ML15355A497

Final Safety Analysis Report, Amendment 63, Chapter 3, Figure 3.5-48 - Cantilever Barrier Structure to Page 3.6-101

ML15355A497
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Site:	Columbia
Issue date:	12/21/2015
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2'-0" 4'-9"#6@10"#6 @ 10"#6 @ 12"Cantilever Barrier Structure 910402.24 3.5-48 Figure Amendment 53November 1998 Form No. 960690Draw. No.Rev.ElevationSection A-A Plan Plan 10 17 L.9 H.3Turbine Gen. Bldg Corridor Radwaste and Control Bldg CantileverBarrier Walls Door Opn'gCantilever Wall EL. 467'-0" EL. 487'-0"#6@12" E.F.

EL. 467'-0" 39'-6" 1'-6" 3'-0" 4'-0" 2'-0" 1'-0" K.1 H.3 Door Opn'g Below Slab 17 3'-0" 3'-5"1'-0" Thk Slab T/S El. 452'-0"#6 @ 12" E.F.E.W.

1. 5 @ 12"Ties CorridorCantilever Walls El. 441'-0"#7 @ 12" E.F.E.W.

7'-2 1/2" 1'-0" El. 452'-0"11'-0"E.F.3'-5"x7'-2 1/2" M.O.2 Add'l #7 Over DoorE.F.A A#4 @ 10" Ties El. 437'-0" El. 441'-0"6-#11x30'-0"4-#11x30'-0"Ties#7 @12"x30'-0" Lg.Add'l N.F.

Columbia Generating StationFinal Safety Analysis Report C OLUMBIA G ENERATING S TATION Amendment 63 F INAL S AFETY A NALYSIS R EPORT December 2015 LDCN-10-004 3.6-1 3.6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING

This section describes the design bases and design measures that are implemented for Columbia Generating Station to ensure that th e primary containment ve ssel and all essential equipment inside and outside primary containment, including components of the reactor coolant pressure boundary (RCP B), have been adequately prot ected against the effects of blowdown jet and reactive forces, and pipe whip resulting from postulated rupture of piping located either inside or outside of primary containment.

Design measures have been implemented to ensure that any such postula ted accident does not resu lt in loss of required functions that are necessary to mitigate the consequences of that particular accident and place the reactor in a cold shutdown condition. The implementation of design measures considered a single, random active component failure.

The implementation of criteria for protection of safety-related syst ems from the effects of pipe rupture as discussed in this se ction is based not only on analy tic evaluations but also on the walkdown of plant systems, equipment, and components which we re performed.

Verification of the protection of safety-related systems, e quipment, and components from the effects of pipe rupture was provided by means of th is final walkdown prior to fuel load.

The power uprate and Maximum Extended Load Line Limit Analysis (MELLLA) projects resulted in changes to the input parameters associated with the pipe break analysis. The evaluation of these changes (see Reference 3.6-10 and 3.6-24) supports the conclusion that the analysis and design presented in this section bounds the power uprate and MELLLA conditions.

3.6.1 PLANT

DESIGN FOR PROTECTI ON AGAINST POSTULATED PIPING FAILURES IN FLUID SYSTEMS OU TSIDE PRIMARY CONTAINMENT

The analysis of piping systems is performed in accordance with Branch Technical Position (BTP) ASB 3-1, Rev. 1, 1981.

Systems or components important to plant safety or shutdown, which are located approximate to high- or moderate-energy piping systems and are susceptible to the consequences of failures of these piping systems, were c onsidered during the evaluations described below. The identifica tion is related to the predetermi ned piping failure locations as described in Section 3.6.2.

A listing of systems containing high- and moderate-ene rgy lines is provided in Tables 3.6-1 and 3.6-2 , and the physical arrangeme nts of piping systems are s hown in Figures 3.6-1 through 3.6-20.

The continued habitability of the control ro om following a postulated fluid system piping failure is addressed in Section 3.6.1.12.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDCN-98-078 3.6-2 The results of failure mode and effect analyses are provided in accordance with BTP ASB 3-1 to verify that the consequences of failures of high- and modera te-energy lines do not affect the ability to safely shut the plant down. The analyses consider a single active component failure occurring in a required system concurrently with the postulated event. The results of these analyses are presented in Sections 3.6.1.11 and 3.6.1.18.

3.6.1.1 Energy Classification of Flui d Piping Systems Outside Containment

3.6.1.1.1 High and Mode rate Energy Criteria

Definitions of high- and m oderate-energy fluid piping systems are given in Section 3.6.2.1. Fluid systems which could be classified as high energy during operation, but are required to function only to mitigate the consequences of a loss-of-coolant ac cident (LOCA), are considered moderate energy as ruptures of these systems during operation would imply a second passive component failure.

Specifically, the low-pressure coolant injection (LPCI) modes of the residual heat removal (RHR) system, the low-pressure core spray (LPCS) system, the high-pressure core spray (HPCS) system, the suppr ession pool cooling modes of the RHR system and the standby liquid control (SLC) system are considered moderate energy.

Fluid piping systems which are cl assified as high energy by Section 3.6.2.1 , whose temperature does not exceed 200°F, and whose pr essure is derived solely by a centrifugal pump instead of a fluid reservoir, are considered moderate energy systems. In these cases the system is depressurized as a subcooled liquid after the break and the pump energy is simply converted to velocity head. Th e jet force induced by the pump at the break plane is insufficient to cause pipe whip and thus these cases are pr operly considered as m oderate energy systems.

According to the criteria established in Section 3.6.2.1 , the shutdown cooling mode of the RHR and the normally unpressurized portions of the reactor core isolation cooling (RCIC) system, are considered moderate energy.

3.6.1.1.2 Systems Subject to Analysis

According to the criteria established in Section 3.6.1.1.1, the high-energy fluid piping systems subject to an alysis are listed in Table 3.6-1. The moderate-energy fluid piping systems subject to an alysis are listed in Table 3.6-2.

3.6.1.2 Criteria for Establishing the Po stulated Design Basis Break Locations

The criteria that define the postulated design basis break locations in high- and moderate-energy fluid piping systems are presented in Sections 3.6.2.1.1 through 3.6.2.1.3.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-3 3.6.1.3 Criteria for Establishing the Post ulated Design Basis Break Orientations The criteria that define th e postulated design basis break orientations in high- and moderate-energy fluid piping systems are presented in Section 3.6.2.1.4.

3.6.1.4 Summary of Dynamic Analysis of Category I Piping and Supports

3.6.1.4.1 Design Basis Breaks for the Dynamic Analysis Outside Primary Containment Table 3.6-3 lists the number of design basis breaks on which the dynami c analysis is based as well as the particular piping syst em involved, the diameter of th e pipe, the plan figure showing the piping system, the maximum blowdown thrust or the thrust versus time figure, and the room or area containing the postulated break.

3.6.1.4.2 Diagrams of Mathematical Models Used in the Dynamic Analysis

3.6.1.4.2.1 Models Used fo r Pipe Whip Restraint Design. A description of the mathematical models used to design the pipe whip restraints is presented in Section 3.6.2.2.2.

3.6.1.4.2.2 Models Used for Structural Analysis. Descriptions of the mathematical models and procedures used to ensure adequacy of Seismic Category I structures are presented in Sections 3.6.1.6 through 3.6.1.10.

3.6.1.4.2.3 Models Used to Represent Jet Stream Dynamics. Descriptions of the procedure used to model the dynamics of a jet stream caused by a postulated rupture of a high-energy fluid piping system are presented in Section 3.6.2.3.1.

3.6.1.4.3 Effect of Postulated Fluid Piping System Ruptures on Structures, Systems, or Components Necessary for Safe Reactor Operation

A discussion is presented in Section 3.6.1.11 concerning the effects of postulated high- and moderate-energy fluid piping system failures on structures, systems, a nd components necessary to shut down and maintain the reactor in a cold shutdown condition.

3.6.1.5 Methods to Prot ect Structures, Systems, or Components Necess ary for Safe Reactor Operation From the Dynamic Effects of Postulated Fluid Piping System Ruptures

3.6.1.5.1 Pipe Wh ip Restraints

A description of the method us ed to design pipe whip re straints is presented in Section 3.6.2.3.3.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-4 3.6.1.5.2 Protective Provisions for Structures, Systems, a nd Components Important to Safety Separation of redundant features is the basic design crite ria utilized to pr otect structures, systems, or components important to safety from the dynamic effect s of postulated pipe ruptures including pipe whip imp act and blowdown jet impingement.

The emergency core cooling pumps and the RCIC pump are located in individual rooms. The

CRD/Condensate pumps are also located in an individual room, but the equipment drain sump located in that room is connected to the RCIC pump room thro ugh an unisolable pipe; other rooms that are connected to a common sump are provided with a connecting line isolation valve. In the event of a flood in any pump room, the walls of each room, including penetrations and doors, allo w only minimal leakage between rooms and can withstand the dynamic effects of any postulated fluid piping system rupture in their vicinity as well.

The remaining mechanical and electrical equipment, which mu st function to mitigate the consequences of a postu lated fluid piping system rupture outside primary containment, is protected by providing adequate separation of redunda nt features per the requirements of BTP ASB 3-1, Re

v. 1, 1981.

A more detailed discussion of th e analysis employed to demonstrate that structures, systems, and components important to safety are adequately protected is provided in Section 3.6.1.11.

3.6.1.5.3 Physical Separa tion of Systems or Components Important to Safety

Physical separation of systems or components important to safety is provided by maintaining sufficient distance betw een redundant features, by enclosing high-energy fluid piping systems and systems or components important to safety within protective structures.

3.6.1.5.4 Description, Number , and Location of Pipe Whip Restraints Outside Primary Containment

Typical pipe whip rest raints are seen in Figures 3.6-21 and 3.6-22.

A total of 12 restraints are utili zed for the main steam and feed water lines in the main steam tunnel outside of primary containment. These restraints are illustrated in Figure 3.6-24.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-5 3.6.1.6 Procedures to Evaluate the Structural Adequacy of Seismic Category I Structures Under Pipe Break Effects Outside Containment 3.6.1.6.1 General Approach

Structures and structural components important to safety are designed with sufficient strength to resist the effects of postulated pipe breaks in high energy fl uid piping systems, such as pipe whip and jet impingement. High-energy fluid piping systems are defined in Section 3.6.1.1. Section 3.6.1.6 discusses the effects of postulated pi pe breaks on structures and structural components. Environmental effects of postulated pipe breaks are addressed in Sections 3.6.1.13 , 3.6.1.15 , and 3.11.

The main component effect s of a postulated pipe br eak include the following:

a. Pipe whip with its impacting energy,

b. Jet impingement and acco mpanying jet reaction, and c. Pressurization and temperature effects which accompany pipe break.

Pipe whip effects from circumferential breaks are seen in Figure 3.6-25. Jet impingement effects from circumferential breaks and longitudinal splits are seen in Figure 3.6-26. Circumferential breaks and longitudinal splits are defined in Section 3.6.2.1.4.

In making a structural evaluation of the effect s of pipe break accident s, the loads resulting from these pipe break accidents are used in combination with ot her prevailing loads that occur at the time of the break.

For load information and combinations see Sections 3.6.1.6.5 and 3.6.1.6.6.

To make a structural evaluation of the effects of a postulated pipe break, the local damage to the structural element is pred icted and the overall structural response is asse ssed. Local damage is the damage done to a structural elem ent in the immediate vici nity of the pipe whip impact or the jet impingement. Overall struct ural response concerns the overall response of the entire structural element to the effects of a postulated pipe break. In the following discussion, whipping pipe is described as missiles.

3.6.1.6.2 Local Damage Prediction Local damage prediction due to whip or jet im pingement in the immediate vicinity of the impacted area includes estimation of the depth of penetration and whether, in the case of concrete targets, sec ondary missiles might be generated by spalling.

In general, a whipping pipe is a blunt missile and pe netration and spalling are not a ppreciable for the structural component (e.g., walls) th ickness of interest. Such a condition is seen in Figure 3.6-25. Jet impingement local damage is not considered significant becaus e the fluid mass does not have the mass concentration of a solid and because of the divergence of a jet which spreads the load C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-6 over a wide area (see Figure 3.6-2 6). Missile penetration is p r edicted for reinforced-concrete targets and for steel t a rget s.

3.6.1.6.2.1 Reinfor ced Concrete T a rgets.

Penetration

The depth to which a rigid missile penetrates a reinforced-concrete tar g et of infinite thickness is estimated by the following Mod i fied Petry Formula (References 3.6-15 and 3.6-1 7): X K A Vpp slog , 10 2 1 215 000 (3.6-1) where X = depth of missile penetration into c oncrete element of i n finite thickness (ft)

K p = penetration coefficient for re inforced concrete (4.76 x 1 0-3 ft 3 /lb. for normal reinforced concrete with a crush i ng strength of 3200 psi and 1.4% of reinforcement. See Re f e rence 3.6-1 5.) Ap = W A Mis s ile W e ight lb oj e c ted F r ()Pr )on t al M i ss i le A r ea (f t 2 V s = striking velocity of m iss i le (f t/sec) When the e l ement has a fi n ite thickness, the depth of penetration is (References 3.6-15 and 3.6-17):

Xe t x xt x 1 1 4 2 2(),( ) (3.6-2) where X 1 = depth of penetration of missile into a concrete elem ent of finite thickness (ft) e = base of Napi erian Logarithms t = thickness of concrete element (ft)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-7 Perforation

The thickness of a concrete element that will be just perforated by a missile is given as (Re f erences 3.6-15 and 3.6-17):

T = 2X (ft)

(3.6-3)

Spalling Spalling of concrete from the s i de opposite the impact surface of the structu r al element may

occur even if the missile does not perforate the element. The estimate o f the thickness that w ill just start spalling is given as (Reference 3.6-20):

T s = 2.2X (ft)

(3.6-4) 3.6.1.6.2.2 Steel Targets. T h e Bal l ist i c Re s ea r ch Laborato r ies formula is used to determine perforation of a steel target. T h e th i c kness, T, of a s teel tar g et t h at will be just perforated by a

miss i le i s g i ven as (Reference 3.6-17): T MV D 32 2 2 3 2 05 17 400//., K (3.6-5) where T = steel wall thickness to just perforate (in.)

M = mass of the missile (weight/g in lb-sec 2/ft) V = velocity of missile (ft/sec)

K = constant depe nding on grade of st eel and is usually 1 D = diameter of missile (in.). For irregularly shaped missiles, an equivalent diameter is used, taken as the diameter of a circle with the same area as the projected frontal area of the irregularly shaped missile

The recommendation in Reference 3.6-13 to increase the perfora tion thickness, T, obtained by the Ballistic Resear ch Laboratories Formula by 25% to prevent perforation is observed; that is:

t p = 1.25T (3.6-6)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-8 where t p = thickness of steel barrier required to prevent penetration (in.)

3.6.1.6.3 Overall Structural Response

3.6.1.6.3.1 General. In general, pipe break loads are considered in combination with other loads (see Section 3.6.1.6.6). Dead loads, live loads, operating therma l loads, and earthquake loads may or may not be significant compared to the pipe break load, depending on the severity of the pipe break load. Thermal loadings due to pipe break have only skin effect and are not considered.

Pressure loads due to pipe break do not necessarily peak with pipe whip and jet impingement loads; however, in the analysis, they are consider ed to act simultaneously.

With regard to pipe break, when high energy pipes under pressure fail, a fluid jet is created. The associated jet impingement force on a target as well as the reaction force exerted on the piping by the fluid jet force have a time history qualitatively presented in Figure 3.6-27. This force is conservatively idealized as a step function load. For the fluid forces associated with these pipe failures, see Table 3.6-3.

To obtain a solution for the actual complex system, the structure is idealized by an equivalent single degree of freedom system (see Figure 3.6-28) following the procedures described by J. M. Biggs in Chapter 5 of Reference 3.6-1. The response of this ma thematical idealization to a step function load (jet impinge ment) or to a step function load concurrently with an impact loading (due to whipping pipe) involves an energy transfer from the impacting object to the impacted structure. The following exposition on how this energy transfer is addressed makes use of procedures that have been presented by the Bechtel Corporation in its report on missile impact, Topical Report BC-TOP-9A, Revision 2 (Reference 3.6-13).

3.6.1.6.3.2 Structural Response to Whipping Pipe Missile Impact Load.

Discussion

A method of energy-balance proce dures is used to evaluate th e structural response when a missile impacts a target. The method utilizes the strain energy of the target at maximum response to counteract the residua l kinetic energy of the target or target missile combination that results from the missile impact.

A missile of mass M m is postulated to strike a spring-backed target mass, M e , with a velocity, V s. Since the actual coupled mass during impact varies, an estimated average effective target mass, M e , is used to evaluate the inertia effects during impact. Th e impact of the missile is C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-9 considered plast i c. This a s s u mes t h at the missile remains in contact w it h the target af t e r impact.

Velocity After Impact

The veloci ti e s of the m i ssi l e and ta r g et af t e r i m pact are calcula t ed from the following relationships (Reference 3.6-19):

V VM e M MM m sm e me() (3.6-7)

V VM e MM t sm me ()1 (3.6-8) where V m = missile v e locity after impact (ft/sec)

V t = target velocity a f ter i m pact (f t/sec)

V s = missile striking velo c ity (obtained by using basic velocity formulas, knowing the initial t h rust fo r ce, missile mass, and missile t r avel before i m pact) (ft/sec)

M m = mass of miss i le (lb-se c 2/ft)

M e = effective mass of target during i mpact (lb-se c 2/f t) e = coefficient of restitution

Plast i c Impact In a plastic impact, the coefficient of restitution becomes ze r o , and the velocity of t h e missile

and target mas s es become equal foll o wing impact. The strain energy, E s , required to stop the missile/tar g e t combination is the summation of the mis s ile mass kine tic energy and the target

mass kinetic energy at the end of t h e impact duration, as follows.

E MV MV s mm eT 2 2 22 (3.6-9)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-10 From Equa t i ons 3.6-7 and 3.6-8:

VV MV MM mT ms me (3.6-10) Substituting the value f o r V m and V T from Equation 3.6-10 into Equation 3.6-9, the required target strain energy is:

E MV MM s ms me 22 2() (3.6-11) Target E f f e ctive Mass Due to the complexity of mis s ile-target impact, a d e termination of an e f fective coupled mass

on a continuous time basis by means of a gener a l analytical solution is not available.

However, an estimate o f the a v era g e e f fective mass can be approxima t e d from the results of

impact t e s t s on reinforce d-concrete b eams (Re f e r ence 3.6-10) in which the measured structural

response is used to back-calc u late the average mass during im p act. Based on these data, the

following formulas are u s ed for es ti m ating the t a rget e f fect i v e mas s.

For concrete beams:

MD T BT g T ex c(), )22 if B (D y (3.6-12) MD TD T T g T ex y c()(), )22 2 if B (D y (3.6-13) For concrete slabs:

M D T D T T g ex y c()() (3.6-14) For steel beams:

MD dM ex x()2 (3.6-15)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-11 For steel p l ate s: MD D t g ex y s (3.6-16) where M e = average effective mass of target during impact (sec)lb ft2 M x = mass per unit length of steel beam (sec)lb ft2 D x = maximum missile contact dimension in the direction (longitudinal axis for beams or slabs) (ft)

D y = maximum missile contact dimensi on in the y direction (transverse to longitudinal axis for beams or slabs) (ft)

T = thickness or depth of concrete element (ft)

t = thickness of steel plate (ft)

d = depth of steel beam (ft)

B = width of concrete beam (not to exceed D + 2T)(ft)

c = weight per unit vol ume of concrete (lb/ft

3) s = weight per unit volume of steel (lb/ft

3) g = acceleration of gravity (32.2 ft/sec

2) Structural Response by Energy Balance Method

a. General Procedures The strain energy, E s , required to stop the target (or missile-target combination) is determined from the relationships in Section 3.6.1.6.3.2.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-12 The res i s t ance-d i splacement function, R(x), for a concentra t ed load at t h e area of impact is determined from the tar g et structure physical configuration and material properties.

The estimated maximum target response is determined by equ a ting the available target strain energy to the required str a in ener g y and solving for the maximum displacement, x m , (see Figure 3.6-2 9). b. Elasto-Plastic Target Response

For elasto-plastic target response with no other c oncurrent loads acting:

R xKx x x Rx K x R x x x e e m e m () , ( )() , ( )0 where R = resisting force of target (lb)

x = displacement of target (ft)

k = elastic Spring constant for target (lb/ft)

x e = yield di s p lace m ent (f t) (See Tables 3.6-4 , 3.6-5 , and Figure 3.6-2

9)

R m = plast i c r e s i stance (lb) (See Tables 3.6-4 , 3.6-5 , and Figure 3.6-2

9) x m = maximum displace m ent of target (ft) then E R x x s m m e2 or x E R x m s m e2 (3.6-17)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-13 The required ductility ratio, r , is obtained from Equ a tion 3.6-17 by d i viding both sides of the equation by x e. r m e r s em x x E xR 12/ (3.6-18) If other loads are present on the target structure which act concurrent with missile impact loads, (see Sections 3.6.1.6.5 and 3.6.1.6.6 and Table 3.6-6

), the maximum combined displacement is determined as follows:

Let x' = x e - x o (see Figure 3.6-29) (ft) x o = displacement due to other loads (ft)

x e = yield displacement (ft)

x m = maximum combined displacement (ft)

R m = plastic resisting force (lbs) k = elastic spring constant (lb/ft)

Then E kxkxxx sm e (')'()2 2 (See Figure 3.6-29) or x E kx x x m s e2 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-14 Substituting x' = x e - x o in the above equation gives x E kx x xx m s eo eo()2 (3.6-19) The required ductility ratio, r, is obtained by d i viding bo t h sides of Equation 3.6-19 by x

e. r s me o oe E Rx x xx()/1 2 (3.6-20) The values of M r should be less than the allowable ductility ratios, M, given in Table 3.6-7. 3.6.1.6.3.3 Jet Impingement. Jet impingement loads are loads that emanate from a break in a high energy line. It is postulated that the charac teristics of the jet are such that the jet exits from a break opening in the pipe equal in area to the cross sectiona l area of the pipe itself (see Figure 3.6-26

). The jet is postulated to travel confor ming to the configuration of the cross sectional area of the pipe for a distance of five pipe diameters and then to diverge at an angle of divergence of 10. Where piping is restrained and break separation is limited to one-half pipe diameter or less a fan jet is postulated. A fan je t is perpendicular to the pipe centerline and extends 360° around the break at a 10° half angle as shown in Figure 3.6-30. For the jet thrust forces at the postulated breaks, see Table 3.6-3. Jet loads impacting structures are treated as equivalent st atic loads. A dynamic load factor is applied to the jet force emanating from the pipe and the resulting load is modified by an appropriate load factor according to its use in combination with other loads. The structure impacted is then evaluated for structural capability.

3.6.1.6.4 Allowable Desi gn Stresses and Strains

For allowable design stresses and strains for reinforced concrete and structural steel, see Section 3.8.4.5 and Tables 3.8-11 and 3.8-12, except as modified in Sections 3.6.1.6.4.1 and 3.6.1.4.2.

3.6.1.6.4.1 Pipe Whip Loadi ng With or Without Other Loads. The acceptability of pipe whip loading with or without other loads is considered from two aspects:

a. The overall structural response of th e impacted structural element, and b. The local damage sustained by the impacted structural element.

The overall structural response is considered acceptable if the ductility ratio resulting from the loading does not exceed the maximum allowable ductility rati os as given in Table 3.6-7. The C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-15 determination of ductility ratios utilizes the procedures set forth in Section 3.6.1.6.3 and the loading combinations in Section 3.6.1.6.6. In using these procedures, the allowable limit on section strength, M, used in the de termination of yield displacement X e , (Section 3.6.1.6.3.2 , Tables 3.6-4 and 3.6-5 and Figure 3.6-29) is computed in accordan ce with the strength design methods described in ACI 318-71 (Reference 3.6-12) and in the general practices of Part 2 of the AISC specifications (Reference 3.6-11), modified by the dynamic strength increase factors of Table 3.6-8. The local damage is cons idered acceptable if the pipe whip impact does not case spalling and excessive penetration in concrete , or perforation in steel, as determined by the procedures described in Section 3.6.1.6.2.

3.6.1.6.4.2 Pipe Break Loads (Excluding Pi pe Whip) With or Without Other Loads. Pipe break loads (excluding pipe whip) with or without other loads are considered acceptable if the loading from the loading combinations in Section 3.6.1.6.6 does not result in stresses that exceed the allowable limits on section strength as given in Tables 3.8-11 and 3.8-12, modified by the dynamic strength increase factors in Table 3.6-8.

3.6.1.6.5 Loads, Definition of Terms, and Nomenclature

For loads, definition of terms, and nomenclature, see Section 3.8.4.3.

3.6.1.6.6 Load Combinations

3.6.1.6.6.1 Seismic Cate gory I Concrete Structures. For load combinations for Seismic Category I concrete structures, see Table 3.8-9 , load combinations 6, 7, and 8.

3.6.1.6.6.2 Seismic Ca tegory I Steel Structures. For load combinations for Seismic Category I steel structures, see Table 3.8-10 , load combinations 6, 7, and 8.

3.6.1.7 Structural Design Loads

Structural elements are designe d to withstand the loads genera ted by piping failu res outside of primary containment in combination with other loads given in Section 3.6.1.6.6. Table 3.6-6 furnishes the design loads considered in the areas where piping failures occur.

3.6.1.8 Analysis of Load Reversal

Structural elements such as floors, interior wa lls, exterior walls, and the building as a whole are analyzed for the effects of reversal of load due to the postulated pipe failure accident.

They are also analyzed for rebound loads that accompany pipe br eak accidents. The analysis approach for rebound is seen in Figure 3.6-31.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-16 3.6.1.9 Modified Structures The capabilities of struct ures to carry the design loads will be demonstrated for modifications as part of design cha nge process controls.

3.6.1.10 Verification That Failure of Any Structure Does Not Preclude Safe Reactor Shutdown Structures subject to pipe whip and/or jet impingement loads are invest igated and found not to fail under these loads in conjunction with the applicable load comb inations, so that there are no cases of structural barriers failing and causi ng additional structural failures which would adversely affect the mitig ation of the consequences of accidents and the capability to bring the plant to a cold shutdown condition.

3.6.1.11 Verification That Ad equate Redundancy Exists for All Postulated Fluid Piping System Ruptures

3.6.1.11.1 Approach

The purpose of the study is to ensure that for a ll postulated ruptures of fluid piping systems, safe reactor operation and shutdown is not preclude

d. The basis of this approach is that adequate separation of redundant systems or components requi red to shut down and maintain the reactor in a cold condition provides the level of protection required to ensure safe reactor operation and shutdown.

The input used for this study includes the rou ting of all cables, cable trays, and conduit necessary to shut down and maintain the reactor in a cold condition. The locations of all motor control centers; instrument rack s; sensors; and h eating, ventilating, and air conditioning (HVAC) equipment necessary to shut down and maintain the reactor in a cold condition are also included in the input of this study.

The locations of all postulated high- and moderate-ener gy fluid piping system ruptures dictate where this study is to be performed.

The input described above is c oded to indicate the location of the system or component by elevations; the electrical divi sion to which the component bel ongs; what the function of the component is; the various refere nces, such as the drawings, in which the component is found; devices interconnecting the compon ent and another system; and a dditional information of this type. This coding facilita tes storage of the input for retrieval at any time.

Table 3.6-3 lists the high-energy design-basis break lo cations outside containment, the piping systems involved, the pipe di ameter, the plan fi gure showing the pipi ng system, and the maximum blowdown thrust or the thrust versus time figure.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8, 0 0-075 3.6-17 Figures 3.6-32 th r ough 3.6-56 illustrate and list the high-energy break locations inside containment and inside the main steam tunnel.

Moderate-energy crack locations are postulated in accordance with Standard Review Plan Sections 3.6.1 and 3.6.2.

3.6.1.11.2 Method of Analysis for Postulated High-Energy Fluid System Ruptures 3.6.1.11.2.1 Effects of Postulated Passive Component Failures. Postulated pipe breaks in high-energy fluid systems are investigated to determine their effects on the ability to bring the plant to a safe shutdown and to limit the offsit e radiological c onsequences to an acceptable level as stated in 10 CFR 50.

On a case-by-case basis, the effects of pipe whip, jet impingement, and the resulting environmental conditions on safety-related equipment necessary for safe shutdown are evaluated. The effects of the postulated pipe break are dependent on the fluid properties of the system, the location and orientati on of the pipe break, the proximity to safe shutdown systems, components, and structures, a nd the individual design limits of the safe shutdown systems, components, and structures.

Pipe breaks in high energy systems are postulated according to the criteria in Section 3.6.2.1. After identifying what equipment becomes i noperable, a worst case single random active component failure is postulated in a system not affected by the postulated high-energy fluid system rupture. Additionally, if the direct consequenc es of the postulated rupture results in a reactor or turbine trip, or could otherwise cause a loss of offsite power, offsite power is assumed unavailable.

3.6.1.11.2.2 Analytical Procedure. After all the consequences of the postulated pipebreak, passive and active component failures are evaluated, an analysis determines if safe shutdown can be accomplished. The following guidelines are used in this analysis:

a. For postulated ruptures of fluid pipi ng systems, ensure th at core cooling and reactivity control is maintained, b. Demonstrate that redundant components or systems necessar y to safely shut down and cool the reactor are not involved in the postulated passive component failure, and

c. Demonstrate that offsite radiological consequences do not exceed relevant standards.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-18 3.6.1.11.3 Method of Analysis for Postulated Moderate-Ene rgy Fluid System Ruptures

3.6.1.11.3.1 Approach. The analysis of moderate ener gy piping is performed in accordance with BTP ASB 3-1, Rev. 1, 1981.

Postulated ruptures in m oderate-energy fluid systems do not generate pipe whip. The analysis investigates the effects of the environment that results from such a postulated rupture on safety-related equipment, including the effects of water spray.

The effects of the postulated moderate-energy pipe crack s are dependent on the fluid properties, available fluid rese rvoir, drain systems, and the location and the individual design limits of the safety-related equi pment, components, and structures necessary for safe shutdown.

Where moderate-energy pipe cracks are postulated in close proximity to high energy systems, the environmental analysis co mpares the effects of both hi gh- and moderate-energy pipe ruptures. The most limiting case is evaluated for safe cold shutdown.

Moderate-energy pipe cracks are postulated according to the criteria in Section 3.6.2.1.

3.6.1.11.3.2 Me thod of Analysis. The locations of all postulated ruptures, resulting in through wall leakage cracks, are id entified for later retrieval. The analysis a ssumes that the spray resulting from a postulated moderate-e nergy rupture causes th e malfunction of all equipment not enclosed by compartments that minimize the ef fects of flooding.

Additionally, the most damaging single random active component failure in a system not

affected by the postulated moderate energy pipe rupture is assumed. If the direct consequences of the passive component failure results in a turbine or reactor trip or could otherwise cause a loss of offsite power, then offsite power is assumed unavailable.

3.6.1.11.4 Summary of Analysis

In those cases where analys is discussed in Sections 3.6.1.11.2 and 3.6.1.11.3 identified a location where a postulated pipe rupture in a high- or moderate-energy system had impact on a safety-related component, which precluded the safe shutdown and cooling of the reactor, the component was relocated or protected.

This analysis by actual examina tion of the plant is undertaken to provide results based on as-built conditions.

Piping layouts for areas containing high- and moderate-energy lines, whose failure can affect the performance of s a f e ty-rela t ed e q uipment, are presen t e d as Figures 3.6-1 through 3.6-20.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-19 Section 3.6.1.11 discusses in detail the methods used to demonstrate that no fluid system piping rupture, in conjunction with a single active component failure, precludes safe shutdown of the plant.

The following should serv e to further clarify the method of analysis:

a. Analysis is performed to section B.3 criteria (pages 3.6.1-12 and 3.6.1-13) of BTP ASB 3-1, Re

v. 1, 1981;

b. The forces developed at each postulat ed high-energy pipe break are determined by the methods of Section 3.6.2.2. The effects of the re sultant pipe whip and jet impingement are evaluated. Credit is taken for au tomatic isolation and/or operator action to mitigate the consequences of the postulated pipe break, if the equipment required for this function is not affected by the break or included in item d below;

c. As a first step, all equi pment with impact from the whipping pipe or jet is assumed to fail. If the e quipment is required for safe cold shutdown or accident mitigation, a detailed analys is is performed to determ ine if the equipment will actually fail. Structures contacted by th e whipping pipe or jet are evaluated for structural adequacy by the me thods described in Section 3.6.2.2; Impact to pipes of smaller nominal diameter than the impacting pipe are assumed to fail, regardless of wall thickness of impacted pi pe. Impact to pipe of both larger nominal diameter and thinne r wall thickness than the impacting pipe

are assumed to develop th rough wall leakage cracks;

d. The following comprises the minimum set of equipment necessary for safe shutdown following any high-energy or moderate-ene rgy pipe break/crack assuming a worst-case single active failure:

1. Pipe break/crack detection instrumentation 2. Automatic, high-energy lin e break isolation equipment 3. RPS (scram)

4. MSIVs 5. Five (5) SRVs for reactor vessel depressurization 6. A single RHR loop with a heat exch anger (loop A or B), in the alternate shutdown cooling mode providing react or vessel inventory makeup (short term cooling) and reactor vessel an d suppression pool inventory cooling (long term cooling) 7. Supporting Service Water 8. Supporting HVAC 9. Supporting electrical power sources; C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-20

e. After items b, c, and d have been evaluated, the ability to safely shut down is evaluated;

f. If analysis indicates that safe shutdown cannot be accomplished, then

1. Reroute or relocate cable, pipe, or equipment to prevent loss of function, or 2. If this is not feasible, shield the appropriate affected component(s) to prevent loss of function;

g. The flooding and environmental effects of moderate-energy fa ilure are evaluated to determine whether they are more severe than the high-energy breaks. The high-energy breaks are address e d in Sections 3.6.1.11 and 3.6.1.15. The area temperature was evaluated by determ ining the limiting postula ted pipe break and using RELAP4/MOD5 (Reference 3.6-21). The limiting pipe break for temperature analysis is that pipe break giving the highest energy re lease rate over the longest blowdown period.

The effects of flooding are evaluated by determining the limiting pipe break and calculating the effects of the fluid release. The limiting pipe break for flooding analysis is that pipe break with the highest mass flow rate over the longest bl owdown period.

Peak differential pressure anal ysis results are provided in Table 3.6-9 and discussed in Section 3.6.1.20.

See Section 3.6.1.13 for electrical equipment environmental qualifications.

3.6.1.12 Control Room Habitability

A postulated rupture of either the main st eam or feedwater pipi ng has no effect on the continued habitability of the control room, sin ce the radiation dose that control room personnel receive as a result of a postulated rupture is below the allowable limits.

The nuclear steam supply system (NSSS) piping outside of primary containment within the reactor building is enclosed by th e main steam tunnel. The main steam tunnel, provided with pressure-relieving blowout panels , is designed to withstand the worst postulated piping system rupture attributable to the NSSS within the steam tunnel.

The high energy piping in the main steam tunnel is provided with pipe whip restraints as described in Section 3.6.1.5. These restraints limit the motion of the free ends of the ruptured NSSS piping to preclude the impact of the NSSS piping with the main steam tunnel structure.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-21 The remaining high energy piping outside the primary containment is not routed in the vicinity of the control room, or does not possess sufficient energy to adversely affect the structural integrity of the control room wall.

Additionally, a remote shutdown pa nel is provided to permit safe reactor shutdown to a cold condition in the event the control room must be evacuated.

3.6.1.13 Electrical Equipmen t Environmental Qualifications

All electrical systems necessary for safe shutdown and necessary to maintain the plant in a safe shutdown condition are designed to remain functional in the gene ral area environment resulting from a high-energy line break or from leakage cracks in moderate-energy piping. Specific equipment is either of the following:

a. Designed to remain f unctional as long as necessary in the general area environment, or

b. Isolated from the general area environment in compartments capable of maintaining normal equipm ent operating conditions.

Certain rotating equipment cannot be designed to function in the more severe, local steam environment. However, due to physical separation, rotating equipment of not more than one system is exposed to the local conditions which exceed the general area accident environment.

Required redundanc y is thus maintained for safety equipment.

See Section 3.11 for a more complete description of environmental design of electrical equipment.

3.6.1.13.1 Identification of Equipment

Safety equipment required to m itigate the consequences of an accident and place the reactor in a cold shutdown condition is listed in Table 3.11-2. The table also indicates the required duration following an accident that equipment is required to operate.

3.6.1.13.2 Environmental Design

See Section 3.11 for a discussion of environmental design and an analysis of safety-related electrical components. The sec tion identifies the safety-related equipment that must operate in a hostile environment, and Table 3.11-2 indicates the postulated environmental enveloping conditions for both the general and local accident areas.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-22 3.6.1.13.3 Jet Impingement Barriers For results of the steam system study, see Section 3.6.1.11.4. Jet impingement barriers have

been provided where analysis i ndicates t h ey are nee d ed to protect components required for

reactor safe shutdown. In addition, some room wall, f l oors, and ceilin g s act as jet impingement barriers.

3.6.1.13.4 Control Room Equipment

Control room environ m ental eff e cts, resulting from pipe b r eak accidents, are discussed in Section 3.6.1.12. The postulated pipe breaks have no eff e ct on the cont r o l room environment.

All control room equip m ent, therefore, remains functional following a br e a k.

3.6.1.13.5 Onsite Power Dis t ribution System Equipment

See Section 3.11.

3.6.1.14 Design Diagr a ms of Nuclear Steam Supply S y stem Piping

Figures 3.6-58 to 3.6-60 show the routing of N S SS piping f r om the outboard end of the containment penetrations to the turbine building.

3.6.1.15 Flooding Analysis

A study investigating the potential flooding attributable to the postu lated rupture of high-energy fluid piping systems outside primar y containment is provided below.

3.6.1.15.1 Postulated Rupture of the Reactor Feedwater Piping

The reactor feedwater piping outside primary co ntainment, inside the reactor building, is completely enclosed by the main steam tunnel to provide protect ion against the dynamic effects of postulated fluid piping system ruptures. Th e main steam tunnel is provided with a blowout panel to discharge steam, to the atmosphere, above the turbin e building. A second blowout panel provides for water drainage from the ma in steam tunnel into the turbine building.

A flooding evaluation of the turbine building from any feedwater line break has been completed which shows that no safety-related equipment located within the turbine building would be adversely affected.

3.6.1.15.1.1 Consequences. The postulated rupture, of th e feedwater piping in the main steam tunnel, would scram the reactor on low water level.

The isolation valves on the reactor pressure boundary would clos e to prevent loss of reactor coolant. A postulated active component failure could prevent th e inboard isolation valve from C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-23 closing, while the dynamic effects of the passive component failu re could prevent the outboard isolation valve from closing. The inboard ch eck valve would close to prevent coolant loss, effectively stopping the reactor feedwate r flow into the main steam tunnel.

Although a loss of offsite power is assumed, sufficient equipmen t remains availa ble to safely shut down the reactor to a cold condition.

3.6.1.15.2 Postulated Ruptures of Reactor Water Cleanup System Since the reactor water cleanup (RWCU) system has no safety function, postulated ruptures of this system have no effect on safe reactor operation, except the effect these postulated ruptures have on structures, systems, or components important to safety.

As the analyses discussed in Sections 3.6.1.11 and 3.6.1.20 indicate, postulated ruptures of the RWCU system have no effect on the ability to safely shut down the reactor to a cold condition.

3.6.1.15.3 Postulated Ruptures of the Auxiliary Steam, Heating Steam, Auxiliary Condensate, and Heating Steam Condensate Systems

Since these systems have no safety function, postulated ruptures of these systems, as described in Sections 3.6.1.11 and 3.6.1.20, have no unacceptable consequences, except the effect these postulated ruptures have on structures, systems, or components im portant to safety. Ruptures in the auxiliary steam (AS), h eating steam (HS), auxiliary conde nsate (CO), or HS condensate (HCO) systems do not prevent safe reactor shutdown to a cold conditi on. In the case of an AS line break in the reactor building, redundant isolation valves are automatically closed by temperature elements. There are no dynamic effects from th e rupture, but the equipment environment (temperature and humidity) would exceed the qualified limits if the AS line to the reactor building was not isolated.

