 25 percent, by weight, of cement in the final mix. Concrete produced with flyash meets all of the requirements specified for standard concrete. , Table 3.8.1-13 shows a summary of in-process test results for preliminary acceptance tests of the admixtures. e) Cement Grout - Cement, aggregate, water, and admixtures for grout conform to the requirements stipulated above. The proportions of materials are based upon tctal mixes using the same type and brand of ingredients as is used for construction to meet the specified requirements of consistency, shrinkage, and compressive strength. The tests are performed in accordance with ASTM C-109 and Corps of Engineers methods CRD-C-79 and CRD-C-538-76. f) Concrete - Structural concrete for the Containment and foundation mat is specified to have a minimum design compressive strength of 5000 psi (Class I), or 4000 psi (Class AA), at 28 days af ter placing. The concrete mixes yield a unit air-dry weight of at least 137 lb. per cu. f t. at 28 days, in accordance with ASTM C-642. (.
'd The design of concrete mixes is in accordance with ACI 211.1-74 "Racommended
' Practice for Selecting Proportions for Normal and Heavy Weight Concrete," and in accordance with Article CC-2232 of the ASME Code Section III, Division 2/ACI 359 Code. The previously specified ingredients are used to obtain material proportions for the specified concrete.
During construction, minor modifications of design mixes may be necessitated by variations in aggregate gradation or moisture content. Concrete construction procedures, including stockpiling, storing, batching, mixing, conveying, depositing, consolidating, curing, and construction joint preparation are in accordance with the provisions of Article CC-4200 of the AS:iE Code Section III, Division 2/ACI 359 Code. SENPP complies with the requirements of NRC Regulatory Guide 1.55, with the clarifications described in Section 1.8.
- 3) Rainforcing Steel 1
- 1) Reinforcing Bars - Reinforcing bars are new billet steel in accordance with ASTM A-615 Crade 60 (60,000 psi minimum yield strength). When called for on the design drawings, weldable grade reinforcing steel in accordance with ASTM A706 is used. The i
reinforcing steel and Cadweld splice material conforms to the l requirements of Article CC-2300 of AUME Code Section III, Division 2/ACI 359 Code, vich the ex}.eptions listed in Appendix 3.8A. e s_. . . l 3.8.1-47
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4:. .. l % . . . - " "- . >; ' ' 4 Placing and splicing of 'To. 11 and smaller bars meet the requirements of Article CC-4330 of ASME Code, Section III, Division 2/ACI 359 Code. At least one full diameter reinforcing steel sample of each bar size is tested by the reinforcing steel supplier for each 50 tons or fraction thereof of reinforcing bars produced from each heat. No specific method of sample selection is imposed upon the reinforcing steel supplier. These samples are tested based upon ASTM A-615 specifications. All requirements of NRC Regulatory Guide 1.15 are complied with and the material also conforms to ASME Section III, Division 2/ACI 339 Code, except as noted in Appendix 3. AA. All samples are tested for: Tensile yield strength 1 Tensile ultimate strength i Elongation in 8 in. Unit 'Jeight i Inspections are performed as necessary to verify compliance with specifications.
- 2) Mechanical Splicing - No. 18 reinforcing bars are spliced with mechantcal (Cadwald) splices in accordance with the requirements of NRC s 2l Regulatory Guide 1 10, with the clarification described in Section 18.
The Cadweld inspection program is also in conformance with NRC , . Regulatory Guide 1 10. The average tensile strength of the splices are equal to or greater than ths specified ultimate tensile strength of the rebar. The minimum acceptable tensile strength of any splice is 125 percent of the specified minimua yield strength for the particular bar size and ASTM specification. All completed splices are visually inspected at both ends of the splice sleeve and at the cap hole in the center of the splice sleeve. Splices that fail to pass the visual inspection are discarded.and replaced, or repaired by welding. Splices that have been discarded are not used for tensile testing. ' The splice samples are either production or sister splices for straight bars, and straight sister splices for all curved bars. Selected splices are tested in accordance with the following schedule for each position, bar size and grade of bar and for each splicing crew as follows: (a) Test frequency where only production splices are tested: (1) 1 out of first 10 splices
.)
3.8.1-48 Amendment No. 2
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' ., _0 (2) 1 out of next 90 splices (3) 2 out of the next and each subsequent unit of 100 splices (b) Test frequency where combinations of sister and production
. splices are tested:
(1) I production splice of the first 10 production splices (2) I production and 3 sister splices for the next 90 production splices . (3) I splice, either a production or sister splice, for the next and subsequent units of 33 splices. At least one-fourth of the total number of splices tested are production splices. Straight sister splices are substituted for production samples for splicing sleeves are welded to structural steel elements. To be acceptable, sound nonporous filler metal must be visible for the full circumference at both ends of the splice sleeve and at the tap hole in the center of the splice sleevo. Filler metal is usually recessed 1/4 in. from the end of the sleeve due to the
N packing material. Such indentation is not considered as a poor -.) n11-The following reasons constitute cause for visual rejection of splices:
- 1) Slag in the tap hole where the slag exceeds the thickness of the sleeve's wall.
- 2) Spongy appearance of the filler metal caused by gas blowout.
- 3) Void areas for each end of splices in any position exceeding the allowable values tabulated below:
Allowable Void Area Bar Size (54. In.) - 9 1.02 10 1.03 11 1.53 14 2.15 18 3.00
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l Joints which do not 1 met the visual acceptance standards are ~ rejected and either concletely removed and replaced, or repaired by welding. \ . Welding is done by the manual shielded antal arc (SMA) process. 1 The- welding electrode for joining the reinforcing bar to the 7 splice sleeve confor:ss to ,AWS Specification A.5 5 Classification E 8018-B2 1/8" or 5/12" diaisecer. tiectrodes for joining the splice sleeves to structural steel components conform to AWS AS.1 Classification E 7018. 4 I All rust, scale, oil, grease, dirt, or other foreign substances
.are removed from the areas to be welded. All degressing is done by swabbing the weld area with acetone or other approved solvent or cleaner. No residual cleaning compounds are left on l the surface prior to welding.
The welding current ir direct current with the electrode positive (reverse polarity). Tne base meterial is preheated to 300 F ainimus and an interpass temperature of 300 F ainissa is maintained during welding. Asperages and voltages are in accordance with electrode manufacturer's recommendation. All slag, flux, or foreign asterials remaining on any head of welding are removed before laying down the next or successive - bead. Stress relieving is not required. Af ter completion of welding, a visual inspection is made for the presence of cracks, surface porosity, slag inclusions, undereut, and inadequate weld size. i For test sample splices from the Containment Building that fail to meet the tensile test acceptance standards, the following procedures are used:
- 1) If .any production or sister splice used for testing fails to meet the strength requirements and failure occurs in the bar, the cause of the bar break is investigated. Any necessary correceive action affecting splice samples are 1:aplemented prior to continuing the casting frequency.
l l 2) If the running average tensile strength of 15 consecutive samples fails to meet the tensile requirements, splicing is halted. The cause(s) of the failure are investigated and the necessary corrective action (s) are' taken. When splicing is resumed, the splicing test frequency is started anew.
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.g 3.8.1-30 Amendment No. 1
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-3) Nelded Splices - Uelded Splices, if used, comply with Regulatory Cuide 1.94.
h) Steel I.iner Plate - The fabrication, testing, and examination of the steel liner is in conformance with Articles CC-4500 and CC-5500 of ASE Code Section III, Division 2/ACI 359 Code, with the exceptions listed in Appendix 3.8A. ine steel liner plate is carbon steel conforming to ASTM A 516 Crade 70. This steel has a minimum yield strength of .38,000 ps1 and a minimum ultimate strength of 70,000 psi with minimum alongation of 21 percent. I.iner places comply 2 with the requirements of the applicable ASE Code material specification for low temperature service. The impact testing minimum requirement is as , follows:
- 1) As specified in ASE Code Section III, Division 1, paragraph NE-2320 for procurement performed prior to April 29, 1977
- 2) As specified in ASE, Section III, Division 2/ACI 359 Code, paragraph CC 2520, for procurement performe.d af ter April 29, 1977.
Charpy V-notch specimens (SA-370 Figure 11 - Type A) are used for all i impact testing at a maximum temperature of 0 F. Welding materials (electrodes, filler metals, and/or inserts) are j selected in conformance with the code requirements. Only those types of low, hydrogen electrodes and combinations of wire and flux that produce welds that at least meet the impact values of the parent material, as specified, are permitted in the construction. All welding materials are certified ( Actual Test Results) to meet the impact test requirements of ASE SFA-5.1. Weld metal test plates are , certified to meet impact tests in accordance with the applicable ' Subsee 1on of the ASE Code Section III, Division 2/ACI 359 Code,- employing a maximum temperature of 0 F and using the same material and thickness range as defined by the ASE Code Section III, Div1sion 2/ACI-359 Code. In manual shielded metal arc-welding, the electrodes are of the low-hydrogen type, are analytically compatible with the base metal, and are such that the mechanical properties of the resulting words meet the i full requirements for mechanical properties of the base metal. l Electrodes conforming to ASE SFA 5 5, Classification E 7010, are i . permitted for making test channel attachment welds only. All low-hydrogen electrodes are stored in ovens at 200 to 300 F for i approximately 8 hours immediately prior to use. C.ectrodes removed from storage ovens are not exposed to ambient temperature for more than 4 hours. Electrodes removed from ovens and not used within a 4 hour period are returned to the ove.ns for 8 hours of redrying at 200 to 300 temperature. The electrode ma.nufacturer's recommended practices are acceptable as an alternate, provided they are proven to yield a
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. 3.8.1-51 Amendment No. 2 e
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moisture content of less than 0.6 percent for E 7018 electrodes when they are consumed. The procedures, design, methods, and sequence of welding are reviewed prior to performance of welding. All full penetration groove welds made without backing have the root layer gouged, chipped, or ground to sound metal prior to welding the second side. All vertical welding proceeds uphill, except for the following, which can be welded either uphill or downhill: 4
- 1) Capping or wash passes
- 2) Shielded metal arc welding using E 7010 electrodes i 3) Double-welded groove joints in the containment liner
- 4) The r==4ning veld layers beyond the root of single-welded groove joints in the c'ontainment liner.
Prior to welding, all surfaces are properly prepared to be free of oil, , grease, rust, pitting, scale, and deleterious matter to ensure I satisfactory velding. All protective coatings, if present, are chemically or mechanically removed from all areas within 2 in. of a seas to be nalded. Weldable primers, such as Deoxaluminite, need not be removed when welding is performed according to procedures which are
! qualified for welding over such coatings. ).
- ./ .
! All automatic welding is done by the submerged are pr'ocess or the externally supplied gas-shielded are process. The welds are i analytically compatible with the base metal and have mechanical properties that meet the full requirements of the mechanical properties i of the base metal. Preheat at 200 F minimum is applied to all material whose thickness exceeds 1-1/4 in. For material whose thickness is less than 1-1/4 in. i preheat at 100 F is applied if the base metal temperature falls below 50 F. The above requirements are minimum unless otherwise specified in , 1 ASME Code Section III, Division 2 ACI 359 Code, Table CC-4552-2. ' f Thermal post weld heat treatment is performed as required by, and in l accordance with, the ASME Code Section III, Division 2/ACI 359 Code. I Post weld heat treatment procedures are reviewed by the Architect-Engineer. Parts of the liner furnished prior to April 29, 1977, comply with the post-weld heat treatment requirements of the ASME Boiler and Pressure Vessel Code, Section III, " Nuclear Power Plant Components," Subsection NE, Winter 1971 Addenda, which requirements are equal to or greater than those of Division 2 of the ASME Code Section III, Division 2/ACI 359 Code. All longitudinal and circumferential welds in the liner are full penetration bevel butt type. All welders, welder operators, and welding procedures are qualified in accordance with and meet the - requirements of, Section IX of the ASME Code. All accessible seas ];
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3.8.1-52
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,/ welds are subject to spot radiographic inspect 16n in accordance with ASME Section III, Division 2/ACI 359. Code, paragraph CC-5531. . Butt
' welds are examined per ASME Code Section III Division 2/ACI 359 Code,
; paragraph CC-5521. Radiographic examination is performed in accordance
'with tae' techniques prescribed in Section V, Article 2 of the ASME Boiler and Pressure Vessel Code, Winter 1971 Addenda for services rendered prior to April 29, 1977, such as the shear key and sump pit assemblies of Units 1 and 2. For services rendered subsequent to April 29, 1977, radiographic examination is performed in accordance with the techniques prescribed in Section V, Article 2 of the ASME l
Boiler and Pressure Vessel Code, Winter 1975 Addenda. In addition to seam welds with back-up bars, all non-butt and attachment welds to the Containment, except those welds for the leak i chase system, non-load bearing plates, and temporary erection attachments, are examined by the magnetic. particle or liquid penetrant 4 test per ASME Code Section III, Division 2/ACI 359 Code, paragraphs I CC-5521, CC-5522, and CC-5523. For magnetic particle or liquid j penetrant inspections performed prior to April 29, 1977, the procedures and acceptance criteria conform to Appendix VI and VIII of ASME Boiler
- and Pressure Vessel Code, Winter 1971 Addenda. For magnetic particle or liquid penetrant inspections performed after April 29, 1977, the l procedures conform to Section V, Articleti 7 and 6, respectively, ASME
! Boiler and Pressure Vessel Code Winter 1975 Addenda. Acceptance criteria for the magnetic particle or liquid penetrant examination is
~T in accordance with ASME Code Section III, Division 2/ACI 359 Code, (V Paragraphs CC-5545 and CC-5544, respectively.
