LR-N17-0034, Salem Generating Station, Units 1 & 2, Revision 29 to Updated Final Safety Analysis Report, Appendix 3.9A, Bolted Connections for Linear Component Support

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Salem Generating Station, Units 1 & 2, Revision 29 to Updated Final Safety Analysis Report, Appendix 3.9A, Bolted Connections for Linear Component Support
ML17046A300
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LR-N17-0034
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  • SGS-UFSAR APPENDIX 3.9A BOLTED CONNECTIONS FOR LINEAR COMPONENT SUPPORT Revision 6 February 15, 1987 APPENDIX 3.9A BOLTED CONNECTIONS FOR LINEAR COMPONENT SUPPORT 3.9A.l Introduction Appendix XVII-2461 of the ASME Code Section III requires that bolt loads in bolted connections for linear component supports include prying effects due to the flexibility of the connection. The material in this Appendix responds to an NRC request that PSE&G: 1. 2. Provide confirmation that the loads in bolted connections determined for linear by considering component supports were the deformation of the connection and tension-shear interaction for the bolts. For connections of supports which are anchored to a concrete structure, provide in addition: a. The type of anchor bolt b. The factors of safety (and their bases) against pullout under static, repeated, and transient loading Provide complete analytical or experimental justification where any connection was assumed to be rigid. 3.9A.2 Design Approaches 1. Tension and shear interactions were considered in developing designs for bolted component supports for piping. The design conservatism on structural members is considered sufficient such that deformation of the connection does not adversely affect the capacity of connections to withstand design loadings. 3.9A-l SGS-UFSAR Revision 6 February 15, 1987
2. Types of anchor bolts used for the various bolted connections in the plant are as follows: a. The majority of safety-related supports employ connections bolted to concrete inserts which derive their strength from an integral steel coil embedded in the concrete at the time of structure forming b. The other type of anchor bolt used employs an expandable wedge piece inserted in a prebored hole in the concrete 3. Loads applied to these anchor bolts are within 4. manufacturer 1 s specified limits. A representative analysis of typical standard supports follows in Section 3.9A.3 of this Appendix. The assumption of rigidity for bolted linear support connections, where applicable, is made on the basis that the applied loads to the supports have been determined by analytical methods to be adequate. Refer to Section 3.9A.3 of this Appendix. 5. Large diameter pipes which exert sizable loads on supports are of welded construction. Bolted connections are not used on large diameter pipes in major systems (i.e., Main Steam, Feedwater, Residual Heat Removal, etc.). The concerns with regard to prying effects on bolted linear supports, therefore, do not apply to such piping. 6. The bolted components shown in the analysis of Section 3.9A.3 do not require preload. 7. High strength bolts are not used for the bolted components in question. 3.9A-2 SGS-UFSAR Revision 6 February 15, 1987 * * *