3.6.1.15.4 Additional Considerations

Postulated ruptures of high-energy fluid piping systems are not c onsidered to cause flooding if the contained fluid is in the vapor phase. The main steam and reactor core isolation coolant systems are not considered sources of flooding inci dents for this reason.

3.6.1.16 Quality Contro l and Inspection Programs

The quality control and inspecti on programs, required for the de sign and construction of piping systems outside containment, were given in Section 17.1. For the operational phase, the Inservice Inspection (ISI)

Program and the Operational Quality Assurance Program Description (OQAPD) are applicable.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-24 3.6.1.17 Leak Detecti on System Capabilities The floor and equipment drain headers drain in to five sumps in th e reactor building at el. 422 ft 3 in. Four sumps are provided for floor drains and one for equipment drains. These sumps contain level switches which activate the sump pum ps on high water level. This allows the operator to determine the severity of the leak and take corrective action.

In addition, wall-mounted Class 1E level switches are provided in each pump room in the reactor building at the basement (422 ft 3 in.) level. See Sections 3.4.1.4 , 6.3.2.5 , and 9.3.3 for more details.

3.6.1.18 Emergency Procedures to Mitigate th e Consequences of a Po stulated Fluid Piping System Rupture Outside Primary Containment

Shutdown modes available to the operator are determined by whether or not the reactor is isolated.

3.6.1.18.1 Reactor Not Isolated

For those classes of postulated ruptures which do not result in isolation of the RCPB, a normal shutdown is accomplished by using the main condenser and reactor feedwater system.

3.6.1.18.2 Reactor Isolated

With the reactor isolated from the main condenser, a variety of shutdown modes are available to the operator. A single postulated pipe rupt ure does not preclude the availability of all of them.

3.6.1.18.2.1 Reactivity Control. Before a shutdown can be accomplished, the core must be prevented from generating additional power. Two methods of reactivity control are utilized on the Columbia Generating Station reactor.

The CRD system is the normal mean s of controlling core reactivity.

The SLC system can be used to shut down the reactor by means of injected sodium pentaborate poison. Both of these systems are redundant and driven by either of fsite or plant standby power supplies.

No single accident can render both power supplies unavailable.

3.6.1.18.2.2 Core Coolant Level Maintenance. The systems available for core cooling during reactor isolation are RHR, automatic depressurization system (ADS), RCIC, LPCS, and HPCS. The RHR system is comprised of four modes: shutdown cooling, hot standby (see C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-25 Section 5.4.7), low pressure cooling injection (see Section 6.3.2.2.4), and suppression pool cooling (see Section 6.2.2). See Section 6.3.1.2.4 for a description of the ADS. See Section 5.4.6 for a description of the RCIC system. See Section 6.3.2.2.3 for a description of the LPCS. See Section 6.3.2.2.1 for a description of the HPCS.

3.6.1.18.3 Methods of Shutdown Following a Postulated Ru pture of a Fluid Piping System

3.6.1.18.3.1 Postulated Rupture of Main St eam Piping in the Main Steam Tunnel Vicinity. A postulated rupture of the main steam system does not generate any pipe whip impact on structures in the reactor building, since the main steam lines are supplied with pipe whip restraints.

High pressure differential signals from the main steam flow restrictors (indicating decrease in steam pressure at the turbine inle t) or high temperature indicati on in the vicinity of the main steam piping initiates automatic isolation of the main steam lines which, in turn, causes a reactor scram. Automatic relief valve operation maintains the reactor vessel pressure within allowable limits.

With the reactor isolated and scrammed, the HPCS or manual initiation of the ADS would be used to depressurize the reactor while either of the two re dundant trains of the shutdown cooling mode of RHR systems would be employed to remove decay and se nsible heat from the reactor pressure vessel (RPV).

3.6.1.18.3.2 Postulated Rupture of Reactor Feedwater Piping. A postulated rupture of a reactor feedwater pipe does not generate pipe whip impacts on structures outside primary containment within the reactor building si nce the feedwater piping is restrained.

The resulting blowdown from the feedwater brea k scrams the reactor wh en the low water level setpoint is reached. The operator can also initiate manual scram as the instrumentation will indicate a mismatch in main steam flow rate, reactor feedwater flow ra te, and RPV inventory.

The scram, due to low water le vel, initiates emergency core cooling and RCIC operation.

Decay heat removal is manually initiated by the operator.

The shutdown modes available af ter an operator initiated scram are the same as listed in Section 3.6.1.18.3.1.

3.6.1.18.3.3 Postulated Rupture of Reactor Core Isol ation Cooling System Piping. Ruptures are postulated in the RCIC syst em in the turbine st eam supply line or the condensate removal line, from the drip pot. A rupture of either line precludes operation of the RCIC system.

A rupture of either line does not generate a scram and, therefore, normal shutdown procedures are used. Automatic isolation of the RCIC system occurs if a high pressure drop across the flow restrictor is sensed, high area temperatur e is sensed, or low line pressure is sensed.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-26 3.6.1.18.3.4 Postulated Rupture of Residual Heat Removal System Piping. The RHR system, except in the hot standby mode, ope rates at pressures le ss than 135 psig steam dome pressure. Postulated failures of the RHR sy stem piping at these pressures does not require any particular safety action. Rather shutdown cooling is reestablished usi ng the redundant train of the RHR system.

In the event that the suction line from the RPV to the RH R pumps becomes i noperable, reactor depressurization can be accomplished by using the HPCS or the ADS. Heat can be removed from the suppression pool by use of the suppression pool cooling mode of the RHR system. For a detailed discussion of the possible shutdown modes see Section 15.2.9.

3.6.1.18.3.5 Postulated Rupture of the Control Rod Drive System Piping. Rupture of the CRD piping does not generate a ny significant pipe whip loads.

While rupture of the CRD piping could prevent system operation, reactor scram is possible using either the nitrogen accumulators or reactor pressure. The SLC system could also be used to bring the reactor to a subcritical condition if the CRDs failed to function.

3.6.1.18.3.6 Postulated Rupt ures of the Auxiliary Steam , Heating Steam, Auxiliary Condensate, and Heating Steam Condensate Piping. The consequences of a rupture in any of the above, including the dynamic effects of pi pe whip and the resulting environmental conditions, are investigated as described in Section 3.6.1.11. In no instance does a postulated rupture of these systems preclude reactor shutdown to a cold condition.

These systems provide no emer gency function that would be required to mitigate the consequences of a postu lated piping failure. Therefore, normal reactor shutdown as well as the emergency methods described would not be si multaneously impaired.

3.6.1.18.3.7 Postulated Rupture of the Reactor Water Cleanup System Piping. The consequences of a RWCU system piping rupture are investigated as discussed in Section 3.6.1.11. In no circumstance, does the postu lated failure of RWCU system piping preclude the availability of all shutdown modes. Since the RW CU system does not fulfill any safety function, nonoperability has no imp act on the safe shutdown of the reactor.

3.6.1.19 Seismic and Quality Classifications of Piping Us ed in the Dynamic Analysis

See Table 3.2-1 for the seismic and quality classificati ons of piping systems identified in Table 3.6-3. See Section 3.2 for the definitions of the various seismic and quality classifications.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-27 3.6.1.20 Method Used to Predict Blowdown Rates and Subcompartment Pressure Transient After a Postulated Pipe Break 3.6.1.20.1 Blowdown Analysis fo r a Postulated Pipe Break Outside the Primary Containment

The analytical approach used to determine the blowdown mass and energy rates from a postulated pipe break outside the primary containment are desc ribed in Sections 3.6.1.20.1.1 through 3.6.1.20.1.3. 3.6.1.20.1.1 Method of Analysis for a Postulated Pipe Break in Larger Pipes. For larger pipes, the blowdown mass and energy release were predicted by using th e computer programs RELAP3 (Reference 3.6-9) or RELAP4/MOD5 (Reference 3.6-21). In the computer model, the piping system is nodalized into a number of volumes connected by flow junctions.

A multiplier of 1.0 was used with the choked flow correlation. Except in special cases, all breaks are assumed to be the double-ended circum ferential type which open instantaneously.

Initial conditions and other assumptions necessary fo r the analysis are such that the result is on the conservative side.

3.6.1.20.1.2 Method of Analysis for a Postulated Pipe Break in Smaller Pipes. For smaller pipes, a constant blowdown profile with an applicable choked flow correlation is used. The initial conditions are chosen to maximize the blowdown mass and energy release rates.

3.6.1.20.1.3 Blowdown Mass and Energy Release Rates for a Post ulated Pipe Break in the Main Steam Line and the Reactor Feedwater Line in the Main Steam Tunnel. See Section 3.6.1.20.3.2 for a description of the arrangement and features of the main steam tunnel. For subcompartment an alysis in the main steam tunn el, the postulated break in the main steam line and in the f eedwater line is assumed to be a crack with the flow area equivalent to the flow area of a single-ende d pipe. The blowdown mass and energy release rates are computed by the RELAP3 Program.

Figures 3.6-61 and 3.6-62 show the mass and energy release rates after a postulated crack in the main steam line in the main steam tunnel.

Figures 3.6-63 and 3.6-64 show the mass and energy release rates after a postulated crack in the reactor feedwater line in the main steam tunnel.

3.6.1.20.2 Subcompartment Analysis for Postulated Pipe Break Outside the Primary Containment Excluding the Main Steam T unnel, Ventway, a nd Tunnel Extension 3.6.1.20.2.1 Me thod of Analysis. The pressure transient in the reactor building after a postulated pipe break is analyzed with the computer programs RELAP3 (Reference 3.6-9) or RELAP4/MOD5 (Reference 3.6-21). In the computer mo del, subcompartments are represented by nodes, and flow paths between two nodes are represented by flow junctions.

Volumes, vent areas, flow resi stances, initial atmos pheric conditions, as well as the blowdown C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-0 3-0 0 3 3.6-28 mass and energy release rates from the pipe breaks, are input to the computer program. Since the absolute pressure within the subcompartments after a pipe break outside the primary containment is low in all cases, no significant pre ssure gradient exists wi thin a subcompartment itself. Therefore, a subcompart ment is not nodalized in the an alysis and a sensitivity study is not performed.

Table 7.6-2 lists leak detection sy stem instrumentation.

Table 6.2-16 lists valve closure times for automatic isolation functions tied into the leak detection system. Credit is taken for automatic isolation if the system capability is not affected by the postulated pipe break or assumed as a single active compone nt failure. Check valves clos e on reversal of flow in a fraction of a second. In all cases, the blowdown terminates when the inventory of fluid in the line is exhausted.

Where blowdown flow is not automatically termin ated by isolation valves or check valves as described above, the duration of the blowdown event as the inventory of fluid in a line is exhausted is not considered in the analysis of peak compartmental pressure and temperature. To evaluate the peak pressures and temperatures in compartments and structures following a postulated break of the high en ergy pipes inside the structur es, the blowdown analysis is extended far beyond the initial tr ansient until the blowdown flow becomes steady or decreases continuously. The duration of the analysis is ther efore sufficient to corr ectly predict the peak pressures and temperatures in these compartments and structures.

For a postulated pipe break or leakage crack in the main steam lines outside the primary containment, the flow from the reactor side of the break is terminated by the closing of the main steam isolation valves (MSIVs) located in each of the four main steam lines. The MSIVs start to close at 0.5 sec after the break and are fully closed at or prior to 5.5 sec after the

break, as given in Table 15.6

-5.

For a postulated break or leak age crack in the reactor feedwater lines outside primary containment, the flow from the reactor side of the break is terminated by closing of the check

valves in each of the two reactor feedwater lines. The check valves start to close when the direction of flow reverses, and the flow from the reactor side of the break is therefore terminated within a fraction of a second.

3.6.1.20.2.2 Initial Atmospheric Conditions. The initial atmospheri c conditions within the subcompartments used for the analysis are

a. Pressure = 14.7 psia,

b. Temperature = 110°F, and

c. Relative humidity = 0.0%.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-29 These conditions are simulated in the computer analysis as a homogeneous saturated steam-water mixture at 14.7 psia with an average density equivalent to the density of air at the above conditions.

3.6.1.20.2.3 Vent Flow. The vent flow between the subc ompartments is assumed to be a homogeneous steam-water mixture with 100% water entrainment. For choked flow, a multiplier of 0.6 is used for Moody two-phase fl ow correlations. For un choked flow, the flow resistance consists of an entrance loss, an exit loss, and frictional losses. For conservatism, an entrance loss of 0.5 and an exit loss of 1.0 are assumed for most of the vents.

3.6.1.20.2.4 Results of Subcompartment Analyses. Subcompartment an alyses are performed for all subcompartments cont aining high energy piping. The results are summarized in Table 3.6-9.

3.6.1.20.2.5 Verification of Structural Adequacy. Verification of structural adequacy of compartments or of structural elements thereof subject to pressure generated by a postulated pipe break and to the local effects in the structure generate d by the postulated pipe break; namely, a broken pipe reaction, jet impingement, and pipe whipping impact are discussed in Sections 3.6.1.6 through 3.6.1.10.

3.6.1.20.3 Subcompartment Analys is for a Postulated Pipe Br eak in the Main Steam Tunnel

See Section 3.6.1.20.3.2 for a description of the arrangement and features of the main steam tunnel. Subcompartment analysis in the main steam tunnel, ve ntway, and tunne l extension is performed for a postulated crack in the main steam line (see Section 3.6.1.20.1.3

). Comparison of mass and energy release rates for the postulated crack in the main steam line to that of a postulated crack in the reactor feedwater line (Figures 3.6-61 through 3.6-64) shows that the main steam line crack is the limiting case. Other lines inside the main steam tunnel or its extension are of smaller sizes and a break in those lines is less severe.

3.6.1.20.3.1 General Approaches. The pressure and temperature transients in the main steam tunnel, ventway, and tunnel exte nsion after a postulated crack in the main steam line are computed by the RELAP4

/MOD5 program (Reference 3.6-21). The general approaches discussed in Sections 3.6.1.20.2.1 through 3.6.1.20.2.3 also apply to this case.

3.6.1.20.3.2 Description of the Main Steam Tunnel, Ventway, and Tunnel Extension. Descriptive information of the ma in steam tunnel, vent way, and tunnel extension is provided in Section 3.8.4.1.1.4. Figures 3.6-65 and 3.6-66 show a sectional plan view and a sectional elevation view, respectively, of the main steam tunnel, ve ntway, and tunnel extension.

In plan, the main steam tunnel is located at 0° azimuth of the north side of the reactor building; in elevation, it extends from el.

501 ft 0 in. to el. 522 ft 0 in.

At the interface of the reactor building and the turbine generator building, the main steam tunnel continues for a short C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-30 distance into the turbine generator building; the portion in the turbine generator building is referred to as the tunnel extens i on. The ventway starts at the same level as the main steam

tunnel and extends horizontally from the main steam tunnel in the easterly direction and continues upward to the underside of the corr i dor floor above at el. 548 ft 0 in., where a

blowout panel in the north wall of t h e ventway provides a ventilating path to the atmosphere.

Four blowout panels a r e used, as shown in Figures 3.6-65 and 3.6-66: a. Panel A, vertical, part of secondary containment, located between the north end of the main steam tunnel (i n the reactor building) and the tunnel extension (in

the turbine generator building), b o lted in place, of sheet steel,

b. Panel B, vertical, part of secondary containment, loca t ed in the east wall of the main steam tunnel, bolted in place, o f sheet steel,

c. Panel C, horizontal, part of secondary contain m ent, located at the top of the main steam tunnel, the north edge of panel is hinged, other edges are free and not bolted in place, of s h eet s t eel, and

d. Panel D, vertical, not part of se c ondary containment, located in the nor t h exterior wall of the ventway, bolted in place, of insulated metal siding.

The fasteners of the blowout pan e ls which are bolted in place (na m ely, panels A, B, and D) are

designed to fail in single shear, and all blow-off panels (namely, panels A, B, C, and D) are designed to blow-off and permit venting when t h e pressure generated in the main steam tunnel, ventway, and tunnel ext e nsion by a postulated pipe break w ithin the main steam tunnel or tunnel extension exceeds 0.5 psi.

3.6.1.20.3.3 Analysis for a Postulated Pipe Break in t h e Main Steam Tunnel. T h e analys is for a postulated pipe break in the tunn e l extension is discussed in Section 3.6.1.20.3.

4.

Figure 3.6-67 shows the nodalization scheme for a post u lated pipe break in the main steam tunnel. For conservatism blow

-out panels A a n d B are ass u med to remain in place d u ring the pressure transient. Therefore, the tunnel extension and the t u rbine gen e rator building are not modeled in this case. Nodes 1 and 2 represent the main steam t unnel. Nodes 3, 4, 5, and 6 represent the ventway.

Tables 3.6-10 and 3.6-11 p r ovide t h e volume and flow junction data, respec t ivel y.

The hinged panel C is modeled as an inertia valve in the RELAP4/MOD5 analysis (see

Reference 3.6-21). The different i a l e quation of motion for t h e valve gate is:

I t A P t K () () (t) (3.6-21)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-31 where = opening angle (radians)

t = time (sec.)

d dt d dt 2 2 I = moment of inertia (l b mass - ft 2) A = area X moment arm (f t 3)

P = differen t ial pressure (lb/f t 2) K = damping constant lb ft mass -s e c 2 Let = angular velocity in ra dians/sec. and substituting = and = in Equation 3.6-21.

I KAP It has t h e s o lution

oo o t AP K t I K e Kt I 1 (3.6-22) where o and o are va l u es for and at t = O.

For panel D, the differe n tial equation of motion is

Ms t A P t() () (3.6-23)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-32 where M = mass of panel lb ft mas sse c 2 s = displacement (f t)

v = velocity (ft/sec)

s = linear acce l eration (f t/s e c 2) A = area of p a nel (f t 2) P = average pressure (l b/f t 2) t = time (sec)

The frictional force is neglected.

The solution of the above equation is:

ss v F m t oo()2 t (3.6-24) where s o and v o are values for s and v at t = O.

The displacement, s, of the panel and the opening area as functi ons of time are determined by iterative procedures.

Pertinent properties of blow-out panels C and D are seen in Table 3.6-12.

Figures 3.6-68 and 3.6-69 are plots of the pressure transients and Figures 3.6-70 and 3.6-71 are plots of the temperatur e transients for a postulated pipe break in Node 1.

Figures 3.6-72 and 3.6-73 are plots of the pressure transients and Figures 3.6-74 and 3.6-75 are plots of the temperatur e transients for a postulated pipe break in Node 2.

Blow-out panels C and D are as sumed to blow off at the di fferential pressure noted in Section 3.6.1.20.3.2. 3.6.1.20.3.4 Analysis for a Postulated Pipe Break in the Tunnel Extension. Figu r e 3.6-76 shows the nodalization scheme for a postulated pipe break in th e tunnel extension. Nodes 1 and 2 represent the tunnel extension.

The vertical pipe restraint (see Figure 3.6-24) divides C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-33 Node 1 and 2. Nodes 3, 4, and 5 r e present the following porti ons of the turbine generator building:

a. Node 3 rep r esents the portion between the mezzanine floor at el. 471 ft 0 in.

and the ope r a ting floor at el. 501 ft 0 in.,

b. Node 4 rep r esents the portion between the ground floor at el. 441 ft 0 in. and the mezzaine floor at el. 471 ft 0 in

., and c. Node 5 rep r esents the portion between the operating floor el. 501 ft 0 in. and the roof of the turbine generator building.

For conservatism, panel A (in Figu r es 3.6-65 and 3.6-66) is assumed to remain in place during the pressure transien t , and only 10% of the insulated metal sid i ng comprising the exterior walls above the operating floor (see Fig u re 1.2-5) of the turbine gen e rator building is assumed to

blow off the structural steel frame at a differential pressure of 0.5 psi.

Tables 3.6-13 and 3.6-14 provide the volume and flow junction data, respectively.

Figures 3.6-77 and 3.6-78 are plots of the pressure transients and Figures 3.6-79 and 3.6-80 are plots of the temperatur e transients for a postulated pipe break in Node 1.

Figures 3.6-81 and 3.6-82 are plots of the pressure transients and Figures 3.6-83 and 3.6-84 are plots of the pressure transients for a postulated pipe break in Node 2.

3.6.1.20.3.5 Verification of Structural Adequacy. Verification of structural adequacy of the main steam tunnel ventway and tunnel extension, or of struct ural elements thereof, subject to load combinations involving pre ssure generated by a postulated pi pe break and local effects in the structure generated by the postulated pipe break; namely, broken pipe reaction, jet impingement, and pipe whip impact are discussed in Sections 3.6.1.6 through 3.6.1.10.

3.6.1.20.3.6 Turbine Building C onsequences of a Postulated Pi pe Break in the Steam Tunnel Extension. The only items with safe ty-related functions in th e turbine building are some reactor protection system (RPS) sensor inputs from the main steam system, MSIV isolation logic inputs from the main steam system, and the tower makeup transformers located in the basement of the turbine building which are re quired to function only for the design basis tornado event. This last item is remote from the steam and feedwater lines (being located at the basement grade level of the building) and has been evaluate d to have adequate protection from tornado missiles and in ternal flooding (see Section 3.6.1.15.1

). The RPS and MSIV isolation logic sensor inputs due to their nature cannot be made immune from pipe break

effects. However, loss of this equipment during a postulated ev ent would not result in loss of capability to bring the plant to a cold shutdown or mitigate th e radiological consequences of such an incident even assu ming a single failure among the sa fety systems that remain unaffected.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-34 A pipe break in a main steam or feedwater line in the turbine building or steam tunnel

extension could result in transitory pressurizati o n of the cor r idors between the turbine building, reactor building, radwaste contr o l building, and the die s el generator building. Air and steam

would be forced into these corridors through openings in the south wall of the turbine-

generator building, and through the se i s mic gap between t h e turbine buil d ing, reac t or building, and radwaste control building. The large vo l ume of the turbine b u ilding and becau s e the turbine bui l d ing metal siding a nd exterior doors are not leakti ght and are not designed to withstand more than a minimal p r essure differential, would result in the peak pres s u res seen by the reinforced-concre t e walls of the reactor building and r a dwaste control building not exceeding the structural capacity of the walls. The doors to the control room are low-range blast doors designed to withstand a p r essure differential of 3 lb/in

.2 , which is considered adequate to maintain c o ntrol room habitability as disc ussed in Section 3.6.1.12. 3.6.1.21 Description of Met hods of Analyses to Ensure That Primary or Seconda r y Containment Integrity Is Not Comp r o m i sed by a Postulated Passive Component Failure The previous 20 sections present the results of analyses that indica t e that postulated piping failures do not adversely af f ect safe reactor operation. Impl i c it in these analyses is t h e nece s sity of conforming to releva nt s t andards wi t h regard to o ffsi t e radi ological con s equence s.

3.6.2 DETERMINATION

OF BREAK LOCATI O NS FOR DYNAMIC EFFECTS ASSOCIATED WITH THE POSTU L ATED RUPTURE OF PIPING

Information concerning postulated break and crack location criteria and methods of analysis for

evaluating the dynamic effects a ssociated with postulated breaks and cracks in high- and

moderate-energy fluid system pip i ng inside and outside of prima r y containment is p r esented in

this section. The information prese n ted in this section and in Section

3.6.1 confirms

that the requirements for the protection of structures, systems, and components relied on for safe

reactor shu t down or to mitiga t e the consequences of a postu l a t e d pipe break have been met.

3.6.2.1 Criteria Used to Define Break and Crack Location and Configuration

The following section establishes the criteria for the location and configur a tion of postulated breaks and cracks in high-energy and moderate-ene rgy piping systems both inside and outside of primary containment.

C OLUMBIA G ENERATING S TATION Amendment 59 F INAL S AFETY A NALYSIS R EPORT December 2007 LDCN-06-000 3.6-35 High-energy fluid systems are defined as those systems or portions of systems that during normal plant conditions

• are maintained pressurized under conditions where either one or both of the following are met:

a. Maximum temperature exceeds 200°F b. Maximum pressure exceeds 275 psig.

Moderate energy fluid systems ar e defined as those systems, or portions of systems, that during normal plant conditions are pressurized under both of the following conditions:

a. Maximum temperature is 200°F or less, and b. Maximum pressure is 275 psig or less.

Piping systems are classified as moderate-energy systems, when they operate as high energy piping for only short periods in performing their system functi on. For the major operational period they qualify as m oderate-energy fluid systems. An operational period is considered "short" if the total fraction of time that the system operates, within the pressure-temperature conditions specified for high-energy fluid system , is less than approximately 2% of the time period that the system operates as a moderate-ener gy fluid system, or less than 1% of the normal operating life span of the plant.

A postulated pipe break is defined as a sudden, gross failure of the pressure boundary either in the form of a complete circumferential severance (guillotine break) or as development of a sudden longitudinal crack (longitudinal split).

These are postulated for high-energy fluid systems only. For moderate-energy fluid systems, pipe rupture is confined to postulation of leakage cracks in piping and bran ch runs. These cracks affect the surrounding environmental conditions only and do not cau se jet impingement or uncontrolled whipping of the pipe.

A moderate-energy piping system crack is not postulated simu ltaneously with a high-energy piping system break, nor is any pipe break or crack outside c ontainment postulated concurrently with a pipe break or crack inside containment.

Postulated pipe break locations are selected as described herein and are based on the guidelines provided in Regulatory Guide 1.46, Revision 0; the BTP AS B 3-1, and as expanded in BTP MEB 3-1 for piping inside a nd outside primary containment.

• Normal plant conditions are defined as the pl ant operating conditions during reactor startup, operation at power, hot standby, or reactor cool down to cold shutdown, but excluding test modes.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-36 3.6.2.1.1 Postulated Pipe Break Locations in High-Energy Fluid System Piping Not in the Containment Penetration Area Pipe breaks (not including leakag e cracks) are postulated at lo cations as indicated below:

3.6.2.1.1.1 Postulated Pipe Break Locations in ASME Section III Class I Piping Runs.

The terminal ends

• of the pressurized portions of the run.

Intermediate locations of postulated pipe breaks are selected by application of one of the following sets of rules:

a. Pipe break is postulated at each locati on of significant change in flexibility, such as pipe fittings (elbows, tees, and reducers), and circ umferential connections to valves and flanges;

b. Based on stress and fatigue analysis, as calculated according to ASME Code Section III Subarticle NB-3600, no break is postulated if any of the following applies:

1. S nf does not exceed 2.4S m,

• Terminal ends are extremities of piping runs that connect to structures, components (e.g., vessels, pumps, valves), or pipe anchors that act as rigid constraints to piping motion and thermal expansion. A branch connection to a main piping run is a terminal end of the branch run, except where the branch run is classified as part of the main run in the stress analysis and is shown to have a significant effect on the main run behavior. In piping runs which are maintained pressurized during normal plant conditions for only a portion of the run (i.e., up to the first normally closed valve), a terminal end of such runs is the piping connection to this closed valve.

f S n is the primary plus secondary stress intensity range , as calculated by us e of Equation (10) of ASME Code Section III Subsection NB, Paragr aph NB 3653.1, between any two load sets (including the zero load set) for normal and upset plant conditions, including an OBE event transient.

S m is the design stress intens ity, as described in ASME Co de Section III Subsection NB, Paragraph NB 3229.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-37 2. S n exceeds 2.4S m but does not exceed 3S m , and the Cumu lative Usage Factor (U)

• does not exceed 0.1, and

3. S n exceeds 3S m , but S ef and S r are each less than 2.4S m , and U does not exceed 0.1.

3.6.2.1.1.2 Postulated Pipe Break Locations in ASME Section III Class 2 and 3 Piping Runs.

The terminal ends of the pre ssurized portions of the run.

Intermediate locations of postulated pipe breaks are selected by applications of one of the following sets of rules:

a. Pipe break is postulated at each locati on of significant change in flexibility, such as pipe fittings (elbows, tees, and reducers), and circ umferential connections for valves and flanges,

b. At each location here the stresses unde r the loadings resulting from upset plant conditions, including an ope rating basis earthquake (OBE) event as calculated by the summation of Equations (9) and (10) of ASME Code Section III Subsection NC, Paragraph NC 3652, exceed 0.8 (1.2S h + S A) where S h and S A), are as defined in Paragraph NC 3611.2, or

c. Intermediate breaks are not postulated in sections of straight pipe where there are no pipe fittings, valves, or flanges.

3.6.2.1.1.3 Break Locati ons in Other Piping Runs. Postulated pipe break locations for piping other than ASME Code Section III Class 1, 2, and 3, are postulated in accordance with pipe whip criteria which conforms to the criteria set forth for ASME Code Section III Class 2 and 3 piping.

• U is the Cumulative Usage Factor that indicates the total fatigue damage as calculated by the procedure in ASME Code Section III Subsection NB, Paragraph NB 3653.

f S e is the nominal value of expa nsion stress as calcul ated by use of Equation (12) of ASME Code Section III Subsection N B, Paragraph NB 3653.6(a).

S r is the range of primary plus secondary membrane plus be nding stress intens ity, excluding thermal bending and thermal expansion stresses as calc ulated by use of Equa tion (13) of ASME Code Section III Subsection NB.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-38 3.6.2.1.2 Postulated Pipe Break Locations in High-Energy Fluid System Piping Between Primary Containment Isolation Valves Pipe breaks (not including leakag e cracks) are postulated in lo cations as indicated below:

3.6.2.1.2.1 Postulated Pipe Break Locations in ASME Section III Class 1 Piping Between Primary Containment Isolation Valves. No pipe breaks are postula ted in the portion of piping between primary containment isolation va lves, if any of the following apply:

a. S n does not exceed 2.4S m , b. S n exceeds 2.4S m but does not exceed 3S m , and the Cumulativ e Usage Factor (U) does not exceed 0.1, or

c. S n exceeds 3S m , but S e and S r are each less than 2.4S m , and U does not exceed 0.1. The stress levels in the ASME Section III Cla ss 1 containment penetration high-energy piping are maintained at or below these limits and therefore, breaks are not postulated.

• See Section 3.6.2.1.2.3 for further discussion of c ontainment penetration piping.

Piping systems which may have break exclusion areas between primary containment isolation valves are those determined by examining the list of high-energy piping systems (see Section 3.6.2.1 and Table 3.6-15

). Systems which do not pass through primary containment are excluded. In addition, sy stems which are not pressurized between the isolation valves during normal plant operation (see Table 3.6-15) are excluded. The remaining systems, those which may have break exclusion areas between primary containment isolation valves are listed in Table 3.6-16. Break exclusion areas for these systems are shown in Figures 3.6-85 through 3.6-88.

3.6.2.1.2.2 Postulated Pipe Break Locations in ASME Section III Class 2 and 3 Piping Between Primary Containment Isolation Valves. See Section 3.6.2.1.1.2 , for stress criteria applicable to ASME Section III Class 2 and 3 piping between containment isolation valves.

The stress levels are maintained at or below these limits and therefore, breaks are not postulated. See Section 3.6.2.1.2.3 for further discussion of c ontainment penetration piping.

• A program for augmented inserv ice inspection for high energy line breaks is included in the Inservice Inspecti on Program Plan. LDCN-02-060 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-39 3.6.2.1.2.3 Primary Cont ainment Penetration Piping. To maintain containment integrity, primary containment penetrations are designed with the following characteristics:

a. They are capable of withstanding the fo rces caused by impinge ment of the fluid from the rupture of the largest local pipe without failure, and

b. They are capable of withstanding the maximum reactions that the pipes to which they are attached are capable of exerting.

Piping and electrical penetration details are discussed and shown in Section 3.8.6.

The stress criteria for postulati ng breaks in containment penetr ation piping between isolation valves is given in Sections 3.6.2.1.2.1 and 3.6.2.1.2.2.

Welded attachments, for pipe supports or other purposes, to these portions of piping are avoided except where detailed stress analyses or tests are performed to demonstrate compliance with the limits of Section 3.6.2.1.2. In addition, the numbe r of circumferential and longitudinal piping welds and branch connections are minimized.

Any pipe anchors or restraints (e.g., connections to containmen t penetrations and pipe whip restraints) are designed such that they are not welded directly to the out er surface of the piping except where such we lds are 100% volumetrically examinable while in service, and a detailed stress analysis is performed to demonstrate compliance with the limits of Section 3.6.2.1.2.

Tunnel structures surrounding the primary contai nment penetration piping are designed for the thermal and pressure loads of a through wall leakage crack regardless of crack postulation

requirements. See Section 3.6.1.20 for further discussion.

Access for ISI of welds in high-energy (hot type) containment penetration assemblies is described in Section 3.8.6.1.1. All required ISI locations are accessible.

3.6.2.1.3 Postulated Through Wall Leakage Crack Locations in High- and Moderate-Energy Fluid Systems

Cracks in high energy systems, regardless of ASME Code classification, were evaluated at Columbia Generating Station both inside and outside of containm ent. Inside containment it was found that the circumferential or longitudinal high energy line breaks bounded the structural and environmental consequences produced by a leakage crack at any location in a high energy line. Outside containment analyses were completed or protection was provided to ensure that critical plant systems are not harmed by leak age cracks in adjacent high energy systems.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-40 In moderate-energy piping system s consisting of ASME Code S ection III Class 2 and 3 piping and moderate-energy nonnuclear piping, including fluid syst em piping between primary containment isolation valves, cracks are not postulated provided the stress range of 0.4 (1.2S h* + S Af) is not exceeded for the load combination which includes the effects of pressure, weight, other sustained loads, and occasional loads such as the OBE a nd thermal expansion loads.

Since all piping in structures housing safety-r elated systems are suppor ted and controlled as Seismic Category I systems regardless of service, the criteria for postulated cracks is the same as above for all systems.

3.6.2.1.4 Types of Breaks and Cracks Postul ated in High-Energy and Moderate-Energy Fluid System Piping 3.6.2.1.4.1 Breaks in High-Energy Fluid System Piping. The following types of breaks are postulated in high-energy fluid system piping:

No breaks need be postulated in piping having a nominal diameter less than, or equal to 1 in.

Circumferential breaks are postulated only in piping exceeding a 1 in. nominal pipe diameter.

Longitudinal splits are postulated only in piping having a nominal pipe diameter equal to or greater than 4 in.

Longitudinal splits are not postulated at terminal ends.

At each of the postulated break locations, consideration is given to the occurrence of either a longitudinal split or circumfere ntial break. Both types of breaks are considered if the maximum stress ranges in the circumferential and axial direct ions are not significantly different. Only one type break is considered as follows:

a. If the result of a detailed stress analysis indicates that the maximum stress range in the axial direction is at least 1.5 times that in th e circumferential direction, only a circumferential break is postulated. Where usage factor is a determinant in establishing a postulated break locati on, the fatigue dominant stresses are

• S h is the allowable stress at maximum (hot) te mperatures defined in ASME Code Section III, Article NC 3611.2.

f S A is the allowable stress range for thermal expa nsion, as defined in ASME Code Section III, Article NC 3611.2.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-41 examined as indicated above to determine whether longitudinal, circumferential, or both are postulated; or

b. If this type of analysis indicates that the maximum stress range in the circumferential direction is at least 1.5 times that in the axial direction, only a longitudinal split is postulated.

Where break locations are select ed without the benefit of stre ss calculations, circumferential breaks are postulated at the pi ping welds to each fitting, valve, or welded attachment.

For a longitudinal split, the break area is assumed to be equal to cross-sectional flow area of the pipe.

For circumferential breaks, pipe whipping is assumed to occur in the plane defined by the piping configuration and is assume d to cause pipe movement in th e direction of the jet reaction.

A longitudinal break is assumed to result in an axial split without severance and to be oriented at any point about the circumferenc e of the pipe or alternatively at the point(s) of highest stress as indicated by a detailed stress analysis. If a postulat ed break location is at a nonaxisymmetric fitting, such as a tee or elbow, the sp lit is assumed to be oriented (but not concurrently) on each side of the fitting at its center, perpendicular to the plane of the fitting and is assumed to cause pipe movement in the direction of the jet reaction.

For a circumferential break, the dynamic force of the jet discharge at the break location is based upon the effective cross s ectional flow area of the pi pe and on a calculated fluid pressure, as modified by an analytically or experimentally determined thrust coefficient. A circumferential break is assumed to result in pipe severance with full separation amounting to at least a one-pipe-diameter lateral displacement of the rupt ured piping sections, except as limited by structural design features. The break is assumed to be oriented perpendicular to the longitudinal axis of the pipe.

Line restrictions, flow limiters, and the absence of energy reservoirs are accounted for in the cal culation of the design jet discharge.

3.6.2.1.4.2 Cracks in High-Energy a nd Moderate-Energy Fl uid System Piping. The following controlled through wall leakage cracks are postulated in high-energy and moderate-energy fluid systems (o r portion of systems):

Cracks are postulated in fluid systems or portions of systems whose size exceeds a nominal

pipe diameter of 1 in.

Fluid flow from the postulated cr ack is based on a circular opening of area equal to that of a rectangle one-half pipe-diame ter in length and on e-half pipe wall th ickness in width.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-42 The flow from the postulated crack is assumed to result in an environment that wets all unprotected components within th e compartment, with subsequent flooding in the compartment and communicative compar tments. Flooding effects are de termined on the basis of a conservatively estimated time period required to affect corrective action.

3.6.2.1.5 Protection Criteria fo r the Effects of Pipe Break

Protection from the effects of a whipping pipe due to a pi pe break is provided where necessary. Protection from pi pe whip need not be provide d if any one of the following conditions exists: The piping is classified as moderate energy piping. Following a single postulated pipe break, piping for which the unr estrained movement of either end of the ruptured pipe, in the directi on of the jet reaction about a pl astic hinge, formed within the piping, cannot impact any struct ure, system, or comp onent important to safety. Piping for which the internal energy level associated with the whipping is insu fficient to impair the safety function of any structure, system, or component to an unacceptable level. Any line restrictions (e.g., flow limiters) between th e pressure source and break location, and the effects of either a single-ended or double-ended flow condition are accounted for in the determination of the

internal fluid energy level associated with the postulated pipe break reaction. The energy level in a whipping pipe will be considered insuffici ent to rupture an impact ed pipe of equal or greater nominal pipe size and of equal or heavier wall thickness.

For further discussion of pipe whip protection, see Section 3.6.2.3.3.

Protection of essential systems from the effects of jet impingement is provided where necessary to ensure reactor shutdown to a safe cold condition and to limit the release of radioactivity to within 10 CFR Part 100 limits. For further di scussion of criteria for protection against jet impingement, see Section 3.6.2.3.2.

3.6.2.2 Analytic Methods to Define Blowdown Forcing F unctions and Response Models

3.6.2.2.1 Analytical Me thods to Define Blowdown Forcing Functions

The rupture of a pressurized pipe causes the flow characteristics of the system to change, creating reaction forces which can dynamically excite the piping system. The reaction forces are a function of time and space and depend on fluid state within the pipe prior to rupture, break flow area, frictional losses, plant system characteristics, piping system, and other factors. The methods used to calculate the reaction forces for various piping systems are presented in the following sections.

A rise time, not exceeding 1 msec, is assumed for the initial pulse of the fluid blowdown

forcing function, unle ss longer crack propagation times or rupture opening times are substantiated by experimental data or analytical theory.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-43 Blowdown forcing functions are determined by either of two general methods given below:

a. The predicted blowdown forces on pi pes fed by a pressure vessel can be described by transient and steady-state fo rcing functions. Th e forcing functions used are based on methods described in References 3.6-3 and 3.6-22. These may be simply described as follows:

1. The transient forcing functions occur at points along the pipe from the propagation of waves (wave thrust) al ong the pipe and at the broken end from the reaction force due to the momentum of the fluid leaving the end of the pipe (blowdown thrust);

2. The waves cause various sections of the pipe to be loaded with time-dependent forces. It is assumed that the pi pe is one-dimensional in that there is no attenuation or reflection of the pressure waves at bends, elbows and the like. Following the rupture, a decompression wave is assumed to travel from the break at a speed equal to the local speed of sound within the fluid. Wave reflec tions occur at the break end and the pressure vessel end until a steady flow condition is es tablished. Free-space and vessel conditions are used as boundary conditions. The blowdown thrust causes a reaction force perpendicular to the plane of the pipe break, reaching a final steady state value;

3. The initial blowdown force on the pipe is taken as the sum of the wave and blowdown thrusts and is e qual to the vessel pressure (P o) times the break area (A). After the initial decompression period (i.e., the time it

takes for a wave to reach the first change in direction), the force is assumed to drop off to the value of the blowdown thrust (i.e., 0.7 P o A);

4. Time histories of transient pressu re, flow rate, and other thermodynamic properties of the fluid can be used to calculate the flowdown force on the pipe using the following equation:

FPP g A a{()} u 2 where F = blowdown force

P = pressure at exit plane

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-44 P a = ambient pressure u = velocity at exit plane

= density at exit plane

A = area of break

g = gravitational constant

5. Following the transient period, a steady-state period is assumed to exist. Steady-state blowdown forces are calculated, considering frictional effects. For saturated steam, these effects reduce th e blowdown forces from the theoretical maximum of 1.26 P o A. The method of accounting for these effects is presented in References 3.6-3 and 3.6-22. For subcooled water, a reduc tion from the theoretical maximum of 2.0 P o A is found through the use of Bernou lli's and other sta ndard equations, such as Darcy's equation, which account for friction.

b. The following is an alternative me thod for calculating blowdown forcing functions.