3 The root pass and final weld layer for attachments to the Containment using full penetration cae welds are examined by the magnetic particle 1 or liquid penetrant method. In addition, the completed cae weld, where
- accessible, is ultrasonically inspected in accordance with ASME
; Sectien III, Division 1, Paragraphs NE-5111 and NE-5330.
t i Those areas of liner plates which are loaded during service by load bearing places (loaded in the through thickness direction as defined in Paragraphs CC-3740 and CC-3750 of Section III, Division 2) are examined ! by the straight-beam ultrasonic method in accordance with SA-578 and ASME Code Section III, Division 2/ACI 359 Code, Paragraph CC-2533. l
- l. The criteria for workmanship and visual quality of welds is.in.
t accordance with code requirements, as well.as the followingt [ 1) Each weld has the minimum specified size throughout its full i
. length. Each weld is f ree of linear defects such as slag, cracks, j pinholes, and excessive undercut and rounded indications such as pinholes which exceed the acceptable limit as permitted by Paragraph CL-5544.2. In addition, the layer of welds is free of coarse ripples, are strikes, irregular surface, non-uniform bead pattern, high crown, and deep ridges or valleys between beads. Controlled peening, except for the root pass and final weld bead layer, has been reviewed and approved.
3.8.1-53 i -. - -
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Butt welds are multipass construction, slightly convex, of uniform
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2) height, and full penetration. 3). Fillet welds are of the specified size, with f.ull throat and legs . of unifora' length.- Vacuum box testing of the liner is performed in accordance with the applicable requirements of ASME Code Section III, Division 2/ ACI 359 Code, paragraph CC-5000. After completion of a successful vacuum box
- and radiography tests, and subsequent repair and ratesting of any defects found, the welds are covered by test channels as indicated on
'the design drawings. A test channel strength and simultaneous leakage (pressure decay) cast is then performed by applying 51.75 psig air pressure to the test channels for at least two hours, after which all 3
i
- welds are solution film tested. For those cases where a vacuum box test is performed on the liner s'eam welds, these velds are not solution film tested a second time. Where there is any indicated loss of
, channel test pressure within the two hour period, not allowed by accepted test procedures, the channel sections under test are determined to contain defects. Such defects are repaired._ Compensation i for change in ambient air temperatute is made if necessary. Leak i testing is performed in accordance with the requirements of ASME Code i Section III, Division 2/ACI 359 Code, paragraph CC-5535.2. All testing connections and accessories, as applicable, are permanently sg left in place with all connections properly sealed. i .
! After fabrication, surfaces are cleaned in accordance with SSPC-SP-1 l " Solvent Cleaning" to remove oil, grease, dirt, loose rust, lo,ose mill j scale, and other foreign substances if necessary before mechanical
{ cleaning is started. 1 j A shop coating of 7107 Epoxy White Primer as manufactured by Keeler & l Long, Waterbury, Conn. is applied by the liner manufacturer to a dry l
~ ~ ~ ~
film thickness of 2 to 5 mils, according to the paint manufacturer's
- instructions, over steel which has been prepared for coating by l commercial Blast Cleaning SSPC-SP-6 as described by the Steel Structures Painting Council. In certain instances, SSPC-SPLO "Near l
! , White Blast Cleaning" has been permitted in lieu of SSPC-SP-6. , 1 b The corresponding topcoat for this primer is applied in the* field and ( consists of Keeler and Long 7475 Epoxy Enamel Topcoat at a dry film i thickness of 2.5 to 5.5 mils. The above coating system meets the criteria outlined in ANSI Standard N512-1974, " Protective Coatings (Paints)for the Nuclear Industry" and ANSI Standard N101.2, 1972 " Protective Coatings (Paints) for Light Water Nuclear Reactor Containment Facilities." , Application of the above coating system meets the intent of ANSI N101.4
" Quality Assurance for Protective Coatings
- Applied to Nuclear sl Facilities" and Reg. Guide 1.54 " Quality Assurance Requirements for Protection Coatings Applied to Water-Cooled Nuclear Power Plants." -e l
l l- 3.8.1-54
- t
. - - - _ - - . . . = - - . . - - - . _ - , _ - - . . _ _ _ . . .. _ _ _ _ _ _ _
SENPP FSAR +.
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' r.1< Test results, as indicated in the following documents, were utilized in the selection of these paint systems:
(a) ORNL-3589 " Gamma Radiation Damage and Decontamination Evaluation of' Protective Coatings," By G. A. West and C. D. Watson l February, 1965. (b) ORNL Log Book A7562, 6/27/77. (c). ORNL-TM-2412 " Design Consideration of Reactor Containment Spray Systems - Part V, Protective Costing Systems," J. C. Griess, T. H. Roco, et al, October, 1970. (d) Keeler and Long, Inc., Publicaciot 78-0810-1. The areas in which the above coatings meet specified criteria are as fallows:.
- 1) Radiation Resistance - The protective coating system used on the containment liner is resistant to radiation exposures which would result from 40 years of normal plant operation followed by the radiation exposure resulting from a postulated Loss of Coolant Accident with TID-14844 source terms assumed. ANSI Standard N-512-1974 Table 2.1 lists as a guide more than 4.5x109 rads for " severe exposure" radiation resistance. Test results submitted by the above mentioned
( manufacturer indicate that their referenced coatings.have radiation resistances which fall in these ranges.
- 2) Deconeamination Ability - A total decontamination factor of 440 with a percentage activity removal of 99.8 (Raf: ORNL A7562) was ,
achieved by the protective coating system used for the containment liner. Coating systems indicated above meet this criteria using appropriate procedures.
- 3) Heat Transfer Characteristics - Protective coating systems are required to have a heat transfer coefficient range of 1,000 to 3,000 BTU-n11./hr.-ft.2 F. The systems indicated above meet this requirement. Effects of the liner coating systems on containment post-LOCA transients are not significant. ;
I
- 4) Hydrogen Generation - Coating systems indicated above ,have no zinc !
in their composition. Consequently no hydrogen generation will result from contact between the containment spray solution and the coatings.
- 5) Temperature, Pressure, and Humidity Conditions - Qualification testing of the coating systems are performed for the coating '
manufacturer by an independent laboratory. The procedures used in the qualification tests and the evaluation standards applied to the test are specified in ANSI Standard N-101.2-1972.
$^ 'O 3.8.1-55 !
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The tests performed meet the temperature, pressure, and humidity - conditions calculated for the Shearon Harris Nuclear Power Plant post-accident containment.
'The completed liner is ' con'structed to the following ' colerances:
- 1) The difference between the maximum and the minimum diameter at_a specified elevation does not exceed 0.65 ft. and the radius from the theoretical centerline of the Containment does not have a minus dimension in excess of 2-1/4 in. or a plus dimension in excess of 3 in.
These measurements are taken in at least 26 different points at the top cf the wind girder. Wind girders are located approximately at the center of each course of plate and are not located more than 10'-0 apart in the vertical direction unless approved by the Architect Engineer.
- 2) Deviation fr6e a 10 ft. straight edge placed in the vertical direction between.circumferential seams does not exceed 3/4 in.
Measurements are taken no closer than .12 in. from a welded seam.
- 3) The maximum deviation from a straight line or from a true circular or spherical form, measured anywhere on the liner in any direction, doesnotexceed11/4in.ina14in. span.
- 4) Elevations are maintained to within 2 in. of theoretical elevations up to and including the spring line of the dome.
Penetration positions are within + 1 in. tolerances. , s
- 5) Flat spots or local out-of-roundness do not exceed 2 in. in 15 ft.
- 1) Liner Plate Anchorages - Concrete anchor studs for attachment of the liner plate are Nelson studs of low carbon steel ASTM A108 of a grade suitable for end welding to the liner plate, with automatically timed welding equipment.
Welding details, qualifications, and procedures for steel welding are in accordance with AWS D2.0 for requirements for stud welding for services ; provided prior to April 29, 1977. For services rendered af ter this date, stud welding meets' the requirements of the ASME Code Section III,
- Division 2/ACI 359 Code. <
In order to determine the tensile and shear capacities of the anchors and the stiffness required for the analysis of the liner plate.and its anchorages, a test was performed at I4high University, by Fritz Engineering I4boratory, Bethlehem, Pennsylvania, Report No. 200.77.477.1. We results of these tests are discussed in Section 3.8.1.4. The concrete anchor studs used for the connection of the botton liner plate are bent Nelson studs 3/8 in. diameter x 4 in. long. The concrete anchor studs used for the connection of the cylindrical unil and done liner are headed Nelson studs 5/8 in. diameter x 4 in. long. T l , _ . /; 3.8.1-56 _,,,,c-----,,,. ,,,w- -
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%25 During construction, the following requirements for testing and inspection are' observed:
4
. ' Prior to the start of the stud welding operation, two studs
~
1) are welded in the same general position to separate pieces of material that.are of similar thickness and material as the member.. After
- - cooling, each stud is bent at an angle.of 30 degrees from its original axis by striking the stud with a hammer. If failure occurs in the weld zone of either stud, the procedure is corrected and two 4
additional studs are successfully welded and. tested before any studs are welded to the member. The foregoing testing is performed af ter.any change in the welding procedure. If failure occurs in the stud shank, an investigation is made to ascertain and correct the cause before more studs are welded.
- 2) Studs bent in testing that show no signs of failure are straightened by hammer blows without heating. Studs attached to the embedded angles, structural tees, and liner plate forming the bottom section of the liner are not straightened after being bent for testing.
- 3) Studs on which a full 360 degrees. weld is not obtained are j repaired by adding a 3/16 in. fillet veld in place of the lack of weld, using the shielded metal are process with low-hydrogen welding l electrodes.
,, 4) If the reduction in the height of studs as they are welded becomes i
less than normal, welding is stopped immediately and not resumed until i the cause has been corrected. , 5) If visual inspection reveals any stud in which the reduction in j height due to welding is less than normal, such stud is struck with a
~
lead hammer, or an appproved alternate method, and bent 15 degrees off ! vertical. Studs that crack in the weld, the base metal, or the shank, u'nder inspection or subsequent straightening, are. replaced.
- 6) For studs fastened to penetration sleeves, the first two studs
. welded to each sleeve, af ter being allowed to cool, are bent 30 degrees l by striking the stud with a lead hammer or an approved alternate i ' method. If failure occurs in the weld zone of either stud, the stud is removed, the procedure is corrected, and two additional studs are i successfully welded and tested on a sister. plate before further studs are attached to the sleeve. Two consecutive studs are then welded to
- the member, tested, and found satisfactory before any more production studs are welded to the sleeves. Subsequently, a 10 percent random sample of the studs on each sleeve-are bend tested.
< j) Penetration Anchorages and Attachments - For all Type II and Type III i penetration sleeves designed in accordance with ASME Code Section III, j Division 2/ACI 359 Code, in the portion backed by concrete, the concrete
- anchorages used to connect the sleeve into the concrete wall are double headed (f~'} Nelson studs 7/8 in. diameter by 8 in. long.
- s/
! 3.8.1-57 5
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Fabrication, welding details, and welding qualificatioa procedures for stud welding are in accordance with ASME Code, Section III, Division 2/ACI 359 ~j Code, except as noted ir Appendix 3.8A. , l
-Special anchorages are used for all Type I penetration sleeves and components, l such as the equipment hacch, personnel air locks and emergency air locks, designed in accordance with ASME Code, Section III, Division 1, Subsection NE.