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  • 8. Piping systems subject to significant transient loads are dynamically analyzed. Support components are designed to handle loads based on results of this analysis. 9. Equipment support bases are supplied by the equipment manufacturers. Design stiffness of these supports for weight and vibration considerations preclude undesirable effects from prying. 10. Piping systems subject to cyclic loading are provided with clamping and/or additional support components to preclude undesirable effects of cyclic loading. 11. A supplemental analysis which considers shear loading is presented in Section 3.9A.3 of this Appendix. The values of length used for determining concrete and anchor bolt strain were made equivalent in accordance with the assumption of linearity shown for the strain diagram used in developing the correlations. It is seen that the correlations yield prying loads approximately the same as originally determined (values varied from 1 percent to 7 percent greater). Hence, the evaluation of the adequacy of the bolted connections to withstand prying effects remains unchanged. 3.9A.3 Representative Analyses of Typical Supports Pages 3.9A-4 through 3.9A-12 present a representative analysis of typical standard supports. Pages 3. 9A-13 through 3. 9A-19 present a supplemental analysis which considers shear loading . 3.9A-3 SGS-UFSAR Revision 6 February 15, 1987 CONCRETE ANCHOR ASTM A*36 (TYP) MEMBER { YOUNGS MODULUS -t-E1 MOMENT OF INERTIA --t-1 U/S CONC. I I I -T ASTM L I (TYP) I I 0 b . TYPE "G" FRAMING TUBE b xd x t ASTMA*36 CONCRETE ANCHOR UIS CONCRETE MEMBER { YOUNGS MODULUS -t-E1 MOMENT OF INERTIA --L SGS-UFSAR TYPE "E" OR "F" FRAMING 3.9A-il REVISION 8 FEBRUARY 15, 1987 * * **
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  • INPUT PARAMETERS: B
  • case of circular I.'s or round tubes
  • RADIUS D *%(in case of circular R.'s or round tubes -D
  • RADIUS A1
  • TENSILE CROSS-SECTIONAL AREA OF A. BOLT L
  • SPAN LENGTH h
  • DEPTH OF MAIN MEMBER I
  • MOMENT OF INERTIA OF MAIN MEMBER(S) ADDITIONAL REACTION IN CONCRETE ANCHOR DUE TO PRYING ACTION 2 AR* PL afo +!!!! +.!!) \' 3 Zc Z5 2 nA1 -+20-B B .1-kd SGS-UFSAR 3.9A-5 r U2 L / L/2 REVISION 6 FEBRUARY 15, 1987*

SGS-UFSAR 1-EXAMPLE n=8 A =0.61in2(1""'BOLT} , 2 , 2 ' s 'I' L = 45 in, t = 17.8 in4 = > 2 C5 x 9, h = 5 kd. _ 8102611 + [(8102611) 2 + 112 = 1.52 ;n .d 2 1*52 1 49. J = -3= . m Zc = 1/2 (2) (2) (1.49) = 2.98 in3 z = 2(0.61) (2) {1.49) = 0 73. 3 s 5 . m 2 .6R = 45 p = 0 9P 811.49) (45 + 2(8)117.8) + 2(17.8))

  • 2.98 0.73 TOTAL REACTION FOR ONE END= R + .6R = 0.5P + 0. = 1.4P CAPACITY OF RICHMOND TYPE EC INSERT: T = 10000 lbs (SAFE WORKING LOAD) MAXIMUM HANGER CAPACITY= 1.4P = 10000 P = 7143 lbs HANGER A2 -SWH -49 (DWG 236838D4253) COMBINED LOAD = 4745 lb REVISION 6 FEBRUARY 15, 1987 * * *
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  • 2-EXAMPLE (LOAD ACTING AT MIDSPAN): n
  • 8; 8
  • s-;s
  • 2.62 in; D
  • 32,0
  • 1.5 in; A1
  • 0.61 in2 (1 .. L