The computer code RELAP3 (Reference 3.6-9) is used to obtain exit plane thermodynamic states for postulated ruptures (see Section 3.12.11 for further discussion of RELAP3). Specifically, RELAP3 calculates exit pressure, specific volume, and mass rate. From th ese data the blowdown reaction load is calculated using the following relation:

T A PP GV g E E E E c2 R T A x A E E where T A E = thrust per unit break area P E = exit pressure

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-45 P = receiver pressure G E = exit mass flux V E = exit specific volume

g c = gravitational constant R = reaction force on the pipe

3.6.2.2.2 Analytical Methods to Define Response Models

3.6.2.2.2.1 General Descri ption of Analytical Methods. The prediction of time-dependent and steady-thrust reaction loads caused by blowdown of subcooled, saturated, and two-phase fluid from a ruptured pipe is used in the design of piping systems and in the evaluation of dynamic effects of pipe breaks. A deta iled discussion of the analytic al methods employed to compute these blowdown loads are given in Section 3.6.2.2.1. The analytical methods used to account for this loading are discussed below.

3.6.2.2.2.2 Dynamic Analysis of the Effects of Pipe Rupture. Criteria a. Analysis is performed fo r each postulated pipe break;

b. The analysis includes the dynamic response of all components of the system including the pipe, pipe whip restraints, and all struct ures required to transmit loading to foundation. The structures are analyzed for a suddenly applied force in conjunction with impact and rebound effect s due to gaps between piping and pipe whip restraints;

c. The analytical model adequately represents the mass/inertia and stiffness properties of the system;

d. Pipe whipping is assumed to occur in the plane defined by the piping geometry and configuration and to cause pipe m ovement in the direction of the jet reaction;

e. Piping contained within the broken loop is no longer consid ered part of the RCPB. Plastic deformation in the pipe is considered as a potential energy absorber. Limits of strain are imposed similar to pipe whip material (see Section 3.6.2.2.3.2) restraint. Piping systems are designed so that plastic C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-46 instability would not occur in the pipe at the design dynamic and static loads, unless damage studies are performed which show that the consequences could not result in the direct damage of an y essential system or component; and

f. Components such as vess el safe ends and valves, which are attached to the broken piping system and do not serve a safety function or whose failure would not further escalate the consequences of the accidents, are not designed to meet ASME Code requirements for essential components under faulted loading.

However, if these component s are required for safe shut down or if they serve a safety function to protect the structural integrity of an esse ntial component, then these components ar e designed to code limits for faulted conditions and to the limits necessary to ensure operability.

Analytical Models

a. Lumped-Param eter Analysis Model: Lumped mass points are interconnected by springs to take into account for the effects of inertia and stiffness inherent in the system, and time histories of the re sponses are computed by numerical integration to account for gaps and inelastic effects. This an alytical method is discussed in deta il in Reference 3.6-4;

b. Energy-Balance Analysis Model: Ki netic energy, generated during the first quarter cycle movement of the ruptured pi pe as imparted to the piping/restraint system through impact, is converted into equivalent strain energy.

Deformations of the pipe and the restra int are compatible with the level of absorbed energy; and

c. Pipe whip restraints for the reactor recirculation system are designed by the NSSS supplier. The analytical method utilized for this design is the computer program PDA which is de scribed in Reference 3.6-4 and further discussed in Section 3.12.33. Pipe whip restraints for all other pi ping systems requiring such protection are designed by the architect/e ngineer; the method described below is used for this pipe whip restraint design.

Simplified Dynamic Analysis

a. To simplify dynamic analys is the following conserva tive assumptions are used:

1. The entire structure including pipe, restraint linkage, s upport beams, and major structure to foundation connections absorb energy by elastic, elastoplastic, or plastic deformation.

To provide a simplified dynamic C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-47 mathematical model, one member is generally considered to absorb all the energy. This member is classified as an energy absorbing member and is designed as described in Section 3.6.2.3.3.2. The other components of the structure are assume d as infinitely ri gid. These are classified as load transmitting members and are designed as described in Section 3.6.2.3.3.2

2. The time history of unbalanced forces on the ruptured pipe is reduced to a suddenly applied constantly mainta ined force, which envelopes the actual force at any particular time, or is based on a more sophisticated blowdown calculation; and

3. Dynamic loading on the pipe whip restraint is reduced to a suddenly applied, constantly maintained fo rce described above , in conjunction with a kinetic energy of impact.

b. Simplified analytical models such as simple beams, structural frames, and ring girders on assumed rigid supports are m odeled as single springs. One example

of such a typical analyt ical model is shown in Figure 3.6-89. For these, the required member resistance (R r) is determined by application of the formula shown in Figure 3.6-90. This derived equation is based on References 3.6-1 and 3.6-2. The following is a description, and discussion of the parameters used in this derivation:

1. The term (R r) represents the required member resistance (strength) when loaded by a suddenly applied c onstantly maintained force (F 1), in conjunction with a kinetic energy of impact (K), due to collision of a moving body (i.e., ruptured pipe) with the member in question;

2. The impulse (i) is represented by the area under any load time history having a time of duration (t d), which is small compar ed with the natural period of the impacted member;

3. The kinetic energy is represented by i 2/2M, where (i) is the impulse and (M) is the mass of the moving body;

4. The kinetic energy of impact (K) is also represented by the product of the Force (F

1) which accelerates the ruptured pipe, and a distance (d) the total distance traveled by the moving body from time zero to time of collision with the member in question.

Note that when the resisting member is in direct contact with the ruptured pipe, the distance (d) is zero and the kinetic energy (K) reduces to zero. Likewise, when no C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-48 resisting member is required, the ruptured pipe does not collide with anything and therefore no kinetic energy of impact exists. In these events the equation shown in Figure 3.6-90 is applicable with (K) equal to zero; 5. The energy absorbing member is permitted to deform into the plastic region. Thus the member resistance is bilinear. (Y e) is the deflection of the member at the end of el asticity of the member. (Y m) is the maximum deflection of the member;

6. The elastic spring constant (k) is th e ratio of load on the member divided by the deflection due to this load, wher e the deflection is equal to or less than the value (Y e) and the load is compatible with this concept. Thus (k) can be expressed as (R r/Y e); 7. For inelastic response the maximum deflection (Y m) is always larger than the elastic deflection (Y e). For this case, the ratio (Y m/Y e) is defined as the ductility ratio (); 8. The maximum deformation of the energy absorbing member is controlled by limiting the ductility ratio (). Reference 3.6-6 provides the ductility ratio that corresponds to collapse

( c). For structural steel members, th ese values vary with upper limits in the order of 20 to 30 and up (fo r very ductile structures). For Columbia Generating Station, the maximum permissible ductility ratio is limited to 50% of ( c), except that energy absorb ing members in direct contact with primary containment are limited to 5% of ( c). For Columbia Generating Station, only steel members are utilized as energy absorbing members, as defined in Section 3.6.2.3.3.2. The maximum values of ( c), for various structural components, are given in Table 3.6-7

and 9. The equation derived in Figure 3.6-90 accounts for a suddenly applied constantly maintained force in conjunction with a kinetic energy of impact on the resisting member. Total transfer of energy is implied.

This is combined with the constantly maintained force (from ruptured piping blowdown) on the restraint structure. This assumption is consistent with a zero coefficient of restitution (full plasticity), and is a conservative assumption.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-49 With regard to rebound, it should be noted that if a coefficient of restitution of unity is assumed (full rebound), there is zero kinetic energy transfer to the re straint structure.

If a coefficient of restitution less th an unity is assumed (partial rebound), there is a partial amount of kinetic energy transfer to the restraint structure.

A coefficient of restitution of zero conservatively assumed in the application of the equation mentioned above gives zero rebound with 100% kinetic energy transfer to the restraint structure.

It should also be noted that th e assumption of a suddenly applied constantly maintained fo rce as used in the equation mentioned above is conservative with respect to rebound. Rebound implies a finite time of short duration contact with the restraint structure, in contrast to the infinite time assumed.

c. Actual structural resist ance for the above structures is determined by methods of limit analysis using a dynamic yield strength, as defi ned in Section 3.6.2.2.3.1. 3.6.2.2.3 Material Properties Under Dynamic Loads

3.6.2.2.3.1 Dyna mic Yield Strength. To account for the rapid st rain rate effects, dynamic yield strength is utilized. This phenom enon is documented in References 3.6-6 and 3.6-7. Material tests have shown a consistent increase in yield strength under rapid loading. Under rapid strain rate, carbon steel yield strength consistently improves by more than 40%. High strength alloy steel displays a somewhat smal ler improvement. For Columbia Generating Station, a conservative dynamic yi eld strength of 110% of minimum static yield strength, at the specified operating temperature, is used.

3.6.2.2.3.2 Maxi mum Strain of Tension Members. Pure tension members, such as U-bars shown in Figure 3.6-21 which act to limit pipe whip ar e permitted to deform during energy absorption: (a) a maximum of 50% of the mi nimum uniform strain (a t the maximum stress on an engineering stress-strain curve) based on actual restraint material tests or (b) one-half of minimum percent elongation as specified in the applicable ASME Code Section II or ASTM Specifications if demonstrated to be less than 50% of the minimum uniform strain based on representative test results.

The dynamic tensile and impact prope rties are specified to be not le ss than (a) 70% of the static percent elongation or (b) 80% of the statically determined mi nimum total energy absorption.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-50 3.6.2.2.3.3 Maximu m Deformation of Flexural Members. Deformations of energy absorbing flexural support memb e r s are gen e rally limited to 50% of t h at deformation which corresponds to structural collap s e, except that d e formation of energy absorbing m e m b ers in direct contact with the primary containment vessel is limited to 5% of that deformation which co r r esponds to structural c o llap s e.

3.6.2.2.3.4 Materials and Pr o port i ons of Structural Shapes. The ma t e r ials a nd proportions of structural s h apes for energy absorbing membe r s are in accordance w ith recommendations for

dynamic member design as do c umented in References 3.6-6 and 3.6-7.

3.6.2.3 Dynamic Analysis Methods to Ver i fy Integrity and Operability

3.6.2.3.1 Dynamic Analysis Me t hods for Jet Impingement Effects

The procedure for analyzing the dynamic ef f e cts of jet impi n g ement has been extrac t ed from Reference 3.6-8.

The computer code R E LAP3 (see Section 3.12.11 and Reference 3.6-9) with required geometric i n put data is r un to obtain the exit plane thermodynamic s t a t e and mass flow rate.

Specifically, the quantities output by RELAP3 a r e M = mass fl o w rate l b m/sec V E = spec i fic v o lume f t 3/l b m P E = exit pressure l b f/ft 2 The reaction load on the p i ping system is given by

T A PP GV g E E EE c ()2 (3.6-25) where T A E = thrust per unit area lb f/ft 2 P = receiver pressure lb f/ft 2 G E = mass flux lb m/sec ft 2 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-51 P E = exit pressure l b f/ft 2 V E = spec i fic v o lume at ex i t f t 3/lb g c = Newton's constant 3 2 174 2.sec ft l b lb m f (T/A E) y i elds the thrust reac t ion load on the pip i ng system s ubject to the assumption that the vapor to liquid velocity ratio is unity. By conservation of forward mo m e ntum, the jet force

per unit area (F j/A E) equals the thrust force per unit area (T/A E). To determine the ef f ect of the fluid jet on targets located some distance LT from the b r eak, the following p r ocedure is used.

Class i fy ta r g et distance L T as l e s s t h an, equal t o , or greater than the dis t ance required for full jet expansion L. See Figure 3.6-9

1. where L DA A E E2 1 12/ (3.6-26) A A GgTA E E cE2 v/ (3.6-27) where A = area of jet at full expansion ft 2 A E = area of exit ft 2 D E = diameter of exit ft G E = mass flux lb m/sec ft 2 g c = Newton's Constant 32174 2.secftlb lb m f h E = exit plant enthalpy Btu/lb L = distance to full expansion ft C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-52 P = recei v e r pressure l b f/ft 2 T = thrust V = spec i fic v o lume at fu ll expansion

Assuming the kinetic energy of the fully expanded jet to be insignificant, the following relation holds between vessel stagnation entha l py and fully expanded jet enthalpy:

h o = h (3.6-28)

Therefore, x hh h of fg (3.6-29) where h o = stagnation enthalpy at full expansion, Btu/lb h f = liquid enthalpy at full expansion, Btu/lb h fg = vaporization enthalpy at full expansion, Btu/lb X = quality at full expansion then, VV XV ff g (3.6-30) where V f = specific volume of liquid at full expansion, ft 3/lb m V fg = specific volume of vapor ization at full expansion ft 3/lb m V = specific volume at full expansion, ft 3/lb m C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-53 From Equa t i ons 3.6-29 and 3.6-30, subject to the assumption of Equation 3.6-28, Equations 3.6-26 and 3

.6-27 can be solved for L. For L T < L property variations ar e assumed li n ear from A E to A for area and from P E to P for pressure.

The jet impingement load F j is as follows with F j a constant:

FF A jT j L x A T (3.6-31) where A T = area of target which is intercepted by the jet A L = jet a r ea at the target distance ca l c ula t ed as in Region 1:

for O<L<L A A A L L A LE T E (3.6-32) in Region 2:

for LL A D E12 4/cot 1 0 A L = A where L A D E 3 12 12 4// c o t 1 0 (3.6-33) in Region 3:

for 12 4/A DL E cot 1 0 AA D LE L E1 2 2 t a n 1 0 (3.6-34)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-0 0-0 7 5 3.6-54 for nonflashing/nonexpanding fluids:

A L = A E (3.6-35) 3.6.2.3.2 Jet Impingement Effect

3.6.2.3.2.1 Physical Separation. The physical separa tion of different essential systems and components is used to ensure th at the plant retains function of sufficient essential systems to ensure safe shutdown in the ev ent of a postulated LOCA and s ubsequent generation of a jet stream together with an additional single random active com ponent failure and the loss of offsite power.

Where physical separation ca nnot be used to protect systems, a detailed analys is is performed to determine the effects of jet impingement on their operability. If necessary, barriers are provided to protect structures, systems, a nd components required fo r a safe shutdown to prevent offsite radiological consequences and to mitigat e the effects of a LOCA.

3.6.2.3.2.2 Jet Im pingement Evaluation. The evaluation of the adequacy of physical separation included the inspecti on of all essential systems an d their components that are necessary to start, operate, and control the essential systems required for safe shutdown. The evaluation included the following:

a. Review pipe break locations to provide conservative jet st ream orientation and geometry,

b. Review effected equipment by both design drawing examination and plant walkdown,

c. Review signals that result in the actuation of essential systems,

d. Review signals that are necessary to be returned to inside primary containment, to activate the shutdown systems,

e. Review availability of power that is required inside prim ary containment to operate the essential systems, and

f. Review mechanical engineered safety systems required for safe shutdown.

3.6.2.3.2.3 Postulated Pipe Rupture Locations Inside Containment. The criteria used to define pipe rupture locations is described in Section 3.6.2.1. Figures 3.6-32 through 3.6-56 show the inside containment break locations resulting from the application of the criteria provided in Section 3.6.2.1. Pipe whip restraint locations are also shown in these figures.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-55 3.6.2.3.2.4 Signals Fr om Primary Containment. For instrumentation located inside primary containment, sufficient redundancy is provided such that a ll signals necessa ry to cause actuation of essential systems rema in functional. Each system that is required to bring the plant to a safe shutdown condition is furnished with two or more sets of redundant instrumentation lines.

In this review, it is conservativ ely assumed that a jet stream or whipping pipe may damage one of these sets. The redundant sy stem is shown to remain opera tional by physical separation and barriers, such as the RPV. An example of the above is the loca tion of sets A and B instrumentation lines for the HPCS. Set A and its redundant set B are lo cated at opposite sides of the RPV. Therefore, a jet stream or whipping pipe cannot damage both sets of instrumentation. Function of in strumentation inside primary containment necessary to result in the actuation of the HPCS system is thereby en sured. These conditions as discussed for the HPCS instrumentation lines are typical for all instrumentatio n lines that support essential systems. The capabilities of redundant instrumentation is discussed in Section 7.3.

3.6.2.3.2.5 Signals to the Primary Containment. No instrumentation signal is necessary to return inside primary containmen t to operate any of the essential systems. Signals to the ADS valves are provided through their power suppl y as described in th e following section.

3.6.2.3.2.6 Power Requirement Inside Primary Containment. The only essential system that requires power inside primar y containment is the ADS.

There are 18 main steam relief valves inside pr imary containment, seven of which are in the ADS mode. These seven valves will quickly depressurize the RPV in the event of a small break and allow the LPCS or the LPCI to keep the core cove red with water, thus permitting the reactor to be brought to a safe shutdown.

There are two independent and redundant electrical systems (divisions) inside primary containment which operate the ADS valves. The divisions are run separately in main paths of conduits, and individual conduits are branched to corresponding ADS valves.

Each ADS valve is equipped with three solenoids and two divisi ons as noted above. Power to the ADS valves is required to open a solenoid valve connected to the air accumulator, thus allowing the pressurized air to open the ADS valves.

The physical arrangement of the el ectrical conduits is such that one division runs next to the primary containment vessel wall and the other division runs around the sacr ificial shield wall. The conduits for Division 1 (A solenoids) are routed above the platform at el. 541 ft in a

horizontal configuration, runni ng toward penetration X-105C.

The conduits for Division 2 (B solenoids) are routed below the platform at el. 522 ft in a horizontal configuration, running toward penetration X-105B. The conduits are rout ed such as to take advantage of the piping C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-56 and structure for protection against a possibl e jet impingement. The ADS supply lines are discussed in Section 7.3. Six out of the seven furnishe d ADS valves have to be ope rational to enable adequate depressurization of the RPV. Jet impingement ca nnot incapacitate more than three electrical lines. Since four lines would have to be incapacitated to incapacitate more than one valve, safety is ensured.

This condition is typical for all c onduits leading to the ADS valves.

3.6.2.3.2.7 Mechanical E ngineered Safety Systems. Under conditions involving a LOCA, a loss of offsite power, and the failure of any one diesel generator, the av ailability of redundant essential systems is determined by study of design drawings and by field walkdown of the physical location of these systems to verify that suffi cient separation is pr ovided between two redundant systems. Specifically, tw o situations are investigated:

a. The possibility of a jet from an essential system destroying or in any way damaging its redundant syst em. For example, in the case of failure of Division 2 diesel generator, the possibility of a pipe whip or jet from the HPCS damaging the LPCS and ADS is investigated; and

b. The possibility of a jet, from a high energy line, being capable of damaging an essential system and its redundant system. For example, in the event of Division 2 diesel generator failing, in conjunction with a possible jet or pipe whip from the RCIC, which may be capable of damaging the LPCS, ADS, HPCS, or related systems, thus preven ting the plant from being brought to a safe shutdown is investigated.

All essential systems are examined to ensure that they will be capable of performing their required function afte r a jet impingement.

3.6.2.3.2.8 Jet Impingement on Major Structures In side Primary Containment. Jet impingement loading on the steel primary containment vessel is discussed in Section 3.8.2. Jet impingement loading on the conc rete and steel internal stru ctures of the steel primary containment vessel is discussed in Section 3.8.3. Jet impingement loading on primary containment penetrations is discussed in Section 3.8.6.

3.6.2.3.3 Pipe Wh ip Restraints

3.6.2.3.3.1 Defi nition of Function. Pipe whip restraints, as differentiated from piping supports, are designed to function and carry load for an extremel y low probability gross failure in a piping system carrying high energy fluid.

The piping integrity does not depend on the pipe whip restraints for any lo ading combination. If the pipi ng integrity is compromised by a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-57 pipe break, the pipe whip restraint acts to li mit the movement of the broken pipe to an acceptable distance. The pipe wh ip restraints (i.e., those devi ces which serve only to control the movement of a ruptured pipe following gross failure) will be subject to a once in a lifetime loading. The pipe break event is considered to be a faulted condition for the piping system, its restraints, and structure to which the restraint is attached. Th e design and analysis of these components for this event are described later in this section and in Section 3.6.2.2. Piping is no longer considered to be a part of the RCPB following the break. Plastic deformation of the pipe is considered as a potential energy absorber. Piping systems are designed so that plastic instability would not occur in the pipe unde r design dynamic and static loads if the consequences of such instability could result in the loss of the pr imary containment integrity or loss of required plant shutdown capability.

3.6.2.3.3.2 Pipe Whip Restraint Features. The restraints are close to the pipe to minimize the kinetic energy of impact and yet are sufficiently removed from th e pipe to permit unrestricted thermal pipe movement.

To facilitate ISI of piping, the restraints are generally located a suitable distance away from all circumferential welds and are of bolted construction so as to be removable.

Pipe whip restraint structures fall in to one of the following two categories:

a. Energy absorbing members: These are modeled as el astic, elastoplastic, or plastic springs in a dynamic analysis. Th e required resistant (strength) of these structures is derive d by application of the principles of structural dynamics; or

b. Load transmitting members: These are relatively stiff components and are modeled as rigid members in the dynamic analysis. Their function is to transmit loading from the source to foundation. The load due to the postulated pipe

rupture is in the form of an equivalent static load and is derived as a result of the dynamic analysis performed fo r the energy absorbing members.

Energy absorbing members are ductile structures such as simple beams, frames, and ring girders (including the piping syst em itself) having the capability to deflect signi ficantly in absorbing the energy imparted to them by a postulated broken pipe. For loading conditions

including the effects of postulate d pipe rupture, these members are designed with in the limits for inelastic systems as stated in Table F1322.2-1 of AS ME Boiler and Pressure Vessel (B&PV) Code Section III, 1974 Editions, Summe r 1974 Addenda, Appendi x F, "Rules for Evaluation of Faulted Cond itions" adjusted to account for rapid strain rate eff ects as discussed in Section 3.6.2.2.3. These members are constructed to meet the requirements of Quality Class I structures.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-58 The U-bar straps, as shown in Figure 3.6-21 and described in Section 3.6.2.2.3.2 , act as nonlinear energy absorbing, nonrebounding, plastic springs. The U-bar st raps are justified by empirical data, as de scribed in Sections 3.6.2.2.2.2 and 3.12.33. Load transmitting members are rigid components such as clevises, brackets or pins, rigid pipe whip restraint weldments as shown in Figure 3.6-22, or similar components; as well as major structures such as the drywell diaphragm floor , primary containment vessel, reactor pedestal, reactor building and foundation. For loading conditions, including the effects of postulated pipe rupture, the members in Figure 3.6-22 are designed within the limits stated in Table F1322.2-1 of ASME Code Section III, Appendix F, "Rules fo r Evaluating Faulted Condition" for components and component supports; except th at the members beyond those included in the dynamic analytical model (i.e., reactor pedestal, reactor building, as well as certain steel members assumed to be infinitely rigid) are designed to AISC, ACI, and other appropriate structural component criteria. All these memb ers are constructed to the requirements of Quality Class I structures.

The design limits for connecting members such as clevises, brackets, and pins per Figure 3.6-21 are based on the following stress limits:

a. Primary stresses (in acc ordance with definitions in ASME Section III) are limited to the higher of

1. 70% of Su, where Su = minimum ultimate strength by tests or ASTM specification, and

2. Sy + 1/3 (Su - Sy), where Sy = minimum yield strength by test or ASTM specification; or

b. Recommended stress limits in accordance with ASME Code Section III, Subsection NF, for faulted conditions, if applicable. The de sign limits for welds of connecting members to steel structures are based on the following stress limits: the maximum primary weld stress intensity (two times shear stress) is limited to three times AWS or AISC bu ilding allowable weld shear stress.

The recirculation pump discharge and suction piping utilizes the U-bar strap pipe whip restraints (Figure 3.6-21

), while all other systems listed in Table 3.6-15 use rigid types as shown in Figure 3.6-22 or similar configurations.

Typical installations of pipe whip restra ints are shown in Figures 3.6-23 , 3.6-24 , and 3.6-92 through 3.6-95.

3.6.2.3.3.3 Pipe Wh ip Restraint Loading. For the purpose of pr edicting the pipe rupture forces associated with the reactor blowdown, th e local line pressures ar e assumed to be those C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-59 normally associated with the reactor operating at 105 % of rated power and with a vessel dome pressure of 1040 psig.

In calculating pipe reaction, credit is taken for any line restriction and li ne friction between the break and the pressure reservoir. The following represent typical restri ctions to flow which are specifically considered:

a. Jet pump nozzles,

b. Core spray nozzles (i nside internals shroud), c. Feedwater sparger, and

d. Steam line flow limiter.

The hydraulic bases and calculati onal techniques for predicting u nbalanced forces on a pipe associated with a postulated instantaneous pipe rupture are as discussed in Section 3.6.2. The dynamic loading on the pipe whip restraint commences at the effect ive time of impact of the pipe with the restraint.

It includes the following:

a. Unbalanced force on the pipe associat ed with a postulated instantaneous pipe rupture in the form of a suddenly applie d force; and

b. Dynamic inertia load of the moving se ction of pipe which is accelerated by the unbalanced force associated with the pipe rupture and collides with the restraint.

This load is in the form of kinetic energy of impact.

3.6.2.3.4 Pipe Whip Effects on Safety-Related Components

Pipe whip (displacement) effects on safety-related structures, systems, and components can be placed in two categories: (a) pipe displacement effects on components (nozzles, valves, tees, etc.) which are in the same piping run in wh ich the break occurred and (b) controlled pipe whip displacements as they apply to external components such as building structure, other piping systems, cable trays, and conduits.

3.6.2.3.4.1 Pipe Displacement Effects on Components in Same Piping Run. The criteria which is used for determining the effects of pipe displacements on in line components are as follows:

a. Components such as vess el safe ends and valves which are att ached to the broken piping system and do not serve a safety function or whose failure would not further escalate the c onsequences of the accident , need not be designed to meet ASME Code Section III imposed requirements for essential components under faulted loading, and

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-60 b. If these components are required for safe shutdown, or serve a safety function to protect the structural integrity of an essential component, th e code requirements for faulted conditions and limits to ensure operability, if required, are met.

The methods used to calculate th e pipe whip loads on piping com ponents in the same run as the postulated break are described in Section 3.6.2.2.2. 3.6.2.3.4.2 Pipe Displacement Effects on Structures, Ot her Systems, and Components. The criteria which are used for determining the effe cts of pipe displacements on structures, other systems, and components are as follows:

a. Systems and components which do not serve a safety function or whose failure would not further escalate the conseque nces of the accident, need not be designed to meet ASME Code Section III imposed requirements for essential

components under faulted loading;

b. Systems and components that serve a safety function but are not required to mitigate the consequences of the postulated accident including consideration of random active component failure, are not required to be designed to meet the ASME Code Section III requirements for essential components under faulted conditions;

c. Systems and components, which do serve a safety function and which are required to mitigate the cons equences of the particular postulated accident, are located such that the displ aced pipe will not come in contact with these systems and components. In areas where this is not feasible, and contact is possible, the components are designed to meet the ASME Code requirements for faulted conditions; and

d. Pipe whip effects on struct ures are discussed in Section 3.6.2.3.3.2. Structural deflections resulting from pipe whip are covered in Section 3.6.2.2.2.2c.

The methods used to calculate the pipe whip loads are described in Section 3.6.2.2.2.

3.6.2.4 Guard Pipe Assembly Design Criteria for Dual Barrier Containment

The containment structure does not utilize dual barriers, guard pipes, or other protective devices that limit the pressurization of the space between the tw o barriers. The use of guard pipes is restricted to type 1 penetration assemblies (see Figure 3.8-54) as described in Section 3.8.6.1.1.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-61 3.6.2.5 Implementation of Criteria for Pi pe Whip and Jet Im pingement Protection The effects of jet impingemen t are discussed in Section 3.6.2.3.2. The implementation of criteria for pipe whip protection is discussed in the following.

3.6.2.5.1 Piping Systems Ou tside Primary Containment

Studies are performed as described in Section 3.6.1 to ensure that in th e event of a postulated pipe rupture, sufficient equipment remains functional to mitigate the cons equences of the particular pipe rupture, including consider ations of failure of a single random active component. The study indicates that pipe whip supports are required within the main steam tunnel and to protect normally ope n isolation valves that are re quired to close.

Pipe whip protection requirements in the main st eam tunnel are discussed in Section 3.6.2.5.4.11.

Pipe whip protection require ments for isolation valves are discussed in Section 3.6.2.5.3.6.

3.6.2.5.2 Piping Systems In side Primary Containment

High-energy piping systems inside primary contai nment subject to postula ted pipe rupture are tabulated in Table 3.6-15. Specific criteria for determination of break locations and dynamic effects associated with the postulated r upture of piping are discussed in Section 3.6.2.1. The function and features of pipe whip restraints ar e discussed in Section 3.6.2.3.3. Equipment and system requirements s ubsequent to a postulated pipe ruptur e in a fluid system are discussed in Section 3.6.2.5.3.

Pipe whip restraints are furnished when it is necessary to limit pipe movements resulting from a postulated break, which could otherwise cause unacceptable damage to equipment necessary to mitigate the consequences of the particular postulated pipe r upture, including considerations of a single random active failure. For high-ener gy piping inside primary containment, this includes the following:

a. Assurance of primary containment leaktightness,

b. Assurance that potential for damage is such that the maximum pipe break areas and/or combinations of pipe break areas do not exceed the values described in Section 3.6.2.5.3.2 so that emergency core c ooling systems (ECCS) capability is not impaired,

c. Assurance that the CRD system maintains sufficient function to ensure reactor shutdown,

d. Assurance that there is sufficient capability to maintain the reactor in a safe shutdown condition.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-62 The criteria used to define pipe ruptur e locations for piping systems discussed in Section 3.6.2.5.4 follows Section 3.6.2.1.1.1.

Figures 3.6-32 through 3.6-56 show the piping configurations for each high energy system inside primary containment and include numeri cal identification of all significant points of interest in the piping system, locations of pi pe whip supports, and postulated pipe break locations. The pipe whip supports are id entified by the acronym PWS followed by an identification number on Figures 3.6-32 through 3.6-54 and as noted in Figure 3.6-55.

3.6.2.5.3 System Requirements Subsequent to Postulated Pipe Rupture

3.6.2.5.3.1 Control Ro d Insertion Capability. To maintain the ability to insert the control rods in the event of a pipe break, no more than one in any array of nine CRD withdrawal lines may be completely crimped (tota lly blocked). Complete severance of withdrawal lines does not affect the rod insert functi on. Protection of the CRD insert lines is not required since a reactor pressure of 450 psig or higher can adequately insert the control rods, and no postulated pipe break resulted in severance or total crimping of the CRD inse rt or withdrawal lines. (See Reference 3.6-23.)

3.6.2.5.3.2 Core Cooling Requirements. The designed ECCS capability can be maintained provided that dynamic effects consequences do not exceed th e following break area, break combination, and maintenance of minimum core cooling requirements.

3.6.2.5.3.3 Maximum Allowable Break Areas. For breaks involving recirculation piping, the total effective area of all br oken pipes, including the effectiv e area of the recirculation line break, does not exceed the total effective area of the design-basis double-ended recirculation line break. By limiting the total area of all broken pipes involvi ng recirculation loops to an area less than or equal to that of the design basis accident (DBA) (circumferential break of recirculation loop), no accident can be more severe than the DBA.

For breaks not involving recirculation piping, th e total effective area of all broken pipes for a given system shall not exceed the total effective area of the double-ended break of the maximum area pipe connected to the reactor boundary for that system.

3.6.2.5.3.4 Break Combinations. In addition to the pipe break area restrictions, breaks involving one recirculation loop do not result in loss of function or damage to the other recirculation loop or loss of coolant from the ot her loop in excess of that which can result from a break of the attached cleanup connection on the suc tion side of the loop.

3.6.2.5.3.5 Required Cooling Systems. To ensure compliance with Appendix A of 10 CFR Part 50, General Design Criteri a, the cooling system requireme nts after an additional single active safety system failure are defined in Table 6.3-3. Cases which do not meet the C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-63 requirements in Table 6.3-3 must be assessed on an individu al basis to determine compliance with core cooling requirements.

3.6.2.5.3.6 Containment System Integrity. The following were considered in addressing the LOCA dynamic effects with respect to containm ent system integrity.

Leaktightness of the containmen t fission product barrier is ensured throughout any LOCA.

For those lines which penetrate the containmen t and are closed during normal operation, the inboard isolation valves are as close as practicab le to the RPV. This arrangement reduces the length of pipe subject to a pipe break.

Pipe whip supports are provided in the vicinity of normally open isolat ion valves inside and outside primary containment for high energy systems to ensure that operability of these valves remains unimpaired during a postu lated pipe rupture event.

3.6.2.5.4 System by System Descri ption of Pipe Whip Protection

3.6.2.5.4.1 Main Steam System.

System Arrangement

The main steam system consists of four 26-in. lines which are arranged inside primary containment with mirror image symmetry about the 0° and 180° north-south azimuth. The lines exit the RPV on opposite si des of primary containment a nd drop down vertically in two parallel pairs to the main st eam relief valve platform at el. 541 ft where they are routed horizontally in parallel in the northeast and northwest quadrants to the 0° north azimuth. At this point, the four lines drop ve rtically in parallel to an el evation just above the diaphragm floor. The MSIVs are located here. The four lines exit the containment nearest the north azimuth at el. 500 ft (approximately). The two feedwater piping lo ops are described in Section 3.6.2.5.4.2 and are routed near the main steam lines.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the four main steam lines are shown in Figures 3.6-32 through 3.6-35. Where pipe breaks are postulate d inside primary containment, the main steam lines are restrained to prevent the unacceptable motion of these pipes. These restraints are mounted on the side of the sacrificial shield wall st ructure, as well as on radial beams which extend from the sacrificial shield wall to the prim ary containment vessel wall. A sliding beam seat at the primary containment wall, permits the beam to grow axially and also permits the primary containmen t wall to move relative to the sacrificial shield wall.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-64 A structural steel frame (see Figure 3.6-57) between the drywell diaphragm floor and the containment vessel, in the area of the MSIVs, is provided for mounting of pi pe whip restraints.

The structure is designed with ve rtically sliding connections at the containment vessel to allow for differential thermal expansion between the containment vessel a nd the diaphragm floor.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the main steam system to ensure safety as defined in Section 3.6.2.5.2. The pipe whip restraints limit the pipe whip motion of the main steam lines to prevent impact and rupture of the adjacent feedwater lines which would otherwise result in a break area in excess of the ECCS capability. Impact w ith the CRD piping is prevented by pipe whip restra ints at the main steam relief valve platform and separation. The CRD piping bundles are routed below the el. 541 ft main steam reli ef valve platform, a considerable distance away from where the main steam lines drop down to the diaphragm floor. 3.6.2.5.4.2 Reactor Feedwater System (Inside Primary Containment).

System Arrangement

The reactor feedwater system inside primary containment consists of two piping loops symmetrically arranged with respect to 0° and 180° north-south azimuth. The two piping loops emerge from each side of the reactor as three 12-in. vertical risers which drop down and join a header at the main steam relief valve platform. The header is routed parallel to and outside of the main steam lines, increasing in diameter from 12 in.

to 18 in. and to 24 in. as it approaches the 0° north azimuth. At this location, the two 24-in. feedwater pipes drop down to 12 ft 6 in. above the diaphragm floor. The pipe is furnished with a check valve in each line in the short horizontal run near the pr imary containment vessel penetration.

Pipe Whip Protection

The postulated pipe breaks and pi pe whip restraints for both reactor feedwater loops are shown in Figures 3.6-36 and 3.6-37. The feedwater lines are restra ined to provide protection from the results of all postulated pipe breaks.

Specifically, protection is provided where the resulting pipe motion would ot herwise impact equipment necessary to mitigate the consequences of the break causing unacceptable damage to that equipment. The restraints are mounted on the side of the sacr ificial shield wall, on radial b eams at the el. 541 ft. main steam relief valve platform, and on a specially desi gned structure between the containment and diaphragm floor as shown in Figure 3.6-57. Special features of these structures are described in Section 3.6.2.5.4.1.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-65 Verification of Pipe Wh ip Protection Adequacy Sufficient pipe whip protection is provided for the reactor feedwater system to ensure safety as defined in Section 3.6.2.5.2.

In all cases the pipe is suffici ently restrained to prevent impact with containment or impact with other piping systems that would result in violation of pipe break area or pipe break combination limitations. Impact with the CRD piping is prevented by pipe whip restraints at the main steam relief valve pl atform and separation. The CR D piping bundles are routed below the el. 541 ft. main steam re lief valve platform at a considerable di stance away from the 0° north azimuth where the 24-in. feedwater lines drop to 12 ft 6 in. above the diaphragm floor. In two cases, portions of the 12-in. vertical risers are restrained in only one direction, allowing impact with one main steam relief valve.

This constitutes acceptable damage because depressurization can be accomplished with one va lve not functioning. Fu rthermore, the HPCS is available as a redundant system.

3.6.2.5.4.3 Reactor Water Cleanup System.

System Arrangement

The RWCU system consists of tw o 4-in. lines which branch from the two reactor recirculation cooling (RRC) pump suction lines located near the 0° and 180° north and south azimuths. The two lines are routed along the diaphragm floor at approximate el. 500 ft. to azimuth 67° where

they join into one 6-in. pipe.

This 6-in. pipe branches off into two segments. One branch rises to el. 538 ft just below the main steam relief valve platform. It is then routed to azimuth 150° where it exits primary containment. An isolation valve is lo cated inside primary containment near the penetrations. The other 6-in. segment redu ces to a 4-in. pipe and then rises to el. 514 ft and terminates at the 2-in. RPV drain system.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the RWCU system are shown in Figure 3.6-38. At all locations where pipe breaks ar e postulated inside primary containment, the RWCU system is restrained to prevent unacceptable motion of the pipe. Where the pipe is routed along the diaphragm floor, restraints are mounted on speci al structures built up from the floor. Where the pipe is routed below main steam relief valve platform, restraints are mounted on intermediate structures between radial beams.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RWCU system to ensure safety as defined in

Section 3.6.2.5.2. Pipe whip restraints located above the diaphragm floor are designed to prevent impact with the floor, which might impair steam quenching capability of the C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-66 suppression pool. Pipe whip restraints located directly below the main steam relief valve platform prevent impact with CRD piping and al so primary containment.

Equipment necessary to mitigate RWCU pipe breaks, such as ADS system, core spray, LPCI, is protected by separation.

3.6.2.5.4.4 Standby Liquid Control Piping.

System Arrangement The SLC system includes a section of 1.5-in. pi ping connected to a short length of 4-in. piping which is connected to HPCS-V-76. The 1.5-in. piping is routed through check valve SLC-V-7 and then downward to penetrat ion X-13. SLC-V-7 limits the high energy portion of the system to approximately 18 in. of piping.

Pipe Whip Protection

The postulated pipe breaks for the SLC system are shown in Figures 3.6-39 and 3.6-48. Pipe whip restraints are not required for this system.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the SLC system to ensure safety as defined in Section 3.6.2.5.2. In the event of a pipe whip resulting from a pipe rupture at any postulated location, the piping system does not damage equipment or system s required for safe shutdown of the reactor. Therefore, pipe rest raints are not require d for this system.

3.6.2.5.4.5 Residual Heat Removal System - Shutdown Cooling Supply and Return Piping.

System Arrangement

The RHR shutdown cooling supply and return piping c onsists of two 12-i

n. piping loops and one 20-in. loop, with all three branching from the RRC piping at the el. 512 ft platform. All three loops are routed primarily in a horizontal plane below the 512 ft platform from the RRC pipe to its primary containment penetration. There is a norma lly closed valve in each loop located as close as possible to the high energy source, thereby limiting the portion of each loop considered high energy on the basis defined in Section 3.6.2.1.

