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APPENDIX SB
DESIGN PROGRAM FOR REACTOR EUILDINGI
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[~)T APPENDIX 5B.
%i DESIGN PROGRAM FOR REACTOR BUILDING
,
1 DESIGN BASES '' '
1.1 GENE,RALa
The Reactor Building is a steel lined concrete shell designed to containall radicactive material which night be released from the core followinga loss-of-coolant accident at a maximum leak rate of 0.25 per cent by
j veight of air per day at the design accident pressure. The concrete shellvill be prestressed to assure that the structure has an elastic responseto all loads and that it strains within such limits so that the integrityof the liner is not prejudiced. The liner vill be anchored so as toensure composite action with the concrete shell.
1.2 DESIGN LOADS
The following loads will be used in the structural design:
a. Internal pressure - 55 psi
b. Test pressure - 63 3 psi;
() Live loads - Applicable loads including roof loads, pipec.,
(penetration reactions), and the polar crane
d. Internal pressure - 2.5 psi less than atmospheric
Wind load - In accordance with ASCE paper No. 3269,e." Wind Forces on Structures"
f. Internal temperature -
1. Accident 281 F2. Operating 110 F
g. Seismic ground accelerations - 0.05 g horizont 11 and 0.033 g. vertical
h. Dead loads
i. Pre-stressing leads
. ,1. Tornado loads
The. thermal loads on the Reactor Building and their variation with timevill be determined frem transient tenterature gradients developed fromthe pressure time curve in Section lb.
Q(~'g The seismic loads are to be evaluated as outlined in Appendix SA
0199SB-1
-_. . _ __ __
1.3 DESIGN STRESS CRITERIA
The design will be based upon limiting leal factors which are used asthe ratio by which accident, earthquake, and wind loads will be multipliedfor design purposes to ensure that the load deformation behavior of thestructure is one of elastic, low strain response. The loads utilizedto detemine the required limiting capacity of any structural elementon the Reactor Building are computed as fol?.ovs:
a. C = 0 95 r 4 1.5 P + 1.0 T
b. C = 0.95 D + 1.25 P + 1.0 T' + 1.25 E
c. C = 0.95 D + 1.0 P + 1.0 T_ + 1.0 E' |N1
d. C = 0 95 D + 1.0 W + 1,0 Pt t
Symbols used in the above equations are defined as follows:
C: Required load capacity of section
D: Dead load of structure
P: Accident pressure load
T: Themal loads based upon temperature transient associated with1.5 times accident pressure
T': Thermal loads based upon temperature transient associated with1.25 accident pressure
T_: Themal loads based upon temperature transient associated withaccident pressure
E: Seismic load based on 0.05 g ground motion
E': Seismic lead based on 0.10 g ground motien
W: Wind load's based on 300 mph tornado 1t
P: Pressure load based on an internal pressure of 3 psi differencet
between inside and outside of the Peactor Building.
If the recuired resisting capacity on any structural component resultingfrom the vind load on any portion of the structure exceeds that resultingfrom the design earthquake, the wind load ' W" will be used in lieu ofE" in the second equation. The factor of 1.05 times dead load will beused should it control in detemining the required load capacity. All -
structural components will be designed to have a capacity, as defined.
'
'hereafter, required by the most severe loading combination.
.-
,
O5B-2 (Revised 3-1h-68)
, .
w
2 FRESTRESSED CONCRETE
he concrete shell vill be prestressed sufficiently to eliminate tensile 1
stresses due to membrane forces from design loads. Membrane tension dueto factored loads vill be permitted, to the limits. described .in . Appendix.5C. On those elements carrying primarily tensile membrane forces, a:rysecondary tensile stresses due to bending vill be assumed to cause. partial.cracking. Low strength steel reinforcing vill be provided to control .
this cracking by limiting crack vidth, spacing, and depth. S e load capa-city determined for tensile membrane stresses vill be reduced by a capacity
f reducticn factor "0" of 0.95 which vill provide for the possibility that>
small variations in material strengths, workmanship, dimensions, and controlmay combine to result in under capacity. The coefficient "0" for flexure,shear, and cc=pression vill be in accordance with Section 150L and ACI318-63.
The for ation of diagonal cracks in one-way slabs takes place in approxi-=ately the sa:e manner as in beams. However, in two-way slabs , the stressesin the third dimension influence the ability cf the material to resistthe stresses in the other two dimensions. Thuc, the behavior of a slabcannot be directly compared to the behavior of a beam.
It has been verified through experimental investigations of reinforcedconcrete slabs that under certain conditions the slab will behave similarlyto a bea= in shear, Ref. " Shear and Diagonal Tension," Report of ACI-ASCECo==ittee 326, Figure 8-1, Equation 8-14 As the ratio of colu=n sizethickness to slab approached infinity, the slab vill have comparativelylittle slab action and will tend to behave like a vide , shallow beam.Therefore, as "r/d" approaches infinity, the value of u would approach thecorresponding shear strength of a beam.
The circumferential stresses in the shell are normally uniform; that is,meridial shear is zero. Consequently, the radial displacement of theshell is uniform, with little slab action. Therefore, the ultimate shearstrength for a beam will be used as a measure of diagonal tension fer,
the shell structure.
The ultimate shear values used in the design vill be in accordance withChapter 26, " Prestressed Concrete" of ACI 318-63, except as noted bc2 cv.