  • 43 in; h
  • 4.0 in; I"" 9.18 in4 C4 x 7.25 + 2.62 a*o.61 z 2*1 5 2.62 +
  • 2.62 kd * -1.86 + .J3.47 + 5.59 * -1.86 + 3.01
  • 1.15 in jd
  • 1.5-*1.12 in z
  • 2. 0.61. 1.5. 1.12
  • 0 51 . 3 s 4.0
  • lA TOTAL REACTION FOR ONE END..,. R + .O.R
  • 0.50 P + 1.41 P
  • 1.91 CAPACITY OF "RICHMOND" TYPE EC -2W 1" CONC. INSERT: T
  • 10000 lbs (SAFE WORKING LOAD) MAXIMUM HANGER LOAD: SGS-UFSAR 1.91P
  • 10000 ..... p max
  • 5235 Jbs HANGER A2 -SWH -50 (DWG. 23683804253) REVISION 6 FEBRUARY 15, 1987 GENERAL EXAMPLE (11 COMPUTE "11R" AS THOUGH THE LOAD "P" WAS ACTING AT MIDSPAN. (2) COMPUTE RL & RR, DIS* REGARD THE SMALLER ONE OF THESE VALUES: (31 COMPUTE MAX. REACTION FOR ONE SIDE: 1 RL 1 11 'p X -Rmax = 11R + RL < T fsafe working load of CONC. ANCH.) SGS-UFSAR L 1 6R tRR 11 y REVISION 6 FEBRUARY 15, 1987 * * *
  • DERIVATION *
  • SG$.-UFSAR r ------...... :) -...... ....... M L THE FOLLOWING EQUATION Will YIELD "M .. : ADDITIONAL FORCE IN BOLT DUE TO PRYING ACTION: l.\R *.!, jd INTERNAL LEVER ARM -id
  • 0-FOR "kc:J" SEE NEXT PAGE 3.9A-!' .I REVISION 8 FEBRUARY 15,1987 ASSUMPTIONS FOR CONCRETE ANCHORAGE: (1) BEHAVIOR SAME AS FOR WORKING STRESS METHOD, (21 STEEL, PLATE IS RIGID. THIS ASSUMPTION IS CONSERVATIVE FOR THE CALCULATION OF THE ROTATIONAL ANGLE "Ct.". 1 C = -f Bkd 2 c D-kd E5 T =A n --f where n =-s kd c Ec 1 D-kd I:F =0 -+C = T -+-Bkd =An--2 s kd I:M = 0 -+M "'Cjd = !t Bkdjd 2 c M fc=-,--jBkdjd PL L kd !::. =-=6--+.t::. =f-AE E c c E c .!::. .. f h/2 s s E s D T STRESSES kd D-kd STRAINS where kd""' AFFECTED CONCRETE DEPTH SUBJECT TO AXIAL COMPRESSION where h = DEPTH OF MAIN MEMBER. h 2 = BOLT LENGTH CONSIDERED. SGS-UFSAR 3.91-10 REVISION 6 FEBRUARY 15, 1987 * * *
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  • SGS-UFSAR GENERALLY KNOWN EQUATIONS PL2 ZcEcZs M * -* ___ ._::...:_:. ___ _ 8 LZcEcZs + 21E5Z1 + 2ZcEc PL2 M*------SL + 16nl +.!!!. Zc Zs M PL2 b.R *-* jd +!!) \' 3 zc z
  • 3.9A-11 REVISION 6 FEBRUARY 15, 1987 Product: 1" diameter Richmond E.C. Type Insert with machine thread coil pulled from 15" x 18" x 6" concrete slab by means of 1" x 36" Anchor Stud bolt with nuts. The insert was made of .4425 wire, and its setback in the concrete was 1/8'.The concrete slab was reinforced with a .442 wire mat, 6" x 6" center opening, located at mid-depth of the slab. The strength of Detail: the concrete was 2850 p.s.i., and the slip dial indicator was zeroed in at a load of 2000 lbs. Failure occurred in both specimens by the insert pulling out of the concrete slab. Six cracks emanated from the insert on the tot) of the slab and extended down on four side surfaces to the reinforcement. The first crack appeared with a load of about 14000 lbs. on both specimens. Anchor Stud Insert Specimen No. 1 Specimen No. 2 Load, kips Slip, in. 2 0 4 0.021 6 0.036 8 0.048 10 0.066 12 0.080 14 0.092 16 0.141 18 0.162 20 0.182 22 0.205 24 0.245 Ultimate Load = 25500 lbs. SGS-UFSAR 3.9A-12 Load, kips Slip, in. 2 0 4 0.008 6 0.015 8 0.023 10 0.044 12 0.058 14 0.072 16 0.089 18 0.107 20 0.127 22 0.149 24 0.180 Ultimate Load = 24600 lbs. REVISION 6 FEBRUARY 15, 1987 * * * **
  • ;= * (.