Pipe Whip Protection

The pipe whip restraints for the RHR shutdown cooling supply a nd return system are shown in Figures 3.6-43 , 3.6-44 , and 3.6-45. Where pipe breaks are postulated inside primary containment, the lines are restrained to prevent the unacceptable motion of these pipes. For the two 12-in. shutdown cooling retu rn loops restraints are mounted on intermediate structures C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-67 between the radial beams in the el. 512 ft platform. The radial beams extend from the reactor pedestal to the primary containment wall. A sliding beam seat at the primary containment wall permits differential thermal expansion between the containment vessel and reactor pedestal.

Restraints for the 20-in. coo ling return loop are mounted on a specially designed structure between the diaphragm floor and radial beam s in the el. 512 ft platform as shown in Figure 3.6-95. Verification of Pipe Wh ip Protection Adequacy Sufficient pipe whip protection is provided for the RHR shutdown cooling supply and return system to ensure safety as defined in Section 3.6.2.5.2. For the two 12-in. shutdown cooli ng return loops, pipe whip rest raints are provided to prevent impact with primary containment wall and the diaphragm floor. Th e pipe whip restraints also prevent impact with the CRD piping bundles loca ted above the el. 512 ft. platform. The ECCS system and the ADS systems are protected by separati on, being located at higher elevations.

For unrestrained sections of this system, analysis shows a plastic hinge does not develop at the recirculation pipe, and pipe whip does not occur.

For the 20-in. shutdown cooling supply loop, pi pe whip restraints are provided to prevent impact with primary containment and the diaphragm floor. Im pact with the CRD piping is precluded by a 90° separation fr om both CRD piping bundles.

3.6.2.5.4.6 Reactor Core Isolation Cooling Reactor Pressure Vessel Head Spray System.

System Arrangement

The RPV head spray system is a 6-in. line that originates at the top of the RPV dome. After a 2-ft vertical riser and a 2-ft hor izontal run, there is a normally closed valve that limits the high energy portion of this system to a total length of 4 ft.

Pipe Whip Protection The postulated pipe breaks for this system are shown in Figure 3.6-46. A pipe whip restraint is provided to prevent RCIC head spray line imp act on the containment h ead as a result of the postulated break locations.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided to ensure safety as defined in Section 3.6.2.5.2. The location of the normally closed valve limits the high energy sec tion of this system as steel C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-68 pads welded to the containment vessel head ha ve been provided to distribute the impact load and prevent direct impact with the containment vessel head.

3.6.2.5.4.7 Low-Pre ssure and High-Pressure Core Spray Piping.

System Arrangement

The LPCS and HPCS are 12-in. piping systems with similar arrangements inside primary containment. They originate at el. 561 ft from the reactor at azimuths 120° and 240° respectively and drop vertically to an elevation just below the main steam relief valve platform where there is an expansion loop in a horizontal plane leading to a penetration through primary containment. In the vertical section, there is a normally closed check valve located as close as possible to the reactor, thereby limiting the porti on of piping in both systems considered high energy under the defin ition given in Section 3.6.2.1.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the LPCS and HPCS systems are shown in Figures 3.6-47 and 3.6-48. Where pipe breaks are postulated inside primary containment the two lines are restrained to pr event the unacceptable mo tion of these pipes.

These restraints are mounted directly onto the sacrificial shield wall.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the LPCS and HPCS systems to ensure safety as defined in Section 3.6.2.5.2. Pipe whip restraints are provided to limit pipe movement resulting from postulated pipe breaks to prevent impact with primary containment and adjacent RHR/LPCI piping. Impact on safety/relief valves (SRVs) resulting from postulated pipe breaks in the HPCS system, is precluded by sufficient separa tion between these two redundant depressurization methods. The CRD piping bundles are separated by sufficient distance from the high energy sections of the LPCS and HPCS systems.

3.6.2.5.4.8 Residual Heat Re moval Condensing Mode and Reactor Core Isolation Cooling Turbine Steam Supply System. System Arrangement The RHR condensing mode has been deactivated. All system piping outboard of containment isolation valve RCIC-V-64 has been deactivated and is no longer in use. RCIC-V-64 has been locked closed and the motor operator disconnected. The piping inboard of RCIC-V-64 remains pressurized during plant operation.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-69 The inboard system consists of a 10-in. piping loop which branch es off a main steam line at el. 551 ft 2.25 in. and azimuth 105°. An expansion loop in the horizontal plane leads to a penetration through prim ary containment at el. 550 ft and azimuth 120°.

The RCIC turbine steam supply sy stem consists of a 4-in. line which branches off the 10-in. inboard RHR condensing mode line at approximately azimuth 125° and drops down to el. 532 ft below the main steam reli ef valve platform. The line is then routed horizontally to a penetration through primary c ontainment at azimuth 35°.

Pipe Whip Protection The postulated pipe breaks and pipe whip restraints for the i nboard RHR condens ing mode and RCIC turbine steam supply systems are shown in Figure 3.6-49. Where pipe breaks are postulated inside primary containment, this piping is restrain ed to prevent unacceptable motion of the piping. The restraints for these two systems are mounted on specially designed structures which tie into the sacrificial shield wall and/or radial beams of the main steam relief valve platform.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the inboard RHR cond ensing mode and RCIC turbine steam supply systems to ensu re safety as defined in Section 3.6.2.5.2. For the 10-in. inboard RHR condensing mode system, pipe whip restraints are provided at all locations where pipe breaks are postulated. The pipe whip restraints limit pipe motion resulting from postulated break to prevent imp act with primary containment vessel wall, the HPCS system, and the main steam SRVs. Protection is required since either the ADS or the HPCS are required to depressurize the reac tor subsequent to a pipe break in a line with a cross-section area less than 0.7 ft 2 (see Section 3.6.2.5.3).

For the 4-in. RCIC turbine steam supply, restraints are provided for the portion above the main steam relief valve platform to protect containment and the HPCS and SRVs. For the section of this system below the main steam relief valve platform, the pipe movement resulting from postulated breaks will move ra dially inward impacting the sacr ificial shield or vertically down impacting the el. 512 ft platform. The CRD piping bundle in this area is located above this line precluding impact.

3.6.2.5.4.9 Main Stea m Valve Drainage Piping.

System Arrangement

The main steam valve drainage pi ping consists of four 2-in. pipe lines, each originating at the bottom of the four MSIVs inside primary contai nment. The four lines are routed above the C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-70 diaphragm floor joining into one 3-in. line which then exits containment. Isolation valves are located just inside and just outside of the primary containment penetration.

Pipe Whip Protection

The postulated pipe breaks and pipe whip re straints for this system are shown in Figure 3.6-50. Where pipe breaks are postulated the system is restrained to prevent unacceptable motion of the main steam valve drainage piping. A number of the pipe whip restraints for this system are mounted on specially designed structures built up from the diaphragm floor. The remaining restraints are attached to the structure betw een primary containment and the diaphragm floor (see Section 3.6.2.5.4.1

), which has been designed to support the main steam and reactor feedwater pipe whip restraints.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for th e main steam valve drai nage piping to ensure safety as defined in Section 3.6.2.5.2. Pipe whip restraints are provided for this system to protect primary containment structure and the di aphragm floor. Other required safety systems are protected by separation by being located at considerably higher elevations.

3.6.2.5.4.10 Main Steam Reactor Pressure Vessel Head Vent System.

System Arrangement

The RPV head vent system consists of a 2-in. line which originates at the top of the RPV dome and is routed through the primary containment bulkhead plate at azimuth 237°. The line is then routed below the bulkhead plate, to azimuth 70° where it drops down to el. 570 ft and joins a 26-in. main steam line.

Pipe Whip Protection

The postulated pipe breaks and pipe whip re straints for this system are shown in Figure 3.6-51. For the piping section above the bulkhead plate, the pipe whip restraints are mounted onto a removable lattice framework. For the portion of this line below the primary containment bulkhead plate, the restraints ar e mounted on structures, which tie into the stiffening beams for the bulkhead plate.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for th e RPV head vent piping to ensure safety as defined in Section 3.6.2.5.2. There are no safety-related syst ems in the vicinity of the RPV head vent piping and pipe whip restraints are provided to pr otect the primary containment structure.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-71 3.6.2.5.4.11 Main Steam a nd Reactor Feedwater Piping Inside Main Steam Tunnel.

System Arrangement

The four 26-in. main steam and two 24-in. reactor feedwater lines inside the main steam tunnel originate at the primary containm ent penetrations and run horizonta lly to the end of the tunnel.

At this point the six lines drop vertically and are then routed horizontally with in the turbine generator building. An isolat ion valve is located in each lin e just beyond the penetration.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the main steam and reactor feedwater lines inside the main st eam tunnel are shown in Figures 3.6-53 and 3.6-54. Where breaks are postulated, the six lines are restrained to prevent unacceptable motion. The restraints are mounted on steel structures which then tie into the concrete walls and floors.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the main steam and reactor feedwater lines inside the main steam tu nnel to ensure safety.

Pipe whip restraints are provided to prevent pipe whip impact with the main steam or feedwater isolation valves. In a ddition, impact with adjacent ma in steam or feedwater lines is prevented. See Figure 3.6-24.

3.6.2.5.4.12 Residual Heat Removal System - Low Pressure Core Injection.

System Arrangement

The RHR/LPCI piping consists of three 14-in.

loops whose arrangement is the same for two loops with the third loop being the mirror image of the other two. The piping originates at the reactor vessel at el. 552 ft, rises vertically to el. 563 ft where th ere is a horizontal section with a check valve. This valve is normally closed , limiting the high energy portion of each loop. After the valve the normally unpressurized section of piping drops to an elevation just below the main steam relief valve platform where it is routed to a penetration through primary containment at el. 534 ft.

Pipe Whip Protection

The postulated pipe breaks and pi pe whip restraints for the th ree RHR/LPCI mode piping loops are shown in Figures 3.6-40 , 3.6-41 , and 3.6-42. Where pipe breaks are postulated, the three piping loops are restrained to prevent unacceptable motion. The restraints for this system are C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-72 mounted onto the sacrificial shie ld wall and also on structures wh ich tie back to the sacrificial shield wall.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RHR/LPCI mode piping to ensure safety as defined in Section 3.6.2.5.2. The pipe whip restraints limit pipe motion resulting from postulated breaks to preclude impact with primary containment and adjacent feedwater or core spray piping. Impact with adja cent feedwater or core spray piping may result in pipe break escalation that can exceed limita tions of pipe break area and pi pe break combination. The CRD piping bundles are separated by a considerable distance from high energy sections of the RHR/LPCI mode piping.

3.6.2.5.4.13 Reactor Pressure Vessel Drain System.

System Arrangement

The RPV drain system is a 2-in. line that orig inates at the bottom of the RPV and is routed inside the pedestal to a sleeve which leads through the pedestal.

Outside the reactor pedestal the line then joins the RWCU system.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraint for the RPV drain system are shown in Figure 3.6-52. At postulated pipe break locations in side primary containment, the RPV drain system is restrained to prevent unacceptable motion of the pipe. This system contains only one pipe whip restraint.

Where the pipe is routed along th e platform at el. 512 ft 8 in., the pipe whip restraint is mounted on a transverse be am which is welded to the top of the radial platform beams.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RPV drain system to ensure safety as defined in Section 3.6.2.5.2. The single pipe whip support for the RPV drain system serves the dual purpose of providing pipe whip protect ion and seismic restrain

t. The pipe whip restraint is located above the plat form at el. 512 ft 8 in., and is designed to prevent impact with the Quality Class I electrical conduits in the immediate vicinity of the RPV drain line. Since an annular clearance of only 1/16-in. is maintained between the pipe and the pipe whip support, the pipe whip support is also utilized as a rigid three-way support.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-73 3.6.2.5.4.14 Reactor Recirculation Cooling System. System Arrangement

The two A and B loops of the r ecirculation piping system cons ist of the pump discharge and suction piping as shown in Figure 3.6-55. The recirculation pump A and B discharge lines are arranged in a diametrically opposed manner, in the northern and southern segments, respectively, of primary containment. The A li nes exit the RPV in five, equally spaced, 12-in. diameter lines commencing at azimuth 30° and ending at azimuth 150° (for B lines azimuth 210° to 330°). These five lines drop vertically alongsid e the sacrificia l shield wall, from el. 536 ft 0 in. to a 16-in. diameter header at centerline el. 528 ft 0 in. A single 24-in. diameter line then drops ve rtically from the center of the header to el. 506 ft 3-7/8 in. where it is routed into the discharge nozzle of the recirculation pump.

The recirculation pump B and A suction lines are oriented al ong the 0° and 180° azimuths, respectively, with respect to the RPV. Each suction line consis ts of a single 24-in. diameter line which exits the RPV at el. 535 ft 3/4 in. and drops vertically alongside the sacrificial shield wall to el. 502 ft 6-1/8 in. where it is r outed to the suction nozzle of the recirculation pump.

Pipe Whip Protection

For the recirculation pump suc tion and discharge systems, th e location of postulated pipe breaks and pipe whip re straints are shown in Figure 3.6-55 which is representative of both recirculation loops. Conformance of the postu lated break locations with the criteria of Section 3.6.2.1.1.1 is demonstrated in Figure 3.6-56. Where pipe breaks are postulated inside primary containment, the recirc ulation system piping is restra ined to prevent unacceptable motion. These restraints are generally mounted on the side of the sacrificial shield wall structure or the RPV pedestal immediately below. Four restraints, which are located near the diaphragm floor and are not near the sacrificial shield wall or the RPV pedestal, consist of saddle type structures mount ed on the diaphragm floor.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RRC system piping to ensure safety as defined in Section 3.6.2.5.2. Pipe whip restraints are prov ided to prevent impact with the diaphragm floor as well as to mitigate the consequences of a pipe r upture with respect to surrounding piping systems, structures, a nd components required for safe shutdown.

The physical separation of the recirculation sy stem from the containment vessel precludes any damage that could result as a result of postulated pipe break.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-74 3.

6.3 REFERENCES

3.6-1 Biggs, J. M., Introduction to Structural Dynamics, McGraw-Hill, New York, 1964.

3.6-2 Hansen, R. J., Holley, M. J., Biggs, J. M., Namyet, S., Minami, J. K., Structural Design for Dynamic Loads, McGraw-Hill, New York, 1959.

3.6-3 System Criteria and Applications fo r Protection Against the Dynamic Effects of Pipe Break, Genera l Electric, Nuclear Energy Di vision, Design Specification No. 22A 2625, Rev. 2, San Jose , California, Ju ne 15, 1973.

3.6-4 PDA-Pipe Dynamic Analysis Program for Pipe Rupture Movement, General Electric, Nuclear Energy Division, Report NEDE 10313.

3.6-5 Design Report, Recircul ation System Pipe Whip Re straint for BWR/4, 218, 251 Mark I, and Mark II Product Line Plant, Sections 1, 2, and 3 only, General Electric, Specification No. 22A 4046.

3.6-6 Air Force Design Manual, Principles and Practices for Design of Hardened Structures, U.S. Dept. of Commerce, Office of Technical Services, Publication

No. AD 295408, Technical Documentary Report No. AFSWC-TDR-62-138, Washington, D.C., December 1962.

3.6-7 ASCE Manual, Design of Structures to Resist Nuclear Weapons Effects, Manuals and Reports on Engineering Practice No. 42, American Society of Civil Engineers, New York, 1961.

3.6-8 Moody, F. J., Predicti on of Blowdown Thrust and Jet Forces, American Society of Mechanical Engineers Paper No. 69-HT-31, New York, 1969.

3.6-9 Rettig, W. H., et al., "RELAP3: A Computer Program for Reactor Blowdown Analysis," IN-1321, U.S. Atomic Energy Commission Scientific and Technical Report, Reactor Technology TID-4500, Idaho Operations Of fice, June 1970.

3.6-10 G. E. Proprietory Report GE-NE-208-17-0993, Revision 1, General Electric Company, "WNP-2 Power Uprate Pr oject NSSS Engineering Report,"

December 1994.

3.6-11 AISC, "Specification fo r Design, Fabrication, and Er ection of Structural Steel for Buildings," American Institute of Steel Construction, New York, February 12, 1969.

C OLUMBIA G ENERATING S TATION Amendment 63 F INAL S AFETY A NALYSIS R EPORT December 2015 LDCN-10-004 3.6-75 3.6-12 ACI 318-71, "Buildi ng Code Requirements for Reinforced Concrete," American Concrete Institut e, Detroit, Michigan, 1971.

3.6-13 Linderman, R. B., Rotz, J. V., Yeh, G. C. K., Design of Structures for Missile Impact, Bechtel Power Co rporation, Topical Repor t BC-TOP-9A, Revision 2, San Francisco, Calif ornia, September 1974.

3.6-14 Roark, R. J., Formulas for Stress and Strain, Fourth Edition, McGraw-Hill Book Company, Inc., New York, 1965.

3.6-15 Amarikian, A., Design of Protective Structures, Bu reau of Yards and Docks, Department of the Navy, Report NP-3726, August 1950.

3.6-16 Moody, F. J., Ma ximum Flow Rate of a Single Component, Two-Phase Mixture, American Society of Mechanical Engineers Journal of Heat Transfer, pp. 134-142, February 1965.

3.6-17 Gwaltney, R. C., Missile Generation and Protecti on in Light-Water Cooled Power Reactor Plants, ORNL NSIC-22, Oak Ridge Nationa l Laboratory, Oak Ridge Tennessee, for the U. S. Atom ic Energy Commission, September 1968.

3.6-18 Not Used 3.6-19 Harris and Crede, Shock and Vi bration Handbook, McGraw Hill Book Company, Inc., 1961.

3.6-20 Kennedy, R. P., A Re view of Procedures for th e Analysis and Design of Concrete Structures to Resist Missile Impact Effects, Nuclear System Sciences Group, Holmes & Narver Inc., An aheim, California, September 1975.

3.6-21 Idaho National E ngineering Laboratory, R ELAP4/MOD5, A Computer Program For Transient Thermal-Hydraulic Analysis of Nuclear Reactors and Related Systems, Volume I: RELAP4/MOD5 Description, Volume II: Program Implementation, Volume III: Checkout Application, National Technical Information Service, U.S.

Department of Commerce, Springfield, Virginia.

3.6-22 ANSI/ANS 58.2, "Des ign Basis for Protection of Light Water Nuclear Power Plants From the Effects of Postulated Pipe Rupture," 1980.

3.6-23 G. E. Proprietory Repo rt NEDE-24834, General Elec tric Company, "Hanford 2 Crimped CRD Line," June 1980.

3.6-24 NEDE-33507-P, Revision 1, "C olumbia Generating Station APRM/RBM/Technical Specifications/Max imum Extended Load Line Limit Analysis (ARTS/MELLLA)," January 2012.

C OLUMBIA G ENERATING S TATION Amendment 53 F INAL S AFETY A NALYSIS R EPORT November 1998 3.6-77 Table 3.6-1 High Energy Fluid Systems Outside

Primary Containment System Portion Reactor co r e iso l ation cooling Turbine supply and condensate r e moval lines Auxiliary steam Entire system Heating steam Entire system Auxiliary condensate Entire system Heating steam condensate Entire system

Control rod drive E xhaust water header

Reactor water cleanup Supp l y and return piping b e tween RPV and radwaste building Main steam Portion inside reactor building

Reactor f e edwater Portion inside reactor building

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-78 Table 3.6-2 Moderate Energy Fluid Systems Outside

Primary Containment System Portion Residual heat removal Entire system Condensate Entire system Control rod drive Portion wh i c h is not high energy Demineralized water Entire system

Reactor clo s ed cooling water Entire sys t em Fuel pool cooling Entire system

Service water Entire sys t em Plant service water Entire sys t em Low pressure core spray Entire sys t em High pressure core spray Entire sys t em Reactor core isolation cooling Portion wh i c h is not high energy Fire protection Entire sys t em Standby liquid control Entire sys t em C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-79 RCIC 15 120 4 3.6-96 3.6-7 RCIC 38 120 4 3.6-97 3.6-6 RCIC 40 120 4 3.6-97 3.6-6 RCIC 8 120 4 14.59 3.6-7 RCIC 54 120 4 10.6 3.6-5 RWCU 75 126 4 17.64 3.6-8 RWCU 45 126 4 17.64 3.6-8 RWCU 23 126 6 3.6-100 3.6-9 RWCU 2-3 126 6 3.6-101 3.6-9 RWCU 94-950 128 6 3.6-102 3.6-9 RWCU 133 128 6 3.6-99 3.6-8 RWCU 38 129 4 3.6-98 3.6-8 RWCU 17 129 4 3.6-98 3.6-8 RWCU 1056 129 5 23.79 3.6-8 RWCU 1034 129 5 23.79 3.6-8 MS 195 134 2 2.85 3.6-2 MS 207 134 2 2.85 3.6-2 MS 219 134 2 2.85 3.6-2 MS 228 134 2 2.85 3.6-2 MS 171 134 3 6.88 3.6-2 AS 87/387 139 4 3.6-105 3.6-1 AS 42, 73, 44 139 4 3.6-104 3.6-1 AS 168 139 4 3.6-104 3.6-1 AS 12 141 6 7.28 3.6-1 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-80 AS 87 141 8 12.61 3.6-1 AS 153 141 8 12.61 3.6-1 AS 42 141 8 12.61 3.6-1 RWCU 1 142 4 3.6-103 3.6-9 RWCU 13 142 4 3.6-103 3.6-9 RWCU 1 144 4 13.34 3.6-11 RWCU 31 144 4 13.34 3.6-9 RWCU 473-48 144 6 30.25 3.6-9 RWCU 105 144 4 13.34 3.6-9 RWCU 767-771 144 6 30.25 3.6-9 RWCU 1140 144 4 13.29 3.6-7 HS 1 148 3 1.02 3.6-18 HS 387/987 148 4 3.6-105 3.6-18 HS 143 148 2 1.02 3.6-18 HS 151 148 2 1.02 3.6-18 HS 161 148 2 1.02 3.6-18 HS 443 148 2 1.02 3.6-18 HS 424 148 2 1.02 3.6-18 HS 17 148 2 1.02 3.6-18 HS 192 148 2 1.02 3.6-18 HS 203 148 2 1.02 3.6-18 HS 1101 148 3 1.02 3.6-18 HCO 211 149 2.5 0.182 -- HCO 269 149 4 0.182 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum Force (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-81 HCO 59 149 3 0.182 3.6-16 HCO 923 149 3 0.182 3.6-20 RFW 159 128 4 18.33 3.6-7 RFW 160 128 4 18.33 3.6-7 RFW 161 128 4 18.33 3.6-7 RFW 166 128 4 18.33 3.6-7 RFW 876 335B 24 433.12 3.6-7 RFW 874 335B 24 433.12 3.6-7 RFW 839 335B 24 433.12 3.6-7 RFW 837 335B 24 433.12 3.6-7 RFW 875 (36) 335B (128) 4 18.33 3.6-7 RFW 838 (6) 335B (128) 4 18.33 3.6-7 HS 313 342 6 7.28 3.6-1 AS 34 342 8 12.6 3.6-1 SS 1000 342 8 12.6 --

MS 1190 315 26 432.2 3.6-2 MS 171 400 26 432.2 3.6-2 MS 4 401 26 432.2 3.6-2 MS 67 402 26 432.2 3.6-2 CO -- 440 2.5 1.63 -- CO -- 440 2.5 1.63 -- CO -- 440 2.5 1.63 -- HS 43 447 6 1.82 --

HS -- 447 6 1.82 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-82 HS 1000 447 6 1.82 -- HS 193-194 447 6 1.82 -- HS 313 448 6 1.82 --

HS 47 (203-205) 448 6 1.82 -- HS 201-202 448 6 1.82 --

HS 199-200 448 6 1.82 --

HS 43 (198-984) 448 6 1.82 -- HS 206-207 448 6 1.82 -- HS 44 (208-209) 448 6 1.82 -- HS 209-210 448 6 1.82 -- HS 45 (211-213) 448 4 0.802 -- HS 18 448 4 0.802 -- HCO 0 449 3 0.093

-- HCO 1-2 449 3 0.093 --

HCO 3-4 449 3 0.093 --

HCO 5-6 449 3 0.093 --

HCO 170 (7-8) 449 3 0.093 -- HCO 9-10 449 3 0.093 -- HCO 11-12 449 3 0.093 -- HCO 145 449 3 0.093 --

HCO 160 (15-17) 449 3 0.093 -- HCO 18-19 449 3 0.093 -- HCO 21-22 450 3 0.093 --

HCO 26 (25-27) 450 3 0.093 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-83 HCO 27-28 450 3 0.093 -- HCO 29-131 450 2.5 0.060 -- HCO 227-1227 450 2.5 0.060 -- HCO 1228-228 450 2.5 0.060 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-84 Table 3.6-4 Resistance-Yield Displacement Values for Beams Description Resistance Yield Displacement 1. Cantilever R M L m u= X RL EI e m=3 3 2. Simply supported R M L m u=4 X RL EI e m=3 48 3. Fixed supports

()R MM L m uu=++4 X RL EI e m=3 192 where: M u+ = ultimate positive mo ment capacity (ft-lb)

M u = ultimate negative mo ment capacity (ft-lb) I = moment of inertia (in.

4) for reinforced-concrete I = I a see notes accompanying table NOTES The resistance of typical structural elements , whose flexural strength defines the minimum capacity, and their yield displacement approximations are presented in Tables 3.6-4 and 3.6-5. It is preferable that the limiting capacity of an element be in th e flexural mode, not in shear. In evaluating the yield displacemen t with the usual elas tic analysis, the mome nt of inertia must account for cracking of concrete se ctions. The empirical relation fo r this type of loading is an average moment of inertia, I a, calculated as follows.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-85 Table 3.6-4 Resi stance-Y ield Disp l ace m ent Values for B eams (Continued)

NOTES (Continued)

III bt F b dagc1 2 1 2 3 3 12 where I g = moment of inertia of gross concr e te cross section of thickness t about its centroid (neglecting s t eel areas) (in

.4)

I c = moment of inertia of t h e crac k ed concrete section (in

.4) b = width of con c rete sections (in.)

F = coef f i c i ent for moment of inertia of cracked section with tension reinforcing only (see Figure 3.6-106) t = concrete thickness (in.)

d = distance from extreme compress i on fiber to centroid of tension reinforcing (in.) The moment of inertia, I a , as calculated by the above e quation must be used in the displacement equation in Tables 3.6-4 and 3.6-5 for all reinforced-con c rete m e mbers. The ultimate moment capacity of a concrete section is considered as the mo m e nt strength:

MAfda us dy09 2. (in.-lb) where A s = area of t e nsi l e reinf o rcing steel (i n.2) f dy = allowable dynamic yield stre ss for reinforcing steel (lb/in

.2) d = distance from extreme compression fib e r to centroid of tension reinforcing (in.)

a = depth of equivalent rectangular stress block (in.)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-86 Table 3.6-4 Resi stance-Y ield Disp l ace m ent Values for B eams (Continued)

NOTES: (Continued)

If the ele m ent has compression s t ee l , the appropr i ate equati o n for compres s ion steel applie

s.

The amount of reinforcing steel in concrete members satisfied t h e following criteria:

For membe r s with tension steel only:

14 0 2 5 2. . f f t d A bd f c y s y f c For membe r s with tension and co m p ression steel:

14 2. f f t d A bd c y s AA bd t df ss y 2 0 2 5. f c where

f c = compression strength of concrete (lb/in

.2) A s = area of compressive rei n forcement of concrete (in

.2)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-87 Table 3.6-5 Resistance-Yield Displacement Values for Slabs and Plates Description Resistance Yield Displacement

1. Simply supported on all four sides with load at center RM mu=2 ()X Ra EI e m=2 2 12 1 b/a 1.0 1.1 1.2 1.

4 1.6 1.8 2.0 3.0 0.1390 0.1518 0.1624 0.17810.18840.1944 0.1981 0.2029 0.2031

2. Fixed supports on all 4 sides with load at center

()RMMmuu=++2 ()X Ra EI e m=2 2 12 1 b/a 1.0 1.2 1.4 1.6 1.8 2.0 0.0671 0.0776 0.0830 0.0854 0.0864 0.0866 0.0871 where = Poisson's ratio t = thickness (in.) E = modulus of elasticity (lb/in.

2) I = moment of inertia per unit width (in.

4/in.) for reinforced-concrete section I = I a see notes accompanying Table 3.6-4 M u+ = ultimate positive mome nt capacity (in.-lb/in.)

M u = ultimate negative mome nt capacity (in.-lb/in.)

Table 3.6-6 Design Load in Areas Where Piping Failures O ccur Differential T e mperat u r e ( F) Hung Loads (psf) Pipe Break

Room El. (ft) Differential Press u re (psi) Int. to I n t. Int. to Ext.

Live Load (psf) From Floor From Ceiling Equipment L o ads (Kips) C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-88 120-8 R15 422 3.9 0 40 -- -- 59 1.4 k pump 120-4 R113 441 4.1 0 40 250 59 68 None 120-5, 6, 7 R112 441 3.9 0 40 250 59 68 None 139-3, 4, 1 9 , 20, 21 R206 471 1.2 0 40 250 32 34 None 120-1, 2 R313 510 ft 6 in.

2.9 0 40 250 40 30 None 128-11 128-10 R408 522 2.3 0 -- 250 41 88 None 126-3, 5 R406 522 15.0 0 -- 250 126 0 1.5 k pump 129-47, 48 R407 126-1, 2 R409 535 14.6 0 -- 250 40 80 None 129-39, 41, 4 2 , 43, 44, 45 128-48 144-27, 28 R511 548 3.6 20 -- 400 80 55 None 144-32 126-6, 128-7, 8 R510 548 1.9 20 -- 400 65 51 Heat exchangers 16.2 and 29.5 142-20, 21, 2 2 ,

23 144-29, 31

Table 3.6-6 Design Load in Areas Where Pi ping Failures Occur (Continued) Differential T e mperat u r e ( F) Hung Loads (psf) Pipe Break

Room El. (ft) Differential Press u re (psi) Int. to I n t. Int. to Ext.

Live Load (psf) From Floor From Ceiling Equipment L o ads (Kips) C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-89 128-9 R509 548 0.7 20 -- 400 88 50 None 139-1 R604 572 0.07 0 40 250 15 36 Heat and vent unit 51K 148-1, 2, 3 , 5, 6, 7, 8, 9, 10, 11, 12 120-6 R308 501 1.6 0 40 1000 63 55 None Steam tunnel R310 501 20.0 20 -- 1000 277 41 None Notes: For location of pipe break numbers, see Table 3.6-3. For vertical and horizontal seismic factors, see Section 3.7.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-90 Table 3.6-7 Maximum Ductility Ratios Steel

Structural C o mponents Steel beams (lateral load) (Note: To develop this ductility, the flanges must be thick enough to prevent local plastic buckling) 26 Steel beams (lateral and axial load) 8 Welded portal frams (vertical load) 6-16

REINFORCED-CONCRETE STRUCTURAL COMPONENTS

Tension reinforced-concrete beams a nd slabs, (flexure controls design) 0.10 10 p a Doubly reinforced-concrete beams a nd slabs, (flexure controls design) 0.10 10 p-p'b Reinforced-concrete columns, walls, and other elements exhibiting brittle fracture (compression controls design) 1.3 a p is the ratio of tensile reinforcement.

b p' is the ratio of compression reinforcement.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-91 Table 3.6-8 Dynamic Strength of M a terials Dynamic Increase Fact o r Reinforced concrete Concrete Compression, axial or flexural 1.25 Shear as a measure of diagonal t e nsion and punching shear 1.00 Bond 1.00 Reinforcing steel Tension 1.10 Compression 1.10

Shear reinforcement to re s i st shear as a measure of diagonal tension and punching shear 1.00 Structural S t eel Flexure and tension 1.10 Compression 1.10

Shear 1.00

Table 3.6-9 Summary of Subcompa r t m e nt Pressure Analysi s a Compartment Whe r e Break Occurs Piping System Differential Pressure Eleva t ion (f t)

Room Description

Line Designation Maximum Different i a l (psi) Differential Between the Rooms C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-92 422 R15/R112 RCIC pump room 4 in. RCIC (13) 2.8 R15, R112/R206 2.8 R15, R112/R14, R113

2.8 R15, R112/R6, R116 471 R206 El. 471 ft, S E corner 4 in. AS (11)-2 0.25 Reactor building and Open floor area 3 in. AS (11)-2 0.25 ambient 471 R206C Pipe chase el. 471 ft 4 in. RCIC (13)-4 1.2 R308/R 206 501 R308 TIP room 4 in. RCIC (1 3)-4 0.2 R308/R 305, R206, R 3 13 501 R308 TIP room 6 in. RWCU (2)-4 0.24 R308/R 305, R206, R 3 13 501 R313 El. 510 ft valve room 6 in. RWCU (2)-4 0.24 R313/R 308, R408 522 R406/R 407 b RWCU pu m p room 4 in. RWCU (2)-4 6.9 R406/R 404, R305 5.6 R406/R 407, R409 3.9 R409/R 504, R404 1.7 R405/R 305, R404, R504 2.2 R409/R 405 Table 3.6-9 Summary of Subcompa r t m e nt Pressure Analysi s a (Continued)

Compartment Whe r e Break Occurs Piping System Differential Pressure Eleva t ion (f t)

Room Description

Line Designation Maximum Different i a l (psi) Differential Between the Rooms C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-93 522 R408 Valve room 6 in. RWCU (2)-4 1.1 R408/R 404 1.1 R408/R 305 1.1 R408/R 509 548 R509 Valve room 6 in. RWCU (2)-4 0.9 R509/R 508, R408 0.9 R509/R 607 548 R510 Valve room 6 in. RWCU (1)-4 2.7 R510/R 504, R508 2.7 R510/R 404, R604 548 R511/ Valve room 6 in. RWCU (1)-4 6.3 R511/R 404, R504 R511A 2.4 R511/R 604 572 R604 El. 572 ft open floor area 4 in. HS (1)-2 0.07 Reactor building and 4 in. AS (11)-2 0.07 Ambient a Table applies to reactor building seconda ry containment, exclusive of the main steam tunnel, tunnel ventway, and tunnel extension.

b Break could occur in either room; break assumed in R406.

Table 3.6-10 Subcompar t ment Analysis Nodal Volume Data for a P o stulated Pipe Break in the Main Steam Tunne l a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-94 Node Description Volume (f t 3) Eleva t ion (f t) 1 Main steam tunnel, south 7427 501 2 Main steam tunnel, north 4345 501 3 Ventway, el. 501 ft 0 in. to el. 519 ft 0 in. 3629 501 4 Ventway, el. 519 ft 0 in. to el. 532 ft 0 in., west 3672 519 5 Ventway, el. 519 ft 0 in. to el. 532 ft 0 in., east 2340 519 6 Ventway, el. 532 ft 0 in. to el. 548 ft 0 in. 7855 532 a For nodalization schem e , see Figure 3.6-67.

Table 3.6-11 Subcompar t ment Analysis Flow Junction Data for a Postulated Pipe Break in the Main Steam Tunne l a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-95 Form Loss Coef fic i en t b From Node To Node Junction Flow Area (f t 2) Junction Eleva t ion (f t) Junction Inertia (ft-1) Forward F l ow Reverse Fl o w Frictional Loss Coef f ic i en t b 1 2 438.7 509 0.02656 1.06 1.14 0.1 2 3 c 2 4 218.4 519 0.06044 2.66 2.69 0.1 3 5 170.0 519 0.08014 0.163 0.116 0.1 4 5 84.6 525 0.378 0.6 0.6 0.1 4 6 310.4 532 0.368 0.6 0.6 0.1 5 6 170.0 532 0.0486 0.145 0.206 0.1 a For nodalization scheme , see Figure 3.6-67. b These data are dimensionless.

c No data furnished since panel B between nodes 2 and 3 is assumed closed during postulated pipe break.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-96 Table 3.6-12 Main Steam Tunnel Sub c ompartment Analysis Information for Blowout Panels C and D Panel C (horizontal, hinged, nonbolt e d, sheet steel blowout panel)

Total weight:

2060 lb Area: 230.6 ft 2 Moment arm:

3.375 ft Moment of inertia:

31,286 l b ma s s-ft 2 Damping constant:

Neglected Panel D (vertical, bolted, ins u lated metal blowout panel)

Total weight:

16,000 lb Area: 1060.8 ft 2

Reference:

Figures 3.6-65 and 3.6-66.

Table 3.6-13 Subcompar t ment Analysis Nodal Volume Data for a P o stulated Pipe Break in the Main Steam Tunnel Extensio n a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-97 Node Description Volume (f t 3) Eleva t ion (f t) 1 Main steam tunnel e x tension, south 2320 501 2 Main steam tunnel e x tension, north 2799 501 3 Turbine generator building, el. 471 ft 0 in. floor 728610 471 4 Turbine generator building, el. 441 ft 0 in. floor 658938 441 5 Turbine generator building, el. 501 ft 0 in. floor 1270590 501 a For nodalization schem e , see Figure 3.6-76.

Table 3.6-14 Subcompar t ment Analysis Flow Junction Data for a Postulated Pipe Break in the Main Steam Tunnel Extensio n a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-98 Form Loss Coef fic i en t b From Node To Node Junction Flow Area (f t 2) Junction Eleva t ion (f t) Junction Inertia (ft-1) Forward F l ow Reverse Fl o w Frictional Loss Coef f ic i en t b 1 2 379.0 509 0.01 3 95 0.6 0.56 0.1 1 3 73.6 501 0.1722 1.29 1.07 0.1 2 3 114.6 501 0.1434 1.16 0.99 0.1 3 4 230.0 471 0.1091 1.28 1.49 0.1 3 5 507.0 501 0.01176 1.54 1.55 0.1 a For nodalization scheme , see Figure 3.6-67. b These data are dimensionless.

Table 3.6-15 Piping Systems Inside Containment for Which Design Basis Pipe Bre a ks are Postu l a t ed System Portion C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003LDCN-00-075 3.6-99Low pressure core spray (LPCS) RPV to first check valve.

High pressure core spray (HPCS) RPV to first check valve. RHR/LPCI mode (loop A)

RP V to first check valve. RHR/LPCI mode (loop B)

RPV to first check valve. RHR/LPCI mode (loop C)

RP V to first check valve.

RHR shutdown cooling return (loop A) Recirculation pump discharge to first check valve.

RHR shutdown cooling return (loop B) Recirculation pump discharge to first check valve.

RHR shutdown cooling supply Recirculation pump suction to cl osed valve RHR-V-9 (MOF009). Reactor feedwater (RFW) line A Entire run within primary containment. Reactor feedwater (RFW) line B Entire run within primary containment. RHR condensing mode/RCIC turbine steam Entire run within primary containment.

Main steam (MS) loop A Entire run within primary containment.

Main steam (MS) loop B Entire run within primary containment.

Main steam (MS) loop C Entire run within primary containment.

Main steam (MS) loop D Entire run within primary containment.

Standby liquid control (SLC) RPV to closed valve SLC-V-8, HP CS line to first check valve.

Reactor water cleanup (RWCU) Entire run within primary containment. RRC Recirculation pump A discharge Entire run within primary containment.

Table 3.6-15 Piping Systems Inside Containment for Which Design Basis Pipe Breaks are Postulated (Continued)

System Portion C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 LDC N-0 0-0 7 5 3.6-100 RRC recirculation pu m p B discharge Entire run within pri m ary containment.

RRC recirculation pu m p A suction Entire run within pri m ary containment.

RRC recirculation pu m p B suction Entire run within pri m ary containment.

RRC react o r pressure ves s el drain RPV to three (3) closed valves.

Main steam (MS) val v es drainage piping Entire run within pri m ary containment.

Main steam (MS) RPV head vent Entire run within pri m ary containment.

RCIC/R PV head spray RPV to first check valve.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-101 Table 3.6-16 Piping Systems Containing Break Exclusion

Areas B e t w een Primary Containment Isola t ion Valves Piping System Pipe Size (in.)

Main steam loop A 26 Main steam loop B 26 Main steam loop C 26 Main steam loop D 26 Reactor f e edwater line A 24 Reactor f e edwater line B 24 RHR condensing mode

/RCIC turbine steam 10/4 Reactor water cleanup 6

2'-0" 4'-9"#6@10"#6 @ 10"#6 @ 12"Cantilever Barrier Structure 910402.24 3.5-48 Figure Amendment 53November 1998 Form No. 960690Draw. No.Rev.ElevationSection A-A Plan Plan 10 17 L.9 H.3Turbine Gen. Bldg Corridor Radwaste and Control Bldg CantileverBarrier Walls Door Opn'gCantilever Wall EL. 467'-0" EL. 487'-0"#6@12" E.F.