The load factors utilized in the criteria are based upon the load factorconcept employed in Part IV-B, " Structural Anelysis and Proportioning ofMembers - Ultimate Strength Design" of ACI 318-63. The load factor of0 95 applied to Dead Load represents the accuracy of deal load calcula-tions (i.e. , t 5%) considering the greater severity of reduced deadloads for tension members. The load factor applied to the pressure loadsdue to the Maximum Hypotehtical Accident of 1.5 is consistent with thatsuggested by Waters and Barrett (1,2) as the limit of lov strain behavioron prestressed concrete pressure vessels for nuclear reactors. This
'
O5B-3 (Revised 1-15-68) {Jj
. --
factor is also consistent with the proposed set cf " French Regulations 1 gConcerning Concrete Reactor Pressure Vessels" wherein it is stated that W"Tne design pressure shall not exceed 2/5 of the pressure calculated tobring about destruction of the structure by rupture of the cables ." Tneload facter considering a stress of 0.60 fu at factored load, wouldthereby equal 0.6 - 2/5 or 1.5. Tne load factor applied to the designearthquake load is censistent with that utilized in ACI 318. The reductionis the load factor applied ta the pressure load when the design earthquakeis experienced and is also consistent with the reduction in ACI 318.
The shear stress limits and shear reinforcing for radial shear used inthe design vill be in accordance with Chapter 26, " Prestressed Concrete"of ACI 318-63, except as follows :
(1) In Equation (26-12) the shear increment between flexural and diagonaltension cracking (0.6b'd fc') vill be modified based upon the resultsof testing under the direction of Professor Alan Muttock of theUniversity of Washington. The resulting equation vill be
M*#Vei = K3y bd fe' +- 8. + yD
v z d
1.75 0.036 + h.0 npwhere Egy =n ,,
In accordance with ACI 318 the factor Kay vill not be consideredto be greater than 0.6.
(2) Fequirements for minimum shear reinforcement as called for inEquation (26-11) of ACI 318 vill be provided only at discontinuites.
Tne analysis of the anchorage cones for the prestressed tendons is basedupon chapter 9 " Transmission of the Prestressing Forces to the Concrete"in Prestressed Concrete Desien and Construction by F. Leonhardt (secondedition), and upon ACI-316-03, chapter 26.
Two factors have been considered: (1) bearing stress, and (2) transversetensile forces (" splitting forces").
A typical analysis for the hcricental tendens is as follevs:(For tendon cnd buttress layout see Figure 53-1)
Lesign Criteria
of ' = 5000 lb /in"f'' = 210000 lb/in2sPrestress force = 70f, of ult. strength of tendon
9 75 in.2 71 tendon. = 163 - & 7em (.276 in.) wires .. A =3
~b. . .
. e5B-4 (Revised 7-15-69)
- -. -.
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Analysis1 7
Q},r
1. Bearing Stress
2, 4 = (24 x 24 - 11 ) = 481 in. - '
-
'
ep = 0'.60 f,1 ' fA /A'
f b b
A$=3021 = 805 in.2
.. f = 0.6 x 5000 '605/k81cp
= 3560 psi
Prestress force: 7 x 240,000 x 9.75 = 1,638,000 lb.
Bearing stress: 1,638,000 = 3h00 lb/in.2 gf ,
481 #P
3560 lb/in .. o.k.*
2. Transverse Tensile Forces
Equ. 9.(1). pg 271 - F. Leonhardt:
7- 2h.0"
(WZ = .3V(1 d) = .3 x 1,638,000 (1 30.0 ) = 98.3 kipsProvide spirals to resist 98.3 kips of tensile force.
A typical anchorage reinforcing detail is shown onFigures SB-2 and 53-3.
The problem of analyzing the end block in a prestressedstructure is three d%ensional in nature. However, littlework has been done to larestigate the problem as such.Most tests and theoretical sulu;,lons are based uponsimplified 2-dimensional systems. The theoretical solutionsand tests that have been made seem to verify the conclusionsreached by F. Leonhardt regarding the magnitude and locationof the transverse tensile force. The magnitude of thetransverse tensile force varies between 0 and 30 percent ofthe prestressing force , depending upon the size of thebearing plate relative to the prestressed crms section, andthe spacing of the tendons. The transverse tensile forceexists from a point close to the bearing plate to a pointat a distance equal to the depth of the structure. Thetensile force reaches a maximum va'ue at a distance of about3d from the bearing plate.
K. T. Sundara Raja Iyengar: Two-Dimensional Theories ofAnchorage Zone Stresses in Post-Tensioned Prestressed Beans.Journal of the Anerican. Concrete Institute, October 1962.p
| N53-5 (Re'dsed 7-15-69)
0203
. .
Ti Huang: Stresses in End Blocks of A Post-Tensioned Prestres aed 7 gBea=. Journal of the American Concrete Institute, May 196h. W
3. Anchorace Zone Analysis
The method of design will be modified to conservatively overestimate the three dimensional effect of stress distribution.
In addition to the above, the anchorage zones in the buttresses,ring girder, and haunch at the base of the wall vill be checkedusing a plane stress or axisy==etric finite element solutiondepending upon location. Controlling loading combinations andthermal transients effects of creep and shrinkage and cracks ifsuch effects are found to significantly cause a stress redistri-bution.
The reinforcement in the anchorage zone vill be designed for themost unfavorable load combination. When reinforcement is exposedto shear by crossing predicted cracks in the concrete, the rein-forcement vill be conservatively designed to account for shearas well as tension.