The special anchorages are fabricated from SA 105 materials using accepted manual welding procedures. Fabrication welding details, qualification, and procedures for welding anchorages in accordance with ASME Code, Section III, Division 1,' Subsection NE. In order to determine the tensile and shear capacity of the concrete anchorages and the stiffness required for analysis of the concrete containment interaction with steel penetrations, a test was performed at Lehigh University, by Fritz Engineering Laboratory, Bethlehem, Pennsylvania, Report No. 200.77.477.2. The results of these tests are discussed in Section 3.8.2.4. Special attachments are used for the main steam and feedwater penetration sleeves, which are subjected to excessive rupture loads and which are
- designed in accordance with ASME Code, Section III, Division 1, Subsection NE.
The special attachments are fabricated from material similar to the material used for the penetration sleeves. Accepted manual welding procedures are employed. Fabrication, welding details, and welding qualification procedures for attachment welding are in accordance with ASME Code, Section III, Division 1, ' Subsection NE. In order to determine the tensile and shear capacity of the concrete i attachments and the stiffnesses required for the analysis of the concrete l' containment penetration sleeves interaction, tests were performed at Lehigh University, Fritz Engineering Laboratory, Bethlehem Pennsylvania, Report No. 200.77.477.3. The results of these tests are discussed in Section 3.8.2.4. , , , k) Structural Steel Members and Attachments - Material for liner plate attachments (load bearing), crane brackets, and structural steel members which are attached to the containment liner are in accordance with the ASME Code il Section III, Division 2/ACI 359 Code, as described in Appendix 3.8A. Crane girders, structural steel, stiffener plates, and similar applications not within the scope of the ASME Code conform to the following: i
- 1) Plate material ASTM-A36 or ASTM-A516 GR70 i
- 2) Structural Steel ASTM-A36 The following welding inspections are made:
- 1) All full penetration butt welds are 100 percent radiographed. sw' .
\/
l 3.8.1-58 l
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, N .'
- 2) All full penetration tee welds are tested by nagnetic particle or liquid penetrant test of root pass and final weld layer; ultrasonic tests.are performed on completed welds where accessible.
- 3) Fillet welds .loining structural members in which either member is greater than 5/8 in. nominal thickness are inspected by liquid penetrant or magnetic particle methods after the final weld layer is applied. All other fillet welds are inspected visually for unacceptable defects using 51 magnification.
- 4) The above avamf nations are performed id accordance with the AWS Code specified in Section 3.8.1.2. As an alternate, the above required 4
examination may be performed in accordance with the ASE Code, as fallows: (a) Radiographic, magnetic particle, and/or liquid penetrant examinations may be performed in accordance with the requirements of the ASE Code, Section V and Section III, Division 2/ACI 359 Code, as specified in Section 3.8.1.6, for services after April 29, 1977.
, (b) Ultrasonic examination may be performed in accordance with the requirements of the ASME Code, Section III, Divisions 1 and 2 as described in 3.8.1.6.1 h)2) above. ! 5) All welders, welder operators, and welding procedures are qualified.in accordance with either the requirements of the AWS Code or the ASME Code, Section IX, whichever is applicable.
3.8.1.6.2 quality Assurance The overall quality assurance program is in accordance with the Engineering and Construction QA program which was approved by the NRC during the Construction Permit review. Materials testing, fabrication, construction, and construction testing and examination are in accordance with applicable provisions of Articles CC-4000 and CC-5000 of the ASME Code Section III, utvision 2/ACI 359 Code. The test methods and frequency of testing for concrete and concrete ingredients conform to the requirements stipulated in the ASME Code Section III, Division 2/ACI 359 Code, with the exceptions listed in Appendix 3.8A.
~
The services of an independent laboratory were obtained prior to commencing concrete work. This laboratory or CP&L produced control mixes with consistencies satisfactory for the work, using the proposed nacerials, in i order to determine suitable mix proportions that are necessary to produce t concrete conforming to the specified type and strength requirements. Proportions for concrete mixes are based on laboratory or CP&L trial batches nade of materials specifically approved for use and from which individual water / cement ratio curves were developed. Mix proportions were selected to ensure maximum workability and conformance with the concrete compressive strength requirements. 3.8.1-59
.'r.,
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' '# ' ' '~
- I Propohtion[foEt'he [latiorstory or CP&L 'cria . 'b$tch'es aiid t'h'e subsaquenesix ^
adjustments were in accordance with ACI 211.1, " Recommended Practice for ' Normal and Heavyweight Concrete." ' , Initially, concrete mix proportions were selected from the appropriate water / cement ratio curves, so that the average compressive strength exceeded f'c, i.e. , 5000 psi (Class I) and 4,000 psi -(Class A), by 1,200 psi. In addition, proportions were selecte 2 would not be less than 137 lb./f c.j so andthat thethe slump air-dried and air hardened unit weight content would be 4 - in. and 4 to 8 percent, respectively. A maximum slump of 8 in. is permitted if superplasticizer six is used. The initial mix proportions were used until sufficient test data (concrete cylinders tested in accordance with ASTM C39) became available and an - over-design considerably less than 1,200 psi could be' established. New mix proportions were selected based on the water-to-cement ratio curves modified by field tests and newly established over-design strength so that l the requirements of Sub-Subparagraph CC-2232.2(b) of the ASME Code ! Section III, Division 2/ACI 359 Code are complied with. Tables 3.8.1-14 through 3.8.1-17 show a summary of the in-process test results for concrete with compression strengths of 5000, 4000, 3000, and 2000 psi. For concrete used in the Containment Structure, the properties tabulated below are measured - prior to construction - in accordance with the respective l specifications and the applicable conditions noted below: N Age of ," . Property Specification Samole(Davs) Temoerature (*?)
- 1. Slump ASTM C143 NA NA l 2. Compressive ASTM C39 3, 7, & 28 As per ASTM C39 l Strength l 3. Flexural ASTM C78 28 ___ _ As per 4S3 C78 Strength ,
4 Splitting ASTM C496 28 As per ASTM C496 Tensile Strength
- 5. Static Modulus ASTM C469 28 As [er ASTM C469 of Elasticity .
- 6. Poisson's Ratio ASTM C469 28 As per ASTM C469
- 7. Coefficient of CRD-C44 23 As per CRD-C44 Thermal Conductivity 3.8.1-60 Amendment No. 2
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.a v .
8 -Coefficient of CRD-C39 24 As per CRD-C30 Thermal Expansion
- 9. Creep of ASTM C512 2,7,28,90 As per ASTM C512 Concrete in days & 1 yr.
Compression (*)
- 10. Shrinkage (*) ASTM C157 4,7,14, & 28 As per ASTM C157 Coefficient days & 4,14, (I,ength change 32, & 64 weeks 1 of cement mortar and concrete) 4
- 11. Density ASTM C642 2R As per ASTM C642 s
] (Specific Gravity) These tests are concurrent with construction. l2 Concrete slump, temperature, air content, and mechanical properties examinations are performed on a common sample to establish conformance with the provisions listed above.
.. Concrete is sampled at the point of delivery into the forms. ' D) The methods used in sampling, making, curing, and testing the concrete
- samples, either in the field or in the laboratory, are in accordance with the appropriate ASTM Standards and include, but are not necessarily restricted to,
- the following standards
i l ASTM C172 - Standard method of Saspling Fresh Concrete ASTM C 31 - Standard method 'of Making and Curing Concrete Compressive and Flexural Test Specimens in the Field. ASTM C192 - Standard 'fechod of Making and curing Concrete Test Specimens in the Laboratory. ASTM C39 - Standard Method of Test for Compressive Strength of Cylindrical Concrete Specitsens.
. ASTM C567 Standard Method of Test for Unic Weight of Structural ghtweight Concrete.
ASTM C138 - Tentative Method of Test for Unit *4eight, Tield, and Air Content (Gravimetric) of Concrete. Three-day, seven-day, and 28-day tests are made on 6 x 12 in. cylinders. For
' each design mix, a correlation between three-day, seven-day, and 28-day strengths 'is made in the laboratory. Soon af ter a job starts, a similar
' correlation evolves for samples of concrete taken from the mixer. After that correlation has been established, the results of the 7-day tests may be used Q] as an indicator of the compressive strengths which should be expected at 23 3.S.1-61 Amendment No. 2
. . .-. - .- . =. . ._. -_- - . - _ - . L .:,.; , . ... ~ ,:. ,. x . *..:. + ,t p m f -:5.EKEE 35AK:. .- ,:- . . . .-
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. days. If 7-day tests show compressive strengths that are too low, corrective measures are taken at once without waiting for the results of the 28-day tests.
The number f test cylinders made under various conditions are as follows: Min. No. of Test Breaks Cylinders 3-Day 7-Day 28-Dav, ' F.xt'r{
- 1) Until final determination of each j design mix for each class of I concrete placed in any one day.*
Each 100 cu. yd.~ or fraction thereof 14 4 4 4 2
- 2) For each class of concrete of i
determined mix placed in any one day Each 100 cu. yd. or fraction thereof 4 - 1 2 1 .
- This is intended to" cover only those new design mixes, created by
- modification of determined design mixes, which have not been proven by the
! lab tests prior to their placement. The number of cylinders may be reduced to a minimum of four per set if a sufficient number of cylinders i (e.g.100) for the modified design mix has proven the mix to be i acceptable. _s
~
l The extra cylinders are tested if it is necessary to substantiaca 7 or 28 day test results. i The concrete cylinders are tested for compressive strength in accordance with ASTM C39. The strength level of the concrete is considered satisfactory if: l
- a) No individual strength test results falls more than 500 psi below the j required class strength at 28 days.
b) . The averages of all sets of three consecutive strength test results equal of exceed the required class strength at 28 days. Each 28-day strength test result is the average of tuo cylinders from the same sample. The variation becueen the two cylinders must be not more chan five 4 percent of their average. A greater variation requires tssting.of the third (spare) cylinder to determine the average strength. If the third cylinder strength variation is also greater than five percent of the average, C7&L' decera Aes' the reason for such a wide va.riation in test results and rectifies it. The coefficient of variation for the tests on each mix, as determined in accordance with ACI 214, must not be greater than 15 pcreene. A greater variation will require a review of concrete batching, mixing, transporting facilities, and procedures to assure a reduction in this coefficient to the required 15 percent or lower. W
.ar 3.8.1-62 1
- l D. ,
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. x ' ' {..g > The slump tests are performed as follows: 4 a) . One slump test is performed for the first batch placed each day, and thereafter for each 50 cubic yards of each class of concrete placed. b) Slump tests are made on each concrete batch used for test cylinders. c) Slump tests are made at any time the inspector has reason to suspect that the concrete slumps are not within the allowable tolerances. The concrete air entrainment content and temperature is taken with each slump test. The concrete unit weight is determined daily during production, in addition to j the slump, air concent, and temperature.
- The batch plant scales are calibrated to ASTM C 94 standard on a
- nonthly basis.
1 Mixer uniformity tests to the ASTM C 94 standard are performed initially and every six months. The evaluation of the test results for concrete are in accordance with ACI 214 and ASNK Code Section III, Division 2/ACI 359 Code. l(q j During concrete operations, inspectors at the batch plant witness the mix 4 ,' proportions of each batch delivered to construction, and periodically sasole and test the concrete ingredients. The inspectors ensure that a ticket is provided for each batch, which documents the time loaded, actual proportions of the mix, amount of concrete, and the concrete design strength. Ihe cleanliness of trucks and the handling and storage of aggregate are checked by the batch plant inspectors. The concrete batch plant complies in all , respects, including provisions for storage and precision of measurements, with ASTM C-94, and National Ready Mixed Concrete Association (NRMCA) - Certification of Ready Mixed Concrete Production Facilities. Water and ice
! additions, if necessary, are modified as required based on measurements of
- the moisture concent and gradation changes of the aggregate.