EL. 467'-0" 39'-6" 1'-6" 3'-0" 4'-0" 2'-0" 1'-0" K.1 H.3 Door Opn'g Below Slab 17 3'-0" 3'-5"1'-0" Thk Slab T/S El. 452'-0"#6 @ 12" E.F.E.W.

1. 5 @ 12"Ties CorridorCantilever Walls El. 441'-0"#7 @ 12" E.F.E.W.

7'-2 1/2" 1'-0" El. 452'-0"11'-0"E.F.3'-5"x7'-2 1/2" M.O.2 Add'l #7 Over DoorE.F.A A#4 @ 10" Ties El. 437'-0" El. 441'-0"6-#11x30'-0"4-#11x30'-0"Ties#7 @12"x30'-0" Lg.Add'l N.F.

Columbia Generating StationFinal Safety Analysis Report C OLUMBIA G ENERATING S TATION Amendment 63 F INAL S AFETY A NALYSIS R EPORT December 2015 LDCN-10-004 3.6-1 3.6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING

This section describes the design bases and design measures that are implemented for Columbia Generating Station to ensure that th e primary containment ve ssel and all essential equipment inside and outside primary containment, including components of the reactor coolant pressure boundary (RCP B), have been adequately prot ected against the effects of blowdown jet and reactive forces, and pipe whip resulting from postulated rupture of piping located either inside or outside of primary containment.

Design measures have been implemented to ensure that any such postula ted accident does not resu lt in loss of required functions that are necessary to mitigate the consequences of that particular accident and place the reactor in a cold shutdown condition. The implementation of design measures considered a single, random active component failure.

The implementation of criteria for protection of safety-related syst ems from the effects of pipe rupture as discussed in this se ction is based not only on analy tic evaluations but also on the walkdown of plant systems, equipment, and components which we re performed.

Verification of the protection of safety-related systems, e quipment, and components from the effects of pipe rupture was provided by means of th is final walkdown prior to fuel load.

The power uprate and Maximum Extended Load Line Limit Analysis (MELLLA) projects resulted in changes to the input parameters associated with the pipe break analysis. The evaluation of these changes (see Reference 3.6-10 and 3.6-24) supports the conclusion that the analysis and design presented in this section bounds the power uprate and MELLLA conditions.

3.6.1 PLANT

DESIGN FOR PROTECTI ON AGAINST POSTULATED PIPING FAILURES IN FLUID SYSTEMS OU TSIDE PRIMARY CONTAINMENT

The analysis of piping systems is performed in accordance with Branch Technical Position (BTP) ASB 3-1, Rev. 1, 1981.

Systems or components important to plant safety or shutdown, which are located approximate to high- or moderate-energy piping systems and are susceptible to the consequences of failures of these piping systems, were c onsidered during the evaluations described below. The identifica tion is related to the predetermi ned piping failure locations as described in Section 3.6.2.

A listing of systems containing high- and moderate-ene rgy lines is provided in Tables 3.6-1 and 3.6-2 , and the physical arrangeme nts of piping systems are s hown in Figures 3.6-1 through 3.6-20.

The continued habitability of the control ro om following a postulated fluid system piping failure is addressed in Section 3.6.1.12.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDCN-98-078 3.6-2 The results of failure mode and effect analyses are provided in accordance with BTP ASB 3-1 to verify that the consequences of failures of high- and modera te-energy lines do not affect the ability to safely shut the plant down. The analyses consider a single active component failure occurring in a required system concurrently with the postulated event. The results of these analyses are presented in Sections 3.6.1.11 and 3.6.1.18.

3.6.1.1 Energy Classification of Flui d Piping Systems Outside Containment

3.6.1.1.1 High and Mode rate Energy Criteria

Definitions of high- and m oderate-energy fluid piping systems are given in Section 3.6.2.1. Fluid systems which could be classified as high energy during operation, but are required to function only to mitigate the consequences of a loss-of-coolant ac cident (LOCA), are considered moderate energy as ruptures of these systems during operation would imply a second passive component failure.

Specifically, the low-pressure coolant injection (LPCI) modes of the residual heat removal (RHR) system, the low-pressure core spray (LPCS) system, the high-pressure core spray (HPCS) system, the suppr ession pool cooling modes of the RHR system and the standby liquid control (SLC) system are considered moderate energy.

Fluid piping systems which are cl assified as high energy by Section 3.6.2.1 , whose temperature does not exceed 200°F, and whose pr essure is derived solely by a centrifugal pump instead of a fluid reservoir, are considered moderate energy systems. In these cases the system is depressurized as a subcooled liquid after the break and the pump energy is simply converted to velocity head. Th e jet force induced by the pump at the break plane is insufficient to cause pipe whip and thus these cases are pr operly considered as m oderate energy systems.

According to the criteria established in Section 3.6.2.1 , the shutdown cooling mode of the RHR and the normally unpressurized portions of the reactor core isolation cooling (RCIC) system, are considered moderate energy.

3.6.1.1.2 Systems Subject to Analysis

According to the criteria established in Section 3.6.1.1.1, the high-energy fluid piping systems subject to an alysis are listed in Table 3.6-1. The moderate-energy fluid piping systems subject to an alysis are listed in Table 3.6-2.

3.6.1.2 Criteria for Establishing the Po stulated Design Basis Break Locations

The criteria that define the postulated design basis break locations in high- and moderate-energy fluid piping systems are presented in Sections 3.6.2.1.1 through 3.6.2.1.3.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-3 3.6.1.3 Criteria for Establishing the Post ulated Design Basis Break Orientations The criteria that define th e postulated design basis break orientations in high- and moderate-energy fluid piping systems are presented in Section 3.6.2.1.4.

3.6.1.4 Summary of Dynamic Analysis of Category I Piping and Supports

3.6.1.4.1 Design Basis Breaks for the Dynamic Analysis Outside Primary Containment Table 3.6-3 lists the number of design basis breaks on which the dynami c analysis is based as well as the particular piping syst em involved, the diameter of th e pipe, the plan figure showing the piping system, the maximum blowdown thrust or the thrust versus time figure, and the room or area containing the postulated break.

3.6.1.4.2 Diagrams of Mathematical Models Used in the Dynamic Analysis

3.6.1.4.2.1 Models Used fo r Pipe Whip Restraint Design. A description of the mathematical models used to design the pipe whip restraints is presented in Section 3.6.2.2.2.

3.6.1.4.2.2 Models Used for Structural Analysis. Descriptions of the mathematical models and procedures used to ensure adequacy of Seismic Category I structures are presented in Sections 3.6.1.6 through 3.6.1.10.

3.6.1.4.2.3 Models Used to Represent Jet Stream Dynamics. Descriptions of the procedure used to model the dynamics of a jet stream caused by a postulated rupture of a high-energy fluid piping system are presented in Section 3.6.2.3.1.

3.6.1.4.3 Effect of Postulated Fluid Piping System Ruptures on Structures, Systems, or Components Necessary for Safe Reactor Operation

A discussion is presented in Section 3.6.1.11 concerning the effects of postulated high- and moderate-energy fluid piping system failures on structures, systems, a nd components necessary to shut down and maintain the reactor in a cold shutdown condition.

3.6.1.5 Methods to Prot ect Structures, Systems, or Components Necess ary for Safe Reactor Operation From the Dynamic Effects of Postulated Fluid Piping System Ruptures

3.6.1.5.1 Pipe Wh ip Restraints

A description of the method us ed to design pipe whip re straints is presented in Section 3.6.2.3.3.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-4 3.6.1.5.2 Protective Provisions for Structures, Systems, a nd Components Important to Safety Separation of redundant features is the basic design crite ria utilized to pr otect structures, systems, or components important to safety from the dynamic effect s of postulated pipe ruptures including pipe whip imp act and blowdown jet impingement.

The emergency core cooling pumps and the RCIC pump are located in individual rooms. The

CRD/Condensate pumps are also located in an individual room, but the equipment drain sump located in that room is connected to the RCIC pump room thro ugh an unisolable pipe; other rooms that are connected to a common sump are provided with a connecting line isolation valve. In the event of a flood in any pump room, the walls of each room, including penetrations and doors, allo w only minimal leakage between rooms and can withstand the dynamic effects of any postulated fluid piping system rupture in their vicinity as well.

The remaining mechanical and electrical equipment, which mu st function to mitigate the consequences of a postu lated fluid piping system rupture outside primary containment, is protected by providing adequate separation of redunda nt features per the requirements of BTP ASB 3-1, Re

v. 1, 1981.

A more detailed discussion of th e analysis employed to demonstrate that structures, systems, and components important to safety are adequately protected is provided in Section 3.6.1.11.

3.6.1.5.3 Physical Separa tion of Systems or Components Important to Safety

Physical separation of systems or components important to safety is provided by maintaining sufficient distance betw een redundant features, by enclosing high-energy fluid piping systems and systems or components important to safety within protective structures.

3.6.1.5.4 Description, Number , and Location of Pipe Whip Restraints Outside Primary Containment

Typical pipe whip rest raints are seen in Figures 3.6-21 and 3.6-22.

A total of 12 restraints are utili zed for the main steam and feed water lines in the main steam tunnel outside of primary containment. These restraints are illustrated in Figure 3.6-24.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-5 3.6.1.6 Procedures to Evaluate the Structural Adequacy of Seismic Category I Structures Under Pipe Break Effects Outside Containment 3.6.1.6.1 General Approach

Structures and structural components important to safety are designed with sufficient strength to resist the effects of postulated pipe breaks in high energy fl uid piping systems, such as pipe whip and jet impingement. High-energy fluid piping systems are defined in Section 3.6.1.1. Section 3.6.1.6 discusses the effects of postulated pi pe breaks on structures and structural components. Environmental effects of postulated pipe breaks are addressed in Sections 3.6.1.13 , 3.6.1.15 , and 3.11.

The main component effect s of a postulated pipe br eak include the following:

a. Pipe whip with its impacting energy,

b. Jet impingement and acco mpanying jet reaction, and c. Pressurization and temperature effects which accompany pipe break.

Pipe whip effects from circumferential breaks are seen in Figure 3.6-25. Jet impingement effects from circumferential breaks and longitudinal splits are seen in Figure 3.6-26. Circumferential breaks and longitudinal splits are defined in Section 3.6.2.1.4.

In making a structural evaluation of the effect s of pipe break accident s, the loads resulting from these pipe break accidents are used in combination with ot her prevailing loads that occur at the time of the break.

For load information and combinations see Sections 3.6.1.6.5 and 3.6.1.6.6.

To make a structural evaluation of the effects of a postulated pipe break, the local damage to the structural element is pred icted and the overall structural response is asse ssed. Local damage is the damage done to a structural elem ent in the immediate vici nity of the pipe whip impact or the jet impingement. Overall struct ural response concerns the overall response of the entire structural element to the effects of a postulated pipe break. In the following discussion, whipping pipe is described as missiles.

3.6.1.6.2 Local Damage Prediction Local damage prediction due to whip or jet im pingement in the immediate vicinity of the impacted area includes estimation of the depth of penetration and whether, in the case of concrete targets, sec ondary missiles might be generated by spalling.

In general, a whipping pipe is a blunt missile and pe netration and spalling are not a ppreciable for the structural component (e.g., walls) th ickness of interest. Such a condition is seen in Figure 3.6-25. Jet impingement local damage is not considered significant becaus e the fluid mass does not have the mass concentration of a solid and because of the divergence of a jet which spreads the load C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-6 over a wide area (see Figure 3.6-2 6). Missile penetration is p r edicted for reinforced-concrete targets and for steel t a rget s.

3.6.1.6.2.1 Reinfor ced Concrete T a rgets.

Penetration

The depth to which a rigid missile penetrates a reinforced-concrete tar g et of infinite thickness is estimated by the following Mod i fied Petry Formula (References 3.6-15 and 3.6-1 7): X K A Vpp slog , 10 2 1 215 000 (3.6-1) where X = depth of missile penetration into c oncrete element of i n finite thickness (ft)

K p = penetration coefficient for re inforced concrete (4.76 x 1 0-3 ft 3 /lb. for normal reinforced concrete with a crush i ng strength of 3200 psi and 1.4% of reinforcement. See Re f e rence 3.6-1 5.) Ap = W A Mis s ile W e ight lb oj e c ted F r ()Pr )on t al M i ss i le A r ea (f t 2 V s = striking velocity of m iss i le (f t/sec) When the e l ement has a fi n ite thickness, the depth of penetration is (References 3.6-15 and 3.6-17):

Xe t x xt x 1 1 4 2 2(),( ) (3.6-2) where X 1 = depth of penetration of missile into a concrete elem ent of finite thickness (ft) e = base of Napi erian Logarithms t = thickness of concrete element (ft)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-7 Perforation

The thickness of a concrete element that will be just perforated by a missile is given as (Re f erences 3.6-15 and 3.6-17):

T = 2X (ft)

(3.6-3)

Spalling Spalling of concrete from the s i de opposite the impact surface of the structu r al element may

occur even if the missile does not perforate the element. The estimate o f the thickness that w ill just start spalling is given as (Reference 3.6-20):

T s = 2.2X (ft)

(3.6-4) 3.6.1.6.2.2 Steel Targets. T h e Bal l ist i c Re s ea r ch Laborato r ies formula is used to determine perforation of a steel target. T h e th i c kness, T, of a s teel tar g et t h at will be just perforated by a

miss i le i s g i ven as (Reference 3.6-17): T MV D 32 2 2 3 2 05 17 400//., K (3.6-5) where T = steel wall thickness to just perforate (in.)

M = mass of the missile (weight/g in lb-sec 2/ft) V = velocity of missile (ft/sec)

K = constant depe nding on grade of st eel and is usually 1 D = diameter of missile (in.). For irregularly shaped missiles, an equivalent diameter is used, taken as the diameter of a circle with the same area as the projected frontal area of the irregularly shaped missile

The recommendation in Reference 3.6-13 to increase the perfora tion thickness, T, obtained by the Ballistic Resear ch Laboratories Formula by 25% to prevent perforation is observed; that is:

t p = 1.25T (3.6-6)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-8 where t p = thickness of steel barrier required to prevent penetration (in.)

3.6.1.6.3 Overall Structural Response

3.6.1.6.3.1 General. In general, pipe break loads are considered in combination with other loads (see Section 3.6.1.6.6). Dead loads, live loads, operating therma l loads, and earthquake loads may or may not be significant compared to the pipe break load, depending on the severity of the pipe break load. Thermal loadings due to pipe break have only skin effect and are not considered.

Pressure loads due to pipe break do not necessarily peak with pipe whip and jet impingement loads; however, in the analysis, they are consider ed to act simultaneously.

With regard to pipe break, when high energy pipes under pressure fail, a fluid jet is created. The associated jet impingement force on a target as well as the reaction force exerted on the piping by the fluid jet force have a time history qualitatively presented in Figure 3.6-27. This force is conservatively idealized as a step function load. For the fluid forces associated with these pipe failures, see Table 3.6-3.

To obtain a solution for the actual complex system, the structure is idealized by an equivalent single degree of freedom system (see Figure 3.6-28) following the procedures described by J. M. Biggs in Chapter 5 of Reference 3.6-1. The response of this ma thematical idealization to a step function load (jet impinge ment) or to a step function load concurrently with an impact loading (due to whipping pipe) involves an energy transfer from the impacting object to the impacted structure. The following exposition on how this energy transfer is addressed makes use of procedures that have been presented by the Bechtel Corporation in its report on missile impact, Topical Report BC-TOP-9A, Revision 2 (Reference 3.6-13).

3.6.1.6.3.2 Structural Response to Whipping Pipe Missile Impact Load.

Discussion

A method of energy-balance proce dures is used to evaluate th e structural response when a missile impacts a target. The method utilizes the strain energy of the target at maximum response to counteract the residua l kinetic energy of the target or target missile combination that results from the missile impact.

A missile of mass M m is postulated to strike a spring-backed target mass, M e , with a velocity, V s. Since the actual coupled mass during impact varies, an estimated average effective target mass, M e , is used to evaluate the inertia effects during impact. Th e impact of the missile is C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-9 considered plast i c. This a s s u mes t h at the missile remains in contact w it h the target af t e r impact.

Velocity After Impact

The veloci ti e s of the m i ssi l e and ta r g et af t e r i m pact are calcula t ed from the following relationships (Reference 3.6-19):

V VM e M MM m sm e me() (3.6-7)

V VM e MM t sm me ()1 (3.6-8) where V m = missile v e locity after impact (ft/sec)

V t = target velocity a f ter i m pact (f t/sec)

V s = missile striking velo c ity (obtained by using basic velocity formulas, knowing the initial t h rust fo r ce, missile mass, and missile t r avel before i m pact) (ft/sec)

M m = mass of miss i le (lb-se c 2/ft)

M e = effective mass of target during i mpact (lb-se c 2/f t) e = coefficient of restitution

Plast i c Impact In a plastic impact, the coefficient of restitution becomes ze r o , and the velocity of t h e missile

and target mas s es become equal foll o wing impact. The strain energy, E s , required to stop the missile/tar g e t combination is the summation of the mis s ile mass kine tic energy and the target

mass kinetic energy at the end of t h e impact duration, as follows.

E MV MV s mm eT 2 2 22 (3.6-9)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-10 From Equa t i ons 3.6-7 and 3.6-8:

VV MV MM mT ms me (3.6-10) Substituting the value f o r V m and V T from Equation 3.6-10 into Equation 3.6-9, the required target strain energy is:

E MV MM s ms me 22 2() (3.6-11) Target E f f e ctive Mass Due to the complexity of mis s ile-target impact, a d e termination of an e f fective coupled mass

on a continuous time basis by means of a gener a l analytical solution is not available.

However, an estimate o f the a v era g e e f fective mass can be approxima t e d from the results of

impact t e s t s on reinforce d-concrete b eams (Re f e r ence 3.6-10) in which the measured structural

response is used to back-calc u late the average mass during im p act. Based on these data, the

following formulas are u s ed for es ti m ating the t a rget e f fect i v e mas s.

For concrete beams:

MD T BT g T ex c(), )22 if B (D y (3.6-12) MD TD T T g T ex y c()(), )22 2 if B (D y (3.6-13) For concrete slabs:

M D T D T T g ex y c()() (3.6-14) For steel beams:

MD dM ex x()2 (3.6-15)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-11 For steel p l ate s: MD D t g ex y s (3.6-16) where M e = average effective mass of target during impact (sec)lb ft2 M x = mass per unit length of steel beam (sec)lb ft2 D x = maximum missile contact dimension in the direction (longitudinal axis for beams or slabs) (ft)

D y = maximum missile contact dimensi on in the y direction (transverse to longitudinal axis for beams or slabs) (ft)

T = thickness or depth of concrete element (ft)

t = thickness of steel plate (ft)

d = depth of steel beam (ft)

B = width of concrete beam (not to exceed D + 2T)(ft)

c = weight per unit vol ume of concrete (lb/ft

3) s = weight per unit volume of steel (lb/ft

3) g = acceleration of gravity (32.2 ft/sec

2) Structural Response by Energy Balance Method

a. General Procedures The strain energy, E s , required to stop the target (or missile-target combination) is determined from the relationships in Section 3.6.1.6.3.2.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-12 The res i s t ance-d i splacement function, R(x), for a concentra t ed load at t h e area of impact is determined from the tar g et structure physical configuration and material properties.

The estimated maximum target response is determined by equ a ting the available target strain energy to the required str a in ener g y and solving for the maximum displacement, x m , (see Figure 3.6-2 9). b. Elasto-Plastic Target Response

For elasto-plastic target response with no other c oncurrent loads acting:

R xKx x x Rx K x R x x x e e m e m () , ( )() , ( )0 where R = resisting force of target (lb)

x = displacement of target (ft)

k = elastic Spring constant for target (lb/ft)

x e = yield di s p lace m ent (f t) (See Tables 3.6-4 , 3.6-5 , and Figure 3.6-2

9)

R m = plast i c r e s i stance (lb) (See Tables 3.6-4 , 3.6-5 , and Figure 3.6-2

9) x m = maximum displace m ent of target (ft) then E R x x s m m e2 or x E R x m s m e2 (3.6-17)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-13 The required ductility ratio, r , is obtained from Equ a tion 3.6-17 by d i viding both sides of the equation by x e. r m e r s em x x E xR 12/ (3.6-18) If other loads are present on the target structure which act concurrent with missile impact loads, (see Sections 3.6.1.6.5 and 3.6.1.6.6 and Table 3.6-6

), the maximum combined displacement is determined as follows:

Let x' = x e - x o (see Figure 3.6-29) (ft) x o = displacement due to other loads (ft)

x e = yield displacement (ft)

x m = maximum combined displacement (ft)

R m = plastic resisting force (lbs) k = elastic spring constant (lb/ft)

Then E kxkxxx sm e (')'()2 2 (See Figure 3.6-29) or x E kx x x m s e2 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-14 Substituting x' = x e - x o in the above equation gives x E kx x xx m s eo eo()2 (3.6-19) The required ductility ratio, r, is obtained by d i viding bo t h sides of Equation 3.6-19 by x

e. r s me o oe E Rx x xx()/1 2 (3.6-20) The values of M r should be less than the allowable ductility ratios, M, given in Table 3.6-7. 3.6.1.6.3.3 Jet Impingement. Jet impingement loads are loads that emanate from a break in a high energy line. It is postulated that the charac teristics of the jet are such that the jet exits from a break opening in the pipe equal in area to the cross sectiona l area of the pipe itself (see Figure 3.6-26

). The jet is postulated to travel confor ming to the configuration of the cross sectional area of the pipe for a distance of five pipe diameters and then to diverge at an angle of divergence of 10. Where piping is restrained and break separation is limited to one-half pipe diameter or less a fan jet is postulated. A fan je t is perpendicular to the pipe centerline and extends 360° around the break at a 10° half angle as shown in Figure 3.6-30. For the jet thrust forces at the postulated breaks, see Table 3.6-3. Jet loads impacting structures are treated as equivalent st atic loads. A dynamic load factor is applied to the jet force emanating from the pipe and the resulting load is modified by an appropriate load factor according to its use in combination with other loads. The structure impacted is then evaluated for structural capability.

3.6.1.6.4 Allowable Desi gn Stresses and Strains

For allowable design stresses and strains for reinforced concrete and structural steel, see Section 3.8.4.5 and Tables 3.8-11 and 3.8-12, except as modified in Sections 3.6.1.6.4.1 and 3.6.1.4.2.

3.6.1.6.4.1 Pipe Whip Loadi ng With or Without Other Loads. The acceptability of pipe whip loading with or without other loads is considered from two aspects:

a. The overall structural response of th e impacted structural element, and b. The local damage sustained by the impacted structural element.

The overall structural response is considered acceptable if the ductility ratio resulting from the loading does not exceed the maximum allowable ductility rati os as given in Table 3.6-7. The C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-15 determination of ductility ratios utilizes the procedures set forth in Section 3.6.1.6.3 and the loading combinations in Section 3.6.1.6.6. In using these procedures, the allowable limit on section strength, M, used in the de termination of yield displacement X e , (Section 3.6.1.6.3.2 , Tables 3.6-4 and 3.6-5 and Figure 3.6-29) is computed in accordan ce with the strength design methods described in ACI 318-71 (Reference 3.6-12) and in the general practices of Part 2 of the AISC specifications (Reference 3.6-11), modified by the dynamic strength increase factors of Table 3.6-8. The local damage is cons idered acceptable if the pipe whip impact does not case spalling and excessive penetration in concrete , or perforation in steel, as determined by the procedures described in Section 3.6.1.6.2.

3.6.1.6.4.2 Pipe Break Loads (Excluding Pi pe Whip) With or Without Other Loads. Pipe break loads (excluding pipe whip) with or without other loads are considered acceptable if the loading from the loading combinations in Section 3.6.1.6.6 does not result in stresses that exceed the allowable limits on section strength as given in Tables 3.8-11 and 3.8-12, modified by the dynamic strength increase factors in Table 3.6-8.

3.6.1.6.5 Loads, Definition of Terms, and Nomenclature

For loads, definition of terms, and nomenclature, see Section 3.8.4.3.

3.6.1.6.6 Load Combinations

3.6.1.6.6.1 Seismic Cate gory I Concrete Structures. For load combinations for Seismic Category I concrete structures, see Table 3.8-9 , load combinations 6, 7, and 8.

3.6.1.6.6.2 Seismic Ca tegory I Steel Structures. For load combinations for Seismic Category I steel structures, see Table 3.8-10 , load combinations 6, 7, and 8.

3.6.1.7 Structural Design Loads

Structural elements are designe d to withstand the loads genera ted by piping failu res outside of primary containment in combination with other loads given in Section 3.6.1.6.6. Table 3.6-6 furnishes the design loads considered in the areas where piping failures occur.

3.6.1.8 Analysis of Load Reversal

Structural elements such as floors, interior wa lls, exterior walls, and the building as a whole are analyzed for the effects of reversal of load due to the postulated pipe failure accident.

They are also analyzed for rebound loads that accompany pipe br eak accidents. The analysis approach for rebound is seen in Figure 3.6-31.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-16 3.6.1.9 Modified Structures The capabilities of struct ures to carry the design loads will be demonstrated for modifications as part of design cha nge process controls.

3.6.1.10 Verification That Failure of Any Structure Does Not Preclude Safe Reactor Shutdown Structures subject to pipe whip and/or jet impingement loads are invest igated and found not to fail under these loads in conjunction with the applicable load comb inations, so that there are no cases of structural barriers failing and causi ng additional structural failures which would adversely affect the mitig ation of the consequences of accidents and the capability to bring the plant to a cold shutdown condition.

3.6.1.11 Verification That Ad equate Redundancy Exists for All Postulated Fluid Piping System Ruptures

3.6.1.11.1 Approach

The purpose of the study is to ensure that for a ll postulated ruptures of fluid piping systems, safe reactor operation and shutdown is not preclude

d. The basis of this approach is that adequate separation of redundant systems or components requi red to shut down and maintain the reactor in a cold condition provides the level of protection required to ensure safe reactor operation and shutdown.

The input used for this study includes the rou ting of all cables, cable trays, and conduit necessary to shut down and maintain the reactor in a cold condition. The locations of all motor control centers; instrument rack s; sensors; and h eating, ventilating, and air conditioning (HVAC) equipment necessary to shut down and maintain the reactor in a cold condition are also included in the input of this study.

The locations of all postulated high- and moderate-ener gy fluid piping system ruptures dictate where this study is to be performed.

The input described above is c oded to indicate the location of the system or component by elevations; the electrical divi sion to which the component bel ongs; what the function of the component is; the various refere nces, such as the drawings, in which the component is found; devices interconnecting the compon ent and another system; and a dditional information of this type. This coding facilita tes storage of the input for retrieval at any time.

Table 3.6-3 lists the high-energy design-basis break lo cations outside containment, the piping systems involved, the pipe di ameter, the plan fi gure showing the pipi ng system, and the maximum blowdown thrust or the thrust versus time figure.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8, 0 0-075 3.6-17 Figures 3.6-32 th r ough 3.6-56 illustrate and list the high-energy break locations inside containment and inside the main steam tunnel.

Moderate-energy crack locations are postulated in accordance with Standard Review Plan Sections 3.6.1 and 3.6.2.

3.6.1.11.2 Method of Analysis for Postulated High-Energy Fluid System Ruptures 3.6.1.11.2.1 Effects of Postulated Passive Component Failures. Postulated pipe breaks in high-energy fluid systems are investigated to determine their effects on the ability to bring the plant to a safe shutdown and to limit the offsit e radiological c onsequences to an acceptable level as stated in 10 CFR 50.

On a case-by-case basis, the effects of pipe whip, jet impingement, and the resulting environmental conditions on safety-related equipment necessary for safe shutdown are evaluated. The effects of the postulated pipe break are dependent on the fluid properties of the system, the location and orientati on of the pipe break, the proximity to safe shutdown systems, components, and structures, a nd the individual design limits of the safe shutdown systems, components, and structures.

Pipe breaks in high energy systems are postulated according to the criteria in Section 3.6.2.1. After identifying what equipment becomes i noperable, a worst case single random active component failure is postulated in a system not affected by the postulated high-energy fluid system rupture. Additionally, if the direct consequenc es of the postulated rupture results in a reactor or turbine trip, or could otherwise cause a loss of offsite power, offsite power is assumed unavailable.

3.6.1.11.2.2 Analytical Procedure. After all the consequences of the postulated pipebreak, passive and active component failures are evaluated, an analysis determines if safe shutdown can be accomplished. The following guidelines are used in this analysis:

a. For postulated ruptures of fluid pipi ng systems, ensure th at core cooling and reactivity control is maintained, b. Demonstrate that redundant components or systems necessar y to safely shut down and cool the reactor are not involved in the postulated passive component failure, and

c. Demonstrate that offsite radiological consequences do not exceed relevant standards.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-18 3.6.1.11.3 Method of Analysis for Postulated Moderate-Ene rgy Fluid System Ruptures

3.6.1.11.3.1 Approach. The analysis of moderate ener gy piping is performed in accordance with BTP ASB 3-1, Rev. 1, 1981.

Postulated ruptures in m oderate-energy fluid systems do not generate pipe whip. The analysis investigates the effects of the environment that results from such a postulated rupture on safety-related equipment, including the effects of water spray.

The effects of the postulated moderate-energy pipe crack s are dependent on the fluid properties, available fluid rese rvoir, drain systems, and the location and the individual design limits of the safety-related equi pment, components, and structures necessary for safe shutdown.

Where moderate-energy pipe cracks are postulated in close proximity to high energy systems, the environmental analysis co mpares the effects of both hi gh- and moderate-energy pipe ruptures. The most limiting case is evaluated for safe cold shutdown.

Moderate-energy pipe cracks are postulated according to the criteria in Section 3.6.2.1.

3.6.1.11.3.2 Me thod of Analysis. The locations of all postulated ruptures, resulting in through wall leakage cracks, are id entified for later retrieval. The analysis a ssumes that the spray resulting from a postulated moderate-e nergy rupture causes th e malfunction of all equipment not enclosed by compartments that minimize the ef fects of flooding.

Additionally, the most damaging single random active component failure in a system not

affected by the postulated moderate energy pipe rupture is assumed. If the direct consequences of the passive component failure results in a turbine or reactor trip or could otherwise cause a loss of offsite power, then offsite power is assumed unavailable.

3.6.1.11.4 Summary of Analysis

In those cases where analys is discussed in Sections 3.6.1.11.2 and 3.6.1.11.3 identified a location where a postulated pipe rupture in a high- or moderate-energy system had impact on a safety-related component, which precluded the safe shutdown and cooling of the reactor, the component was relocated or protected.

This analysis by actual examina tion of the plant is undertaken to provide results based on as-built conditions.

Piping layouts for areas containing high- and moderate-energy lines, whose failure can affect the performance of s a f e ty-rela t ed e q uipment, are presen t e d as Figures 3.6-1 through 3.6-20.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-19 Section 3.6.1.11 discusses in detail the methods used to demonstrate that no fluid system piping rupture, in conjunction with a single active component failure, precludes safe shutdown of the plant.

The following should serv e to further clarify the method of analysis:

a. Analysis is performed to section B.3 criteria (pages 3.6.1-12 and 3.6.1-13) of BTP ASB 3-1, Re

v. 1, 1981;

b. The forces developed at each postulat ed high-energy pipe break are determined by the methods of Section 3.6.2.2. The effects of the re sultant pipe whip and jet impingement are evaluated. Credit is taken for au tomatic isolation and/or operator action to mitigate the consequences of the postulated pipe break, if the equipment required for this function is not affected by the break or included in item d below;

c. As a first step, all equi pment with impact from the whipping pipe or jet is assumed to fail. If the e quipment is required for safe cold shutdown or accident mitigation, a detailed analys is is performed to determ ine if the equipment will actually fail. Structures contacted by th e whipping pipe or jet are evaluated for structural adequacy by the me thods described in Section 3.6.2.2; Impact to pipes of smaller nominal diameter than the impacting pipe are assumed to fail, regardless of wall thickness of impacted pi pe. Impact to pipe of both larger nominal diameter and thinne r wall thickness than the impacting pipe

are assumed to develop th rough wall leakage cracks;

d. The following comprises the minimum set of equipment necessary for safe shutdown following any high-energy or moderate-ene rgy pipe break/crack assuming a worst-case single active failure:

1. Pipe break/crack detection instrumentation 2. Automatic, high-energy lin e break isolation equipment 3. RPS (scram)

4. MSIVs 5. Five (5) SRVs for reactor vessel depressurization 6. A single RHR loop with a heat exch anger (loop A or B), in the alternate shutdown cooling mode providing react or vessel inventory makeup (short term cooling) and reactor vessel an d suppression pool inventory cooling (long term cooling) 7. Supporting Service Water 8. Supporting HVAC 9. Supporting electrical power sources; C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-20

e. After items b, c, and d have been evaluated, the ability to safely shut down is evaluated;

f. If analysis indicates that safe shutdown cannot be accomplished, then

1. Reroute or relocate cable, pipe, or equipment to prevent loss of function, or 2. If this is not feasible, shield the appropriate affected component(s) to prevent loss of function;

g. The flooding and environmental effects of moderate-energy fa ilure are evaluated to determine whether they are more severe than the high-energy breaks. The high-energy breaks are address e d in Sections 3.6.1.11 and 3.6.1.15. The area temperature was evaluated by determ ining the limiting postula ted pipe break and using RELAP4/MOD5 (Reference 3.6-21). The limiting pipe break for temperature analysis is that pipe break giving the highest energy re lease rate over the longest blowdown period.

The effects of flooding are evaluated by determining the limiting pipe break and calculating the effects of the fluid release. The limiting pipe break for flooding analysis is that pipe break with the highest mass flow rate over the longest bl owdown period.

Peak differential pressure anal ysis results are provided in Table 3.6-9 and discussed in Section 3.6.1.20.

See Section 3.6.1.13 for electrical equipment environmental qualifications.

3.6.1.12 Control Room Habitability

A postulated rupture of either the main st eam or feedwater pipi ng has no effect on the continued habitability of the control room, sin ce the radiation dose that control room personnel receive as a result of a postulated rupture is below the allowable limits.

The nuclear steam supply system (NSSS) piping outside of primary containment within the reactor building is enclosed by th e main steam tunnel. The main steam tunnel, provided with pressure-relieving blowout panels , is designed to withstand the worst postulated piping system rupture attributable to the NSSS within the steam tunnel.

The high energy piping in the main steam tunnel is provided with pipe whip restraints as described in Section 3.6.1.5. These restraints limit the motion of the free ends of the ruptured NSSS piping to preclude the impact of the NSSS piping with the main steam tunnel structure.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-21 The remaining high energy piping outside the primary containment is not routed in the vicinity of the control room, or does not possess sufficient energy to adversely affect the structural integrity of the control room wall.

Additionally, a remote shutdown pa nel is provided to permit safe reactor shutdown to a cold condition in the event the control room must be evacuated.

3.6.1.13 Electrical Equipmen t Environmental Qualifications

All electrical systems necessary for safe shutdown and necessary to maintain the plant in a safe shutdown condition are designed to remain functional in the gene ral area environment resulting from a high-energy line break or from leakage cracks in moderate-energy piping. Specific equipment is either of the following:

a. Designed to remain f unctional as long as necessary in the general area environment, or

b. Isolated from the general area environment in compartments capable of maintaining normal equipm ent operating conditions.

Certain rotating equipment cannot be designed to function in the more severe, local steam environment. However, due to physical separation, rotating equipment of not more than one system is exposed to the local conditions which exceed the general area accident environment.

Required redundanc y is thus maintained for safety equipment.

See Section 3.11 for a more complete description of environmental design of electrical equipment.

3.6.1.13.1 Identification of Equipment

Safety equipment required to m itigate the consequences of an accident and place the reactor in a cold shutdown condition is listed in Table 3.11-2. The table also indicates the required duration following an accident that equipment is required to operate.

3.6.1.13.2 Environmental Design

See Section 3.11 for a discussion of environmental design and an analysis of safety-related electrical components. The sec tion identifies the safety-related equipment that must operate in a hostile environment, and Table 3.11-2 indicates the postulated environmental enveloping conditions for both the general and local accident areas.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-22 3.6.1.13.3 Jet Impingement Barriers For results of the steam system study, see Section 3.6.1.11.4. Jet impingement barriers have

been provided where analysis i ndicates t h ey are nee d ed to protect components required for

reactor safe shutdown. In addition, some room wall, f l oors, and ceilin g s act as jet impingement barriers.

3.6.1.13.4 Control Room Equipment

Control room environ m ental eff e cts, resulting from pipe b r eak accidents, are discussed in Section 3.6.1.12. The postulated pipe breaks have no eff e ct on the cont r o l room environment.

All control room equip m ent, therefore, remains functional following a br e a k.

3.6.1.13.5 Onsite Power Dis t ribution System Equipment

See Section 3.11.

3.6.1.14 Design Diagr a ms of Nuclear Steam Supply S y stem Piping

Figures 3.6-58 to 3.6-60 show the routing of N S SS piping f r om the outboard end of the containment penetrations to the turbine building.

3.6.1.15 Flooding Analysis

A study investigating the potential flooding attributable to the postu lated rupture of high-energy fluid piping systems outside primar y containment is provided below.

3.6.1.15.1 Postulated Rupture of the Reactor Feedwater Piping

The reactor feedwater piping outside primary co ntainment, inside the reactor building, is completely enclosed by the main steam tunnel to provide protect ion against the dynamic effects of postulated fluid piping system ruptures. Th e main steam tunnel is provided with a blowout panel to discharge steam, to the atmosphere, above the turbin e building. A second blowout panel provides for water drainage from the ma in steam tunnel into the turbine building.

A flooding evaluation of the turbine building from any feedwater line break has been completed which shows that no safety-related equipment located within the turbine building would be adversely affected.

3.6.1.15.1.1 Consequences. The postulated rupture, of th e feedwater piping in the main steam tunnel, would scram the reactor on low water level.

The isolation valves on the reactor pressure boundary would clos e to prevent loss of reactor coolant. A postulated active component failure could prevent th e inboard isolation valve from C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-23 closing, while the dynamic effects of the passive component failu re could prevent the outboard isolation valve from closing. The inboard ch eck valve would close to prevent coolant loss, effectively stopping the reactor feedwate r flow into the main steam tunnel.

Although a loss of offsite power is assumed, sufficient equipmen t remains availa ble to safely shut down the reactor to a cold condition.

3.6.1.15.2 Postulated Ruptures of Reactor Water Cleanup System Since the reactor water cleanup (RWCU) system has no safety function, postulated ruptures of this system have no effect on safe reactor operation, except the effect these postulated ruptures have on structures, systems, or components important to safety.

As the analyses discussed in Sections 3.6.1.11 and 3.6.1.20 indicate, postulated ruptures of the RWCU system have no effect on the ability to safely shut down the reactor to a cold condition.

3.6.1.15.3 Postulated Ruptures of the Auxiliary Steam, Heating Steam, Auxiliary Condensate, and Heating Steam Condensate Systems

Since these systems have no safety function, postulated ruptures of these systems, as described in Sections 3.6.1.11 and 3.6.1.20, have no unacceptable consequences, except the effect these postulated ruptures have on structures, systems, or components im portant to safety. Ruptures in the auxiliary steam (AS), h eating steam (HS), auxiliary conde nsate (CO), or HS condensate (HCO) systems do not prevent safe reactor shutdown to a cold conditi on. In the case of an AS line break in the reactor building, redundant isolation valves are automatically closed by temperature elements. There are no dynamic effects from th e rupture, but the equipment environment (temperature and humidity) would exceed the qualified limits if the AS line to the reactor building was not isolated.

3.6.1.15.4 Additional Considerations

Postulated ruptures of high-energy fluid piping systems are not c onsidered to cause flooding if the contained fluid is in the vapor phase. The main steam and reactor core isolation coolant systems are not considered sources of flooding inci dents for this reason.