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O5B-Sa (Revised 7-15-69)
3 FRESTEESSIUG ARRANGEMENT 1
[ >] The configuration of the tendons in the dc=e (Figure 5-1) is based on\- a three-way tenden syste= consisting of three groups of tendons oriented
at 120 degrees with respect to each other. A large concrete ring girder'
is provided at the intersectien 'of the' dome and vall in order to developsufficient horizontal restraint for the dc=e when subjected to all factoredload co=binations. The cylindrical vall is prestressed with a systemof vertical and horicontal tendons. The horizental syste= consists ofa ceries of rings. Each ring is made up of three tendens , each subtendingan angle of 120 degrees. Six buttresses are used as anchorages with thetendens staggered so that adjacent rings vill not have tendens anchoredat the same buttress. Each tendon vill be stressed frc= each end so asto reduce the friction Icsses. The vertical syste=s consist of verticaltendons anchored in the fcundation slab and ring girder. Fcr typicaltenden arrangement, see Figures 5-1 and 5-3.
;ae vertical tendens will be stressed first. The stressing operation vill' tart at four positions along the circumference of the cylinder. These :uence of stressing the vertical tendons will be determined after furtheranatysis.
After cc=pletion of the vertical tendens the dome and vall tendens shallbe installed in a sequence so as to minimice stress concentratien inthe shell. This sequence vill be developed after further investigationof shell stresses due to vertical, hoop, and dome tendons.
Each tendon will be jacked to eighty percent (80%) of the =ini=u=,_
|\ ') guaranteed ultimate capacity of the wires. The jacking force villthen be reduced to seventy percent (70%) of ultimate capacity whenlocked off (shi==ed in place). The stress-strain curves for theproduction lots used will be submitted to the Engineer along with thefinal gc3e reading and elongation for each stressed tendon. If the lossof prestrass force due to failure of wires or buttenheads exceeds one-halfof one percent (1/2%), the engineer vill be i==ediately sa cdvised.
Force and strain measurements will be made by measurement ;f elongationof the prestressing steel after taking up initial slack and comparingit with the force indicated by the jack-dyna =c=eter or pressure gauge.The gauge vill indicate the pressure in the jack within plus or minustwo percent. Force-jado pressure gauge or dynamometer ec=biaations willbe calibrated against kn'vn precise standards just before application ofo
prestressing forces begins and all calibratious so calibrated vill alwaysbe used together. During stressing, records vill be made of elongationsas well as pressures obtained. Jack-dynamometers or gauge cc=binationsvill be checked against elongation of the tendons , and the cause of anydiscrepancy exceeding plus or minus 5 percent of tnat predicted bycalculations (using average lead elongation curves) will be corre tedand, if caused by differences in load-elongation frc= averages , will beso documented. Calibration of the Jacx-dyna =c=eter or pressure gaugecombinaticns will be maintained accurate within the above limits and,if requested by the Furchaser, will be recalibrated, or newly calibrated
cc=binations substituted, during and at the end of the tensioning operaticns. |
(m\ ?
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SB-60205
/1'
~ 4 PRESTRESSED LOSSES'
-- -
'In accordance with the ACI 318-63, the design will make allowance forthe following prestress losses:
a. Scatinc and enchorace
b. Elastic shortening of concrete
c. Creep of concrete
d. Shrinkage of concrete
e. Relaxation of steel stress
f. Frictional loss due to intended or unintended curvature inthe tendons
All of the above losses can be predicted within safe limits. The environmentof the prestress systen and concrete is not appreciably different in thiscase from that found in numerous bridge and building applications.
5 STEEL REIHFORCEMENT
The steel reinforcing will provide capacity in bending only and thereforer(3! will be designed in accordance with ACI 318-63. In addition a minimum_,
amount of steel reinforcement (0.15 per cent of the wall section) willbe placed near the exposed surface of the concrete shell for crack control.Splices at points of maximum tensile stress will be avoided insofar aspossible. Alternate splices for concrete reinforcement will be staggereda minimum of 6 feet 0 inches, when the center to center spacing of barsis less than 12 inches. Arc welding will not be used to splice reinforcement.Tension splices for bars larger than #11 will be made with a CADWELD spliceas described in Section 2.3 of Appendix SD.
6 MATERIALS
6.1 GENERAL
All principal load carrying components of ferritic materials for thecontainment vessel exposed to the external environment wil'. be selected !
and tested to confirm that their nil ductility transition cemperatureis at least 30 F below the minimum service metal temperature. Theferritic materials exposed to the external environment consist of thepenetrations and large openings (equipment access hatch and personnellocks) for which materials will be selected to conform with the ASMEBoiler and Pressure Vessel Code, Section III, for Class "B" Vessels.
The containewnt vessel will be designed so that it is not susceptible toc low temperat'tre brittle fracture. This does not mean, however, that
s
m-
0206 E5B-7 (Revised 1-15-68)
each element in the structural system which is a ferritic material vill 1 gcomply with a NDT + 30 F criterion. The transition temperature, defined Wby an impact test, is not considered relevent for the design of the concreterantainment shell for the following reasons:
(1) History,
(a) To the best of our knowledge, no prestressed or reinforcedconcrete members have failed due to a lov temperature brittlefracture.
(b) No suspension spans, all of which use high strength vire, havefailed due to a lov te=perature brittle fracture.
(c) To the best of our knowledge, no prestressed concrete primaryvessels, during proof test or when tes*.ed to destruction, havefailed due to a lov temperature brittle fracture.
(d) Modern design concepts, such as ultimate strength design andenergy absorption methods for aseismic design, acknowledge thatthe criterion of NDT, as defined by Charpy impact tests, is notapplicable to uniaxially stressed rebars and tendons.
(2) Uniaxial Stress
Essentially only uniaxial stresses are applied to the mild steelreinforcing and tendon material. The triaxial stre sses which ma;-induce brittle behavior at higher temperatures by -restricting plasticflow are thus avoided. Field inspection vill enst re the absence ofall mechanical and metallurgical notches from the material.