Other inspectors at the construction site inspect reinforcing and form placement, make slump tests, make test cylinders, check air content, check . concrete temperatures, record weather conditions, and inspect concrete placing ' , and et. ring. The requirements of Regulatory Guide 1.55 are followed 'with i clarifications described in Section 1.4. I The reinforcing steel bars comply with the requirements of Articles CC-4300 i and CC-5300 of ASME Section III, Division 2/ACI 359 Code, with the exceptions
- listed in Appendix 3.8A. The requirements of Regulatory cuides 1 10 and 1 15, 2 with clarifications in Section 1.8 and Appendix 3.8A, are also followed.
i i l 3.8.1-63 Amendment No. 2 4 e
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The following inspections are performed: a) Visual inspection of fabricate reinforcement is periodically performed to ascertain dimensional conformance with specifications and drawings,
- b) Visual monitoring of in-place reinforcement is periodically performed
! - by the placing inspector to assure dimensional and locational conformance with drawings and specifications. 3.8.1.6.3 Special Construction Techniques The recommendations of Regulatory Guide 1.107, "0ualifications for Cement Grouting for Prestressing Tendons in Containment Structures," are not applicable to the Shearon Marris containment. The Concrete Containment 1 2 Structure (CCS) is a steel lined reinforced concrete structure in the form of a vertical right cylinder with a hemispherical done and a flat base with a recess beneath the reactor vessel, as described in Section 3.4.1.1. No prestressing system is employed in the containment design and construction. ! , However, the following special construction techniques were followed. a) Concreta construction practices, including stockpiling, storing, i batching, mixing, conveying, deoositing, consolidating, curing, and the l-preparation of formwork and construction joints, are in accordance with the provisions of Section CC-4200 of the ASME Code Section III,
- 2 Division 2/ ACI 359 Code with the exceptions listed in Appendix 3.A. The i '
requirements of RG 1.55, with the clarification described in Section 1. A. are also followed. No special construction techniques are utilized in the , j concrete construction. - 1
- In general, con'erate lif ts in the wall and done of the containment structure
- are placed in approximately 10 ft. and -4 f t. high lifts, respectively. Each j life is constructed in not more than 20 in. layers placed at such a rate that i
concrete surfaces do not reach their initial set before additional concrete is i placed. Past experience indicates that the use of properly controlled , concrete mixes and placements not exceeding 20 in. high layers, as described , above, followed by careful curing at each lift, controls shrinkare ! sufficiently to provide the necessary stability in the finished concrete. 1 The cylindrical wall liner is used as an interior form for placiar of concrete in the wall. The liner is connected to the exterior form as shown on
- Figure 3.8.1-44. Additional vertical channels are provided on the inside f ace to minimize liner stresses due to the placement, of fresh concrete.
!* Calcul'a cions are made in order to determine the stresses induced into the
- liner during construction. These " locked-in" stresses are suoer-imposed on
- all other mechanical and thermal stresses induced into the liner, using the l load combinations from Table 3.8.1-2.
The dome liner is used as the sole support for placing reinforcing steel and concrete in the dome. Calculations are made and a sequence of operations are devised to allow this practice with assurance that the liner will not be in jeopardy of buckling. The sequence of concrete placement in the dome is shown on Figure 3.8.1-23. N d t
- l. 3.8.1-64 Amendment No. 2
i
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9:n .~ w.C .e 'r. .c.';:. e. :::. y, ,:
- ;w. v s : : .:1.M. :*n.%.NPP FSARnW ":. . w .v. . ;
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'r b) , Temporary Construction Openings - Temporary construction openings are
;j provided in the cylindrical wall of the containment structure. Construction joints are provided around the openings and the concrete surface is sufficiently roughened for proper interlocking of the concrete. The
' reinforcement extends into the opening for sufficient length to ecable
~ splicing of bars. -
The wall around the opening is designed to prov'ide the necessary reinforced concrete beam section to span the opening, and to provide the necessary column ; section on either side of the opening to transfer-the loads to the foundation l mat. - I . p 3.8.1.7 Testing and In-Service Surveillance Requirements i
- 3.8.1.7.1 Structural Integrity Pressure Test 2
The Concrete Containment Structure is subjected to a preoperational structural ; i proof test after the Containment is complete, with liner, concrete structures, ~ r { all electrical and piping penetrations, equipment. hatch, and personnel locks . in place. I While the SHNPP's Containment is a non prototype Containment, the structural acceptance test is performed in accordance with the procedures outlined in Article CC-6000 of the ASME Code Sectiod III, . Division 2/ACI -359 Code for a
- prototype Containment as augmented by the provisions delineated in Regulatory 15 j Guide 1.18. ,
l 4 i / The internal test pressure is increased from atmospheric pressure to i 1.15 times the containment design pressure in five approximately equal pressure increments. The Containment is depressurized in the same number of j increments. Measurements are recorded at atmosphric pressures and at each 1 pressure level of the pressurization and depressuri,zation cycles. Concrete ! crack patterns are recorded at atmospheric pressures and at each pressure l level of the pressurization and depressurization cycles.- Concrete crack
- patterns are recorded at atmospheric pressure both. before and immediately
! after the test and at the maximum pressure level achieved during the test.
- Instrumentation for these tests consists of taut wire extensometers for l'onger t
distance and LVDT (linear variable differential transducers) for shorter
- distances, with automatic data logging systems to measure deflections.
j Vertical displacements are measured with Invar tapes. The environmental i conditions during the test are measured in a manner and to an extent that permits evaluation of their contributions to the response of the Containment. l The test is not conducted under extreme weather conditions such as snow, heavy I rain, or strong. winds. I In order to determine the complete picture of the overall deflection pattern of the Containment, radial and vertical deflections of the Containment are , measured in accordance with ASME Code Section III, Division 2/ACI 359 Code,
- Article CC-6232. The radial deflections are measured at several points along-l four meridians spaced around the Containment, including locations with varying i stiffness characteristics. Vertical deflections of the Containment are g- measured at the apex and the springline of the done.
i i
! i 3.8.1-65 Amendment No. 15
- - - . , - . . . - - . . - . - - , . . - - - - . .. ,-~- -. ,--....n.- - -.- -n., --.-__,_--,,--,.-,-------.-,n,,. - ,.- ------.--
. . SENPP FSAR -
. av . . - .r . . v.3 . . : , , , # . . .
.. .v.,.. . p .,. c. .e p. :. n . .
.. . .c 3 3., .. . ., .. . - . n ., .... . . , . . .... ,. 3 , .- 0.,, .x. , t .. ,
. . . . . .. . . .n. .
s.. . Figure 3.8.1-45 shows the radial displacement measurement locations and . Figure 3.8.1-46 shows the vertical displacement measurement locations. The radial and tangential deflections of the containment wall adjacent to the equipment. hatch opening are measured at twelve points, as shown on Figure 3.8.1-45. The pattern of cracks that exceed 0.01 inch in width before, during, or af ter the test are mapped in accordance with ASME Code Section III, Divisica 2/ACI 359 Code, Article CC-6233 near the base-wall intersection, at the midheight of the wall, at the springline of the dome, around the equipment hatch opening, and at main steam and feedwater penetrations, as shown on Figure 3.8.1-50. Strain measurements in the concrete sufficient to permit a complete evaluation of strain distribution are determined in accordance with the requirements of j ~ Regulatory Guide 1.18, and as shown on Figures 3.8.1-47, 3.8.1-48, and. 3.8.1-49. l As a minimum, the following responses of the Concrete Containment Structure to pressurization are established by the tests: L a) Yielding of conventional reinforcement does not develop, as determined l from analysis of crack width, strain gage, or deflection data. b) No visible signs of permanent damage to either the concrete structure or the steel liner that can be detected. c) The deflection recovery 24 hours af ter complete depressurization is 70 percent or more. d) The measured maximum deflections at points of maximum predicted
; deflection does not exceed predicted values by more than 30 percent. This requirement is waived if the 24-hour recovery is greater than 90 percent.
3.8.1.7.2 Initial and In-Service Leakage Rate Tests Initial and in-service leakage rate tests are discussed in Section .2.6. I E be .
._-- , , - ,,.n ,, , . ,-- ----,--, - --, , . . - - - -
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TABLE 3.8.1-1 .-
. .i l
_IW.S ICN, PRocifMEHEffr. FARRICATION AND ENECTION STATilS 3 l
'l ?
~~
l OF CoffrAIJHEfff COMPONENTS, PARTS AIN) APPHRTENANCES - Re[nort , Procurement, Fabrication. Erection Ehasco Stamp Required Data Stresan Prior to After Construction ASE Sect III Report Rep <irer, Design Air t l 29, 1977 April 29, 1977 Specification Div.2/ACI 359 Div.2 Div.I . i Components Reinforced ASE Sect III NA ASE SECT [II CAR-Sit-Cll-6 NA Yes - 2 Concrete Hat Div.2/ACI 159 Div 2/ACI 159
- I Reinforced ASHE Sect III NA ASE Sect (II CAR-Sit-CII-6 NA Yes '
' Concrete Walt Div.2/Act 359 I)!v 2/ ACE 15g 2 nn .
Reinforced ASME Sect III HA ASE Sect,III CAR-Sil-Cll-6 NA Yes { concrete Dosse Div.2/ACI 159 Div 2/ACI 359 g, Pa rts Steet I.iner ASE Sect III * ** CAR-Sit-AS-1 *** Yes - 'I
$ Div.2/ACI 359 ' b ,.
Anchor Stude ASME Sect III * ** CAR-Sil-AS-1 NA Yes Div.2/ACI 359 ' e l Crane AISC 1970 AISC 1970 ** CAR-Sit-AS-1 NA Yes Supports & ,. Brackets '
..~
Estulpment ASME Sect III * ** CAR-Sil-AS-1 *** Yes. ' ' Ilatch ' g Div.I l 5 Subsect NE . E. . I Personnel ASME Sect III * ** CAR-Sil-AS-1 *** Yes.- ' N Air 1.ock Div.R . ; z Subsect NE .. E' w Emergency ASHE Sect !IE * ** CAR-Sil-AS-1 *** Yes Air I.ock Div.I i Subsect NE , , e
o ! .- .
^)- -
{ ;;, ' - '. TABLE 3.8.1-1 (cont'd)
..i.. .
DESIGN, PROCUREMENT, FABRICATION AND ERECTION , STATUS OF CONTAINHENT COMPONENTS, PARTS AND APPilRTENANCES
*?
Report Procurement, Fabrication, Erection Ebasco Stamp Required Data Streps Prior to After Construction ASHE Sect III Re port Repopt Design April 29, 1977 April 29, 1977 Specifcation Div.2/ACI 359 Div.2 Div.) s . 4 Partu Valve ASME Sect III * ** CAR-Sit-AS-1 *** . Ye s - (cont'd) Chamber Div.1 .! Subsect NE ? Type I ASME Sect III NA ASHE Sect III CAR-Sil-N-54 *** Ye's - Penetration Div.1 Subsect NE . Sleeves Subsect NE .-
- un u
Type II ASME Sect III
- CAR-SH-AS-1 Yes .h'8
, Penetration Div.! '-
'g Sleeves Subsect NE ,' '; y 1
Type III ASME Sect III
- CAR-Sit-AS-1 Yes .I Penetratton Div,! ,..,
Sleeves Subsect NE i-Electrical ASHE Sect III NA ASHE Sect III CAR-SH-E-28 *** Yes' Penetrations Div.! Div.I j (* Subsect NE Subsect NE
- l Fuel Transfer 'ASME Sect III * ** CAR-Sil-AS-1 *** Yes Yes
, Tube ,Pene- Div.! , tration Subsect NE ' . Sleeve % ? t j . l i
_) Q p
-] .) '".r .
.7.* _.
,1
- _r TARI.E "l.8. !-l (Cont 'd) [ ..
DES IC.N, PROCllitEHENT, PARRICATION ANH RRECTION STATIIS N :-
, i,/.
OF CONTAINHEKr COMPONENTS, PARTS AND APPilRTENANCES
.k
.i i
Report 3 '{ ' Procurement, Fabrication, Erection Eliasco Stamp Required Data Stres,s/ Prior to After Constrisetton ASMt Sect III . Report Re po r t Design April 29, 1977 April 29, 1977 Specification Div.2/ACI- 159 "Div.2_ Di v. I f,,- Sump Recircul. ASHE Sect III * ** CAR-SN-AS-1 *** ~' Yes ~ RilR Sleeve Div.!
~'
(Sleeve Nos. Subsect NE ,' 47 & 48) .' .. 2 Stimp Recircul. ASHE Sect III * ** CAR--Sil-AS-1 *** Yes [. '.
.P Cont Spray Div.! . i l ? Sleeve Subsect NE *
'87
'i'
! (Sleeve Nos. .g
$ 49 & 50) g Attachments Spray Piping. AISC 1970 AISC 1970 ** CAR-Sil-AS-1 I to I.Iner HVAC Pads *
.. ~.