3.6.1.16 Quality Contro l and Inspection Programs

The quality control and inspecti on programs, required for the de sign and construction of piping systems outside containment, were given in Section 17.1. For the operational phase, the Inservice Inspection (ISI)

Program and the Operational Quality Assurance Program Description (OQAPD) are applicable.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-24 3.6.1.17 Leak Detecti on System Capabilities The floor and equipment drain headers drain in to five sumps in th e reactor building at el. 422 ft 3 in. Four sumps are provided for floor drains and one for equipment drains. These sumps contain level switches which activate the sump pum ps on high water level. This allows the operator to determine the severity of the leak and take corrective action.

In addition, wall-mounted Class 1E level switches are provided in each pump room in the reactor building at the basement (422 ft 3 in.) level. See Sections 3.4.1.4 , 6.3.2.5 , and 9.3.3 for more details.

3.6.1.18 Emergency Procedures to Mitigate th e Consequences of a Po stulated Fluid Piping System Rupture Outside Primary Containment

Shutdown modes available to the operator are determined by whether or not the reactor is isolated.

3.6.1.18.1 Reactor Not Isolated

For those classes of postulated ruptures which do not result in isolation of the RCPB, a normal shutdown is accomplished by using the main condenser and reactor feedwater system.

3.6.1.18.2 Reactor Isolated

With the reactor isolated from the main condenser, a variety of shutdown modes are available to the operator. A single postulated pipe rupt ure does not preclude the availability of all of them.

3.6.1.18.2.1 Reactivity Control. Before a shutdown can be accomplished, the core must be prevented from generating additional power. Two methods of reactivity control are utilized on the Columbia Generating Station reactor.

The CRD system is the normal mean s of controlling core reactivity.

The SLC system can be used to shut down the reactor by means of injected sodium pentaborate poison. Both of these systems are redundant and driven by either of fsite or plant standby power supplies.

No single accident can render both power supplies unavailable.

3.6.1.18.2.2 Core Coolant Level Maintenance. The systems available for core cooling during reactor isolation are RHR, automatic depressurization system (ADS), RCIC, LPCS, and HPCS. The RHR system is comprised of four modes: shutdown cooling, hot standby (see C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-25 Section 5.4.7), low pressure cooling injection (see Section 6.3.2.2.4), and suppression pool cooling (see Section 6.2.2). See Section 6.3.1.2.4 for a description of the ADS. See Section 5.4.6 for a description of the RCIC system. See Section 6.3.2.2.3 for a description of the LPCS. See Section 6.3.2.2.1 for a description of the HPCS.

3.6.1.18.3 Methods of Shutdown Following a Postulated Ru pture of a Fluid Piping System

3.6.1.18.3.1 Postulated Rupture of Main St eam Piping in the Main Steam Tunnel Vicinity. A postulated rupture of the main steam system does not generate any pipe whip impact on structures in the reactor building, since the main steam lines are supplied with pipe whip restraints.

High pressure differential signals from the main steam flow restrictors (indicating decrease in steam pressure at the turbine inle t) or high temperature indicati on in the vicinity of the main steam piping initiates automatic isolation of the main steam lines which, in turn, causes a reactor scram. Automatic relief valve operation maintains the reactor vessel pressure within allowable limits.

With the reactor isolated and scrammed, the HPCS or manual initiation of the ADS would be used to depressurize the reactor while either of the two re dundant trains of the shutdown cooling mode of RHR systems would be employed to remove decay and se nsible heat from the reactor pressure vessel (RPV).

3.6.1.18.3.2 Postulated Rupture of Reactor Feedwater Piping. A postulated rupture of a reactor feedwater pipe does not generate pipe whip impacts on structures outside primary containment within the reactor building si nce the feedwater piping is restrained.

The resulting blowdown from the feedwater brea k scrams the reactor wh en the low water level setpoint is reached. The operator can also initiate manual scram as the instrumentation will indicate a mismatch in main steam flow rate, reactor feedwater flow ra te, and RPV inventory.

The scram, due to low water le vel, initiates emergency core cooling and RCIC operation.

Decay heat removal is manually initiated by the operator.

The shutdown modes available af ter an operator initiated scram are the same as listed in Section 3.6.1.18.3.1.

3.6.1.18.3.3 Postulated Rupture of Reactor Core Isol ation Cooling System Piping. Ruptures are postulated in the RCIC syst em in the turbine st eam supply line or the condensate removal line, from the drip pot. A rupture of either line precludes operation of the RCIC system.

A rupture of either line does not generate a scram and, therefore, normal shutdown procedures are used. Automatic isolation of the RCIC system occurs if a high pressure drop across the flow restrictor is sensed, high area temperatur e is sensed, or low line pressure is sensed.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-26 3.6.1.18.3.4 Postulated Rupture of Residual Heat Removal System Piping. The RHR system, except in the hot standby mode, ope rates at pressures le ss than 135 psig steam dome pressure. Postulated failures of the RHR sy stem piping at these pressures does not require any particular safety action. Rather shutdown cooling is reestablished usi ng the redundant train of the RHR system.

In the event that the suction line from the RPV to the RH R pumps becomes i noperable, reactor depressurization can be accomplished by using the HPCS or the ADS. Heat can be removed from the suppression pool by use of the suppression pool cooling mode of the RHR system. For a detailed discussion of the possible shutdown modes see Section 15.2.9.

3.6.1.18.3.5 Postulated Rupture of the Control Rod Drive System Piping. Rupture of the CRD piping does not generate a ny significant pipe whip loads.

While rupture of the CRD piping could prevent system operation, reactor scram is possible using either the nitrogen accumulators or reactor pressure. The SLC system could also be used to bring the reactor to a subcritical condition if the CRDs failed to function.

3.6.1.18.3.6 Postulated Rupt ures of the Auxiliary Steam , Heating Steam, Auxiliary Condensate, and Heating Steam Condensate Piping. The consequences of a rupture in any of the above, including the dynamic effects of pi pe whip and the resulting environmental conditions, are investigated as described in Section 3.6.1.11. In no instance does a postulated rupture of these systems preclude reactor shutdown to a cold condition.

These systems provide no emer gency function that would be required to mitigate the consequences of a postu lated piping failure. Therefore, normal reactor shutdown as well as the emergency methods described would not be si multaneously impaired.

3.6.1.18.3.7 Postulated Rupture of the Reactor Water Cleanup System Piping. The consequences of a RWCU system piping rupture are investigated as discussed in Section 3.6.1.11. In no circumstance, does the postu lated failure of RWCU system piping preclude the availability of all shutdown modes. Since the RW CU system does not fulfill any safety function, nonoperability has no imp act on the safe shutdown of the reactor.

3.6.1.19 Seismic and Quality Classifications of Piping Us ed in the Dynamic Analysis

See Table 3.2-1 for the seismic and quality classificati ons of piping systems identified in Table 3.6-3. See Section 3.2 for the definitions of the various seismic and quality classifications.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-27 3.6.1.20 Method Used to Predict Blowdown Rates and Subcompartment Pressure Transient After a Postulated Pipe Break 3.6.1.20.1 Blowdown Analysis fo r a Postulated Pipe Break Outside the Primary Containment

The analytical approach used to determine the blowdown mass and energy rates from a postulated pipe break outside the primary containment are desc ribed in Sections 3.6.1.20.1.1 through 3.6.1.20.1.3. 3.6.1.20.1.1 Method of Analysis for a Postulated Pipe Break in Larger Pipes. For larger pipes, the blowdown mass and energy release were predicted by using th e computer programs RELAP3 (Reference 3.6-9) or RELAP4/MOD5 (Reference 3.6-21). In the computer model, the piping system is nodalized into a number of volumes connected by flow junctions.

A multiplier of 1.0 was used with the choked flow correlation. Except in special cases, all breaks are assumed to be the double-ended circum ferential type which open instantaneously.

Initial conditions and other assumptions necessary fo r the analysis are such that the result is on the conservative side.

3.6.1.20.1.2 Method of Analysis for a Postulated Pipe Break in Smaller Pipes. For smaller pipes, a constant blowdown profile with an applicable choked flow correlation is used. The initial conditions are chosen to maximize the blowdown mass and energy release rates.

3.6.1.20.1.3 Blowdown Mass and Energy Release Rates for a Post ulated Pipe Break in the Main Steam Line and the Reactor Feedwater Line in the Main Steam Tunnel. See Section 3.6.1.20.3.2 for a description of the arrangement and features of the main steam tunnel. For subcompartment an alysis in the main steam tunn el, the postulated break in the main steam line and in the f eedwater line is assumed to be a crack with the flow area equivalent to the flow area of a single-ende d pipe. The blowdown mass and energy release rates are computed by the RELAP3 Program.

Figures 3.6-61 and 3.6-62 show the mass and energy release rates after a postulated crack in the main steam line in the main steam tunnel.

Figures 3.6-63 and 3.6-64 show the mass and energy release rates after a postulated crack in the reactor feedwater line in the main steam tunnel.

3.6.1.20.2 Subcompartment Analysis for Postulated Pipe Break Outside the Primary Containment Excluding the Main Steam T unnel, Ventway, a nd Tunnel Extension 3.6.1.20.2.1 Me thod of Analysis. The pressure transient in the reactor building after a postulated pipe break is analyzed with the computer programs RELAP3 (Reference 3.6-9) or RELAP4/MOD5 (Reference 3.6-21). In the computer mo del, subcompartments are represented by nodes, and flow paths between two nodes are represented by flow junctions.

Volumes, vent areas, flow resi stances, initial atmos pheric conditions, as well as the blowdown C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-0 3-0 0 3 3.6-28 mass and energy release rates from the pipe breaks, are input to the computer program. Since the absolute pressure within the subcompartments after a pipe break outside the primary containment is low in all cases, no significant pre ssure gradient exists wi thin a subcompartment itself. Therefore, a subcompart ment is not nodalized in the an alysis and a sensitivity study is not performed.

Table 7.6-2 lists leak detection sy stem instrumentation.

Table 6.2-16 lists valve closure times for automatic isolation functions tied into the leak detection system. Credit is taken for automatic isolation if the system capability is not affected by the postulated pipe break or assumed as a single active compone nt failure. Check valves clos e on reversal of flow in a fraction of a second. In all cases, the blowdown terminates when the inventory of fluid in the line is exhausted.

Where blowdown flow is not automatically termin ated by isolation valves or check valves as described above, the duration of the blowdown event as the inventory of fluid in a line is exhausted is not considered in the analysis of peak compartmental pressure and temperature. To evaluate the peak pressures and temperatures in compartments and structures following a postulated break of the high en ergy pipes inside the structur es, the blowdown analysis is extended far beyond the initial tr ansient until the blowdown flow becomes steady or decreases continuously. The duration of the analysis is ther efore sufficient to corr ectly predict the peak pressures and temperatures in these compartments and structures.

For a postulated pipe break or leakage crack in the main steam lines outside the primary containment, the flow from the reactor side of the break is terminated by the closing of the main steam isolation valves (MSIVs) located in each of the four main steam lines. The MSIVs start to close at 0.5 sec after the break and are fully closed at or prior to 5.5 sec after the

break, as given in Table 15.6

-5.

For a postulated break or leak age crack in the reactor feedwater lines outside primary containment, the flow from the reactor side of the break is terminated by closing of the check

valves in each of the two reactor feedwater lines. The check valves start to close when the direction of flow reverses, and the flow from the reactor side of the break is therefore terminated within a fraction of a second.

3.6.1.20.2.2 Initial Atmospheric Conditions. The initial atmospheri c conditions within the subcompartments used for the analysis are

a. Pressure = 14.7 psia,

b. Temperature = 110°F, and

c. Relative humidity = 0.0%.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-29 These conditions are simulated in the computer analysis as a homogeneous saturated steam-water mixture at 14.7 psia with an average density equivalent to the density of air at the above conditions.

3.6.1.20.2.3 Vent Flow. The vent flow between the subc ompartments is assumed to be a homogeneous steam-water mixture with 100% water entrainment. For choked flow, a multiplier of 0.6 is used for Moody two-phase fl ow correlations. For un choked flow, the flow resistance consists of an entrance loss, an exit loss, and frictional losses. For conservatism, an entrance loss of 0.5 and an exit loss of 1.0 are assumed for most of the vents.

3.6.1.20.2.4 Results of Subcompartment Analyses. Subcompartment an alyses are performed for all subcompartments cont aining high energy piping. The results are summarized in Table 3.6-9.

3.6.1.20.2.5 Verification of Structural Adequacy. Verification of structural adequacy of compartments or of structural elements thereof subject to pressure generated by a postulated pipe break and to the local effects in the structure generate d by the postulated pipe break; namely, a broken pipe reaction, jet impingement, and pipe whipping impact are discussed in Sections 3.6.1.6 through 3.6.1.10.

3.6.1.20.3 Subcompartment Analys is for a Postulated Pipe Br eak in the Main Steam Tunnel

See Section 3.6.1.20.3.2 for a description of the arrangement and features of the main steam tunnel. Subcompartment analysis in the main steam tunnel, ve ntway, and tunne l extension is performed for a postulated crack in the main steam line (see Section 3.6.1.20.1.3

). Comparison of mass and energy release rates for the postulated crack in the main steam line to that of a postulated crack in the reactor feedwater line (Figures 3.6-61 through 3.6-64) shows that the main steam line crack is the limiting case. Other lines inside the main steam tunnel or its extension are of smaller sizes and a break in those lines is less severe.

3.6.1.20.3.1 General Approaches. The pressure and temperature transients in the main steam tunnel, ventway, and tunnel exte nsion after a postulated crack in the main steam line are computed by the RELAP4

/MOD5 program (Reference 3.6-21). The general approaches discussed in Sections 3.6.1.20.2.1 through 3.6.1.20.2.3 also apply to this case.

3.6.1.20.3.2 Description of the Main Steam Tunnel, Ventway, and Tunnel Extension. Descriptive information of the ma in steam tunnel, vent way, and tunnel extension is provided in Section 3.8.4.1.1.4. Figures 3.6-65 and 3.6-66 show a sectional plan view and a sectional elevation view, respectively, of the main steam tunnel, ve ntway, and tunnel extension.

In plan, the main steam tunnel is located at 0° azimuth of the north side of the reactor building; in elevation, it extends from el.

501 ft 0 in. to el. 522 ft 0 in.

At the interface of the reactor building and the turbine generator building, the main steam tunnel continues for a short C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-30 distance into the turbine generator building; the portion in the turbine generator building is referred to as the tunnel extens i on. The ventway starts at the same level as the main steam

tunnel and extends horizontally from the main steam tunnel in the easterly direction and continues upward to the underside of the corr i dor floor above at el. 548 ft 0 in., where a

blowout panel in the north wall of t h e ventway provides a ventilating path to the atmosphere.

Four blowout panels a r e used, as shown in Figures 3.6-65 and 3.6-66: a. Panel A, vertical, part of secondary containment, located between the north end of the main steam tunnel (i n the reactor building) and the tunnel extension (in

the turbine generator building), b o lted in place, of sheet steel,

b. Panel B, vertical, part of secondary containment, loca t ed in the east wall of the main steam tunnel, bolted in place, o f sheet steel,

c. Panel C, horizontal, part of secondary contain m ent, located at the top of the main steam tunnel, the north edge of panel is hinged, other edges are free and not bolted in place, of s h eet s t eel, and

d. Panel D, vertical, not part of se c ondary containment, located in the nor t h exterior wall of the ventway, bolted in place, of insulated metal siding.

The fasteners of the blowout pan e ls which are bolted in place (na m ely, panels A, B, and D) are

designed to fail in single shear, and all blow-off panels (namely, panels A, B, C, and D) are designed to blow-off and permit venting when t h e pressure generated in the main steam tunnel, ventway, and tunnel ext e nsion by a postulated pipe break w ithin the main steam tunnel or tunnel extension exceeds 0.5 psi.

3.6.1.20.3.3 Analysis for a Postulated Pipe Break in t h e Main Steam Tunnel. T h e analys is for a postulated pipe break in the tunn e l extension is discussed in Section 3.6.1.20.3.

4.

Figure 3.6-67 shows the nodalization scheme for a post u lated pipe break in the main steam tunnel. For conservatism blow

-out panels A a n d B are ass u med to remain in place d u ring the pressure transient. Therefore, the tunnel extension and the t u rbine gen e rator building are not modeled in this case. Nodes 1 and 2 represent the main steam t unnel. Nodes 3, 4, 5, and 6 represent the ventway.

Tables 3.6-10 and 3.6-11 p r ovide t h e volume and flow junction data, respec t ivel y.

The hinged panel C is modeled as an inertia valve in the RELAP4/MOD5 analysis (see

Reference 3.6-21). The different i a l e quation of motion for t h e valve gate is:

I t A P t K () () (t) (3.6-21)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-31 where = opening angle (radians)

t = time (sec.)

d dt d dt 2 2 I = moment of inertia (l b mass - ft 2) A = area X moment arm (f t 3)

P = differen t ial pressure (lb/f t 2) K = damping constant lb ft mass -s e c 2 Let = angular velocity in ra dians/sec. and substituting = and = in Equation 3.6-21.

I KAP It has t h e s o lution

oo o t AP K t I K e Kt I 1 (3.6-22) where o and o are va l u es for and at t = O.

For panel D, the differe n tial equation of motion is

Ms t A P t() () (3.6-23)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-32 where M = mass of panel lb ft mas sse c 2 s = displacement (f t)

v = velocity (ft/sec)

s = linear acce l eration (f t/s e c 2) A = area of p a nel (f t 2) P = average pressure (l b/f t 2) t = time (sec)

The frictional force is neglected.

The solution of the above equation is:

ss v F m t oo()2 t (3.6-24) where s o and v o are values for s and v at t = O.

The displacement, s, of the panel and the opening area as functi ons of time are determined by iterative procedures.

Pertinent properties of blow-out panels C and D are seen in Table 3.6-12.

Figures 3.6-68 and 3.6-69 are plots of the pressure transients and Figures 3.6-70 and 3.6-71 are plots of the temperatur e transients for a postulated pipe break in Node 1.

Figures 3.6-72 and 3.6-73 are plots of the pressure transients and Figures 3.6-74 and 3.6-75 are plots of the temperatur e transients for a postulated pipe break in Node 2.

Blow-out panels C and D are as sumed to blow off at the di fferential pressure noted in Section 3.6.1.20.3.2. 3.6.1.20.3.4 Analysis for a Postulated Pipe Break in the Tunnel Extension. Figu r e 3.6-76 shows the nodalization scheme for a postulated pipe break in th e tunnel extension. Nodes 1 and 2 represent the tunnel extension.

The vertical pipe restraint (see Figure 3.6-24) divides C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-33 Node 1 and 2. Nodes 3, 4, and 5 r e present the following porti ons of the turbine generator building:

a. Node 3 rep r esents the portion between the mezzanine floor at el. 471 ft 0 in.

and the ope r a ting floor at el. 501 ft 0 in.,

b. Node 4 rep r esents the portion between the ground floor at el. 441 ft 0 in. and the mezzaine floor at el. 471 ft 0 in

., and c. Node 5 rep r esents the portion between the operating floor el. 501 ft 0 in. and the roof of the turbine generator building.

For conservatism, panel A (in Figu r es 3.6-65 and 3.6-66) is assumed to remain in place during the pressure transien t , and only 10% of the insulated metal sid i ng comprising the exterior walls above the operating floor (see Fig u re 1.2-5) of the turbine gen e rator building is assumed to

blow off the structural steel frame at a differential pressure of 0.5 psi.

Tables 3.6-13 and 3.6-14 provide the volume and flow junction data, respectively.

Figures 3.6-77 and 3.6-78 are plots of the pressure transients and Figures 3.6-79 and 3.6-80 are plots of the temperatur e transients for a postulated pipe break in Node 1.

Figures 3.6-81 and 3.6-82 are plots of the pressure transients and Figures 3.6-83 and 3.6-84 are plots of the pressure transients for a postulated pipe break in Node 2.

3.6.1.20.3.5 Verification of Structural Adequacy. Verification of structural adequacy of the main steam tunnel ventway and tunnel extension, or of struct ural elements thereof, subject to load combinations involving pre ssure generated by a postulated pi pe break and local effects in the structure generated by the postulated pipe break; namely, broken pipe reaction, jet impingement, and pipe whip impact are discussed in Sections 3.6.1.6 through 3.6.1.10.

3.6.1.20.3.6 Turbine Building C onsequences of a Postulated Pi pe Break in the Steam Tunnel Extension. The only items with safe ty-related functions in th e turbine building are some reactor protection system (RPS) sensor inputs from the main steam system, MSIV isolation logic inputs from the main steam system, and the tower makeup transformers located in the basement of the turbine building which are re quired to function only for the design basis tornado event. This last item is remote from the steam and feedwater lines (being located at the basement grade level of the building) and has been evaluate d to have adequate protection from tornado missiles and in ternal flooding (see Section 3.6.1.15.1

). The RPS and MSIV isolation logic sensor inputs due to their nature cannot be made immune from pipe break

effects. However, loss of this equipment during a postulated ev ent would not result in loss of capability to bring the plant to a cold shutdown or mitigate th e radiological consequences of such an incident even assu ming a single failure among the sa fety systems that remain unaffected.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-34 A pipe break in a main steam or feedwater line in the turbine building or steam tunnel

extension could result in transitory pressurizati o n of the cor r idors between the turbine building, reactor building, radwaste contr o l building, and the die s el generator building. Air and steam

would be forced into these corridors through openings in the south wall of the turbine-

generator building, and through the se i s mic gap between t h e turbine buil d ing, reac t or building, and radwaste control building. The large vo l ume of the turbine b u ilding and becau s e the turbine bui l d ing metal siding a nd exterior doors are not leakti ght and are not designed to withstand more than a minimal p r essure differential, would result in the peak pres s u res seen by the reinforced-concre t e walls of the reactor building and r a dwaste control building not exceeding the structural capacity of the walls. The doors to the control room are low-range blast doors designed to withstand a p r essure differential of 3 lb/in

.2 , which is considered adequate to maintain c o ntrol room habitability as disc ussed in Section 3.6.1.12. 3.6.1.21 Description of Met hods of Analyses to Ensure That Primary or Seconda r y Containment Integrity Is Not Comp r o m i sed by a Postulated Passive Component Failure The previous 20 sections present the results of analyses that indica t e that postulated piping failures do not adversely af f ect safe reactor operation. Impl i c it in these analyses is t h e nece s sity of conforming to releva nt s t andards wi t h regard to o ffsi t e radi ological con s equence s.

3.6.2 DETERMINATION

OF BREAK LOCATI O NS FOR DYNAMIC EFFECTS ASSOCIATED WITH THE POSTU L ATED RUPTURE OF PIPING

Information concerning postulated break and crack location criteria and methods of analysis for

evaluating the dynamic effects a ssociated with postulated breaks and cracks in high- and

moderate-energy fluid system pip i ng inside and outside of prima r y containment is p r esented in

this section. The information prese n ted in this section and in Section

3.6.1 confirms

that the requirements for the protection of structures, systems, and components relied on for safe

reactor shu t down or to mitiga t e the consequences of a postu l a t e d pipe break have been met.

3.6.2.1 Criteria Used to Define Break and Crack Location and Configuration

The following section establishes the criteria for the location and configur a tion of postulated breaks and cracks in high-energy and moderate-ene rgy piping systems both inside and outside of primary containment.

C OLUMBIA G ENERATING S TATION Amendment 59 F INAL S AFETY A NALYSIS R EPORT December 2007 LDCN-06-000 3.6-35 High-energy fluid systems are defined as those systems or portions of systems that during normal plant conditions

• are maintained pressurized under conditions where either one or both of the following are met:

a. Maximum temperature exceeds 200°F b. Maximum pressure exceeds 275 psig.

Moderate energy fluid systems ar e defined as those systems, or portions of systems, that during normal plant conditions are pressurized under both of the following conditions:

a. Maximum temperature is 200°F or less, and b. Maximum pressure is 275 psig or less.

Piping systems are classified as moderate-energy systems, when they operate as high energy piping for only short periods in performing their system functi on. For the major operational period they qualify as m oderate-energy fluid systems. An operational period is considered "short" if the total fraction of time that the system operates, within the pressure-temperature conditions specified for high-energy fluid system , is less than approximately 2% of the time period that the system operates as a moderate-ener gy fluid system, or less than 1% of the normal operating life span of the plant.

A postulated pipe break is defined as a sudden, gross failure of the pressure boundary either in the form of a complete circumferential severance (guillotine break) or as development of a sudden longitudinal crack (longitudinal split).

These are postulated for high-energy fluid systems only. For moderate-energy fluid systems, pipe rupture is confined to postulation of leakage cracks in piping and bran ch runs. These cracks affect the surrounding environmental conditions only and do not cau se jet impingement or uncontrolled whipping of the pipe.

A moderate-energy piping system crack is not postulated simu ltaneously with a high-energy piping system break, nor is any pipe break or crack outside c ontainment postulated concurrently with a pipe break or crack inside containment.

Postulated pipe break locations are selected as described herein and are based on the guidelines provided in Regulatory Guide 1.46, Revision 0; the BTP AS B 3-1, and as expanded in BTP MEB 3-1 for piping inside a nd outside primary containment.

• Normal plant conditions are defined as the pl ant operating conditions during reactor startup, operation at power, hot standby, or reactor cool down to cold shutdown, but excluding test modes.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-36 3.6.2.1.1 Postulated Pipe Break Locations in High-Energy Fluid System Piping Not in the Containment Penetration Area Pipe breaks (not including leakag e cracks) are postulated at lo cations as indicated below:

3.6.2.1.1.1 Postulated Pipe Break Locations in ASME Section III Class I Piping Runs.

The terminal ends

• of the pressurized portions of the run.

Intermediate locations of postulated pipe breaks are selected by application of one of the following sets of rules:

a. Pipe break is postulated at each locati on of significant change in flexibility, such as pipe fittings (elbows, tees, and reducers), and circ umferential connections to valves and flanges;

b. Based on stress and fatigue analysis, as calculated according to ASME Code Section III Subarticle NB-3600, no break is postulated if any of the following applies:

1. S nf does not exceed 2.4S m,

• Terminal ends are extremities of piping runs that connect to structures, components (e.g., vessels, pumps, valves), or pipe anchors that act as rigid constraints to piping motion and thermal expansion. A branch connection to a main piping run is a terminal end of the branch run, except where the branch run is classified as part of the main run in the stress analysis and is shown to have a significant effect on the main run behavior. In piping runs which are maintained pressurized during normal plant conditions for only a portion of the run (i.e., up to the first normally closed valve), a terminal end of such runs is the piping connection to this closed valve.

f S n is the primary plus secondary stress intensity range , as calculated by us e of Equation (10) of ASME Code Section III Subsection NB, Paragr aph NB 3653.1, between any two load sets (including the zero load set) for normal and upset plant conditions, including an OBE event transient.

S m is the design stress intens ity, as described in ASME Co de Section III Subsection NB, Paragraph NB 3229.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-37 2. S n exceeds 2.4S m but does not exceed 3S m , and the Cumu lative Usage Factor (U)

• does not exceed 0.1, and

3. S n exceeds 3S m , but S ef and S r are each less than 2.4S m , and U does not exceed 0.1.

3.6.2.1.1.2 Postulated Pipe Break Locations in ASME Section III Class 2 and 3 Piping Runs.

The terminal ends of the pre ssurized portions of the run.

Intermediate locations of postulated pipe breaks are selected by applications of one of the following sets of rules:

a. Pipe break is postulated at each locati on of significant change in flexibility, such as pipe fittings (elbows, tees, and reducers), and circ umferential connections for valves and flanges,

b. At each location here the stresses unde r the loadings resulting from upset plant conditions, including an ope rating basis earthquake (OBE) event as calculated by the summation of Equations (9) and (10) of ASME Code Section III Subsection NC, Paragraph NC 3652, exceed 0.8 (1.2S h + S A) where S h and S A), are as defined in Paragraph NC 3611.2, or

c. Intermediate breaks are not postulated in sections of straight pipe where there are no pipe fittings, valves, or flanges.

3.6.2.1.1.3 Break Locati ons in Other Piping Runs. Postulated pipe break locations for piping other than ASME Code Section III Class 1, 2, and 3, are postulated in accordance with pipe whip criteria which conforms to the criteria set forth for ASME Code Section III Class 2 and 3 piping.

• U is the Cumulative Usage Factor that indicates the total fatigue damage as calculated by the procedure in ASME Code Section III Subsection NB, Paragraph NB 3653.

f S e is the nominal value of expa nsion stress as calcul ated by use of Equation (12) of ASME Code Section III Subsection N B, Paragraph NB 3653.6(a).

S r is the range of primary plus secondary membrane plus be nding stress intens ity, excluding thermal bending and thermal expansion stresses as calc ulated by use of Equa tion (13) of ASME Code Section III Subsection NB.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-38 3.6.2.1.2 Postulated Pipe Break Locations in High-Energy Fluid System Piping Between Primary Containment Isolation Valves Pipe breaks (not including leakag e cracks) are postulated in lo cations as indicated below:

3.6.2.1.2.1 Postulated Pipe Break Locations in ASME Section III Class 1 Piping Between Primary Containment Isolation Valves. No pipe breaks are postula ted in the portion of piping between primary containment isolation va lves, if any of the following apply:

a. S n does not exceed 2.4S m , b. S n exceeds 2.4S m but does not exceed 3S m , and the Cumulativ e Usage Factor (U) does not exceed 0.1, or

c. S n exceeds 3S m , but S e and S r are each less than 2.4S m , and U does not exceed 0.1. The stress levels in the ASME Section III Cla ss 1 containment penetration high-energy piping are maintained at or below these limits and therefore, breaks are not postulated.

• See Section 3.6.2.1.2.3 for further discussion of c ontainment penetration piping.

Piping systems which may have break exclusion areas between primary containment isolation valves are those determined by examining the list of high-energy piping systems (see Section 3.6.2.1 and Table 3.6-15

). Systems which do not pass through primary containment are excluded. In addition, sy stems which are not pressurized between the isolation valves during normal plant operation (see Table 3.6-15) are excluded. The remaining systems, those which may have break exclusion areas between primary containment isolation valves are listed in Table 3.6-16. Break exclusion areas for these systems are shown in Figures 3.6-85 through 3.6-88.

3.6.2.1.2.2 Postulated Pipe Break Locations in ASME Section III Class 2 and 3 Piping Between Primary Containment Isolation Valves. See Section 3.6.2.1.1.2 , for stress criteria applicable to ASME Section III Class 2 and 3 piping between containment isolation valves.

The stress levels are maintained at or below these limits and therefore, breaks are not postulated. See Section 3.6.2.1.2.3 for further discussion of c ontainment penetration piping.

• A program for augmented inserv ice inspection for high energy line breaks is included in the Inservice Inspecti on Program Plan. LDCN-02-060 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-39 3.6.2.1.2.3 Primary Cont ainment Penetration Piping. To maintain containment integrity, primary containment penetrations are designed with the following characteristics:

a. They are capable of withstanding the fo rces caused by impinge ment of the fluid from the rupture of the largest local pipe without failure, and

b. They are capable of withstanding the maximum reactions that the pipes to which they are attached are capable of exerting.

Piping and electrical penetration details are discussed and shown in Section 3.8.6.

The stress criteria for postulati ng breaks in containment penetr ation piping between isolation valves is given in Sections 3.6.2.1.2.1 and 3.6.2.1.2.2.

Welded attachments, for pipe supports or other purposes, to these portions of piping are avoided except where detailed stress analyses or tests are performed to demonstrate compliance with the limits of Section 3.6.2.1.2. In addition, the numbe r of circumferential and longitudinal piping welds and branch connections are minimized.

Any pipe anchors or restraints (e.g., connections to containmen t penetrations and pipe whip restraints) are designed such that they are not welded directly to the out er surface of the piping except where such we lds are 100% volumetrically examinable while in service, and a detailed stress analysis is performed to demonstrate compliance with the limits of Section 3.6.2.1.2.

Tunnel structures surrounding the primary contai nment penetration piping are designed for the thermal and pressure loads of a through wall leakage crack regardless of crack postulation

requirements. See Section 3.6.1.20 for further discussion.

Access for ISI of welds in high-energy (hot type) containment penetration assemblies is described in Section 3.8.6.1.1. All required ISI locations are accessible.

3.6.2.1.3 Postulated Through Wall Leakage Crack Locations in High- and Moderate-Energy Fluid Systems

Cracks in high energy systems, regardless of ASME Code classification, were evaluated at Columbia Generating Station both inside and outside of containm ent. Inside containment it was found that the circumferential or longitudinal high energy line breaks bounded the structural and environmental consequences produced by a leakage crack at any location in a high energy line. Outside containment analyses were completed or protection was provided to ensure that critical plant systems are not harmed by leak age cracks in adjacent high energy systems.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-40 In moderate-energy piping system s consisting of ASME Code S ection III Class 2 and 3 piping and moderate-energy nonnuclear piping, including fluid syst em piping between primary containment isolation valves, cracks are not postulated provided the stress range of 0.4 (1.2S h* + S Af) is not exceeded for the load combination which includes the effects of pressure, weight, other sustained loads, and occasional loads such as the OBE a nd thermal expansion loads.

Since all piping in structures housing safety-r elated systems are suppor ted and controlled as Seismic Category I systems regardless of service, the criteria for postulated cracks is the same as above for all systems.

3.6.2.1.4 Types of Breaks and Cracks Postul ated in High-Energy and Moderate-Energy Fluid System Piping 3.6.2.1.4.1 Breaks in High-Energy Fluid System Piping. The following types of breaks are postulated in high-energy fluid system piping:

No breaks need be postulated in piping having a nominal diameter less than, or equal to 1 in.

Circumferential breaks are postulated only in piping exceeding a 1 in. nominal pipe diameter.

Longitudinal splits are postulated only in piping having a nominal pipe diameter equal to or greater than 4 in.

Longitudinal splits are not postulated at terminal ends.

At each of the postulated break locations, consideration is given to the occurrence of either a longitudinal split or circumfere ntial break. Both types of breaks are considered if the maximum stress ranges in the circumferential and axial direct ions are not significantly different. Only one type break is considered as follows:

a. If the result of a detailed stress analysis indicates that the maximum stress range in the axial direction is at least 1.5 times that in th e circumferential direction, only a circumferential break is postulated. Where usage factor is a determinant in establishing a postulated break locati on, the fatigue dominant stresses are

• S h is the allowable stress at maximum (hot) te mperatures defined in ASME Code Section III, Article NC 3611.2.

f S A is the allowable stress range for thermal expa nsion, as defined in ASME Code Section III, Article NC 3611.2.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-41 examined as indicated above to determine whether longitudinal, circumferential, or both are postulated; or

b. If this type of analysis indicates that the maximum stress range in the circumferential direction is at least 1.5 times that in the axial direction, only a longitudinal split is postulated.

Where break locations are select ed without the benefit of stre ss calculations, circumferential breaks are postulated at the pi ping welds to each fitting, valve, or welded attachment.

For a longitudinal split, the break area is assumed to be equal to cross-sectional flow area of the pipe.

For circumferential breaks, pipe whipping is assumed to occur in the plane defined by the piping configuration and is assume d to cause pipe movement in th e direction of the jet reaction.

A longitudinal break is assumed to result in an axial split without severance and to be oriented at any point about the circumferenc e of the pipe or alternatively at the point(s) of highest stress as indicated by a detailed stress analysis. If a postulat ed break location is at a nonaxisymmetric fitting, such as a tee or elbow, the sp lit is assumed to be oriented (but not concurrently) on each side of the fitting at its center, perpendicular to the plane of the fitting and is assumed to cause pipe movement in the direction of the jet reaction.

For a circumferential break, the dynamic force of the jet discharge at the break location is based upon the effective cross s ectional flow area of the pi pe and on a calculated fluid pressure, as modified by an analytically or experimentally determined thrust coefficient. A circumferential break is assumed to result in pipe severance with full separation amounting to at least a one-pipe-diameter lateral displacement of the rupt ured piping sections, except as limited by structural design features. The break is assumed to be oriented perpendicular to the longitudinal axis of the pipe.

Line restrictions, flow limiters, and the absence of energy reservoirs are accounted for in the cal culation of the design jet discharge.

3.6.2.1.4.2 Cracks in High-Energy a nd Moderate-Energy Fl uid System Piping. The following controlled through wall leakage cracks are postulated in high-energy and moderate-energy fluid systems (o r portion of systems):

Cracks are postulated in fluid systems or portions of systems whose size exceeds a nominal

pipe diameter of 1 in.

Fluid flow from the postulated cr ack is based on a circular opening of area equal to that of a rectangle one-half pipe-diame ter in length and on e-half pipe wall th ickness in width.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-42 The flow from the postulated crack is assumed to result in an environment that wets all unprotected components within th e compartment, with subsequent flooding in the compartment and communicative compar tments. Flooding effects are de termined on the basis of a conservatively estimated time period required to affect corrective action.

3.6.2.1.5 Protection Criteria fo r the Effects of Pipe Break

Protection from the effects of a whipping pipe due to a pi pe break is provided where necessary. Protection from pi pe whip need not be provide d if any one of the following conditions exists: The piping is classified as moderate energy piping. Following a single postulated pipe break, piping for which the unr estrained movement of either end of the ruptured pipe, in the directi on of the jet reaction about a pl astic hinge, formed within the piping, cannot impact any struct ure, system, or comp onent important to safety. Piping for which the internal energy level associated with the whipping is insu fficient to impair the safety function of any structure, system, or component to an unacceptable level. Any line restrictions (e.g., flow limiters) between th e pressure source and break location, and the effects of either a single-ended or double-ended flow condition are accounted for in the determination of the

internal fluid energy level associated with the postulated pipe break reaction. The energy level in a whipping pipe will be considered insuffici ent to rupture an impact ed pipe of equal or greater nominal pipe size and of equal or heavier wall thickness.

For further discussion of pipe whip protection, see Section 3.6.2.3.3.

Protection of essential systems from the effects of jet impingement is provided where necessary to ensure reactor shutdown to a safe cold condition and to limit the release of radioactivity to within 10 CFR Part 100 limits. For further di scussion of criteria for protection against jet impingement, see Section 3.6.2.3.2.

3.6.2.2 Analytic Methods to Define Blowdown Forcing F unctions and Response Models

3.6.2.2.1 Analytical Me thods to Define Blowdown Forcing Functions

The rupture of a pressurized pipe causes the flow characteristics of the system to change, creating reaction forces which can dynamically excite the piping system. The reaction forces are a function of time and space and depend on fluid state within the pipe prior to rupture, break flow area, frictional losses, plant system characteristics, piping system, and other factors. The methods used to calculate the reaction forces for various piping systems are presented in the following sections.

A rise time, not exceeding 1 msec, is assumed for the initial pulse of the fluid blowdown

forcing function, unle ss longer crack propagation times or rupture opening times are substantiated by experimental data or analytical theory.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-43 Blowdown forcing functions are determined by either of two general methods given below:

a. The predicted blowdown forces on pi pes fed by a pressure vessel can be described by transient and steady-state fo rcing functions. Th e forcing functions used are based on methods described in References 3.6-3 and 3.6-22. These may be simply described as follows:

1. The transient forcing functions occur at points along the pipe from the propagation of waves (wave thrust) al ong the pipe and at the broken end from the reaction force due to the momentum of the fluid leaving the end of the pipe (blowdown thrust);

2. The waves cause various sections of the pipe to be loaded with time-dependent forces. It is assumed that the pi pe is one-dimensional in that there is no attenuation or reflection of the pressure waves at bends, elbows and the like. Following the rupture, a decompression wave is assumed to travel from the break at a speed equal to the local speed of sound within the fluid. Wave reflec tions occur at the break end and the pressure vessel end until a steady flow condition is es tablished. Free-space and vessel conditions are used as boundary conditions. The blowdown thrust causes a reaction force perpendicular to the plane of the pipe break, reaching a final steady state value;

3. The initial blowdown force on the pipe is taken as the sum of the wave and blowdown thrusts and is e qual to the vessel pressure (P o) times the break area (A). After the initial decompression period (i.e., the time it

takes for a wave to reach the first change in direction), the force is assumed to drop off to the value of the blowdown thrust (i.e., 0.7 P o A);

4. Time histories of transient pressu re, flow rate, and other thermodynamic properties of the fluid can be used to calculate the flowdown force on the pipe using the following equation:

FPP g A a{()} u 2 where F = blowdown force

P = pressure at exit plane

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-44 P a = ambient pressure u = velocity at exit plane

= density at exit plane

A = area of break

g = gravitational constant

5. Following the transient period, a steady-state period is assumed to exist. Steady-state blowdown forces are calculated, considering frictional effects. For saturated steam, these effects reduce th e blowdown forces from the theoretical maximum of 1.26 P o A. The method of accounting for these effects is presented in References 3.6-3 and 3.6-22. For subcooled water, a reduc tion from the theoretical maximum of 2.0 P o A is found through the use of Bernou lli's and other sta ndard equations, such as Darcy's equation, which account for friction.

b. The following is an alternative me thod for calculating blowdown forcing functions.