(3) Strain Rate
The tendons are stressed more highly during the jacking operation thanthey are during any design condition. Prestress losses exceed theminimal increase of tendon stress during the load application. Becausethe strain during pressure loading of the prestressed elements is pri-marily a function of the concrete strains and because the applicationof the accident pressure load is considerably slower than the applicationof an impact load, the steel elements would not experience the high rateof strain associated with impact loading.
(h) Residual Stresces f\sD
No solicing of mild steel reinforcement by are velding vill be permitted, /
.
c'hereby avoiding residual stresses produced by velding. The tendonmaterial is stress relieved, thereby beneficially tempering heat affectedzones and favorable altering the material's microstructure.
~ >
g*,
O$4 5B-8 (Revised 1-15-68)
L
_. -. - --
.
(5) Fatigue Tests1,
OO Lehigh University has advised tht.t fatigue tests being performed on270 K vire at room temperature and at 0 F show no change in properties'
at the lower temperature.-,
These facts coupled with experience to date in concrete construction,..
indicate that transition temperatures, as defined by an impact test,is not indicative of the behavior of cenerete structures at low temp-eratures whether they be mild steel reinforced or prestressed.
6.2 POST TENSIONING SYSTEMS 7
i 6.2.1 GENERAL
The post tensicning system to be used on Crystal River Plant Unit 3 willbe tested and supplied by the Prescon Corporation of Corpus Christi,Texas. Each tendon will consist of a maximum of 163-7 =m diameter low!
'
relaxation wires and develop a minimum ultimate tendon force of 2333 5kips. The end anchorage of each wire will be a "BBRV" buttonhead type.
i The details of the proposed tendon system are shown on Figures 5B-9,SB-10, and 5B-11.
6.2.2 WIRE
The loc relaxation wire will conform to the applicable portions of" Specifications for Uncoated Stress Relieved Wire for PrestressedConcrete," ASIM A h21-65, type BA with a minimum ultimate tensilestress of 2h0,000 psi. The low relaxation wire will be produced bythe Somerset Wire Co. , Ltd. process which is patented in the U.S.A.s
by the relevant numbers 3,068,353 and 3,196,052. The method of, manufacture increases the resistance to creep, under tension, of the
wire. The method subjects plain carbon steel wire , having a carboncontent within the range of 0.35 percent to 0.9 percent to a colddrawing operation. During the drawing operation the wire is undera tension to facilitate the drawing operation. After the wire emergesfrom the drawing, and is still subjected to a tension, it is exposedto a tempering temperature within the range 220 to 500 C. The0
tension and temperature that the wire is subjected to is controlled,to impart a maximum elongation to the wire of approximately 5 percent.s-This process increases the creep resistance of the wire. Long termrelaxation tests on the wire have and are currently being carriedout by several manufacturers in order to more accurately establishactual values of relaxation. Relaxation test data available to date,is shown in Table 5B-1, Figure 5B-12. Present date extrapolated to40 years ' indicates that the maximum relaxation is less than 2 percentas is shown on Figure 5B-12.
o 0208V,
5B-9 (Revised 7-15-69)
. _ , _ . _ . _ . - _ _ .
RELAXATIO:; TEST DATA 7
TABLE 5B-1
MANUFACTUREP. RICHARD JOHNSO:s & NEPHEW SHINKO WIRE CO. LTD.(LTD) - ENGLAND JAPAN
Test Number (Refer to 1 2 3 h 5 6 7Fig. 5B-12)
Ult. tensile stress 22h,000 22h,000 224,000 22h,000 22h,000 22h,000 22k,000psi psi psi psi psi psi psi
Ult. tensile stress 2hk,000 237,000 233,000 233,000 253,000 253,000 253,000psi psi psi psi psi psi psi
C UTest temperature 680F 680F 68 F 68 F 680F 68 F 680FInitial Load, 75 75 75 75 60 70 80
% Ultimate
Relaxation % Loss @
1 hrs 0.508 0.85 0.66 0.61 - - -
10 0.603 0.925 0.90 0.725 0.30 0.52 0.80100 0.79 1.10 1.25 0.95 0.35 0.62 0.93
1000 0.806 1.16 1.h5 1.12 0.h1 0.73 1.102000 1.12 - - -- - -
3000 - - - 1.12 - - -
h000 - - - 1.12 - - - AL300 - - - - 0.50 0.85 1.25 W5000 - - - 1.12 - - -
6000 - - - 1.12 - - -
10,000 - - - 1.12 - - .
Ih,000 - - - 1 33 - - -
6.2.3 MATERIALS
The dimensions and caterials of the post tensioning system ec=ponents are shownin Table 5B-2.
TABLE SB-2
Conpenent Size Material
Wi re 7 dia. ASS: A h21 w/ additionalspec, (Re fer to Section 6.2.2)
Bearing Plate 2h" x 2h" x 3" AISI C 10L5 H.R.*
Shims 7" ID x 13-1/2" CD AISI C 10h5 H.R.*x (h-1/2", 9-1/2" x 13')
Dead End Plate 16" dia. x h" AISI C 10h5 H.R.*
Stressing End Washer 10-1/2" dia. x 6" AISI C 10h5 H.R.*Trumpet 11" ID x 1/h" thick walls AISI C 1010 h"AISI C 10k5 material shall, in addition, meet the fc11cving criteria: gMinimum tensile stress 66,000 psi Minimum yield stress L5,000 psi
5B-9a (Revised 7-15-69)
J - p
6.2.4 PROPOS D TEST PT.0 GRAM 7
Experimental data en anchora6e hardware vill be developed to ensureN - that the end anchorages develop the guaranteed ultimate capacity of
the tendon and satisfactorily resist dynamic leads. Experimentaldata on tendens vill be developed t'o ensure that 'the tendon villsatisfactorily resist dynamic loads and lov temperatures.