Test channels AISC 1970 AISC 1970 ** CAR-Sil-AS-1 and Angles
* '. ;~ .
Materials Concrete Act 318-71 NA ASHE Sect III CAR-Sil-cil-6 Produced and a Div.2/ ACE 359 certified in ! +l accordance with *. , f g ' CC 2000 with exceptions g Itsted in 'e 7 g Appendix * ~ 1.RA z o Materlats Reinforcing NA ACI 118-71 ASHE Sect (It CAR-Sil-Cll-7A
" (cont'.1) Steel Div 2/ASI 1 59 2
Concrete NA Hanta f.Reconem. ASHE Sect III . CAR-Sil-AS-7 and Embeilmen t s Div 2/ACI '159 CAR-Sil-Cll-16 ,;
=
N s
, o{ . . .,. .
a
) _.-) 3 a ,/ -l ..
- - =-
TABLE 3.8.1-1 (Cont'd) . DESIGN, PROCUREMENT, FABRICATION AND ERECTION STATUS - i. OF CONTAINMENT COMPONENTS, PARTS AND APPURTENANCES - Report " .. Procurement, Fabrication, Erection Ebasco. Stamp Required, Data Stress Prior to After Construction ASHE Sect III:- Report Rdpoit Design April 29, 1977 April 29, 1977- Speci1 cation Div.2/ACI 359 Div.2 Div.1"
'i Measuring NA Manuf.Hecome. Manuf.Recome. *
, ;I Devices . .
(strain. - stress,etc.) . Waterproofing NA Hannf.Recomm. Manuf.Recomm. CAR-SH-Cit-12 . . Membrane I s
, Water Stops HA Manuf.Recome. Manuf.Recomm. CAR-SH-Cit-13 .; '., .- h-
;g
. ns an p Hechanical NA Hanuf.Recomm. ASHE Sect III CAR-Sit-Cit-15 , .,c y 4 Splices Div.2/ACI 359 ;,j- u_
o
# Prior to April 29, 1977 for all these items the procurement, fabrication and erection were performed in accordapce with ASME Code Sect III Div.1, Subsection NE, Winter 1971 Addendtma.
, ~5
#4 After April 29, 1977 fcr all these items the procurement, shipping, erection, shop painting, testing and Inspeqti'on are performed in accordance with ASHE Code Sect. III Div.2/ACI 359, Winter 75 Addendum and Associated . Sections of .t;he.
ASME Code Sect. III Div.1, Winter 75 Addendum. , ,,
*** No Stamp; Acceptance. based on the Structural Integrity Test. Materials, fabrication and construction testing'and examination in accordance with the Engineering and Construction QA prograu which was approved by the NRC during thii ; '
construction permit revie w. For status of procurement, fabrication and erection of parts as of April 29, 1977 see Table 3.84-1 in Appendix 3.8 . \ ', 4 e
. ' - > . .,, . l. . - , . . . . . .
.. .j.,.,SBNPP FSAR. .,t. .. ,, , 1, , , , ., , , . , ., ,
. ;. . .n . . . . r ~ .
.:,<.....,,...g,... . ._.,,... .,....:_
-- TABLE 3.8'.1-2 CONTAINMENT STRUCTURE LOAD COMBLNATIONS
, .AND LOAD FACTORS a) Service Load Combinations
- 1) Test Pressure C = 1.0 (D +-L + Pt + Tt)
- 2) Construction C = 1.0 (D + L + To + Hu)
- 3) Normal Operating C = 1.0 (D + L + To + Ro + Pv)
- 4) Operating Basis Earthquake C = 1.0 (D + L + To + Ro + E + Pv) m 5) Hurricane 3
C = 1.0 (D + L + To + Ro + Hu + Pv)
. b) Factored Load Combinations
- 6) Operating Basis Earthquake C = 1.0D + 1.3L + 1.0(To + Ro) + 1.5E + 1.0Pv
- 7) Hurricane C = 1.0D + 1.3L + 1.0(To + Ro) + 1.5Hu + 1.0Pv i
- 8) Safe Shutdown Earthquake C = 1.0(D + L + To + Ro + E' + Pv) '
- 9) Tornado C = 1.0(D + L + To + Ro + W + Pv)
- 10) Loss of Coolant Accident a) C = 1.0(D + L) + 1.5P + 1.0(Ta + Ra) t
, _., b) C = 1.0(D + L) + 1.0P + 1.0Ta + 1.25Ra 3.8.1-71
+A. .n.
l .* ~ .,~ j' [ r. , , y _. ..' .* *, . . .
., .. . .. 4 ,
_,,,....,n. ,,,,* s..x .
, . - r- 4. -:
, . , ; :~c. < :~ . , a *: ~. . r.
.- -. ~ -s. .
.SBNPP iSARr -,.~ . ,
- g . .
+
j .
;c TABLE 3 8.1-2 (Cont'd) l
. . 1 b) Factored Load Combinations (cont'd)
- 11) Loss d Coolant Accident with OBE .
C = 1. 0(D' + L) + 1 25P + 1. 0(Ta + Ra) + 1. 2 5E
- 12) Loss of Coolant Accident with Hurricane C = 1. 0(D + L) + 1. 25P + 1. 0(Ta + Ra) + 1 2 5Ru
- 13) Operating Basis Earthquake, Murricane, and Flooding C = 1. 0(D + L + To + E + k + Rq )
- 14) Loss of Coolant Accident with SSE C = 1. 0(D + L + P + Ta + Ra + E' + Rr)
In all combinations, the live load, L, is considered either with full value or v,
.s
) completely absent.
In load combinations 10 through 14, the maximum values of P Ta, Ra, and Rr, , including an appropriate load factor to account for the dynamic nature of the load, are used or a time history 'is performed. j Load combinations 9,10a, 10b, and 14 are first satisfied without the impulsive loads (P, Rrr, Mrj) or the impactive loads (*4m and Rrm): yield 2 strain and displacement may be exceeded, providing that the energy absorption capability or the resistance function of the structure, limited by one-third or two-thirds of the ductility at failure, are not exceeded when considering the impulse or impact loads, respectively. ' In all factored load combinations used for the analysis of the liner, all load factors are taken equal to 1 0. l2
~
l l I l t O l
- 1 3.8.1-72 Amendment No. 2 '
n
. . . . , ..-...s..-,,+., ,_....e--.-,_,._-.-,,,,c.,_.
-,-,,n,-. ,...-,,,,,.,,,,,,,---,.,,gr.., ,- .,gw,-w.,- .r,---
.. , . , , . . , . . . . .. ..SENFP TSAR.. ., ,-- .. ,. . .
- ., . w .. . . . . .
.. . ;. . .l . ..
. . . .. , .. .,., p ,...,..,- 7,.,..
.. : f. : , . , . . ,;.,..,..,, .
/) .
' ( :./
TABLE 3.8.1-3
' STRESS AND STRAIN ALLOWABLES FOR LINER.AND LINER ANCHORS LINER PLATE ALLOWABLES Stress / Strain Allowables*
Load Combinsgt en Membrane Membrane Plus Bending construction f,g=f,,=2/3 f py f,g=f,e=2/3 fpy Service E,g=E,,=0.002 in/in E,g=E,e=0.004 in/in Factored E,e=0.005 in/in E,,=0.014 in/in , E,g=0.003 in/in E,g=0.010 in/in l
- The types of strains limited by this table are strains induced by deformation or constraint.
LINER ANCHOR ALLOWA3LES Force / Displacement Allowables 1 O- Load Combinations in Table 3.8.1-2 Mechanical toads ** Displacement Limited Loads *** 1 through 9 Lesser of Fa= 0.67Fy da = 0.25 Su Fa= 0.33Fu 2 10 through 14 Lesser of Fa= 0.9F7 da = 0.50 Su Fa= 0.5Fu
** Machanical loads are those which are not self-limiting or self-relieving with load application.
*** Displacement limited loads are those resulting from constraint of the I
structure or constraint of adjacent asterial and are self-limiting or self-relieving. . . Legend: f,g, f,e = allowable liner place tensile or conpressive stress, respectively f py = specified tensile yield strength of liner E gg, E,e = allowable liner place tensile or compressive strain, respectively Fa = allowable liner anchor force capacity Fy = liner anchor yield force capacity Fu = liner anchor ultimate force capacity 6a = allowable displacement for liner anchors 2 du = ultimate displacement capacity for liner anchors 3.8.1-73 Amend mne .No. 2 l
- . -. 3 u... . . . . . . , .. . .. . ..SEN.PP
_ .- . FSAR . . . . _ x. . c . -.. .
. .c . &
.; : .3 . . .. . . .f , .
..,q,.,,,,,,, . _. . ......t.. . , . . , . . . ,,. ..
~
TABLE 3.8.1-4 CONTAINMENT STRUCTURE STRENGTH REDUCTION FACTORS Item and Stress Service Load Factored Load Category Combinations Combinations 4 4 Concrete Compressive Stress: Primary Loads: Membrane 0.30 or 0.40* 0.60 Membrane plus bending: 0.45 0.75 Primary Plus Secondary: Membrane 0.45 0.75 Membrane plus bending (Note 1) 0.60 0.85 Concrete Tensile Stress: 0 0 Reinforcing Steel Tensile Stress 0.50 or 0.66** 0.90**** Reinforcing Steel Compressive Stress 0.50*** or 0.66** 0.90*****
- Applicable only to load combinations which include either Hu or E loads.
** For load combinations in which temporary pressure loads or temperature effects loads are combined with other loads.
*** The others may exceed 0.5 fy for compatibility with the concrete but 4 this stress will not be used for load resistance.
**** The censile strain may exceed yield when the effects of thermal gradients through the concrete section are included.
t
***** The strains may exceed yield when acting in conjunction with the concrete if the concrete requires strains larger than the reinforcing yield to develop its capacity.
NOTE: ' (1) The maximum alloweble primary-plus-secondary membrane and bending compressive stress of 0.85 f'e coresponds to a limiting strain of 0.002 in./in. as required by ASME Section III, Division 2/ ACI 359 Code.
- n.
U . . 3.8.1-74 , mi-- -y -- ---m------e.----------r -- -.---.w.--,n--r-------gwm y w ,s- p - - , . - - - y w- y
SENPP FSAR
. *- .- s , . . , , . . ,, , , ,;.;.....; , . , ,, ,, , .
- s. . .
7
.k;,.s a,.
.
- g4 . ., .
.,...y,.,..-g:,.,.,y ; . .. , : q ;,; . } .. .,,, . . ,. . , , g;.;, . gt e,.,
* ,,,.,,,,g' ,
- f. . . s, ,., ,, ,,
TABLE 3.8.1-5 -
SUMMARY
OF IN-PROCESS TEST PRESULTS CEMENT Range Compound / Property Max. Min. Avg. Autoclave expansion : +0.02 -0.02 0.00 Initial set hr. 3:54 1.53 2:43 Final set hr. 5:26 2:45 3:54 3-day strength psi 2930 1975 2453 7-day strength psi 4390 3290 3878 Air content of mortar % 9. 0 7.6 8.3 Blaine min. 4040 3819 3864 S102 % 22.8 21.3 21.8 A1 023 % 4.35 3.37 4.05 Fe2O3 % 4.15 3.47 3.81 Mg0 % 2.02 1.28 1.65 S03 % 2.72 2.35 2.59 Loss on ignition % 1.64 0.90 1.23 Insol. residue : 0.48 0.27 0.38
; 1. Preliminary acceptance tests 4
i i i . r f l I l l
- l.
- I I
1 3.8.1-75 i I i
SENPP FSAR
+...*.. .,.
.,'t. . ..; ,..i. .. . . . .: . .
. ,s .c..,, . .... ,, , .s , ,..
.q . ,
.,,,t,,.;.,-
. . . . .. . .. , . . s n, ,7 3-p .: ,.. ,
. 3 .,; . _ , . g ,.. . , < p <, .-. . ,.
,, 3j ,. , , , , , . ,, . ,....;... ,
,m,
~
f \ .- - TABLE 3.8.1-6
SUMMARY
OF IN-PROCESS TEST RESULTS
- SIEVE ANALYSIS AND FINENESS MODULUS FINE AGGREGATE (SAND)
Sieve Cumulative Percent Passing Size Coarsest Finest Average Initial,1 , ? 3/8 100 100 100 100 No. 4 96 100 100 100 t No. 8 83 100 100 95 No. 16 51 89 77 70 No. 30 26 59 44 37 No. 50 5 28 12 10 No. 100 0 8 2 3.3 No. 200 .1 2.8 1.00 1. 3 F.M. 2.8[5' Number of Tests -
't i
i I Preliminary acceptance test i . i i i. I
- O i g/ .