The computer code RELAP3 (Reference 3.6-9) is used to obtain exit plane thermodynamic states for postulated ruptures (see Section 3.12.11 for further discussion of RELAP3). Specifically, RELAP3 calculates exit pressure, specific volume, and mass rate. From th ese data the blowdown reaction load is calculated using the following relation:

T A PP GV g E E E E c2 R T A x A E E where T A E = thrust per unit break area P E = exit pressure

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-45 P = receiver pressure G E = exit mass flux V E = exit specific volume

g c = gravitational constant R = reaction force on the pipe

3.6.2.2.2 Analytical Methods to Define Response Models

3.6.2.2.2.1 General Descri ption of Analytical Methods. The prediction of time-dependent and steady-thrust reaction loads caused by blowdown of subcooled, saturated, and two-phase fluid from a ruptured pipe is used in the design of piping systems and in the evaluation of dynamic effects of pipe breaks. A deta iled discussion of the analytic al methods employed to compute these blowdown loads are given in Section 3.6.2.2.1. The analytical methods used to account for this loading are discussed below.

3.6.2.2.2.2 Dynamic Analysis of the Effects of Pipe Rupture. Criteria a. Analysis is performed fo r each postulated pipe break;

b. The analysis includes the dynamic response of all components of the system including the pipe, pipe whip restraints, and all struct ures required to transmit loading to foundation. The structures are analyzed for a suddenly applied force in conjunction with impact and rebound effect s due to gaps between piping and pipe whip restraints;

c. The analytical model adequately represents the mass/inertia and stiffness properties of the system;

d. Pipe whipping is assumed to occur in the plane defined by the piping geometry and configuration and to cause pipe m ovement in the direction of the jet reaction;

e. Piping contained within the broken loop is no longer consid ered part of the RCPB. Plastic deformation in the pipe is considered as a potential energy absorber. Limits of strain are imposed similar to pipe whip material (see Section 3.6.2.2.3.2) restraint. Piping systems are designed so that plastic C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-46 instability would not occur in the pipe at the design dynamic and static loads, unless damage studies are performed which show that the consequences could not result in the direct damage of an y essential system or component; and

f. Components such as vess el safe ends and valves, which are attached to the broken piping system and do not serve a safety function or whose failure would not further escalate the consequences of the accidents, are not designed to meet ASME Code requirements for essential components under faulted loading.

However, if these component s are required for safe shut down or if they serve a safety function to protect the structural integrity of an esse ntial component, then these components ar e designed to code limits for faulted conditions and to the limits necessary to ensure operability.

Analytical Models

a. Lumped-Param eter Analysis Model: Lumped mass points are interconnected by springs to take into account for the effects of inertia and stiffness inherent in the system, and time histories of the re sponses are computed by numerical integration to account for gaps and inelastic effects. This an alytical method is discussed in deta il in Reference 3.6-4;

b. Energy-Balance Analysis Model: Ki netic energy, generated during the first quarter cycle movement of the ruptured pi pe as imparted to the piping/restraint system through impact, is converted into equivalent strain energy.

Deformations of the pipe and the restra int are compatible with the level of absorbed energy; and

c. Pipe whip restraints for the reactor recirculation system are designed by the NSSS supplier. The analytical method utilized for this design is the computer program PDA which is de scribed in Reference 3.6-4 and further discussed in Section 3.12.33. Pipe whip restraints for all other pi ping systems requiring such protection are designed by the architect/e ngineer; the method described below is used for this pipe whip restraint design.

Simplified Dynamic Analysis

a. To simplify dynamic analys is the following conserva tive assumptions are used:

1. The entire structure including pipe, restraint linkage, s upport beams, and major structure to foundation connections absorb energy by elastic, elastoplastic, or plastic deformation.

To provide a simplified dynamic C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-47 mathematical model, one member is generally considered to absorb all the energy. This member is classified as an energy absorbing member and is designed as described in Section 3.6.2.3.3.2. The other components of the structure are assume d as infinitely ri gid. These are classified as load transmitting members and are designed as described in Section 3.6.2.3.3.2

2. The time history of unbalanced forces on the ruptured pipe is reduced to a suddenly applied constantly mainta ined force, which envelopes the actual force at any particular time, or is based on a more sophisticated blowdown calculation; and

3. Dynamic loading on the pipe whip restraint is reduced to a suddenly applied, constantly maintained fo rce described above , in conjunction with a kinetic energy of impact.

b. Simplified analytical models such as simple beams, structural frames, and ring girders on assumed rigid supports are m odeled as single springs. One example

of such a typical analyt ical model is shown in Figure 3.6-89. For these, the required member resistance (R r) is determined by application of the formula shown in Figure 3.6-90. This derived equation is based on References 3.6-1 and 3.6-2. The following is a description, and discussion of the parameters used in this derivation:

1. The term (R r) represents the required member resistance (strength) when loaded by a suddenly applied c onstantly maintained force (F 1), in conjunction with a kinetic energy of impact (K), due to collision of a moving body (i.e., ruptured pipe) with the member in question;

2. The impulse (i) is represented by the area under any load time history having a time of duration (t d), which is small compar ed with the natural period of the impacted member;

3. The kinetic energy is represented by i 2/2M, where (i) is the impulse and (M) is the mass of the moving body;

4. The kinetic energy of impact (K) is also represented by the product of the Force (F

1) which accelerates the ruptured pipe, and a distance (d) the total distance traveled by the moving body from time zero to time of collision with the member in question.

Note that when the resisting member is in direct contact with the ruptured pipe, the distance (d) is zero and the kinetic energy (K) reduces to zero. Likewise, when no C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-48 resisting member is required, the ruptured pipe does not collide with anything and therefore no kinetic energy of impact exists. In these events the equation shown in Figure 3.6-90 is applicable with (K) equal to zero; 5. The energy absorbing member is permitted to deform into the plastic region. Thus the member resistance is bilinear. (Y e) is the deflection of the member at the end of el asticity of the member. (Y m) is the maximum deflection of the member;

6. The elastic spring constant (k) is th e ratio of load on the member divided by the deflection due to this load, wher e the deflection is equal to or less than the value (Y e) and the load is compatible with this concept. Thus (k) can be expressed as (R r/Y e); 7. For inelastic response the maximum deflection (Y m) is always larger than the elastic deflection (Y e). For this case, the ratio (Y m/Y e) is defined as the ductility ratio (); 8. The maximum deformation of the energy absorbing member is controlled by limiting the ductility ratio (). Reference 3.6-6 provides the ductility ratio that corresponds to collapse

( c). For structural steel members, th ese values vary with upper limits in the order of 20 to 30 and up (fo r very ductile structures). For Columbia Generating Station, the maximum permissible ductility ratio is limited to 50% of ( c), except that energy absorb ing members in direct contact with primary containment are limited to 5% of ( c). For Columbia Generating Station, only steel members are utilized as energy absorbing members, as defined in Section 3.6.2.3.3.2. The maximum values of ( c), for various structural components, are given in Table 3.6-7

and 9. The equation derived in Figure 3.6-90 accounts for a suddenly applied constantly maintained force in conjunction with a kinetic energy of impact on the resisting member. Total transfer of energy is implied.

This is combined with the constantly maintained force (from ruptured piping blowdown) on the restraint structure. This assumption is consistent with a zero coefficient of restitution (full plasticity), and is a conservative assumption.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-49 With regard to rebound, it should be noted that if a coefficient of restitution of unity is assumed (full rebound), there is zero kinetic energy transfer to the re straint structure.

If a coefficient of restitution less th an unity is assumed (partial rebound), there is a partial amount of kinetic energy transfer to the restraint structure.

A coefficient of restitution of zero conservatively assumed in the application of the equation mentioned above gives zero rebound with 100% kinetic energy transfer to the restraint structure.

It should also be noted that th e assumption of a suddenly applied constantly maintained fo rce as used in the equation mentioned above is conservative with respect to rebound. Rebound implies a finite time of short duration contact with the restraint structure, in contrast to the infinite time assumed.

c. Actual structural resist ance for the above structures is determined by methods of limit analysis using a dynamic yield strength, as defi ned in Section 3.6.2.2.3.1. 3.6.2.2.3 Material Properties Under Dynamic Loads

3.6.2.2.3.1 Dyna mic Yield Strength. To account for the rapid st rain rate effects, dynamic yield strength is utilized. This phenom enon is documented in References 3.6-6 and 3.6-7. Material tests have shown a consistent increase in yield strength under rapid loading. Under rapid strain rate, carbon steel yield strength consistently improves by more than 40%. High strength alloy steel displays a somewhat smal ler improvement. For Columbia Generating Station, a conservative dynamic yi eld strength of 110% of minimum static yield strength, at the specified operating temperature, is used.

3.6.2.2.3.2 Maxi mum Strain of Tension Members. Pure tension members, such as U-bars shown in Figure 3.6-21 which act to limit pipe whip ar e permitted to deform during energy absorption: (a) a maximum of 50% of the mi nimum uniform strain (a t the maximum stress on an engineering stress-strain curve) based on actual restraint material tests or (b) one-half of minimum percent elongation as specified in the applicable ASME Code Section II or ASTM Specifications if demonstrated to be less than 50% of the minimum uniform strain based on representative test results.

The dynamic tensile and impact prope rties are specified to be not le ss than (a) 70% of the static percent elongation or (b) 80% of the statically determined mi nimum total energy absorption.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-50 3.6.2.2.3.3 Maximu m Deformation of Flexural Members. Deformations of energy absorbing flexural support memb e r s are gen e rally limited to 50% of t h at deformation which corresponds to structural collap s e, except that d e formation of energy absorbing m e m b ers in direct contact with the primary containment vessel is limited to 5% of that deformation which co r r esponds to structural c o llap s e.

3.6.2.2.3.4 Materials and Pr o port i ons of Structural Shapes. The ma t e r ials a nd proportions of structural s h apes for energy absorbing membe r s are in accordance w ith recommendations for

dynamic member design as do c umented in References 3.6-6 and 3.6-7.

3.6.2.3 Dynamic Analysis Methods to Ver i fy Integrity and Operability

3.6.2.3.1 Dynamic Analysis Me t hods for Jet Impingement Effects

The procedure for analyzing the dynamic ef f e cts of jet impi n g ement has been extrac t ed from Reference 3.6-8.

The computer code R E LAP3 (see Section 3.12.11 and Reference 3.6-9) with required geometric i n put data is r un to obtain the exit plane thermodynamic s t a t e and mass flow rate.

Specifically, the quantities output by RELAP3 a r e M = mass fl o w rate l b m/sec V E = spec i fic v o lume f t 3/l b m P E = exit pressure l b f/ft 2 The reaction load on the p i ping system is given by

T A PP GV g E E EE c ()2 (3.6-25) where T A E = thrust per unit area lb f/ft 2 P = receiver pressure lb f/ft 2 G E = mass flux lb m/sec ft 2 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-51 P E = exit pressure l b f/ft 2 V E = spec i fic v o lume at ex i t f t 3/lb g c = Newton's constant 3 2 174 2.sec ft l b lb m f (T/A E) y i elds the thrust reac t ion load on the pip i ng system s ubject to the assumption that the vapor to liquid velocity ratio is unity. By conservation of forward mo m e ntum, the jet force

per unit area (F j/A E) equals the thrust force per unit area (T/A E). To determine the ef f ect of the fluid jet on targets located some distance LT from the b r eak, the following p r ocedure is used.

Class i fy ta r g et distance L T as l e s s t h an, equal t o , or greater than the dis t ance required for full jet expansion L. See Figure 3.6-9

1. where L DA A E E2 1 12/ (3.6-26) A A GgTA E E cE2 v/ (3.6-27) where A = area of jet at full expansion ft 2 A E = area of exit ft 2 D E = diameter of exit ft G E = mass flux lb m/sec ft 2 g c = Newton's Constant 32174 2.secftlb lb m f h E = exit plant enthalpy Btu/lb L = distance to full expansion ft C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-52 P = recei v e r pressure l b f/ft 2 T = thrust V = spec i fic v o lume at fu ll expansion

Assuming the kinetic energy of the fully expanded jet to be insignificant, the following relation holds between vessel stagnation entha l py and fully expanded jet enthalpy:

h o = h (3.6-28)

Therefore, x hh h of fg (3.6-29) where h o = stagnation enthalpy at full expansion, Btu/lb h f = liquid enthalpy at full expansion, Btu/lb h fg = vaporization enthalpy at full expansion, Btu/lb X = quality at full expansion then, VV XV ff g (3.6-30) where V f = specific volume of liquid at full expansion, ft 3/lb m V fg = specific volume of vapor ization at full expansion ft 3/lb m V = specific volume at full expansion, ft 3/lb m C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-53 From Equa t i ons 3.6-29 and 3.6-30, subject to the assumption of Equation 3.6-28, Equations 3.6-26 and 3

.6-27 can be solved for L. For L T < L property variations ar e assumed li n ear from A E to A for area and from P E to P for pressure.

The jet impingement load F j is as follows with F j a constant:

FF A jT j L x A T (3.6-31) where A T = area of target which is intercepted by the jet A L = jet a r ea at the target distance ca l c ula t ed as in Region 1:

for O<L<L A A A L L A LE T E (3.6-32) in Region 2:

for LL A D E12 4/cot 1 0 A L = A where L A D E 3 12 12 4// c o t 1 0 (3.6-33) in Region 3:

for 12 4/A DL E cot 1 0 AA D LE L E1 2 2 t a n 1 0 (3.6-34)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-0 0-0 7 5 3.6-54 for nonflashing/nonexpanding fluids:

A L = A E (3.6-35) 3.6.2.3.2 Jet Impingement Effect

3.6.2.3.2.1 Physical Separation. The physical separa tion of different essential systems and components is used to ensure th at the plant retains function of sufficient essential systems to ensure safe shutdown in the ev ent of a postulated LOCA and s ubsequent generation of a jet stream together with an additional single random active com ponent failure and the loss of offsite power.

Where physical separation ca nnot be used to protect systems, a detailed analys is is performed to determine the effects of jet impingement on their operability. If necessary, barriers are provided to protect structures, systems, a nd components required fo r a safe shutdown to prevent offsite radiological consequences and to mitigat e the effects of a LOCA.

3.6.2.3.2.2 Jet Im pingement Evaluation. The evaluation of the adequacy of physical separation included the inspecti on of all essential systems an d their components that are necessary to start, operate, and control the essential systems required for safe shutdown. The evaluation included the following:

a. Review pipe break locations to provide conservative jet st ream orientation and geometry,

b. Review effected equipment by both design drawing examination and plant walkdown,

c. Review signals that result in the actuation of essential systems,

d. Review signals that are necessary to be returned to inside primary containment, to activate the shutdown systems,

e. Review availability of power that is required inside prim ary containment to operate the essential systems, and

f. Review mechanical engineered safety systems required for safe shutdown.

3.6.2.3.2.3 Postulated Pipe Rupture Locations Inside Containment. The criteria used to define pipe rupture locations is described in Section 3.6.2.1. Figures 3.6-32 through 3.6-56 show the inside containment break locations resulting from the application of the criteria provided in Section 3.6.2.1. Pipe whip restraint locations are also shown in these figures.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-55 3.6.2.3.2.4 Signals Fr om Primary Containment. For instrumentation located inside primary containment, sufficient redundancy is provided such that a ll signals necessa ry to cause actuation of essential systems rema in functional. Each system that is required to bring the plant to a safe shutdown condition is furnished with two or more sets of redundant instrumentation lines.

In this review, it is conservativ ely assumed that a jet stream or whipping pipe may damage one of these sets. The redundant sy stem is shown to remain opera tional by physical separation and barriers, such as the RPV. An example of the above is the loca tion of sets A and B instrumentation lines for the HPCS. Set A and its redundant set B are lo cated at opposite sides of the RPV. Therefore, a jet stream or whipping pipe cannot damage both sets of instrumentation. Function of in strumentation inside primary containment necessary to result in the actuation of the HPCS system is thereby en sured. These conditions as discussed for the HPCS instrumentation lines are typical for all instrumentatio n lines that support essential systems. The capabilities of redundant instrumentation is discussed in Section 7.3.

3.6.2.3.2.5 Signals to the Primary Containment. No instrumentation signal is necessary to return inside primary containmen t to operate any of the essential systems. Signals to the ADS valves are provided through their power suppl y as described in th e following section.

3.6.2.3.2.6 Power Requirement Inside Primary Containment. The only essential system that requires power inside primar y containment is the ADS.

There are 18 main steam relief valves inside pr imary containment, seven of which are in the ADS mode. These seven valves will quickly depressurize the RPV in the event of a small break and allow the LPCS or the LPCI to keep the core cove red with water, thus permitting the reactor to be brought to a safe shutdown.

There are two independent and redundant electrical systems (divisions) inside primary containment which operate the ADS valves. The divisions are run separately in main paths of conduits, and individual conduits are branched to corresponding ADS valves.

Each ADS valve is equipped with three solenoids and two divisi ons as noted above. Power to the ADS valves is required to open a solenoid valve connected to the air accumulator, thus allowing the pressurized air to open the ADS valves.

The physical arrangement of the el ectrical conduits is such that one division runs next to the primary containment vessel wall and the other division runs around the sacr ificial shield wall. The conduits for Division 1 (A solenoids) are routed above the platform at el. 541 ft in a

horizontal configuration, runni ng toward penetration X-105C.

The conduits for Division 2 (B solenoids) are routed below the platform at el. 522 ft in a horizontal configuration, running toward penetration X-105B. The conduits are rout ed such as to take advantage of the piping C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-56 and structure for protection against a possibl e jet impingement. The ADS supply lines are discussed in Section 7.3. Six out of the seven furnishe d ADS valves have to be ope rational to enable adequate depressurization of the RPV. Jet impingement ca nnot incapacitate more than three electrical lines. Since four lines would have to be incapacitated to incapacitate more than one valve, safety is ensured.

This condition is typical for all c onduits leading to the ADS valves.

3.6.2.3.2.7 Mechanical E ngineered Safety Systems. Under conditions involving a LOCA, a loss of offsite power, and the failure of any one diesel generator, the av ailability of redundant essential systems is determined by study of design drawings and by field walkdown of the physical location of these systems to verify that suffi cient separation is pr ovided between two redundant systems. Specifically, tw o situations are investigated:

a. The possibility of a jet from an essential system destroying or in any way damaging its redundant syst em. For example, in the case of failure of Division 2 diesel generator, the possibility of a pipe whip or jet from the HPCS damaging the LPCS and ADS is investigated; and

b. The possibility of a jet, from a high energy line, being capable of damaging an essential system and its redundant system. For example, in the event of Division 2 diesel generator failing, in conjunction with a possible jet or pipe whip from the RCIC, which may be capable of damaging the LPCS, ADS, HPCS, or related systems, thus preven ting the plant from being brought to a safe shutdown is investigated.

All essential systems are examined to ensure that they will be capable of performing their required function afte r a jet impingement.

3.6.2.3.2.8 Jet Impingement on Major Structures In side Primary Containment. Jet impingement loading on the steel primary containment vessel is discussed in Section 3.8.2. Jet impingement loading on the conc rete and steel internal stru ctures of the steel primary containment vessel is discussed in Section 3.8.3. Jet impingement loading on primary containment penetrations is discussed in Section 3.8.6.

3.6.2.3.3 Pipe Wh ip Restraints

3.6.2.3.3.1 Defi nition of Function. Pipe whip restraints, as differentiated from piping supports, are designed to function and carry load for an extremel y low probability gross failure in a piping system carrying high energy fluid.

The piping integrity does not depend on the pipe whip restraints for any lo ading combination. If the pipi ng integrity is compromised by a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-57 pipe break, the pipe whip restraint acts to li mit the movement of the broken pipe to an acceptable distance. The pipe wh ip restraints (i.e., those devi ces which serve only to control the movement of a ruptured pipe following gross failure) will be subject to a once in a lifetime loading. The pipe break event is considered to be a faulted condition for the piping system, its restraints, and structure to which the restraint is attached. Th e design and analysis of these components for this event are described later in this section and in Section 3.6.2.2. Piping is no longer considered to be a part of the RCPB following the break. Plastic deformation of the pipe is considered as a potential energy absorber. Piping systems are designed so that plastic instability would not occur in the pipe unde r design dynamic and static loads if the consequences of such instability could result in the loss of the pr imary containment integrity or loss of required plant shutdown capability.

3.6.2.3.3.2 Pipe Whip Restraint Features. The restraints are close to the pipe to minimize the kinetic energy of impact and yet are sufficiently removed from th e pipe to permit unrestricted thermal pipe movement.

To facilitate ISI of piping, the restraints are generally located a suitable distance away from all circumferential welds and are of bolted construction so as to be removable.

Pipe whip restraint structures fall in to one of the following two categories:

a. Energy absorbing members: These are modeled as el astic, elastoplastic, or plastic springs in a dynamic analysis. Th e required resistant (strength) of these structures is derive d by application of the principles of structural dynamics; or

b. Load transmitting members: These are relatively stiff components and are modeled as rigid members in the dynamic analysis. Their function is to transmit loading from the source to foundation. The load due to the postulated pipe

rupture is in the form of an equivalent static load and is derived as a result of the dynamic analysis performed fo r the energy absorbing members.

Energy absorbing members are ductile structures such as simple beams, frames, and ring girders (including the piping syst em itself) having the capability to deflect signi ficantly in absorbing the energy imparted to them by a postulated broken pipe. For loading conditions

including the effects of postulate d pipe rupture, these members are designed with in the limits for inelastic systems as stated in Table F1322.2-1 of AS ME Boiler and Pressure Vessel (B&PV) Code Section III, 1974 Editions, Summe r 1974 Addenda, Appendi x F, "Rules for Evaluation of Faulted Cond itions" adjusted to account for rapid strain rate eff ects as discussed in Section 3.6.2.2.3. These members are constructed to meet the requirements of Quality Class I structures.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-58 The U-bar straps, as shown in Figure 3.6-21 and described in Section 3.6.2.2.3.2 , act as nonlinear energy absorbing, nonrebounding, plastic springs. The U-bar st raps are justified by empirical data, as de scribed in Sections 3.6.2.2.2.2 and 3.12.33. Load transmitting members are rigid components such as clevises, brackets or pins, rigid pipe whip restraint weldments as shown in Figure 3.6-22, or similar components; as well as major structures such as the drywell diaphragm floor , primary containment vessel, reactor pedestal, reactor building and foundation. For loading conditions, including the effects of postulated pipe rupture, the members in Figure 3.6-22 are designed within the limits stated in Table F1322.2-1 of ASME Code Section III, Appendix F, "Rules fo r Evaluating Faulted Condition" for components and component supports; except th at the members beyond those included in the dynamic analytical model (i.e., reactor pedestal, reactor building, as well as certain steel members assumed to be infinitely rigid) are designed to AISC, ACI, and other appropriate structural component criteria. All these memb ers are constructed to the requirements of Quality Class I structures.

The design limits for connecting members such as clevises, brackets, and pins per Figure 3.6-21 are based on the following stress limits:

a. Primary stresses (in acc ordance with definitions in ASME Section III) are limited to the higher of

1. 70% of Su, where Su = minimum ultimate strength by tests or ASTM specification, and

2. Sy + 1/3 (Su - Sy), where Sy = minimum yield strength by test or ASTM specification; or

b. Recommended stress limits in accordance with ASME Code Section III, Subsection NF, for faulted conditions, if applicable. The de sign limits for welds of connecting members to steel structures are based on the following stress limits: the maximum primary weld stress intensity (two times shear stress) is limited to three times AWS or AISC bu ilding allowable weld shear stress.

The recirculation pump discharge and suction piping utilizes the U-bar strap pipe whip restraints (Figure 3.6-21

), while all other systems listed in Table 3.6-15 use rigid types as shown in Figure 3.6-22 or similar configurations.

Typical installations of pipe whip restra ints are shown in Figures 3.6-23 , 3.6-24 , and 3.6-92 through 3.6-95.

3.6.2.3.3.3 Pipe Wh ip Restraint Loading. For the purpose of pr edicting the pipe rupture forces associated with the reactor blowdown, th e local line pressures ar e assumed to be those C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-59 normally associated with the reactor operating at 105 % of rated power and with a vessel dome pressure of 1040 psig.

In calculating pipe reaction, credit is taken for any line restriction and li ne friction between the break and the pressure reservoir. The following represent typical restri ctions to flow which are specifically considered:

a. Jet pump nozzles,

b. Core spray nozzles (i nside internals shroud), c. Feedwater sparger, and

d. Steam line flow limiter.

The hydraulic bases and calculati onal techniques for predicting u nbalanced forces on a pipe associated with a postulated instantaneous pipe rupture are as discussed in Section 3.6.2. The dynamic loading on the pipe whip restraint commences at the effect ive time of impact of the pipe with the restraint.

It includes the following:

a. Unbalanced force on the pipe associat ed with a postulated instantaneous pipe rupture in the form of a suddenly applie d force; and

b. Dynamic inertia load of the moving se ction of pipe which is accelerated by the unbalanced force associated with the pipe rupture and collides with the restraint.

This load is in the form of kinetic energy of impact.

3.6.2.3.4 Pipe Whip Effects on Safety-Related Components

Pipe whip (displacement) effects on safety-related structures, systems, and components can be placed in two categories: (a) pipe displacement effects on components (nozzles, valves, tees, etc.) which are in the same piping run in wh ich the break occurred and (b) controlled pipe whip displacements as they apply to external components such as building structure, other piping systems, cable trays, and conduits.

3.6.2.3.4.1 Pipe Displacement Effects on Components in Same Piping Run. The criteria which is used for determining the effects of pipe displacements on in line components are as follows:

a. Components such as vess el safe ends and valves which are att ached to the broken piping system and do not serve a safety function or whose failure would not further escalate the c onsequences of the accident , need not be designed to meet ASME Code Section III imposed requirements for essential components under faulted loading, and

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-60 b. If these components are required for safe shutdown, or serve a safety function to protect the structural integrity of an essential component, th e code requirements for faulted conditions and limits to ensure operability, if required, are met.

The methods used to calculate th e pipe whip loads on piping com ponents in the same run as the postulated break are described in Section 3.6.2.2.2. 3.6.2.3.4.2 Pipe Displacement Effects on Structures, Ot her Systems, and Components. The criteria which are used for determining the effe cts of pipe displacements on structures, other systems, and components are as follows:

a. Systems and components which do not serve a safety function or whose failure would not further escalate the conseque nces of the accident, need not be designed to meet ASME Code Section III imposed requirements for essential

components under faulted loading;

b. Systems and components that serve a safety function but are not required to mitigate the consequences of the postulated accident including consideration of random active component failure, are not required to be designed to meet the ASME Code Section III requirements for essential components under faulted conditions;

c. Systems and components, which do serve a safety function and which are required to mitigate the cons equences of the particular postulated accident, are located such that the displ aced pipe will not come in contact with these systems and components. In areas where this is not feasible, and contact is possible, the components are designed to meet the ASME Code requirements for faulted conditions; and

d. Pipe whip effects on struct ures are discussed in Section 3.6.2.3.3.2. Structural deflections resulting from pipe whip are covered in Section 3.6.2.2.2.2c.

The methods used to calculate the pipe whip loads are described in Section 3.6.2.2.2.

3.6.2.4 Guard Pipe Assembly Design Criteria for Dual Barrier Containment

The containment structure does not utilize dual barriers, guard pipes, or other protective devices that limit the pressurization of the space between the tw o barriers. The use of guard pipes is restricted to type 1 penetration assemblies (see Figure 3.8-54) as described in Section 3.8.6.1.1.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-61 3.6.2.5 Implementation of Criteria for Pi pe Whip and Jet Im pingement Protection The effects of jet impingemen t are discussed in Section 3.6.2.3.2. The implementation of criteria for pipe whip protection is discussed in the following.

3.6.2.5.1 Piping Systems Ou tside Primary Containment

Studies are performed as described in Section 3.6.1 to ensure that in th e event of a postulated pipe rupture, sufficient equipment remains functional to mitigate the cons equences of the particular pipe rupture, including consider ations of failure of a single random active component. The study indicates that pipe whip supports are required within the main steam tunnel and to protect normally ope n isolation valves that are re quired to close.

Pipe whip protection requirements in the main st eam tunnel are discussed in Section 3.6.2.5.4.11.

Pipe whip protection require ments for isolation valves are discussed in Section 3.6.2.5.3.6.

3.6.2.5.2 Piping Systems In side Primary Containment

High-energy piping systems inside primary contai nment subject to postula ted pipe rupture are tabulated in Table 3.6-15. Specific criteria for determination of break locations and dynamic effects associated with the postulated r upture of piping are discussed in Section 3.6.2.1. The function and features of pipe whip restraints ar e discussed in Section 3.6.2.3.3. Equipment and system requirements s ubsequent to a postulated pipe ruptur e in a fluid system are discussed in Section 3.6.2.5.3.

Pipe whip restraints are furnished when it is necessary to limit pipe movements resulting from a postulated break, which could otherwise cause unacceptable damage to equipment necessary to mitigate the consequences of the particular postulated pipe r upture, including considerations of a single random active failure. For high-ener gy piping inside primary containment, this includes the following:

a. Assurance of primary containment leaktightness,

b. Assurance that potential for damage is such that the maximum pipe break areas and/or combinations of pipe break areas do not exceed the values described in Section 3.6.2.5.3.2 so that emergency core c ooling systems (ECCS) capability is not impaired,

c. Assurance that the CRD system maintains sufficient function to ensure reactor shutdown,

d. Assurance that there is sufficient capability to maintain the reactor in a safe shutdown condition.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-62 The criteria used to define pipe ruptur e locations for piping systems discussed in Section 3.6.2.5.4 follows Section 3.6.2.1.1.1.

Figures 3.6-32 through 3.6-56 show the piping configurations for each high energy system inside primary containment and include numeri cal identification of all significant points of interest in the piping system, locations of pi pe whip supports, and postulated pipe break locations. The pipe whip supports are id entified by the acronym PWS followed by an identification number on Figures 3.6-32 through 3.6-54 and as noted in Figure 3.6-55.

3.6.2.5.3 System Requirements Subsequent to Postulated Pipe Rupture

3.6.2.5.3.1 Control Ro d Insertion Capability. To maintain the ability to insert the control rods in the event of a pipe break, no more than one in any array of nine CRD withdrawal lines may be completely crimped (tota lly blocked). Complete severance of withdrawal lines does not affect the rod insert functi on. Protection of the CRD insert lines is not required since a reactor pressure of 450 psig or higher can adequately insert the control rods, and no postulated pipe break resulted in severance or total crimping of the CRD inse rt or withdrawal lines. (See Reference 3.6-23.)

3.6.2.5.3.2 Core Cooling Requirements. The designed ECCS capability can be maintained provided that dynamic effects consequences do not exceed th e following break area, break combination, and maintenance of minimum core cooling requirements.

3.6.2.5.3.3 Maximum Allowable Break Areas. For breaks involving recirculation piping, the total effective area of all br oken pipes, including the effectiv e area of the recirculation line break, does not exceed the total effective area of the design-basis double-ended recirculation line break. By limiting the total area of all broken pipes involvi ng recirculation loops to an area less than or equal to that of the design basis accident (DBA) (circumferential break of recirculation loop), no accident can be more severe than the DBA.

For breaks not involving recirculation piping, th e total effective area of all broken pipes for a given system shall not exceed the total effective area of the double-ended break of the maximum area pipe connected to the reactor boundary for that system.

3.6.2.5.3.4 Break Combinations. In addition to the pipe break area restrictions, breaks involving one recirculation loop do not result in loss of function or damage to the other recirculation loop or loss of coolant from the ot her loop in excess of that which can result from a break of the attached cleanup connection on the suc tion side of the loop.

3.6.2.5.3.5 Required Cooling Systems. To ensure compliance with Appendix A of 10 CFR Part 50, General Design Criteri a, the cooling system requireme nts after an additional single active safety system failure are defined in Table 6.3-3. Cases which do not meet the C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-63 requirements in Table 6.3-3 must be assessed on an individu al basis to determine compliance with core cooling requirements.

3.6.2.5.3.6 Containment System Integrity. The following were considered in addressing the LOCA dynamic effects with respect to containm ent system integrity.

Leaktightness of the containmen t fission product barrier is ensured throughout any LOCA.

For those lines which penetrate the containmen t and are closed during normal operation, the inboard isolation valves are as close as practicab le to the RPV. This arrangement reduces the length of pipe subject to a pipe break.

Pipe whip supports are provided in the vicinity of normally open isolat ion valves inside and outside primary containment for high energy systems to ensure that operability of these valves remains unimpaired during a postu lated pipe rupture event.

3.6.2.5.4 System by System Descri ption of Pipe Whip Protection

3.6.2.5.4.1 Main Steam System.

System Arrangement

The main steam system consists of four 26-in. lines which are arranged inside primary containment with mirror image symmetry about the 0° and 180° north-south azimuth. The lines exit the RPV on opposite si des of primary containment a nd drop down vertically in two parallel pairs to the main st eam relief valve platform at el. 541 ft where they are routed horizontally in parallel in the northeast and northwest quadrants to the 0° north azimuth. At this point, the four lines drop ve rtically in parallel to an el evation just above the diaphragm floor. The MSIVs are located here. The four lines exit the containment nearest the north azimuth at el. 500 ft (approximately). The two feedwater piping lo ops are described in Section 3.6.2.5.4.2 and are routed near the main steam lines.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the four main steam lines are shown in Figures 3.6-32 through 3.6-35. Where pipe breaks are postulate d inside primary containment, the main steam lines are restrained to prevent the unacceptable motion of these pipes. These restraints are mounted on the side of the sacrificial shield wall st ructure, as well as on radial beams which extend from the sacrificial shield wall to the prim ary containment vessel wall. A sliding beam seat at the primary containment wall, permits the beam to grow axially and also permits the primary containmen t wall to move relative to the sacrificial shield wall.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-64 A structural steel frame (see Figure 3.6-57) between the drywell diaphragm floor and the containment vessel, in the area of the MSIVs, is provided for mounting of pi pe whip restraints.

The structure is designed with ve rtically sliding connections at the containment vessel to allow for differential thermal expansion between the containment vessel a nd the diaphragm floor.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the main steam system to ensure safety as defined in Section 3.6.2.5.2. The pipe whip restraints limit the pipe whip motion of the main steam lines to prevent impact and rupture of the adjacent feedwater lines which would otherwise result in a break area in excess of the ECCS capability. Impact w ith the CRD piping is prevented by pipe whip restra ints at the main steam relief valve platform and separation. The CRD piping bundles are routed below the el. 541 ft main steam reli ef valve platform, a considerable distance away from where the main steam lines drop down to the diaphragm floor. 3.6.2.5.4.2 Reactor Feedwater System (Inside Primary Containment).

System Arrangement

The reactor feedwater system inside primary containment consists of two piping loops symmetrically arranged with respect to 0° and 180° north-south azimuth. The two piping loops emerge from each side of the reactor as three 12-in. vertical risers which drop down and join a header at the main steam relief valve platform. The header is routed parallel to and outside of the main steam lines, increasing in diameter from 12 in.

to 18 in. and to 24 in. as it approaches the 0° north azimuth. At this location, the two 24-in. feedwater pipes drop down to 12 ft 6 in. above the diaphragm floor. The pipe is furnished with a check valve in each line in the short horizontal run near the pr imary containment vessel penetration.

Pipe Whip Protection

The postulated pipe breaks and pi pe whip restraints for both reactor feedwater loops are shown in Figures 3.6-36 and 3.6-37. The feedwater lines are restra ined to provide protection from the results of all postulated pipe breaks.

Specifically, protection is provided where the resulting pipe motion would ot herwise impact equipment necessary to mitigate the consequences of the break causing unacceptable damage to that equipment. The restraints are mounted on the side of the sacr ificial shield wall, on radial b eams at the el. 541 ft. main steam relief valve platform, and on a specially desi gned structure between the containment and diaphragm floor as shown in Figure 3.6-57. Special features of these structures are described in Section 3.6.2.5.4.1.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-65 Verification of Pipe Wh ip Protection Adequacy Sufficient pipe whip protection is provided for the reactor feedwater system to ensure safety as defined in Section 3.6.2.5.2.

In all cases the pipe is suffici ently restrained to prevent impact with containment or impact with other piping systems that would result in violation of pipe break area or pipe break combination limitations. Impact with the CRD piping is prevented by pipe whip restraints at the main steam relief valve pl atform and separation. The CR D piping bundles are routed below the el. 541 ft. main steam re lief valve platform at a considerable di stance away from the 0° north azimuth where the 24-in. feedwater lines drop to 12 ft 6 in. above the diaphragm floor. In two cases, portions of the 12-in. vertical risers are restrained in only one direction, allowing impact with one main steam relief valve.

This constitutes acceptable damage because depressurization can be accomplished with one va lve not functioning. Fu rthermore, the HPCS is available as a redundant system.

3.6.2.5.4.3 Reactor Water Cleanup System.

System Arrangement

The RWCU system consists of tw o 4-in. lines which branch from the two reactor recirculation cooling (RRC) pump suction lines located near the 0° and 180° north and south azimuths. The two lines are routed along the diaphragm floor at approximate el. 500 ft. to azimuth 67° where

they join into one 6-in. pipe.

This 6-in. pipe branches off into two segments. One branch rises to el. 538 ft just below the main steam relief valve platform. It is then routed to azimuth 150° where it exits primary containment. An isolation valve is lo cated inside primary containment near the penetrations. The other 6-in. segment redu ces to a 4-in. pipe and then rises to el. 514 ft and terminates at the 2-in. RPV drain system.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the RWCU system are shown in Figure 3.6-38. At all locations where pipe breaks ar e postulated inside primary containment, the RWCU system is restrained to prevent unacceptable motion of the pipe. Where the pipe is routed along the diaphragm floor, restraints are mounted on speci al structures built up from the floor. Where the pipe is routed below main steam relief valve platform, restraints are mounted on intermediate structures between radial beams.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RWCU system to ensure safety as defined in

Section 3.6.2.5.2. Pipe whip restraints located above the diaphragm floor are designed to prevent impact with the floor, which might impair steam quenching capability of the C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-66 suppression pool. Pipe whip restraints located directly below the main steam relief valve platform prevent impact with CRD piping and al so primary containment.

Equipment necessary to mitigate RWCU pipe breaks, such as ADS system, core spray, LPCI, is protected by separation.

3.6.2.5.4.4 Standby Liquid Control Piping.

System Arrangement The SLC system includes a section of 1.5-in. pi ping connected to a short length of 4-in. piping which is connected to HPCS-V-76. The 1.5-in. piping is routed through check valve SLC-V-7 and then downward to penetrat ion X-13. SLC-V-7 limits the high energy portion of the system to approximately 18 in. of piping.

Pipe Whip Protection

The postulated pipe breaks for the SLC system are shown in Figures 3.6-39 and 3.6-48. Pipe whip restraints are not required for this system.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the SLC system to ensure safety as defined in Section 3.6.2.5.2. In the event of a pipe whip resulting from a pipe rupture at any postulated location, the piping system does not damage equipment or system s required for safe shutdown of the reactor. Therefore, pipe rest raints are not require d for this system.

3.6.2.5.4.5 Residual Heat Removal System - Shutdown Cooling Supply and Return Piping.

System Arrangement

The RHR shutdown cooling supply and return piping c onsists of two 12-i

n. piping loops and one 20-in. loop, with all three branching from the RRC piping at the el. 512 ft platform. All three loops are routed primarily in a horizontal plane below the 512 ft platform from the RRC pipe to its primary containment penetration. There is a norma lly closed valve in each loop located as close as possible to the high energy source, thereby limiting the portion of each loop considered high energy on the basis defined in Section 3.6.2.1.

Pipe Whip Protection

The pipe whip restraints for the RHR shutdown cooling supply a nd return system are shown in Figures 3.6-43 , 3.6-44 , and 3.6-45. Where pipe breaks are postulated inside primary containment, the lines are restrained to prevent the unacceptable motion of these pipes. For the two 12-in. shutdown cooling retu rn loops restraints are mounted on intermediate structures C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-67 between the radial beams in the el. 512 ft platform. The radial beams extend from the reactor pedestal to the primary containment wall. A sliding beam seat at the primary containment wall permits differential thermal expansion between the containment vessel and reactor pedestal.