,,
Information en the propcsed tests is as follows:
6.2.h.1 Type of Test: Tendon Fatigue Test
Purpose: To demenstrate that the tenden vill perfcrm satisfac-torily under fatigue loading.
Description: The tendon vill consist of 17 7-== diameter wireswith an approximate total length of 7 ft-9 in. The stresslevel in the tenden vill be cycled for 500,000 cycles between60 percent and 66 percent of the mini:::um guaranteed ultimatetensile strength of the wire.
Acceptance Criteria: There shall be no failure in vires orbuttenheads when subjected to the above load cycles.
6.2.h.2 Type of Test: Tendon Fatigue Test
Purpose: To demonstrate that the tendon vill perform satisfac-torily under fatigue loading.1
O Description: The tendon vill consist of 17 7-mm diameter wireswith an approximate total length of 7 ft-9 in. The tenden loadwill be cycled for 50 cycles between the following percentages
2000of the minimum guaranteed ultimate tensile strength of: 60 tL + 100where L is 100 ft.
Acceptance Criteria: There shall be no failure in the wires orbuttonheads when subjected to the above load cycles.
6.2.k.3 Type of Test: welding qualification and weldability ofBearing Plate Steel
Purpose: To qualify velders and welding procedures to assureacceptability of the tru= pet to bearing plate velds.
Description: The velding procedure and velder qualifications shallbe'in accordance with AWS B 3.0 41T for fillet veld between AISI1045 and AISI 1010 materie.ls.
The velding vill be performed by a metal inert gas process usingLinde'83 wire with a diameter of 0.045 in. The tee joint willbe cleaned to bright =etal in the vicinity of the veld and pre-heated to a minimum of 250 F. The final veld vill be a 1/h in.single pass fillet veld. The veld will be examined for cracks by
p5B-9b (Revised 7-15-69)
0210...
___m_. - v T
7a non-destructive testing procedure and the tru= pet bearing plateasse=bly will be subjected to an internal water pressure of 10psig.
Acceptance Criteria : The velders who will perform velding opera-tions in the f abricaticn of construction components shall passthe velder qualificaticn test. The trumpet to bearing plate veldshall not leak when subjected to an internal water pressure of10 psig. , and the veld shall be free from surface discontinuities.
6.2.L.k Type of Test: Static Anchor Test on Dead End AnchorAssemblies
Purpose: To prove the adequacy of the large anchorages and toprove their ability to safely transfer large forces to the concretestructure.
Description: The anchor plate with attached tru= pet will be castinto a concrete test block. When the concrete has achieved itsworking strength, a 163 wire tendon with dead end plate vill beinstalled in the trumpet. The tendon vill then be graduallystressed to 100 percent of the guaranteed ultimate tendon strength.Deflections of the anchor plate vill be measured before stressing,during stressing, at 100 percent guaranteed ultimate tendon strengthand after destressing.
Acceptance Criteria: The dead end plate and the anchor plateshall each have a maximum permanent deflection of less than 0.050in.
6.2.L.5 Type of Test: Environmental Static Test on Dead End AnchorAssemblies .
Purpose : To shcw that the dead end anchor assembly does notexhibit brittle fracture properties at lov temperatures .
Descripticn: The anchor plate with trumpet will be cast intoa cencrete test block. When the concrete has achieved itsverking strength, a 163 wire tendon with dead end plate villbe installed in the trumpet. The tenden vill then be stressedte 70 percer.: er the wires guaranteed ultimate tensile strength.The anensr2ge assembly vill then be cooled 10 a ~4-4~"~ temper-
0ature of -30 F at which time the tendon stress level vill becycled 50 times between 2 10 percent of the stress in the wire.At the c ompletion of ine test the coolant vill be removed andthe tenden destressed. The anchorage ec=ponents vill be inspec-ted.
Acceptance Criteria: The anchor components shall show that they .
sre not susceptible to brittle fracture at the above temperatureand stress conditions.,
O.5B-9c (Revised 7-15-69) 02i!
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6.2.4.6 Type of Test: Static Anchor Tests on Stressing Anchor 7Asse=bly
Purpcse: To prove the adequacy of the large anchorages and tox
provie their ability to safely transfer large forces to theccccrete structure.
Description: The anchor. plate with attached tru= pet vill be cast..
into a concrete test block. When the concrete has achieved its '
working strength, a 163 vire tendon with stressing end anchorwill be installed in the trumpet. The tendon vill then be grad-ually stressed to 100 percent of the guaranteed ultimate tendonstrength. Deflections of the ancher plate vill be ceasuredbefore stresring, during stressing, at 100 percent guaranteedtendon strength, and after destressing.
Acceptance Criteria: The stressing end washer and the anchorplate shall each have a maximu= permanent deflection of lessthan 0.050 in.
6.2.4.7 Type of Test: Inviren= ental Static Test on StressingAnchor Asse=bly
Purpose: To show that the stressing anchor asse=bly does notexhibit brittle fracture properties at lov temperatures.