4 3.8.1-76
' ~ ' *~
SENPP FSAR
. . (* . *:( , : . .. . .. .. .: .. -
,..J. .
,; 7 , , . . . ,<...,r- . .
e v S. . w.. . ::h. : "t w : . .: . .
;....,,~ : i - ; , .4. . 2.: .; s. . h. .e ;. ..al .. , ,.
p, . ,.g . - '
'b' TABI.E 3.8.1-7 -
SUMMARY
OF IN-PROCESS TEST RESULTS FINE AGGREGATE (SAND)
. ,, 7 .
Range Property Max. Min. Avg. Friable particles (%) 0.70 0.0 0.34 Lightweight particles (%) 0.70 0. 0 0.16 Absorption (%) 0.96 0.44 0.66 Specific gravity (SSD) 2.67 2.57 2.62
. Reduction in alkalinity una./1 78.1 29.8 54.5 Dissolved silica nua./1 29.8 22.4 27.0 NASO 4 soundness (%) 7.5 1. 6 4.5 O
Five cycles t 2 a 4 . l l l
\
i l i l l 3.8.1-77 , 1
. , , . SENPP FSAR
.., .3,.. ., ,. .. . ,. ; , ,,
v .:. : . ' s, .. v ." r.. y . . r.. . r.:.
.n,- .:.:. w , . .n , y: : , ;. . . . . . .
. ..<...n'. . 4 _. . .
TABLE 3.8.1-8 +
SUMMARY
OF IN-PROCESS TEST RESULTS SIEVE ANALYSIS COARSE ACGRECATES .
; (1-1/2" GRAVEL I
.0 Ctmulative Percent Passing Sieve Size h Average Initiall 2" 100 100 100 1-1/2" 90-100 95 96 1" 20-50 46 35 3/4" 0-15 14 6 s 3/8" 0-5 3 1.5 t Ntaber of Tests . l IPreliminary acceptance tests i i -- i s ! A l U l i 1 3.8.1-78 ! t
.- SENPP FSAR
. .. .. . . . .. . . . . . . . , . , . . ,. . . . . . , f .,,.,s. . . , , . . .e . . . . . . . .. . .,; , ... ,.g
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- 4. , ., . :. c.. ., . : ,, . . . : . e . . . g. .. ig. . , , ,,:. . .z... f. . . 3, .s ., .y '.7,,. .
, .....,.,.3.s., ,..,.,.,.g....,..,,,,,,
, ./ m
-. (,_ ,3 i TABLE 3.8.1-9 ,
SUMMARY
OF IN-PROCESS TEST RESULTS SIEVE ANALYSIS C0 ARSE AGGREGATES (3/4" GRAVEL) M Cumulative Percent Passing Steve Size h Averase Initiall
! 1" 100 100 100 !
3/4" 90-100 94 98 3/8" 20-55 25 35 No. 4 0-10 8 - 8 .i ,
; No. 8 0-5 2 3.5 ! i t'
i Number of Tests t - \ } IPreliminary acceptance tests P i 4 i 1 ! .f 1 I .i l l 3.8.1-79 D
, , _ _ . . , _ , . ,____...__,_.__.,_.,-_,,,._,,..__,,,,--.,--.___,,_.,,..,,_,..~~.,,__,,p,,,,,___-.y...,,_..m.,,_,_. - . _ . - -
SENPF FSAR
._.,... t . x. * , , ,
~, . , . .
, . . .. . .f, : .,.
,c ., :,, ; ,. . ... .e;, . . . ..
. ,.3. . .q ,. , .
. .,., y,, .. .,. ,, ...5..,., . ,p,.. . . .. . ,4 ; . .. . ., .g.
., _.,,,a, ,,,
,,q.
TABLE 3.8.1-10
SUMMARY
OF IN-PROCESS TEST RESULTS AGGREGATE NO. 4 (1-1/4 IN. GRAVEL) Range Standard No. of Property Max. Min. Avs. Deviation Tests Initia14 Flat and Elongated (%) 3.18 1.0 1.86 N/A 4 Friab'le particles (%) 0.39 0.03 0.19 N/A 4 Lightweight particles (%) 0.01 0.00 0.00 N/A 4 Soft Particles (%) 0.90 0.06 0.61 N/A 4 Absorption (%) 0.55 0.40 0.43 N/A 4 Specific gravity (SSD) 2.75 2.67 2.70 N/A 4 L. A. abrasion (%) Reduction in alkalinity s Dissolved silica MgSO4 soundness (%)3 N/A N/A N/A NASO 4 soundness (%)3 1 *nsufficient data 2 Potentia 11y deleterious 3Five cycles j
' Preliminary acceptance tests 3.8.1-80 4
L_.____._________.__
o SENPP FSAR l
. .. ..= .. .
.. . . , . . . . .. , , , I, ,, , . . . ,
. f= .' .*,', *I .>.'i. o y, > * .ts: t.s .'. ,l.* * 'y *',*. r* *:' \ a~. ;.: y. ..., _'
, . ' s.q . t.s-
. .,. ?. . r .,3.,1 r , s. t
- y. . r ... : .: *. ' .. r... . . . y. . ,. ; . . . ,. . . , ,. ;;_' ,
n . k, . TABI.E 3.8.1-11
SUMMARY
OF IN-PROCESS TEST RESULTS AGGREGATE No. 67 (3/4 IN. GRAVEL) Range Property Max. Min. Avs. Flac and Elongated (%) 22.0 1.0 3.8 Friable particles (%) 0.44 0.0 0.14 Lightweight particles (%) 0.23 0.0 0.02 Soft Particles (%) 1.00 0.0 0.71 Absorption (%) 0.98 0.29 0.57 Specific gravity (SSD) 2.85 2.67 2.76 L. A. abrasion (%) 15.0 11.6 13.5 Raduction in alkalinity 78.4 28.3 53.7 Dissolved silica , 41.3 21.6 29.0 NASO 4 soundness (2) , 7.6 0.2 3.0 1 Five cycles i i 3.8.1-81
U-p .
.SENFF FSAR i- . c. ' . . . . .
. . . . . , 7<. . . . . .,.y .:.% . , , v i, ;. .j .,, . , ( . ;,. .; .. . . . ,..
. .,, s . , . .,;. ,;g,. . 7 , ,.. . ..cc , ,. ,y. ,g, ., . . . ,4. ,,
.,,.3.,.,,.,,
[ O.'I g' TABLE 3.4.1-12 i
SUMMARY
OF IN-PROCESS TEST RESULTS WATER l r Variancel Range No. of Property Max. Min. h Tests Initial time of set, vicat (min) 9 1 5.5 20 Final time of set, vivicat (sin) 21 0 11.6 20 i Autoclave expansion +0.02 -0.04 -0.01 24 7-day compressive strength (%) 16.8 0.2 3.6 20 Range No. of Max. Min. h Te'st s Chlorides (ppe) 243 0.2 43.9 40 m i Solids (ppe) 825 18 265.9 40 Sulfates (ppe) 55.6 0.8 6.3 40 1 Comparison of test water with control water i-i i O l 3.8.1-82
, ~ , . ,' -' ,
. - . 1.
~s ,'* ,.
3... TABLE 3.4.1-13 C-
.* i SaleeuRY OF IIS-PenN44 TEST RESOLTS ,; ~
ADMIITWEES i,
)*
g.
~-
Range Range Range ., - Property Max. Min. h Itsu. Min. & Max. Min. h .)y .- - solids (1) 42.8 41.7 42.2 43.3 40.6 42.2 27.3 27.2 27.3 - - e . 1.. Specific gravity I.193 I.190 1.192 1.214 1.192 1.200 1.003 1.081 1.082 3 3* ,- pg 7.6 7.2 7.4 7.4 6.4 6.8 12.9 12.4 12.9 'I . -
=
=
! Chloride (ppm) 3 6 2 j L. . l sa t u. - . ! ce ~.,.-
- i e .. .e t
$ I Preliminary acceptance tests ,
..'J{,g 9.k
,i..
l i~.
= -
"s .
e
. * . =
l l
..+
* ?' *
<l ,.
[.. U .
. 4 e
e w-, , - ~ e .-- --- g - w- -,
. SENPP FSAR
. ? .'.. . ., . .: . . . . ...
. .. v. .:. . , . . 7. ,;. . ,. ,..y
. . ,,,3, .n . . :. ,v;, , .... ;: . .... :.,.. ; ,. n. .: , ., . . g , ,. o q., p. p wc,, .. . . .. . . . , . . . . .
. . i ; . . ,... <,,, , .,
TABI.E 3.8.1-14
SUMMARY
OF IN-PROCESS TEST DATA CONCRETE (5000 PSI) M-72 M-71 MIX ID CLASS AAA CLASS AAA No. Samples Avg. Temp Range 60-85 A Flastic Avg. Slump Range 2 1/4-33/4 A Data Av3. Air Cont. Range 5.0-7.5 A Avg. Unic Wt. Range 141.8-147.2 A Avg. Strength 4420 4810 7-Day Avg. Range A A Strength C/V Within A A Std. Deviation C/V Overall A A Avg. Strength 6530 28-Day Avg. Range Strength C/V Within Std. Deviation C/V Overall - No. of Tesr* 90-Day Avg. Strength Strength Avg. Range C/V Within Std. Deviation 3 . .. C/F Overall '. A - Insufficient Data 3.8.1-84
. r :'
.: . .,- i ',k -
{*~,. TABl.E 3.8.1-15 l's J
- i:
SUtetARY OF IN-PROCESS TEST DATA i ' CONCRETE (4000 PSI) "t.
. ,9
?
M-44 M-41 M-63 M-56 M-57 M-58 .' , MIX ID CLASS AA CLASS AA C1. ASS AA CLASS AA CLASS AA CLASS AA - No. SAMPLES C. Avg. Temp Range 60-85 -A A 57.86 76-86 A -l. .- Plastic Avg. Stump Range 2 1/2-4 1/2 A A 2 1/2-4 1/2 2-3 1/2 A Data Avg. Air Cont. Range 3-6.0 A A 4-8 4.4-7.8 A 7l Avg. Unit Wt. Range 14 1/4-148.6 A A 141.8-148.2 142.3-148.3 A C .
,2-3550 2950 3960 3810 3560 #
Avg. Strength 3270 . , "iG P. ..
. ..i - G .
y 7-Day ., ' **
- Strength -
, '3 e
t Avg. Strength 5701 4600 5790 5565 5450 5220 ~7' Avg. Range 166 A A 165 A A . ,.! 28-Day C/V Within 2.57 A A 2.63 A A .$ Strength j C/V Overall 8 A A 11 A A '*
, .4 A. Mixes M-41 M-63, M-57 & M-58 are seldom used mixes. Although data on these mixes exists the ;j '-
quantity of data is too low to meaningfully calculate these values. .- a m
*= *
. .s..,... , . ,
. . :e . . .. ,
. SENPP FSAR-l I
, . .c. ~ '.
; . v. ; .: . . .. ,
.s,. s. :
.. . ,n,.e 4. , ,. .:e .. ;.;.. ..
. ., s . n . .
p . (*i TABLE 3.8.1-16 S12fMARY OF IN-PROCESS TEST DATA CONCRETE (3000 PSI)
~~
MIX ID M-54 M-55 No. Samples Class B Class B Avg. Temp 61.77 61-81 Plastic Avg. 51 tap 1 1/2-3 1/2 2-4 Data Avg. Air Cont. Range 4.8-7.8 4-6 Avg. Unic Wt. Range 141.0-147.2 143.2-148.6 Avg. Strength 3300 3400 7-Day Avg. Range A A Strength C/V Within A A Std. Deviation C/V Overall A A Avg. Strength 4978 4905 28-Day Avg. Range 126 136 Strength C/V Within 2.25 2.46 Std. Deviation C/V Overall 8 9 No. of Tests 90-Day Avg. Strength Strength Avg. Range C/V Within Std. Deviation C/V Overall A Insufficient Data O,m . 3.8.1-86
1 SENPP FSAR
- s. ... . -
- .i.;. .+ e4, . -Q
;r . yr . . ,.... .. ./ 3 ., ., . , .r ., .. . ., .. . ..g .,. . . . ,., , , ;, ,. ., ,., : 9. , ,. , y ;, , ,n .~!