  • SGS-UFSI\R CONCRETE ANCHOR { YOUNG'S MODULUS -+ E1 MEMBER MOMENT OF INERTIA -+I 1 L TYPE "G" FRAMING CONCRETE ANCHOR U/S CONCRETE TUBE b x d xt { YOUNG'S MODULUS '""".Es MOMENT OF INERTIA-+ I L TYPE "E" OR "F" FRAMING FOR INFORMATION NOT SHOWN SEE DWG. 3068604073. I I I =;= *I ,., J.9A-13 REVISION 6 FEBRUARY 15, 1987
  • INPUT PARAMETERS: B ='i (in case of circular R. or round tube =RADIUS) 0 =%(in case of circular R. or round tube 4D =RADIUS) A5 =CROSS-SECTIONAL AREA OF A. BOLT AT ROOT OF THREAD. L =SPAN LENGTH OF MAIN MEMBER. I = MOMENT OF INERTIA OF MAIN MEMBER. ADDITIONAL REACTION "6R" IN CONCRETE ANCHOR DUE TO PRYING ACTION: . SOLUTION: iPB (kdl3 (kd)2 B(kd)2 + 2nA5(kd) -2nA50 3 SELECT "kd" SO THAT M1 = M2; THEN COMPUTE "D.R". NOTE THAT kd <DI SGS-UFSAR 3.9A-14 r L/2 L t 6R tR D. L/2 REVISION 6 FEBRUARY 15, 1987 * * *
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  • GENERAL EXAMPLE (11 COMPUTE "l>R" AS THOUGH THE LOAD "P" WAS ACTING AT MIDSPAN. (2) COMPUTE RL & RR, DIS* REGARD THE SMALLER ONE OF THESE VALUES: v RL
  • PL (GOVERNS) {3) COMPUTE MAX. REACTION FOR ONE SIDE: Rmax "'l>R + RL < T (safe working load of CONC. ANCH.) SGS-UFSAR 3.9A-15 X L y -REVISION 8 FEBRUARY 15, 1987 DERIVATION U/S CONCRETE r M ( A1----------,:) M I. L .I THE FOLLOWING EQUATION WILL YIELD "M": ADDITIONAL FORCE IN BOLT DUE TO PRYING ACTION:' llR . INTERNAL LEVER ARM -+jd = D-FOR "kd" SEE NEXT PAGES SGS-UFSAR REVISION 6 FEBRUARY 15, 1987 3.9A-16 * * *
  • * * .\SSUMPTIONS FOR CONCRETE ANCHORAGE: . . (11 BEHAVIOR SAME AS FOR WORKING STRESS METHOD, (2) STEEL PLATE IS RIGID. THIS ASSUMPTION IS CONSERVATIVE FOR THE CALCULATION OF THE ROTATIONAL ANGLE "IX'. C .. .!.F B kd 2 c I:MT""' 0 -M .. Cjd .. ..!f Bkdjd -+f .. __ M __ 2 c c 1 2Bfckdjd PL L kd . t_.:z-,..6--/::i. *-f -With) AE E c Ec c kd"=o' ASSUMED CONC.DEPTH SUBJECT TO COMPRESSION. !:M = 0-M*(T-Fljd=Afjd-Fjd-+-withF*f. c s $ 2 kd "=o' ASSUMED BOLT LENGTH SUBJECT TO TENSION (TO BE THE SAME AS CONC. DEPTH SUBJECT TO COMPRESSION). !:F .. o-c .. T-F ..... M.A F jd s kd Bkdjd MB (kdl2 ... A5n (D -kd)
  • 2M -FB (kdl2 jd SGS-UFSAR 3.9J1.-17 D jd F c STRESSES D kd D-k 1 STRAINS REVISION 6 FEBRUARY 15, 1987 SGS-UFSAR e MB (kdt2 = 2n A5 MD-2n A5 M (kdl -FB (kdt2 (D -k3d) i= <t £ FBD (kd)2 --i FB (kd)3 + MB (kd)2 + 2n As M (kd) -2n As MD = 0 \_ M [ B 11<<112 + 2n A, lkdl -2n A, D]
  • FB (kd)3 -FBD (kdl2 TWO UNKNOWN IN ABOVE EQUATION & kd. A SECOND EQUATION WITH SAME UNKNOWN VALUES FOLLOWS: ML tP = 2E I $ GENERALLY KNOWN EQUATIONS 81jd p = LZcEcZs + 2Es1Z5 + i ZcEcl M 2E51ZcEcZs (Z5L 2-81jd) P M=*-------1 LZ5 + 2n I 2s + 21) 8 zc 3.9J1.-l8 REVISION 6 FEBRUARY 15. 1987 * *
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  • BACK-SUBSTITUTING VALUES Zc& Z1: (A DL2J!!. -81jd) P s kd (A5DL 2-81 kd) P jd M= A (LA5Djd + 4nl Bs + 21kd) 8 M AR
  • jd SOLUTION BY ITERATION: (1) ASSUME A VALUE FOR "kd" AND COMPUTE .. M., (SHEET #7) EQUATION Q) (2) WITH ASSUMED "kd .. ALSO COMPUTE "M" FROM (3) IF M-VALUES FROM STEPS 1 & 2 ARE NOT THE SAME ADJUST "kd" AND START ALL OVER AGAIN WITH STEPS 1 & 2 (4) COMPUTE "AR" IF M*VALUES FROM STEPS 1 & 2 ARE EQUAL SGS-UFSAR 3.9A-19 REVISION 8 FEBRUARY 15, 1987
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