Description: The anchor plate with tru= pet vill be cast into aconcrete test block. When the concrete has achieved its workingstrength, a 163 vire tendon with stressing anchor plate vill ber
(, installed in the tru= pet. The tendon vill then be stressed to70 percent of the wires guaranteed ultimate tensile strength.The anchorage asse=bly vill then be cooled to a te=perature of-30 F at which time the tendon stress level vill be cycled 50times between t 10 percent of the stress in the wire. At the
'
completion of the test the coolant will be removed and the tendondestressed. The anchorage co=ponents vill then be inspected.
Acceptance Criteria: The anchor co=ponents shall show that theyare not susceptible to brittle fracture at the above te=peratureand stress conditions.
6.2.h.8 Type of Test: Honeycomb Shear Test en Stressing Washer
Purpose : To show that the stressing vasher has an adequate factorof safety against shear failure around peripheral vire holes.
Description: A =andrel vill be fabricated from a solid steel barhaving the same outside configuratien as the centerlines of theoutermost vire holes. The stressing vasher and mandrel vill beplaced in a ram asse=bly such that the force exerted un the mandrelvill be transferred to the stressing vasher. The vasher vill beloaded to failure or to a maxi =um of 1.5 x the guaranteed ultimateforce of the tendon, whichever comes first.
-
~
5B-9d sRevised 7-15-69)
0212 @.
Acceptance Criteria: The washer has been designed for a maxi =um 7of 1,5 x guaranteed ultimate force of the tendon. An engineeringevaluation cf the test results will be made to assure that thewasher has an adequate factor of safety against shear failure.
6.2.k.9 Type of Test: Honeycomb Shear Test on Dead End Plate
Purpose: To show that the dead end plate has an adequate factorof safety against shear failure around peripheral wire holes.
Description: A mandrel vill be fabricated from a solid steelbar having the same outside configuration as the centerlines ofthe outermost vire holes. The dead end plate vill be placed ina ram assembly such that the force ext.rted on the mandrel vill
be transferred to the dead end plate. Tne plate vill be loadedto failure or to a maximum of 1.5 x guaranteed ultimate force ofthe tendon, whichever comes first.
Acceptance Criteris.: The plate has been designed for a maximumof 1.5 x guaranteed ultimate force of the tendon. An engineeringevaluation of the test ret.ults will be made to assure that theplate has an adequate factor of safety against shear failure.
6.2.4.10 Type of Test: Ultimate Load Test on Bearing Plate
Purpose: To demonstrate the stressing and bearing plate has anadequate factor of safety against failure.
Description: The stressing end bearing plate with attachedtrumpet will be cast into a concrete test block. When the
concrete has achieved its working strength the stressing endbearing plate vill be gradually loaded until failure of anchorplate or concrete occurs, or to a maxima of 1. 5 x guaranteedultimate force of the tendon, whichever ec=es first.
Acceptance Criteria: The stressing end bearing plate has beendesigned for a maximum of 1.5 x guaranteed ultimate force of thetenden. An engineering evaluation of the test results will be
made to assure that the etressing end bearing plate has an adequatefactor of safety against f ailure.
6.2.u.11 Additions 1 Test Da+.a
In additien test data vill be presented to demonstrate the efficiency of 'the tendcn as a functicn of curvature and that the buttenheads vill havean ultimste load capacity greater then that of the wire.
6.2.5 FRICTION AND EFFICIENCY TESTS
A series of tests have been cenducted on curved tendons using the BERV vire. system to evaluate the efficiency of the tendon and the friction factors.
,.These tests are as follevs:
Oi h 5B-9e -(Revised 7-15-69) .@ } )
- . . . -. _. _ . - ._. - - -
.
<. , .
'
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Frick, Switzerland 121 7-mm vires, 160 horizontalcurvature<
.,
ol*~ South Haven, Michigan' 90 1/h in.' vires - approx. 107 ' *
horizontal curvature -
;, ., . ,
Middlatcwn, Pennsylvania 90 1/4 in. vires - approx. 30horizontal & 50 vertical-curvature
The ec=bined results of the above gives a coefficient of friction of0.1217 and a wobble coefficient of 0.000343. The details of these>
tests were reported in " Friction Testing on Large Multi-Wire Post-! Tensioning Tendons" by H. Wahl. and T. Brown presented at the 1968
ASCE National Meeting on Transportation Engineering in San Diego.'
The coefficients used for design are 0.16 and 0.0003 respectfully.'
Three tests from the Frick series were also used to determine theultimate strength efficiency of the curved tendon. These tests |
,
indicate that the tendons had not less than 95 percent efficiency. j i4
0This efficiency is based upon 180 curvature and stressing from one i
end of the tendon. However the design of the Reactor Building doesnot require that the ultimate strength of the tendon be reached. Theload in the tendon will not be greater than 70 percent of the minimum ,
guaranteed ultimate strength under any combinations of loadings.
6.2.6 TENDON REDUNDANCY
I Section 2, "Preatressed Concrete" of Appendix 5B of the PSAR states,"The load capacity determined for tensile membrane stresses will bereduced by a capacity reduction factor '$" of 0 95 which will providefor the possibility that small variations in material strengths,workmanship, dimensions, and control may combine to result in under3
capacity." Considering the above "$" factor, it is possible to havea symmetrical failure of up to 5 percent of the tendons and meet
I the design criteria for the factored loads..
:
A study was performed to det a line-the effect of the total loss of. three adjacent 163 wire tent.n.e either vertically or circumferentiallyin the cylinder or in the dome. This study indicates that the loss ofthree adjacent tendons will not jeopardize the capability of the
i reactor building to withstand the design- accident loading condition.
6.2.7 ANCHORAGE COMPONENT PERFORMANCEt
A stress analysis vill be performed on anchorage hardware componentsto determine approximate stresses / strains (order of magnitude) atcritical sections as further substantiation of the performance demon-strated by the tests reported herebefore. In addition, the test data,
vill be evaluated to ensure it substantiates performance of anchoragecomponents based on maximum eccentricities of assembly items.'