TABLE 3.8.1-17
SUMMARY
OF IN-PROCESS TEST DATA CONCRETE (2000 PSI) l MIX ID M-45 4 No. Samples Class D Avg. Temp Range 60-80 Plastic Avg. Slump Range 2-3 3/4 Data Avg. Air Cont. Range 4.5-7.8 Avg. Unic Wt. Range 141.9-145.7 Avg. Strength 2400 l 7-Day Avg. Range A Strength C/V Within
- A
.Std. Deviation C/V~ Overall A i
k m, Avg. Strength 4156 28-Day Avg. Range 118 Strength C/V Within ~ 2.53 l' Std. Deviation 12 C/V Overall No. of Tests 90-Day Avg. Strength
! Strength Avg. Range '
l C/V Within l Std. Deviation . C/V Overall i
/
l A Insufficient Data i i s" f )s
'O 3.8.1-87 L
*~
. :. -
- i
' .' . . . ,.% r .
-c ~~
. . d . . w.d.~. :c.i. w.. v. :.c s.cv- .::
. u. . * .*.5** W 5^* .- e " * " i , ~-
.D.
M. , 4
REFERENCES:
SECTION 3.8 3 8.1-1 ASME Section III . Division 2/ACI .359-75 " Code for Concrete Reactor vessels and Containments." 3.8 1-2 ACI 318-71 " Building Code Requirements for Reinforced Concrete." 3.8 1-3 ACI 349-75 " Code Requirements for Nuclear Safety Related Concrete Structures." Appendix C "Special Provisions for Impulsive and Impactive Effects." 3.8 1-4 NRC Regulatory Guide 1.10 " Mechanical (Cadweld) Splices in Reinforcing Bars of Category I Concrete Structures." 381-5 NRC Regulatory Guide 1 13 " Spent Fuel Storage Facility Design Basis." 2 3.8 1-6 NRC Regulatory Guide 1 15 " Testing of Reinforcing Bars for Category I Concrete Structures." 3.8 1-7 NRC Regulatory Guide 1 18 " Structural Acceptance Test for Concrete i Primary Reactor Contain:nents." 3.8 1-8 NRC Regulatory Guide 1 19 " Nondestructive Examination of Primary Containment Liner Welds." f 3.4.1-9' (]f NRC Regulatory Guide 1 54 "ouality Assurance Requirements for Coatings Applied to Water-Cooled Nuclear Power Plants." 3.8 1-10 NRC Regulatory Guide 1 33 " Concrete Placement in Category I Structures." 3.8.1-11 NRC Regulatory Guide 1 57 " Design-Limits and Leading Combinations i for Metal Primary Reactor Containment System Componeitts." 3.8 1-12 NRC Regulatory Guide 160 " Design Response Spectra for Seismi,e . Design of Nuclear Power Plants," Rev. 1, Dec. 1973. , j 3.8 1-13 NRC Regulatory Guide 1.61 " Damping values for Seismic Design of , Nuclear Power Plants," Oct. 1973. 3.8.1-14 NRC Regulatory Guide 192 " Combining Model Responses and Spatial i Components in Seismic Response Analysis" Rev 1 Feb.1976. ! 3.8 1-15 NRC Regulatory Guide 163 " Electric Penetration ' Assemblies in Containment Structures for Water-Cooled Nuclear Power. Plants.' l 3.8.1-16 NRC Regulatory Guide 176 " Design Basis Tornado for Nuclear Power s l Plants." 3 8 1-17 NRC Regulatory Guide 170 " Standard Format and Content of Safety Analysis Reports for Nuclear Power ?lants. 2 Amendment No. 2 L l .
.. . - . .- . .- ~
. . ' I '. . .,
SIMPP FSAR ,, , ,
.-.,.<.,.p,.......,...
- 3. . . ag ,,.. , ,, . . , %. g w.: .g, ,,, . . . ,. . . . .
....,,, ,,,,...,3.._ .
, . ..r , , , , . ,, ,
O ~ 3.8.1-18 NRC Regulatory Guide 1.94 "Ouality Assurance Requirements for Installation, Inspection, and Testing of Structural Concrete and Structural Steel during the Gnstruction Phase of Nuclear Power Plants.- 3.8.1-19 NRC Rasulatory Guide 1.122 " Development of Floor Design Response - Spectra for Seismic Design of Floor Supported Ecuipment or Components ." 3.8.1-20 NRC Branch Technical Position AAB-3-2 " Tornado Design
- Classification."
3.4.1-21 " Concrete Manual" - Bureau of Reclamation, 8th Edition,1975, i P. 45. 3.8.1-22 NRC Standard Review Plan Sec. 2.3.1 " Regional Climatology." 3.8 .1-23 NRC Standard Review Plan Sec. 2.3.2 "I,ocal Meteorology." 3.8.1-24 NRC Standard Review Plan Sec. 3.3.1 " Wind toading." 3.8.1-25 NRC Standard Review Plan Sec. 3.3.2 " Tornado Ioading." 3.8.1-26 NRC Standard Review Plan Sec. 3.5 1.4 " Missiles Generated by Natural Phenomena." 3.8.1-27 NRC Standard Review Plan Sec. 3.5.2. " Structures , Systems and Compononents to be Protected from Externally Generated Missiles." 3.8.1-28 NRC Standard Review Plan Sec. 3.5.3 " Barrier Design Procedures." 3.8.1-29 NRC Standard Review Plan Sec. 3.7.1 " Seismic Input." l 3.8.1-30 NRC Standard Review Plan Sec. 3.7.2 " Seismic System Analysis." 3.8.1-31 NRC Standard Review Plan Sec. 3.7.3 " Seismic Subsystem Analysis." 3.8.1-32 NRC Standard Review Plan Sec. 3.7.4 " Seismic Instrumentation." -. ! 3.8.1-33 NRC Standard Review Plan Sec. 3.8.1 " Concrete Containment" (11/14/75). , 3.8.1-34 NRC Standard Review Plan Sec. 3.8.2 " Steel Gntainment." l 3.8.1-35 NRC Standard Review Plan Sec. 3.8.3 " Concrete and Steel Internal Structures of Steel or Gncrete Qntainments (11/24/75). 3.8.1-36 NRC Standard Review Plan Sec. 3.8.4 "Other Seismic Category I Structures." 3.8 1-37 NRC Standard Review Plan Sec. 3.8.5 " Foundations." 3.8.1-38 ASG Manual of Standard Practices for Design of Nuclear Power i l Amendment No.1
~
. , . ' .* . . . . ;. ,. .,~ ~
, . L .
A . w .; u :. ..c;. v f.:, 7 . i. . o . .m.<;,,,. .: p.3/.. 3 ,q , .w3. , . . g..i 3 . ;,, ,.i.s j..; .,s.; . , . . .
-O E 3.8.1-39 ANSI " Building Code Requirements for Minimum Design Loads in
. Buildings and Other Structures A38.1-1972". l 3.8.1-40~ " Wind Forces on Structures", Task Committee on Wind Forces,
; Transactions, ASCE, Vol.126, Part 2, Paper No. 3269, 1961.
- 3.8.1-41 Maher, F. J., " Wind Loads on Dome-cylinder and Dome-Cone Shapes,"
Journal of the Structural Division, ASCE, Vol. 92, No. ST5. Proc. Paper 4933, October 1966. , 3.8.1-42 Timoshenko S. and Woinowsky-Krieger S. , " Theory of Places and Shells," McGraw Hill 1959. 3.8.1-43 Fugge W. , " Stresses in Shells," Springer-Verlag 1960.
- 3.8.1-44 Billington D. P., " Thin Shell Concrete Structures,"
McGraw Hill 1965. 3.8.1-45 Metenyi M., " Beam on Elastic Foundation," University of l Michigan Press 1964. i I 3.8.1-46 Arshain Amiridian, " Design of Prots.ctive Structures," Bureau of Yards and Docks, Department of the Navy, Washington, D. C., August 1950. ) 3.8.1-47 Recht R. F. and Ipson T. W., " Ballistic Perforation Dynamics"
- Journal of Applied Mechanics, Transactions of ASME, Vol. 30,
. Series E, No. 3, September, 1963.
i 4 3.8.1-48 Biggs J. M.," Introduction to structural Dynamics," McGraw Hill 1964. I 3.8.1-49 Norris C. H. et. al., " Structural Design for Dynamic Loads" McGraw l Hill 1969. l 3.8.1-30 Williamson R. A. and Alvy R. R. , " Impact Effect of Fragtnants l Striking Structural Elements" Holmes and Narver, Inc. 1973.
- 3.8.1-51 Suare M. A.,"Impactive Dynamic Analysis" ASCE National Structural l Engineering Meeting, Baltimore 1971.
I 3.8.1-52 Newmark N. M., "An Engineering Approach to Blast-Resi[ tant Design" ! ASCE Transactions Paper No. 2786. { } 3.8.1-53 Blume T. A. , Newmark, N. M. , and Corning L. R. , " Design of Multistory Reinforced Concrete Buildings for Earthquake Motions" , PCA 1961. l 3.8.1-54 Kennedy R. P., "A Review of Procedures.for the Analysis and Design of Concrete Structures to Resist Missile Impact Effects" Holmes and Marver, Inc. Anaheim, California. 3.8.1-55 Winter G., " Design of Concrete Structures" McGraw Hill 1964. L. .
SENPP PSAR
.s .. . . .. .
l m . v m : ... .,,. f. , , ,0 9, . s . ., .... c.u . 2 .
. .. .y. v .,.q. 7, . . ..... . . ...,......,.,,,,.,..y l
3.8.1-56 Wang C . K.g;n..,.
. s., , .... u. .,, . . . , c . r. ..and ShImon C. G. , " Reinforced Concrete Design"' Intext" A Educational Publishers N.Y. ,
3.8.1-57 Dunham C. W. , " Advanced Rainforced Concreta" McGraw Hill 1964. 3.8.1-58 Peterka J. A. and Cormak J. E., " Adverse Wind Ioading Induced by Adjacent Buildings" ASCE J. Structural Div. March 1976. 3.8.1-59 Doan P. L., " Tornado Considerations for Nuclear Power Plants Structures" Nuclear Safety Vol.11, No. 4,1970. 3.8.1-60 Dunlop F. A., and Wiedner K. , " Nuclear Power Plant Tornado Design Considerations" ASCE J. Power Div. March 1971. 3.8.1-61 Burket F. E. , " Effects of Tornado on Buildings" Civ. Eng. Jan. 1963. 3.8.1-62 ACI Publication SP 17 (1973) " Design Handbook in Accordance with the Strength Design Method of ACI 318-71." 3.8.1-63 Jacobsen, L. S. and Ayre R. S., " Engineering Vibrations"
, McGraw Hill 1958.
3.8.1-64 Harris C. M., Crede C. E. " Shock and Vibration Handbook" McGraw Kill 1961.
) 3.8.1-65 !angharr H. L., " Energy Methods in Applied Mechanics" John Wiley &
Sons 1962. . 3.8.1-66 TRW Nelson Division "Embedmont Properties of Headed Studs". . 3.8.1-67 TRW Nelson Division, " Construction Applications - Bent Concrete Anchors". 3.8.1-68 PCI " Manual on Design of Connections for Precast Prestressed . Concrete". , 3.8.1-69 AISC " Manual of Steel Construction" 7th Ed.1970. 3.8.1-70 Frits Engineering Imboratory-Lehigh Univ. " Ioad-Deformation Graphs". ,. 3.8.1-71 Timoshenko-Goodier, " Theory of Elasticity" McGraw RL11 1951. 3.8.1-72 ASME Boiler 6. Pressure Vessel Code Sect. III Div.1, Subsection NA 1975. 3.8.1-73 ASME Boiler & Pressure Vessel Code Sect. III Div.1, Subsection NE 1975 Class MC components. 3.8.1-74 Savin B. N., " Stress Distribution Around Holes," NASA 1970. 3.8.1-75 Peterson, R. F., " Stress Concentration Design Factors," John Willey 1966.
./I. . . . .
., .. ! . * '/ SHNFP 1rSAR.,
. A r . .t.q.p o .y+.s,v.p ,,.. . ..;.c.p
., wp; q . . u,+ .w. y .. e.g.g. :, . ,typ.:.. .;.f (.:
. .. .. . e f . ,: r ~.....a... % j...!
0- -
- V 3.8.1-76 Brush, Alaroth, " Buckling of Bars, Plates, and Shells" McGraw l Hill.