Restraints for the 20-in. coo ling return loop are mounted on a specially designed structure between the diaphragm floor and radial beam s in the el. 512 ft platform as shown in Figure 3.6-95. Verification of Pipe Wh ip Protection Adequacy Sufficient pipe whip protection is provided for the RHR shutdown cooling supply and return system to ensure safety as defined in Section 3.6.2.5.2. For the two 12-in. shutdown cooli ng return loops, pipe whip rest raints are provided to prevent impact with primary containment wall and the diaphragm floor. Th e pipe whip restraints also prevent impact with the CRD piping bundles loca ted above the el. 512 ft. platform. The ECCS system and the ADS systems are protected by separati on, being located at higher elevations.

For unrestrained sections of this system, analysis shows a plastic hinge does not develop at the recirculation pipe, and pipe whip does not occur.

For the 20-in. shutdown cooling supply loop, pi pe whip restraints are provided to prevent impact with primary containment and the diaphragm floor. Im pact with the CRD piping is precluded by a 90° separation fr om both CRD piping bundles.

3.6.2.5.4.6 Reactor Core Isolation Cooling Reactor Pressure Vessel Head Spray System.

System Arrangement

The RPV head spray system is a 6-in. line that originates at the top of the RPV dome. After a 2-ft vertical riser and a 2-ft hor izontal run, there is a normally closed valve that limits the high energy portion of this system to a total length of 4 ft.

Pipe Whip Protection The postulated pipe breaks for this system are shown in Figure 3.6-46. A pipe whip restraint is provided to prevent RCIC head spray line imp act on the containment h ead as a result of the postulated break locations.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided to ensure safety as defined in Section 3.6.2.5.2. The location of the normally closed valve limits the high energy sec tion of this system as steel C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-68 pads welded to the containment vessel head ha ve been provided to distribute the impact load and prevent direct impact with the containment vessel head.

3.6.2.5.4.7 Low-Pre ssure and High-Pressure Core Spray Piping.

System Arrangement

The LPCS and HPCS are 12-in. piping systems with similar arrangements inside primary containment. They originate at el. 561 ft from the reactor at azimuths 120° and 240° respectively and drop vertically to an elevation just below the main steam relief valve platform where there is an expansion loop in a horizontal plane leading to a penetration through primary containment. In the vertical section, there is a normally closed check valve located as close as possible to the reactor, thereby limiting the porti on of piping in both systems considered high energy under the defin ition given in Section 3.6.2.1.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the LPCS and HPCS systems are shown in Figures 3.6-47 and 3.6-48. Where pipe breaks are postulated inside primary containment the two lines are restrained to pr event the unacceptable mo tion of these pipes.

These restraints are mounted directly onto the sacrificial shield wall.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the LPCS and HPCS systems to ensure safety as defined in Section 3.6.2.5.2. Pipe whip restraints are provided to limit pipe movement resulting from postulated pipe breaks to prevent impact with primary containment and adjacent RHR/LPCI piping. Impact on safety/relief valves (SRVs) resulting from postulated pipe breaks in the HPCS system, is precluded by sufficient separa tion between these two redundant depressurization methods. The CRD piping bundles are separated by sufficient distance from the high energy sections of the LPCS and HPCS systems.

3.6.2.5.4.8 Residual Heat Re moval Condensing Mode and Reactor Core Isolation Cooling Turbine Steam Supply System. System Arrangement The RHR condensing mode has been deactivated. All system piping outboard of containment isolation valve RCIC-V-64 has been deactivated and is no longer in use. RCIC-V-64 has been locked closed and the motor operator disconnected. The piping inboard of RCIC-V-64 remains pressurized during plant operation.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-69 The inboard system consists of a 10-in. piping loop which branch es off a main steam line at el. 551 ft 2.25 in. and azimuth 105°. An expansion loop in the horizontal plane leads to a penetration through prim ary containment at el. 550 ft and azimuth 120°.

The RCIC turbine steam supply sy stem consists of a 4-in. line which branches off the 10-in. inboard RHR condensing mode line at approximately azimuth 125° and drops down to el. 532 ft below the main steam reli ef valve platform. The line is then routed horizontally to a penetration through primary c ontainment at azimuth 35°.

Pipe Whip Protection The postulated pipe breaks and pipe whip restraints for the i nboard RHR condens ing mode and RCIC turbine steam supply systems are shown in Figure 3.6-49. Where pipe breaks are postulated inside primary containment, this piping is restrain ed to prevent unacceptable motion of the piping. The restraints for these two systems are mounted on specially designed structures which tie into the sacrificial shield wall and/or radial beams of the main steam relief valve platform.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the inboard RHR cond ensing mode and RCIC turbine steam supply systems to ensu re safety as defined in Section 3.6.2.5.2. For the 10-in. inboard RHR condensing mode system, pipe whip restraints are provided at all locations where pipe breaks are postulated. The pipe whip restraints limit pipe motion resulting from postulated break to prevent imp act with primary containment vessel wall, the HPCS system, and the main steam SRVs. Protection is required since either the ADS or the HPCS are required to depressurize the reac tor subsequent to a pipe break in a line with a cross-section area less than 0.7 ft 2 (see Section 3.6.2.5.3).

For the 4-in. RCIC turbine steam supply, restraints are provided for the portion above the main steam relief valve platform to protect containment and the HPCS and SRVs. For the section of this system below the main steam relief valve platform, the pipe movement resulting from postulated breaks will move ra dially inward impacting the sacr ificial shield or vertically down impacting the el. 512 ft platform. The CRD piping bundle in this area is located above this line precluding impact.

3.6.2.5.4.9 Main Stea m Valve Drainage Piping.

System Arrangement

The main steam valve drainage pi ping consists of four 2-in. pipe lines, each originating at the bottom of the four MSIVs inside primary contai nment. The four lines are routed above the C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-70 diaphragm floor joining into one 3-in. line which then exits containment. Isolation valves are located just inside and just outside of the primary containment penetration.

Pipe Whip Protection

The postulated pipe breaks and pipe whip re straints for this system are shown in Figure 3.6-50. Where pipe breaks are postulated the system is restrained to prevent unacceptable motion of the main steam valve drainage piping. A number of the pipe whip restraints for this system are mounted on specially designed structures built up from the diaphragm floor. The remaining restraints are attached to the structure betw een primary containment and the diaphragm floor (see Section 3.6.2.5.4.1

), which has been designed to support the main steam and reactor feedwater pipe whip restraints.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for th e main steam valve drai nage piping to ensure safety as defined in Section 3.6.2.5.2. Pipe whip restraints are provided for this system to protect primary containment structure and the di aphragm floor. Other required safety systems are protected by separation by being located at considerably higher elevations.

3.6.2.5.4.10 Main Steam Reactor Pressure Vessel Head Vent System.

System Arrangement

The RPV head vent system consists of a 2-in. line which originates at the top of the RPV dome and is routed through the primary containment bulkhead plate at azimuth 237°. The line is then routed below the bulkhead plate, to azimuth 70° where it drops down to el. 570 ft and joins a 26-in. main steam line.

Pipe Whip Protection

The postulated pipe breaks and pipe whip re straints for this system are shown in Figure 3.6-51. For the piping section above the bulkhead plate, the pipe whip restraints are mounted onto a removable lattice framework. For the portion of this line below the primary containment bulkhead plate, the restraints ar e mounted on structures, which tie into the stiffening beams for the bulkhead plate.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for th e RPV head vent piping to ensure safety as defined in Section 3.6.2.5.2. There are no safety-related syst ems in the vicinity of the RPV head vent piping and pipe whip restraints are provided to pr otect the primary containment structure.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-71 3.6.2.5.4.11 Main Steam a nd Reactor Feedwater Piping Inside Main Steam Tunnel.

System Arrangement

The four 26-in. main steam and two 24-in. reactor feedwater lines inside the main steam tunnel originate at the primary containm ent penetrations and run horizonta lly to the end of the tunnel.

At this point the six lines drop vertically and are then routed horizontally with in the turbine generator building. An isolat ion valve is located in each lin e just beyond the penetration.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraints for the main steam and reactor feedwater lines inside the main st eam tunnel are shown in Figures 3.6-53 and 3.6-54. Where breaks are postulated, the six lines are restrained to prevent unacceptable motion. The restraints are mounted on steel structures which then tie into the concrete walls and floors.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the main steam and reactor feedwater lines inside the main steam tu nnel to ensure safety.

Pipe whip restraints are provided to prevent pipe whip impact with the main steam or feedwater isolation valves. In a ddition, impact with adjacent ma in steam or feedwater lines is prevented. See Figure 3.6-24.

3.6.2.5.4.12 Residual Heat Removal System - Low Pressure Core Injection.

System Arrangement

The RHR/LPCI piping consists of three 14-in.

loops whose arrangement is the same for two loops with the third loop being the mirror image of the other two. The piping originates at the reactor vessel at el. 552 ft, rises vertically to el. 563 ft where th ere is a horizontal section with a check valve. This valve is normally closed , limiting the high energy portion of each loop. After the valve the normally unpressurized section of piping drops to an elevation just below the main steam relief valve platform where it is routed to a penetration through primary containment at el. 534 ft.

Pipe Whip Protection

The postulated pipe breaks and pi pe whip restraints for the th ree RHR/LPCI mode piping loops are shown in Figures 3.6-40 , 3.6-41 , and 3.6-42. Where pipe breaks are postulated, the three piping loops are restrained to prevent unacceptable motion. The restraints for this system are C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-72 mounted onto the sacrificial shie ld wall and also on structures wh ich tie back to the sacrificial shield wall.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RHR/LPCI mode piping to ensure safety as defined in Section 3.6.2.5.2. The pipe whip restraints limit pipe motion resulting from postulated breaks to preclude impact with primary containment and adjacent feedwater or core spray piping. Impact with adja cent feedwater or core spray piping may result in pipe break escalation that can exceed limita tions of pipe break area and pi pe break combination. The CRD piping bundles are separated by a considerable distance from high energy sections of the RHR/LPCI mode piping.

3.6.2.5.4.13 Reactor Pressure Vessel Drain System.

System Arrangement

The RPV drain system is a 2-in. line that orig inates at the bottom of the RPV and is routed inside the pedestal to a sleeve which leads through the pedestal.

Outside the reactor pedestal the line then joins the RWCU system.

Pipe Whip Protection

The postulated pipe breaks and pipe whip restraint for the RPV drain system are shown in Figure 3.6-52. At postulated pipe break locations in side primary containment, the RPV drain system is restrained to prevent unacceptable motion of the pipe. This system contains only one pipe whip restraint.

Where the pipe is routed along th e platform at el. 512 ft 8 in., the pipe whip restraint is mounted on a transverse be am which is welded to the top of the radial platform beams.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RPV drain system to ensure safety as defined in Section 3.6.2.5.2. The single pipe whip support for the RPV drain system serves the dual purpose of providing pipe whip protect ion and seismic restrain

t. The pipe whip restraint is located above the plat form at el. 512 ft 8 in., and is designed to prevent impact with the Quality Class I electrical conduits in the immediate vicinity of the RPV drain line. Since an annular clearance of only 1/16-in. is maintained between the pipe and the pipe whip support, the pipe whip support is also utilized as a rigid three-way support.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-73 3.6.2.5.4.14 Reactor Recirculation Cooling System. System Arrangement

The two A and B loops of the r ecirculation piping system cons ist of the pump discharge and suction piping as shown in Figure 3.6-55. The recirculation pump A and B discharge lines are arranged in a diametrically opposed manner, in the northern and southern segments, respectively, of primary containment. The A li nes exit the RPV in five, equally spaced, 12-in. diameter lines commencing at azimuth 30° and ending at azimuth 150° (for B lines azimuth 210° to 330°). These five lines drop vertically alongsid e the sacrificia l shield wall, from el. 536 ft 0 in. to a 16-in. diameter header at centerline el. 528 ft 0 in. A single 24-in. diameter line then drops ve rtically from the center of the header to el. 506 ft 3-7/8 in. where it is routed into the discharge nozzle of the recirculation pump.

The recirculation pump B and A suction lines are oriented al ong the 0° and 180° azimuths, respectively, with respect to the RPV. Each suction line consis ts of a single 24-in. diameter line which exits the RPV at el. 535 ft 3/4 in. and drops vertically alongside the sacrificial shield wall to el. 502 ft 6-1/8 in. where it is r outed to the suction nozzle of the recirculation pump.

Pipe Whip Protection

For the recirculation pump suc tion and discharge systems, th e location of postulated pipe breaks and pipe whip re straints are shown in Figure 3.6-55 which is representative of both recirculation loops. Conformance of the postu lated break locations with the criteria of Section 3.6.2.1.1.1 is demonstrated in Figure 3.6-56. Where pipe breaks are postulated inside primary containment, the recirc ulation system piping is restra ined to prevent unacceptable motion. These restraints are generally mounted on the side of the sacrificial shield wall structure or the RPV pedestal immediately below. Four restraints, which are located near the diaphragm floor and are not near the sacrificial shield wall or the RPV pedestal, consist of saddle type structures mount ed on the diaphragm floor.

Verification of Pipe Wh ip Protection Adequacy

Sufficient pipe whip protection is provided for the RRC system piping to ensure safety as defined in Section 3.6.2.5.2. Pipe whip restraints are prov ided to prevent impact with the diaphragm floor as well as to mitigate the consequences of a pipe r upture with respect to surrounding piping systems, structures, a nd components required for safe shutdown.

The physical separation of the recirculation sy stem from the containment vessel precludes any damage that could result as a result of postulated pipe break.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-74 3.

6.3 REFERENCES

3.6-1 Biggs, J. M., Introduction to Structural Dynamics, McGraw-Hill, New York, 1964.

3.6-2 Hansen, R. J., Holley, M. J., Biggs, J. M., Namyet, S., Minami, J. K., Structural Design for Dynamic Loads, McGraw-Hill, New York, 1959.

3.6-3 System Criteria and Applications fo r Protection Against the Dynamic Effects of Pipe Break, Genera l Electric, Nuclear Energy Di vision, Design Specification No. 22A 2625, Rev. 2, San Jose , California, Ju ne 15, 1973.

3.6-4 PDA-Pipe Dynamic Analysis Program for Pipe Rupture Movement, General Electric, Nuclear Energy Division, Report NEDE 10313.

3.6-5 Design Report, Recircul ation System Pipe Whip Re straint for BWR/4, 218, 251 Mark I, and Mark II Product Line Plant, Sections 1, 2, and 3 only, General Electric, Specification No. 22A 4046.

3.6-6 Air Force Design Manual, Principles and Practices for Design of Hardened Structures, U.S. Dept. of Commerce, Office of Technical Services, Publication

No. AD 295408, Technical Documentary Report No. AFSWC-TDR-62-138, Washington, D.C., December 1962.

3.6-7 ASCE Manual, Design of Structures to Resist Nuclear Weapons Effects, Manuals and Reports on Engineering Practice No. 42, American Society of Civil Engineers, New York, 1961.

3.6-8 Moody, F. J., Predicti on of Blowdown Thrust and Jet Forces, American Society of Mechanical Engineers Paper No. 69-HT-31, New York, 1969.

3.6-9 Rettig, W. H., et al., "RELAP3: A Computer Program for Reactor Blowdown Analysis," IN-1321, U.S. Atomic Energy Commission Scientific and Technical Report, Reactor Technology TID-4500, Idaho Operations Of fice, June 1970.

3.6-10 G. E. Proprietory Report GE-NE-208-17-0993, Revision 1, General Electric Company, "WNP-2 Power Uprate Pr oject NSSS Engineering Report,"

December 1994.

3.6-11 AISC, "Specification fo r Design, Fabrication, and Er ection of Structural Steel for Buildings," American Institute of Steel Construction, New York, February 12, 1969.

C OLUMBIA G ENERATING S TATION Amendment 63 F INAL S AFETY A NALYSIS R EPORT December 2015 LDCN-10-004 3.6-75 3.6-12 ACI 318-71, "Buildi ng Code Requirements for Reinforced Concrete," American Concrete Institut e, Detroit, Michigan, 1971.

3.6-13 Linderman, R. B., Rotz, J. V., Yeh, G. C. K., Design of Structures for Missile Impact, Bechtel Power Co rporation, Topical Repor t BC-TOP-9A, Revision 2, San Francisco, Calif ornia, September 1974.

3.6-14 Roark, R. J., Formulas for Stress and Strain, Fourth Edition, McGraw-Hill Book Company, Inc., New York, 1965.

3.6-15 Amarikian, A., Design of Protective Structures, Bu reau of Yards and Docks, Department of the Navy, Report NP-3726, August 1950.

3.6-16 Moody, F. J., Ma ximum Flow Rate of a Single Component, Two-Phase Mixture, American Society of Mechanical Engineers Journal of Heat Transfer, pp. 134-142, February 1965.

3.6-17 Gwaltney, R. C., Missile Generation and Protecti on in Light-Water Cooled Power Reactor Plants, ORNL NSIC-22, Oak Ridge Nationa l Laboratory, Oak Ridge Tennessee, for the U. S. Atom ic Energy Commission, September 1968.

3.6-18 Not Used 3.6-19 Harris and Crede, Shock and Vi bration Handbook, McGraw Hill Book Company, Inc., 1961.

3.6-20 Kennedy, R. P., A Re view of Procedures for th e Analysis and Design of Concrete Structures to Resist Missile Impact Effects, Nuclear System Sciences Group, Holmes & Narver Inc., An aheim, California, September 1975.

3.6-21 Idaho National E ngineering Laboratory, R ELAP4/MOD5, A Computer Program For Transient Thermal-Hydraulic Analysis of Nuclear Reactors and Related Systems, Volume I: RELAP4/MOD5 Description, Volume II: Program Implementation, Volume III: Checkout Application, National Technical Information Service, U.S.

Department of Commerce, Springfield, Virginia.

3.6-22 ANSI/ANS 58.2, "Des ign Basis for Protection of Light Water Nuclear Power Plants From the Effects of Postulated Pipe Rupture," 1980.

3.6-23 G. E. Proprietory Repo rt NEDE-24834, General Elec tric Company, "Hanford 2 Crimped CRD Line," June 1980.

3.6-24 NEDE-33507-P, Revision 1, "C olumbia Generating Station APRM/RBM/Technical Specifications/Max imum Extended Load Line Limit Analysis (ARTS/MELLLA)," January 2012.

C OLUMBIA G ENERATING S TATION Amendment 53 F INAL S AFETY A NALYSIS R EPORT November 1998 3.6-77 Table 3.6-1 High Energy Fluid Systems Outside

Primary Containment System Portion Reactor co r e iso l ation cooling Turbine supply and condensate r e moval lines Auxiliary steam Entire system Heating steam Entire system Auxiliary condensate Entire system Heating steam condensate Entire system

Control rod drive E xhaust water header

Reactor water cleanup Supp l y and return piping b e tween RPV and radwaste building Main steam Portion inside reactor building

Reactor f e edwater Portion inside reactor building

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 LDC N-9 8-0 7 8 3.6-78 Table 3.6-2 Moderate Energy Fluid Systems Outside

Primary Containment System Portion Residual heat removal Entire system Condensate Entire system Control rod drive Portion wh i c h is not high energy Demineralized water Entire system

Reactor clo s ed cooling water Entire sys t em Fuel pool cooling Entire system

Service water Entire sys t em Plant service water Entire sys t em Low pressure core spray Entire sys t em High pressure core spray Entire sys t em Reactor core isolation cooling Portion wh i c h is not high energy Fire protection Entire sys t em Standby liquid control Entire sys t em C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-79 RCIC 15 120 4 3.6-96 3.6-7 RCIC 38 120 4 3.6-97 3.6-6 RCIC 40 120 4 3.6-97 3.6-6 RCIC 8 120 4 14.59 3.6-7 RCIC 54 120 4 10.6 3.6-5 RWCU 75 126 4 17.64 3.6-8 RWCU 45 126 4 17.64 3.6-8 RWCU 23 126 6 3.6-100 3.6-9 RWCU 2-3 126 6 3.6-101 3.6-9 RWCU 94-950 128 6 3.6-102 3.6-9 RWCU 133 128 6 3.6-99 3.6-8 RWCU 38 129 4 3.6-98 3.6-8 RWCU 17 129 4 3.6-98 3.6-8 RWCU 1056 129 5 23.79 3.6-8 RWCU 1034 129 5 23.79 3.6-8 MS 195 134 2 2.85 3.6-2 MS 207 134 2 2.85 3.6-2 MS 219 134 2 2.85 3.6-2 MS 228 134 2 2.85 3.6-2 MS 171 134 3 6.88 3.6-2 AS 87/387 139 4 3.6-105 3.6-1 AS 42, 73, 44 139 4 3.6-104 3.6-1 AS 168 139 4 3.6-104 3.6-1 AS 12 141 6 7.28 3.6-1 C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-80 AS 87 141 8 12.61 3.6-1 AS 153 141 8 12.61 3.6-1 AS 42 141 8 12.61 3.6-1 RWCU 1 142 4 3.6-103 3.6-9 RWCU 13 142 4 3.6-103 3.6-9 RWCU 1 144 4 13.34 3.6-11 RWCU 31 144 4 13.34 3.6-9 RWCU 473-48 144 6 30.25 3.6-9 RWCU 105 144 4 13.34 3.6-9 RWCU 767-771 144 6 30.25 3.6-9 RWCU 1140 144 4 13.29 3.6-7 HS 1 148 3 1.02 3.6-18 HS 387/987 148 4 3.6-105 3.6-18 HS 143 148 2 1.02 3.6-18 HS 151 148 2 1.02 3.6-18 HS 161 148 2 1.02 3.6-18 HS 443 148 2 1.02 3.6-18 HS 424 148 2 1.02 3.6-18 HS 17 148 2 1.02 3.6-18 HS 192 148 2 1.02 3.6-18 HS 203 148 2 1.02 3.6-18 HS 1101 148 3 1.02 3.6-18 HCO 211 149 2.5 0.182 -- HCO 269 149 4 0.182 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum Force (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-81 HCO 59 149 3 0.182 3.6-16 HCO 923 149 3 0.182 3.6-20 RFW 159 128 4 18.33 3.6-7 RFW 160 128 4 18.33 3.6-7 RFW 161 128 4 18.33 3.6-7 RFW 166 128 4 18.33 3.6-7 RFW 876 335B 24 433.12 3.6-7 RFW 874 335B 24 433.12 3.6-7 RFW 839 335B 24 433.12 3.6-7 RFW 837 335B 24 433.12 3.6-7 RFW 875 (36) 335B (128) 4 18.33 3.6-7 RFW 838 (6) 335B (128) 4 18.33 3.6-7 HS 313 342 6 7.28 3.6-1 AS 34 342 8 12.6 3.6-1 SS 1000 342 8 12.6 --

MS 1190 315 26 432.2 3.6-2 MS 171 400 26 432.2 3.6-2 MS 4 401 26 432.2 3.6-2 MS 67 402 26 432.2 3.6-2 CO -- 440 2.5 1.63 -- CO -- 440 2.5 1.63 -- CO -- 440 2.5 1.63 -- HS 43 447 6 1.82 --

HS -- 447 6 1.82 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-82 HS 1000 447 6 1.82 -- HS 193-194 447 6 1.82 -- HS 313 448 6 1.82 --

HS 47 (203-205) 448 6 1.82 -- HS 201-202 448 6 1.82 --

HS 199-200 448 6 1.82 --

HS 43 (198-984) 448 6 1.82 -- HS 206-207 448 6 1.82 -- HS 44 (208-209) 448 6 1.82 -- HS 209-210 448 6 1.82 -- HS 45 (211-213) 448 4 0.802 -- HS 18 448 4 0.802 -- HCO 0 449 3 0.093

-- HCO 1-2 449 3 0.093 --

HCO 3-4 449 3 0.093 --

HCO 5-6 449 3 0.093 --

HCO 170 (7-8) 449 3 0.093 -- HCO 9-10 449 3 0.093 -- HCO 11-12 449 3 0.093 -- HCO 145 449 3 0.093 --

HCO 160 (15-17) 449 3 0.093 -- HCO 18-19 449 3 0.093 -- HCO 21-22 450 3 0.093 --

HCO 26 (25-27) 450 3 0.093 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 Table 3.6-3 Design Bas i s Break L o cations Outs i d e Primary Containment (Continued)

System Node M-200 Isometric Diameter (in.) Maximum F o rce (kips) or Thrust vs.

Time Figure Plan Location Figure LDC N-0 0-0 7 5 3.6-83 HCO 27-28 450 3 0.093 -- HCO 29-131 450 2.5 0.060 -- HCO 227-1227 450 2.5 0.060 -- HCO 1228-228 450 2.5 0.060 --

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-84 Table 3.6-4 Resistance-Yield Displacement Values for Beams Description Resistance Yield Displacement 1. Cantilever R M L m u= X RL EI e m=3 3 2. Simply supported R M L m u=4 X RL EI e m=3 48 3. Fixed supports

()R MM L m uu=++4 X RL EI e m=3 192 where: M u+ = ultimate positive mo ment capacity (ft-lb)

M u = ultimate negative mo ment capacity (ft-lb) I = moment of inertia (in.

4) for reinforced-concrete I = I a see notes accompanying table NOTES The resistance of typical structural elements , whose flexural strength defines the minimum capacity, and their yield displacement approximations are presented in Tables 3.6-4 and 3.6-5. It is preferable that the limiting capacity of an element be in th e flexural mode, not in shear. In evaluating the yield displacemen t with the usual elas tic analysis, the mome nt of inertia must account for cracking of concrete se ctions. The empirical relation fo r this type of loading is an average moment of inertia, I a, calculated as follows.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-85 Table 3.6-4 Resi stance-Y ield Disp l ace m ent Values for B eams (Continued)

NOTES (Continued)

III bt F b dagc1 2 1 2 3 3 12 where I g = moment of inertia of gross concr e te cross section of thickness t about its centroid (neglecting s t eel areas) (in

.4)

I c = moment of inertia of t h e crac k ed concrete section (in

.4) b = width of con c rete sections (in.)

F = coef f i c i ent for moment of inertia of cracked section with tension reinforcing only (see Figure 3.6-106) t = concrete thickness (in.)

d = distance from extreme compress i on fiber to centroid of tension reinforcing (in.) The moment of inertia, I a , as calculated by the above e quation must be used in the displacement equation in Tables 3.6-4 and 3.6-5 for all reinforced-con c rete m e mbers. The ultimate moment capacity of a concrete section is considered as the mo m e nt strength:

MAfda us dy09 2. (in.-lb) where A s = area of t e nsi l e reinf o rcing steel (i n.2) f dy = allowable dynamic yield stre ss for reinforcing steel (lb/in

.2) d = distance from extreme compression fib e r to centroid of tension reinforcing (in.)

a = depth of equivalent rectangular stress block (in.)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-86 Table 3.6-4 Resi stance-Y ield Disp l ace m ent Values for B eams (Continued)

NOTES: (Continued)

If the ele m ent has compression s t ee l , the appropr i ate equati o n for compres s ion steel applie

s.

The amount of reinforcing steel in concrete members satisfied t h e following criteria:

For membe r s with tension steel only:

14 0 2 5 2. . f f t d A bd f c y s y f c For membe r s with tension and co m p ression steel:

14 2. f f t d A bd c y s AA bd t df ss y 2 0 2 5. f c where

f c = compression strength of concrete (lb/in

.2) A s = area of compressive rei n forcement of concrete (in

.2)

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-87 Table 3.6-5 Resistance-Yield Displacement Values for Slabs and Plates Description Resistance Yield Displacement

1. Simply supported on all four sides with load at center RM mu=2 ()X Ra EI e m=2 2 12 1 b/a 1.0 1.1 1.2 1.

4 1.6 1.8 2.0 3.0 0.1390 0.1518 0.1624 0.17810.18840.1944 0.1981 0.2029 0.2031

2. Fixed supports on all 4 sides with load at center

()RMMmuu=++2 ()X Ra EI e m=2 2 12 1 b/a 1.0 1.2 1.4 1.6 1.8 2.0 0.0671 0.0776 0.0830 0.0854 0.0864 0.0866 0.0871 where = Poisson's ratio t = thickness (in.) E = modulus of elasticity (lb/in.

2) I = moment of inertia per unit width (in.

4/in.) for reinforced-concrete section I = I a see notes accompanying Table 3.6-4 M u+ = ultimate positive mome nt capacity (in.-lb/in.)

M u = ultimate negative mome nt capacity (in.-lb/in.)

Table 3.6-6 Design Load in Areas Where Piping Failures O ccur Differential T e mperat u r e ( F) Hung Loads (psf) Pipe Break

Room El. (ft) Differential Press u re (psi) Int. to I n t. Int. to Ext.

Live Load (psf) From Floor From Ceiling Equipment L o ads (Kips) C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-88 120-8 R15 422 3.9 0 40 -- -- 59 1.4 k pump 120-4 R113 441 4.1 0 40 250 59 68 None 120-5, 6, 7 R112 441 3.9 0 40 250 59 68 None 139-3, 4, 1 9 , 20, 21 R206 471 1.2 0 40 250 32 34 None 120-1, 2 R313 510 ft 6 in.

2.9 0 40 250 40 30 None 128-11 128-10 R408 522 2.3 0 -- 250 41 88 None 126-3, 5 R406 522 15.0 0 -- 250 126 0 1.5 k pump 129-47, 48 R407 126-1, 2 R409 535 14.6 0 -- 250 40 80 None 129-39, 41, 4 2 , 43, 44, 45 128-48 144-27, 28 R511 548 3.6 20 -- 400 80 55 None 144-32 126-6, 128-7, 8 R510 548 1.9 20 -- 400 65 51 Heat exchangers 16.2 and 29.5 142-20, 21, 2 2 ,

23 144-29, 31

Table 3.6-6 Design Load in Areas Where Pi ping Failures Occur (Continued) Differential T e mperat u r e ( F) Hung Loads (psf) Pipe Break

Room El. (ft) Differential Press u re (psi) Int. to I n t. Int. to Ext.

Live Load (psf) From Floor From Ceiling Equipment L o ads (Kips) C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-89 128-9 R509 548 0.7 20 -- 400 88 50 None 139-1 R604 572 0.07 0 40 250 15 36 Heat and vent unit 51K 148-1, 2, 3 , 5, 6, 7, 8, 9, 10, 11, 12 120-6 R308 501 1.6 0 40 1000 63 55 None Steam tunnel R310 501 20.0 20 -- 1000 277 41 None Notes: For location of pipe break numbers, see Table 3.6-3. For vertical and horizontal seismic factors, see Section 3.7.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-90 Table 3.6-7 Maximum Ductility Ratios Steel

Structural C o mponents Steel beams (lateral load) (Note: To develop this ductility, the flanges must be thick enough to prevent local plastic buckling) 26 Steel beams (lateral and axial load) 8 Welded portal frams (vertical load) 6-16

REINFORCED-CONCRETE STRUCTURAL COMPONENTS

Tension reinforced-concrete beams a nd slabs, (flexure controls design) 0.10 10 p a Doubly reinforced-concrete beams a nd slabs, (flexure controls design) 0.10 10 p-p'b Reinforced-concrete columns, walls, and other elements exhibiting brittle fracture (compression controls design) 1.3 a p is the ratio of tensile reinforcement.

b p' is the ratio of compression reinforcement.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-91 Table 3.6-8 Dynamic Strength of M a terials Dynamic Increase Fact o r Reinforced concrete Concrete Compression, axial or flexural 1.25 Shear as a measure of diagonal t e nsion and punching shear 1.00 Bond 1.00 Reinforcing steel Tension 1.10 Compression 1.10

Shear reinforcement to re s i st shear as a measure of diagonal tension and punching shear 1.00 Structural S t eel Flexure and tension 1.10 Compression 1.10

Shear 1.00

Table 3.6-9 Summary of Subcompa r t m e nt Pressure Analysi s a Compartment Whe r e Break Occurs Piping System Differential Pressure Eleva t ion (f t)

Room Description

Line Designation Maximum Different i a l (psi) Differential Between the Rooms C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-92 422 R15/R112 RCIC pump room 4 in. RCIC (13) 2.8 R15, R112/R206 2.8 R15, R112/R14, R113

2.8 R15, R112/R6, R116 471 R206 El. 471 ft, S E corner 4 in. AS (11)-2 0.25 Reactor building and Open floor area 3 in. AS (11)-2 0.25 ambient 471 R206C Pipe chase el. 471 ft 4 in. RCIC (13)-4 1.2 R308/R 206 501 R308 TIP room 4 in. RCIC (1 3)-4 0.2 R308/R 305, R206, R 3 13 501 R308 TIP room 6 in. RWCU (2)-4 0.24 R308/R 305, R206, R 3 13 501 R313 El. 510 ft valve room 6 in. RWCU (2)-4 0.24 R313/R 308, R408 522 R406/R 407 b RWCU pu m p room 4 in. RWCU (2)-4 6.9 R406/R 404, R305 5.6 R406/R 407, R409 3.9 R409/R 504, R404 1.7 R405/R 305, R404, R504 2.2 R409/R 405 Table 3.6-9 Summary of Subcompa r t m e nt Pressure Analysi s a (Continued)

Compartment Whe r e Break Occurs Piping System Differential Pressure Eleva t ion (f t)

Room Description

Line Designation Maximum Different i a l (psi) Differential Between the Rooms C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-93 522 R408 Valve room 6 in. RWCU (2)-4 1.1 R408/R 404 1.1 R408/R 305 1.1 R408/R 509 548 R509 Valve room 6 in. RWCU (2)-4 0.9 R509/R 508, R408 0.9 R509/R 607 548 R510 Valve room 6 in. RWCU (1)-4 2.7 R510/R 504, R508 2.7 R510/R 404, R604 548 R511/ Valve room 6 in. RWCU (1)-4 6.3 R511/R 404, R504 R511A 2.4 R511/R 604 572 R604 El. 572 ft open floor area 4 in. HS (1)-2 0.07 Reactor building and 4 in. AS (11)-2 0.07 Ambient a Table applies to reactor building seconda ry containment, exclusive of the main steam tunnel, tunnel ventway, and tunnel extension.

b Break could occur in either room; break assumed in R406.

Table 3.6-10 Subcompar t ment Analysis Nodal Volume Data for a P o stulated Pipe Break in the Main Steam Tunne l a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-94 Node Description Volume (f t 3) Eleva t ion (f t) 1 Main steam tunnel, south 7427 501 2 Main steam tunnel, north 4345 501 3 Ventway, el. 501 ft 0 in. to el. 519 ft 0 in. 3629 501 4 Ventway, el. 519 ft 0 in. to el. 532 ft 0 in., west 3672 519 5 Ventway, el. 519 ft 0 in. to el. 532 ft 0 in., east 2340 519 6 Ventway, el. 532 ft 0 in. to el. 548 ft 0 in. 7855 532 a For nodalization schem e , see Figure 3.6-67.

Table 3.6-11 Subcompar t ment Analysis Flow Junction Data for a Postulated Pipe Break in the Main Steam Tunne l a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-95 Form Loss Coef fic i en t b From Node To Node Junction Flow Area (f t 2) Junction Eleva t ion (f t) Junction Inertia (ft-1) Forward F l ow Reverse Fl o w Frictional Loss Coef f ic i en t b 1 2 438.7 509 0.02656 1.06 1.14 0.1 2 3 c 2 4 218.4 519 0.06044 2.66 2.69 0.1 3 5 170.0 519 0.08014 0.163 0.116 0.1 4 5 84.6 525 0.378 0.6 0.6 0.1 4 6 310.4 532 0.368 0.6 0.6 0.1 5 6 170.0 532 0.0486 0.145 0.206 0.1 a For nodalization scheme , see Figure 3.6-67. b These data are dimensionless.

c No data furnished since panel B between nodes 2 and 3 is assumed closed during postulated pipe break.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-96 Table 3.6-12 Main Steam Tunnel Sub c ompartment Analysis Information for Blowout Panels C and D Panel C (horizontal, hinged, nonbolt e d, sheet steel blowout panel)

Total weight:

2060 lb Area: 230.6 ft 2 Moment arm:

3.375 ft Moment of inertia:

31,286 l b ma s s-ft 2 Damping constant:

Neglected Panel D (vertical, bolted, ins u lated metal blowout panel)

Total weight:

16,000 lb Area: 1060.8 ft 2

Reference:

Figures 3.6-65 and 3.6-66.

Table 3.6-13 Subcompar t ment Analysis Nodal Volume Data for a P o stulated Pipe Break in the Main Steam Tunnel Extensio n a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-97 Node Description Volume (f t 3) Eleva t ion (f t) 1 Main steam tunnel e x tension, south 2320 501 2 Main steam tunnel e x tension, north 2799 501 3 Turbine generator building, el. 471 ft 0 in. floor 728610 471 4 Turbine generator building, el. 441 ft 0 in. floor 658938 441 5 Turbine generator building, el. 501 ft 0 in. floor 1270590 501 a For nodalization schem e , see Figure 3.6-76.

Table 3.6-14 Subcompar t ment Analysis Flow Junction Data for a Postulated Pipe Break in the Main Steam Tunnel Extensio n a C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 3.6-98 Form Loss Coef fic i en t b From Node To Node Junction Flow Area (f t 2) Junction Eleva t ion (f t) Junction Inertia (ft-1) Forward F l ow Reverse Fl o w Frictional Loss Coef f ic i en t b 1 2 379.0 509 0.01 3 95 0.6 0.56 0.1 1 3 73.6 501 0.1722 1.29 1.07 0.1 2 3 114.6 501 0.1434 1.16 0.99 0.1 3 4 230.0 471 0.1091 1.28 1.49 0.1 3 5 507.0 501 0.01176 1.54 1.55 0.1 a For nodalization scheme , see Figure 3.6-67. b These data are dimensionless.

Table 3.6-15 Piping Systems Inside Containment for Which Design Basis Pipe Bre a ks are Postu l a t ed System Portion C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003LDCN-00-075 3.6-99Low pressure core spray (LPCS) RPV to first check valve.

High pressure core spray (HPCS) RPV to first check valve. RHR/LPCI mode (loop A)

RP V to first check valve. RHR/LPCI mode (loop B)

RPV to first check valve. RHR/LPCI mode (loop C)

RP V to first check valve.

RHR shutdown cooling return (loop A) Recirculation pump discharge to first check valve.

RHR shutdown cooling return (loop B) Recirculation pump discharge to first check valve.

RHR shutdown cooling supply Recirculation pump suction to cl osed valve RHR-V-9 (MOF009). Reactor feedwater (RFW) line A Entire run within primary containment. Reactor feedwater (RFW) line B Entire run within primary containment. RHR condensing mode/RCIC turbine steam Entire run within primary containment.

Main steam (MS) loop A Entire run within primary containment.

Main steam (MS) loop B Entire run within primary containment.

Main steam (MS) loop C Entire run within primary containment.

Main steam (MS) loop D Entire run within primary containment.

Standby liquid control (SLC) RPV to closed valve SLC-V-8, HP CS line to first check valve.

Reactor water cleanup (RWCU) Entire run within primary containment. RRC Recirculation pump A discharge Entire run within primary containment.

Table 3.6-15 Piping Systems Inside Containment for Which Design Basis Pipe Breaks are Postulated (Continued)

System Portion C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT Dece m ber 2003 LDC N-0 0-0 7 5 3.6-100 RRC recirculation pu m p B discharge Entire run within pri m ary containment.

RRC recirculation pu m p A suction Entire run within pri m ary containment.

RRC recirculation pu m p B suction Entire run within pri m ary containment.

RRC react o r pressure ves s el drain RPV to three (3) closed valves.

Main steam (MS) val v es drainage piping Entire run within pri m ary containment.

Main steam (MS) RPV head vent Entire run within pri m ary containment.

RCIC/R PV head spray RPV to first check valve.

C OLUMBIA G ENERATING S TATION Amendment 57 F INAL S AFETY A NALYSIS R EPORT December 2003 3.6-101 Table 3.6-16 Piping Systems Containing Break Exclusion

Areas B e t w een Primary Containment Isola t ion Valves Piping System Pipe Size (in.)

Main steam loop A 26 Main steam loop B 26 Main steam loop C 26 Main steam loop D 26 Reactor f e edwater line A 24 Reactor f e edwater line B 24 RHR condensing mode

/RCIC turbine steam 10/4 Reactor water cleanup 6