5B-9f (Revised 7-15-69)'
0214- -
- , - . - . . . -. _.- - . . - - - .
6.3 REINroRCING STEEL 1 7
The steel reinforcing vill be deformed bars conforming to " DeformedBillet-steel Bars For Concrete Reinforcement," ASTM-A-615-68.
DELETED
The grade or grades of steel to be used vill be the highest strengthmaterial consistent with efficient use of material and econo =y.
.
' ~ ~
02150
5B-9g (Revised 7-15-69),
.:6.k CONCRETE 1
p All structural concrete work vill be performed in accordance with "Specifi-\ cations for Structural Concrete for Buildings," ACI 301-66, modified as
necessary for the more exacting requirements of the reactor building.All concrete to be prestressed vill have a minimum compressive strength '
of 5,000 psi in 28 days. All anchorage vill be designed on the basis ofLOOO pai concrete prestressing. The base mat may consist of-Icwer strengthy
concrete.
Portland cement vill conform to " Specifications for Portland Cement,"AS24 C-150, Type II, modified for low heat of hydration.
Concrete aggregates vill conform to " Specifications for Concrete Aggregates,"AS24 C-33. 'Be type and size of aggregate, slump, and additives will beestablished to minimize shrinkage and creep. Neither calcium chloride norany admixture containing calcium chloride or other chlorides, sulphides ,or nitrates vill be used. Mixing water will be controlled so as not tocontain more than 100 ppm of each of the above chemical constituents.
6.5 LINER PLATE
The Reactor Building vill be lined with velded steel plate conformingeither to ASTM A-36 or A-283, Grade C, to provide for a lov leakage vessel.
7 BUILDING PENETRATIONS
The large openings in the Reactor Building are:
1 - Equipment Hatch 22'-h" inside diameter[7
-
2 - Personnel Lock 8'-6" inside diaracter-
These openings vill be designed for the loads and load combinations asspecified in Appendix 5B, and vill be analyzed by using the finite elementtechnique developed by the Franklin Institute Research Laboratories. Adiscussion of the above method of analysis is presented in the FourthSupplement to the Preliminary Facility Description and Safety Analysis Reportfor the Robinsen Station of the Carolina Power & Light Ccmpany, DocketNo. 50-261.
The next largest opening vill be the purge line sleevs which vill havea diameter of about h8 inches. This opening, and all other smaller openings,will be analyzed by methods suggested by A. K. Maghdi and A. C. Evingen inan article entitled " Stress Distribution in a Cylindrical Shell with aCircular Cut-Out," presented for publication in Ingenuous-Archiv duringAugust,196h and in Stress Concentration Around Holes by G. N. Sevin.Stress concentration factors used to analyze membrane stresses around thepenetration are based upon thesereferences.
5B-10 (Revised 7-15-69)
.
n
k}/t
1Reinforcement will be provided as required for all radial, hoop ands-
=eridional moments and shears. Minimum reinforcement vill comply with- the requirements of- Chapter 26 of ACI 318-63 for shear reinforcement '
of webs..
The stress concentrations in the liner around the openings vill bedetermined by the aforementioned methods and additionally by the paperentitled " Reinforcement of a Small Circular Hole in a Plane Sheet UnderTension" by Levy. Mc Pherson and Smith appearing in the Journal of AppliedMechanics, June 1948, page 160. Reinforcing of the liner at openingsvill be in accordance with the ASME Boiler and Pressure Vessel Code,Section VIII unless analysis indicates greater reinforcement is required.Stress limits are in accordance with the ASME Nuclear-Vessels Code. Amore detailed description of the analytical method for penetrations iscontained in the Fourth Supplement to the Preliminary Facility Descriptionand Safety Analysis Report for Brookwood Nuclear Station, Unit No. 1.
All piping penetrations will be designed to ensure that the liner is notbreeched due to the rupture of any process pipe. The load imposed onthe containment shell vill be based upon the full plastic moment capabilityof the pipe with the moment calculated on the basis of the ultimatestrength of the pipe. T'is load will be considered, provided there is asufficient moment arm and thrust to potentially develop such a moment. Inaddition to the foregoing, the penetrations will be designed for thoseloadings detailed in Items a. through c. of '2ction 5.1.2.6.1 of the PSAR.
rN Therefore the piping penetration and its at r aorage into the liner vill be() designed as a stronger element than the piping system.,
8 LINER_
The liner vill be designed for the loads that are specified in Section 1.2 ofthis Appendix, and vill be combined as specified in Section 1.3 of thisAppendix.
The stress levels in the liner will be tabulated when completed.
The liner vill be designed so that the critical buckling stress will begreater than the proportional limit of the steel. Present analysis indicatesthat the basic accident conditions produce a strain of approximately .0022in/in in the liner.
The Reactor Building liner anchors will be vertical angles as shown inFigure 5-1 of the PSAR and vill be spaced horizontally at 18 inchescenter to ceLter.
The liner vill be analyzed as a flat plate. This assunption is conservativein that the liner vill have to buckle against its own curvature. Foranalysis it is assumed that the liner is fixed at the angles and that therevill not be any differential radial movement of the boundariet.
oo 0217
5B-11 (Revised 1-15-68)
_
1The following analysis ht based on interaction curves given by A Pfluger: &"Stabilitatsprobleme de. Elastostatik" Springer-Verlag, Berlin, 196h. T
The critical stress resultants N and NT,he plate (Figure 5B-h) and are kOfined b:are the stresses induced in
N 6.97K Ne where K= =y5
h.00N KN vhere K =2 3
= M Et2and Ne 112(1-g2) x 32
It is seen from the interaction curve (Pfluger) that for a = c>othe influencefrom N1 can be neglected.
h7.0 ksi.. N(critical) =
The liner anchors are designed and spaced so that the critical bucklingstress will be greater than the proportional limit of the liner.