F 3.8.1-77 Doyle, Onu, "Some Structural Considerations in the Design of Nuclear Containment Liners" Nuclear Engineering and Design 1971. Winstead, Burdett, and Armentront, " Linear Anchorage Analysis for 3.8.1-78 Nuclear Containments" ASG J. Structural Div., Oct. 1975. 3.8.1-79 Bofaut, Carreira, and Walser, " Creep and Shrinkage in Reactor Containment Shells" ASG J. Structural Div. , Oct.1975. 3.8.1-80 Hardington, Parker, and Spruce, " Liner Design and Development for the Oldbury Yessels" Paper 56, Conference on Prestressed Concrete Pressure Vessels, Iandon, 1967. 3.8.1-81 Young, Tate, " Design of Liner for Reactor Vessels" Paper J57,
- Conference on Prestressed Concrete Pressure Yessels, Inndon,1967.
I
" Interaction Between a Pressure Vessel and Its 3.8.1-82 Chapman, Carter, Liner" Paper J58, conference on Prestressed Concrete Pressure . Vessels, Iandon, 1967. .
i 3.8.1-83 Bishop, Horseman, and White, "Linese Design and construction" Paper J59, conference on Prestressed Concrete Pressure Vessels,
} Inndon, 1967.
t . 3.8.1-84 Parker, " Stress Analysis of Liners for Prestressed Concrete Pressure Vessels" Proceedings of the 1st International i j Conference on Structural Mechanics in Reactor Technology, Paper M6/1, 1971. i j 3.8.1-85 Yang, "A Matrix Displacement Method on Pre and Post-Buckling i
; Analysis of Liners for Reactor Vessels" Proceedings of the 1st ;
i International Co'nference on Structural Mechanics in Reactor ' j Technology, Paper M6/2, 1971. j 3.8.1-86 Salvatori, R., "Pailure Angle of Dise" Westinghouse 1971. i
, 3.8.1-87 Bush, S., " Probability of Damage to Nuclear Component's he to
! Turbine Failure" Itaclear Safety 14. November 1973. i 3.8.1-88 " Full-Scale Tornado Missile Impact Tests," EPRI NP-148, April , l 1976. i l 3.8.1-89 Russel, C. R., " Reactor Safeguards," Pergsamon Press, 1962. l 1 l l 3.8.4-1 Winterhorn, H. P. and Pang, H., "Poundation and Engineering I Handbook," Van Nostrand Reinhold, 1975. 5 ; n t l('] 3.8.5-1 TVA, Technical Report No.13. "The Xantucky Project," Appendix D, Design of Nantucky Structures Against Earthquakes. , s ' Amendment No. 5'
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. l33, 1690
,,, 1851 RADIAL E m .. x . -
% RADIAL MOMENT DIA& RAM ,
-477 -584 -651 690 TANGENTIAL MOMENT DIAGRAM .goes -me quo -1053 -so26 ,_
- TANGENTIAL MOMENT DIAf= TAM _
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as ss 't ,,
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. I.u6 37 6 i RADIAL SHEAFIDIArmRAM
' ~' ' 8'? *
! RADIAL SHEAR DIA6eRAM RADIAL SHEAR DIAfaRAM 333 l -84, 384 . 200 i g .S 44 47 Is, . W e6 M 6E . . 7 CIRCUDW'ERENTIAL SMEAR DiMaRAM CIRCDMFERENTIAL SNEAR DIAGRAM CIRCUMFERENTIAL SHEAR DIAGRAM 1 l
,M , M 60 50 40 30 30 ,10 0 ,M ,10 ,60 ,50 ,40 ,30 to ,10 ) ,118 ,1 0 ,60 ,50 ,40 ,30 ,20 ,10 . o l R ADtub (FT) RADlus (PT) .
RADIUS (FT) j . UNITS : MOMENT IN PT-KIP
- i fmHEAR IN
- KIP *
- 1 l
. StEAROtt HARRIS NUCLE AR POWER PLAffT l
] Caroline Power & Light Company i F100AL SAFETY ANALYS45 REPORT CONCRETE CONTAING4ENT STRUCTURE
. saAT sTRuCruRAL REsrONsEs
{ , , , . FIGURE 3.8.1-26 -[ j
N: ' NOTE : Si IS SHEAR AT it.h N00AL POINT CLEMENT CONTAINMENT
- ML IS MOMENTATith NOOALPotNT (TYP) WALL
..a.
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*@ FINITE ELEMENT MODEL.
f- p-i t MODELING OF CRACKS SHEARON HARR18 NUCLEAR POWER PLANT Carolina Power & Light Company FINAL SAFETY ANALYSIS REPORT CONCRETE CONTAINMENT STRUCTURE ' CYLINDRICAL WALL FINITE ELEMENT MODEL AND MODELING OF CRACKS FIGURE 3.8.1-27 i l l
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t'.1;c,oo L7tG.co plSF%%CEretv ( % e.cwas) MOMENT-e' e Mt (IN FT-K) NOTE ;. ^"ad""t n.5 DIAGRAMS ARE FORTEST suEARON NARRis NuCtEAR rower rLANT PitESSURE M CDMSINATION Cwolina Power & Ught Company FINAL SAFETY ANALYSIS RErORT CONCRETE CONTAINMENT STRUCTURE AXISYMMETRIC LOADS FINITE ELEMENT MODELS COMrARATIVE STUDY RESULTS FIGURE 3.8.1-28
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ms _, ,20e 2 \ ME RIGIAN MEMBRANE IRCUMFEREHilAL TANGEUTIAL RADIAL CIRC,uuf E RENTIAL RADIAL RADIAL force D AGRAM MEMBRANE SHEAR DIAGRAM MOMENT DIACWAM HOMENT DIAGRAM SHEAR DIAGRAM DISPLACEMENT FORCE DIACWAM UNITS : FORCE IM KIPS, MOMENT IN FT-MIP , DISPLACEufuT IN FT. MEMEftAME FORCE SHOWN: TENSION IS PO5fflVE NMENEGATIVE SHEARON HARRIS NUCLEAR POWER PLANT IMOMENT 15 SHOWN ON TENSION SIDg LOAD COMBINATION ,10 a %; p 3 g %g LOSS OFCOOLANT ACCIDENT ,,,,t ,,,,7y ,,,ty,,,,,,,,7 Ca l.O(D *L)+1.EP +LO(Ta + Ra) CONCRETE CONTAINMENT STRUCTURE - CYLINDRICAL WALL AND DOME
- STRUCTURAL RESPONSES *i FIGURE 3.8.1-29 ' ,
i e
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33, i. L-11 0ON _.10*- are 1 80 3 313 aat . , ,_'_"' se . 3 98 445 }_ __ 41 _ O' ' M7 -15 S doo [l 801 9 N 694 s_ 1gg MERIDIAN MEMBRMIE CIRCUMFERENTEL DHGENTIAL RADIAL CIRCl>MFERENTIAL RADIAL RADIAL FORCE DIA6KAM MEMBRANE SHEAR DIAGRM4 MOMENT DIAGRAM MOMENT DIAGRAM SHEAR DIAGRAM DISPLACEMENT FORCE DIA6 RAM UNITS: FORCE IN KIPS, h0000ENT IN FT - KIP. DISPLACE 94ENT IN FT. 90ERABRANE FORCE SHOWet: TENSION IS POslTIVE COtrRESSION IS NEGATIVE SHEARON HARRIS NUCLEAR POWER PLANT 6eOt4ENT IS SHOWN ON TENSION SiOE LOAO COM81 NATION NO.11 Carolina Power & Light Company
,. LOSS OF COOLANT ACCIDENT WITH 08E FINAL SAFETY ANALYSIS REPORT.
C = 1.0 (D+ L) + 1.25P + 1.0 (Te + Ra) + 1.25 E CONCRETE CONTAINMENT STRUCTURE - ! CYLINORICAL WALL ANO OOME STRUCTURAL RESPONSES , FIGURE 3.8.1-30 i j .
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. MERIDIAN MEMIutAME MOMENT DIAGtAM SHEAR DIVaRAM DISPLACEMENT FORCE DIAGRAM ~-~ ~ ~. MEMBRANE 1---~~ ~~ 5 HEAR DIAGRAM ~ MOMENT DIKaRAM i TURCE DIAERAM_
q I UNIT 5 *.FDRCE_!% Kif-5, mot 4MT IN FT-KIP , DISPLACEL4EMT 16J FT.
! MEMBitANE FCitCE SHDWN! TEWEIONIS POSITlYE , f '
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CDWPIG5SIONISNEEATIVE LOAD COMBIt& TION #f4 SHEAR N HARRIS NUCLEAR POWER PLANT
). MOMENT IS SHDWH ON TEN 510N EIDE LD55 OF' COOLANT ACCIDENT WiFM SSE' Carolina Power & Light Company
- CiLO (DiL+P3TniRedE+Rr) FINAL SAFETY ANALYSIS REPORT -
LIND CAL W L A DDOME STRUCTURAL RESPONSES l FIGURE 3.8.1-31 4
"""T utriMAtt to6o e aristc cumve.
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I 4,00 to,50 . 04.G 2 S 11 16.'26 .070 3 750 16.50 .037 4 '175 13.75 .I'Z b go .
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- TEST OF 5/8" DI AMETER X 4" LONG HEADED Power & Light Company STUDS IN TENSION-CONCRETE IN TENSION 3.8.1-32 FINAL SAFETY ANALYSIS REPORT -
c - - - - . , , - e
CURE E% N ta.TIMATE LCEDx ULTlHATP K/lu. DEFCID%TICW IW
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's-SHEARON HARRIS NUCLEAR POWER PLANT CONCRETE CONTAINMENT STRUCTURE FIGURE l Carolina TEST OF 5/8" DIAMETER X 4" LONG HEADED Power & Light Company STUDS IN SHEAR CONCRETE IN TENSION 3.8.1-33 FINAL! AFETY ANALYSIS REPORT ;
- -.. tutyt "8"i " " ,Tewd wu uti: Mars gf g- .
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.S'* SPEC.tMEW 1;st SPEClH,EW
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, SHEARON HARRIS FIGURE NUCLEAR POWER PLANT CONCRETE CONTklNMENT STRUCTURE Carolina TEST OF 5/8" DIAMETER X 4" LONG HEADED --- -
Power & Light Company STUDS IN SHEAR-CONCRETE UNLOADED 3.8.1 35 l ! FINAL SAFETY ANALYSIS REPORT 1 t , - . - . - -
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A neno l i I 0 SHEARON HARRIS '- - - - - - -- FIGURE NUCLEAR POWER PLANT CONCRETE CONTAINMENT STRUCTURE FINITE ELEMENT MODEL FOR Carolina LINER ANCHORAGE ANALYSIS 3.8.W , Power & Light Company FINAL SAFETY ANALYSIS REPORT - -
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. . . . . . . FIGURE NUCLEAR POWER PLANT CONCRETE CONTAINMENT BUILDING Carolina FINITE ELEMENT MODEL OF WALL --
Power & Light Company MAT. LINER CONNECTION 3.8.1 37 FINAL SAFETY ANALYSIS REPORT
, . . '. 4 . , ' '. ,,, ..'- . , ,,
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12* m 2 ;: d - la. NOTE: d "I DIAGRAMS ARE FOR TEST PRESSURE
-g' ! .. I LOAC COMBINATION L O C ATl *,, N 18. 5 8 -
/
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, SHEARON HARRIS FIGURE NUCLEAR POWER PLANT CONCRETE CONTAINMENT STRUCTURE -
Carolina WALL MAT LINER CONNECTION 3.8.1 38 Power & Light Company STRUCTURAL RESPONSES FINAL SAFETY ANALYSIS REPORT 1
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Carolina FINITE ELEMENT MODEL OF LINER - Power & Light Company PLATE ATCRANE GIRDER BRACKET 3.8.1 39 FINAL SAFETY ANALYSIS REPORT L
= 1.00
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. AS THE HOMENT IuCREASES f g [g DEVELoPMEWT OF Aco TIONAL Ps.NotuG sfeEss e r, r, DUE To MEECHAMICAL coHolficus i e, c o
.- MOMEuf duRVATURE REl.ATICW5 HIP TOR RECTAWGULAR 5ECf104-PLASTIC DESIGLJ SHEARON HARRi$ NUCLEAR POWER PLANT Carolina Power & Light Company FINAL SAFETY ANALYSIS REPORT CONCRETE CONTAINMENT STRUCTURE ANALYSIS OF LINER ATTACHMENTS FIGURE,3.8.140 l
T
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