The liner anchors will be designed to resist the loads induced when asection of the liner between anchors may exhibit greater stresses thanthe adjacent panel. These loads will be as shown in Figure 5B-5
Figure 5B-6 is a preliminare analysis of the reactor building pressureand reactor building liner temperature as a function of time after theMHA. This analysis is performed using the digital co=puter code " CONTEMPT"developed by Phillips Petroleum Company. Results of this code are usedin determining what maximum pressures and temperatures result from the!UiA and serve to describe what variations of pressure and temperatureloads the liner is subjected to with time.
The liner anchors vill be designed such that the velds connecting theanchors to the liner vill fail before the liner is breeched. Where theanchor angles do not conform to the curvature of the plate, such thatthe specified veld cannot be nade, the angle shall be reshaped to conform
.
to the configuration of the plate. The design of the velds between theliner and anchors vill be based on the minimum acceptable thickness andthe minimum guaranteed ultimate strength of the liner.
Equipment anchored in the base slabs vill on occasions be required to, bebolted down throuch the base liner as shown in Figure 5B-7 The controllingfactors in doing so are based on the fact that the total net uplift andoverturning forces are too large to utilize the slab above the liner totransfer the forces to the nearby valls.
.The Beactor: Building cylinder to base junction vill be as shown in Figure.
SB-8. The compressible material vill be such that the knuckle plate candeform and absorb the strains produced by operating and design basicaccident conditions.
~
O5B-12 (Revised 1-15-68)s
,
.
%
/~'s 1(,,/ The analysis of the knuckle plate vill be carried out by the methods described
in the answer to Question 7.4 in Supplement 1 of Metropolitan Edison Company'sP.S.A.R. (Docket 50-289). Based upon the present analysis, the following loads,movements and strains vill be applied to the knuckle:
.
1. Internal pressures corresponding to the design accident condition.
2. A vertical strain of -0.0036 in. and a lateral movenent of .0.00603 in.applied at the top of the knuckle due to dead load and prestress load.
3. A vertical strain of +0.0030 in, and a lateral movement of +0.0007h in.applied at the top of the knuckle due to the design accident conditions.
Based upon a similar solution described in the fourth supplement to thePreliminary Facility Description and Safety Analysis Report for BrookwoodUnit No.1 for more severe motion and pressure loading, it is concludedthat maximum tensile stresses vill be less than yield stress.
Containment vacuum can only occur during operating condition and thereforecould only influence liner buckling during that time. The deflectionassociated with a vacuum load of 2.5 psi and an axial stress of about 24ksi is approximately 0.010 in. The height of the middle ordinate due tothe curvature of the plate is 0.05h in. Considering this deflection andtolerances in construction the vacuum vill not influence the buckling ofthe liner. The liner anchors and welds will be designed to withstand a
fw vacuum load of 2.5 psi and vill also be designed such that the veld or(,j anchor vill fail before the liner is breethed.
The liner vill be designed so that it can be erected as a free standingvessel. The liner velds vill be tested as specified in Section 2.5 ofAppendix SD, " Quality Control." Deficient veld will be corrected beforeconcrete is placed adjacent to that portion of the liner. Proposedsequence of liner erection is as fellows:
After the foundation is poured, the knuckle and bottom p3 ate ofa.the liner will be installed and tested. Concrete vill then beplaced on top of the base of the liner.
b. The cylindrical portion of the liner vill be erected and invidualvelds tested prior to the placing of reinforcement, tendon conduit,and concrete. Concrete work on the cylinder may proceed prior tocompletion of the cylindrical portion of the liner.
The dome liner vill be erected and individual velds tested priorc.
to the placing of dome reinforcement, tendon conduit, and concrete.
9 VEN ,T
The Reactor Building vent will have a cross section of approximately 1h ftvide and 3 ft deep. The vent vill be constructed of steel and vill besecurely anchored to the' Reactor Building for its entire length. The vent
7- vill be supported by the Reactor nuilding shell and will be designed as at d
O
5B-13 (Rev_ sed 1-15-68) .
Class I structure as specified in Appendix SA, Section 1.1, " Class I," gand shall meet the recuirements of Appendix 5A, Section 2 " Class I WDesign Bases." Failure of the plant vent due to any cause would notimpair plant safety since release of activity through perforations orcracks vill still be governed by the ground level virtual source dispersionmodel developed in Section 2 of the PSAP.
10 CRANES
Reactor Building Cranes
The polar crane is a Class I component and vill be designed along with itssupporting structure to satisfy the criteria for Class I structures andcomponents contained in Appendix SA of the Preliminary Safety AnalysisReport.
In order to ensure stability during an earthquake the crane trolley willbe tied down to the bridge and the bridge tied down to the runway girderat all times during plant operation.
Crane Brackets
The preliminary design provides for a standard WF-section used as a bracket,velded directly to a continuous bent plate ring that is thicker than theliner. (See Figure SA-1) . The nament introduced to the bracket vill beresisted by two structural taes embedded in the vall. The shear vill be
transferred from the bracket web plate, through the liner plate, into the gstiffener plates. and resisted by bearing of the structural tee web plates. w
0220
0SB-lh (Revised 1-15-68)
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