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DCM No. C-15 Rwision 3 Data March 1,1983 File No.,J2;( 11.2 x 40.2.4
'(y PAC 171C GA3 AND E LECTMIC COMPANY l l
DESIGN CRITERIA MEMORANDUM Structure, System, or Component: Diablo Canven PP - Eldetrical Raceway Simnnete Prepared by: Michael K. Yan d4x144/ 2 Date 3 5 8B Group ' eader/ Supervisor Rwiesy Ncka ivkt eineerieste
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3 /2,MP 3 Disc line) Reviewed by Interfacing Dicciolines: Group Leader / Supervisor
/ Date 3 ~b GrNp LeNer/ Supervisor h Date Sl%lO Group Leader /Supealsor Date _
Approved by: , Department Chief: R. V. ttinger Date: 3' 3 /~ O) Approved for Project use: Project Engineer: G. H. Moore Date: Page 2 through 14 G. V. Cranston attached; describing desi f inputs. Other attachments as irdicated oelow. with Attachment A thru H cc: . . , (* O ApprovinDist: infs) W 5~. 6s ? IhIh n w - O Chief, Engineering Que ity .J. t O Project Engirwer N C Discipline Group Leeder(s)/ Supervisor (s) ~"***.4. O Manager, Stasm Generation _ Other 8801130191 871229 PDR FOIA GARDE 84-21 _ PDR
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' DCM C-15 Rev. 3 l
D DESIGN CRITERIA FOR SEISMIC REVIEW O
% OF CLASS 1E ELECTRICAL RACEWAY SUPPORTS AT DIABLO CANYON POWER PLANT
- 1. Introduction A. This set of design criteria is applicable to design review of Class 1E electrical cable tray, conduit and pull box supports at .
Dieblo Canyon Power Plant. Design of conduits, cable trays, pull boxes and other raceway system components is not included. Design of these supports shall be assumed to conform to the configuration and general and special notes shown on PG&E Drawing 050030.Rev.29(genericcor11 tion),exceptasmodifiedby as-built data. , B. Loads to be considered are: (1) Dead loads of conduits, trays, and weight of insulated copper conductors (see Attachment A -- letter dated 10-29-81 Herrera/Vahlstrom to Bettinger); applicable dead load of support shall also be included. (2) Seismic loads are: a) The current floor response spectra for the Hosgri Earthquake event contained in DCM C-17 . b) The current floor response spectra of the Double Design Earthquake (90E) contained in DCM C-30. The review shall be based on 7% damped floor response spectra. C. In determining the amcunt of dead load which is tributary to a support, the assumption shall be made that supports are spaced at the maximum allowed by the drawing and that the number of cable trays and conduits allowed by the drawing are present on the support (generic condition), unless as-built data indicates otherwise.
- 2. Seismic Response Calculation .
A. Response acceleration in horizontal direction Total response acceleration in either north-south or east-west horizontal direction shall be computed as follows: For north-south horizontal motion: , f 5=ANS , gNS , yg i l I -- -. - -. . -
. r DCM C-15
. Rev. 3 l
g For east-west horizontal motion: i I-A T
=AU+90 . Y/g where:
Ay3=Totalnorth-southresponseaculeration AU = Total east-west response acceleration T ANS = Translational spectral acceleration due to north-south ground motion AU = Translational spectral acceleration due to east-west > ground motion SNS = Torsional spectral acceleration due to north-south ground motion 90 = Torsional spectral acceleration due to east-west ground motion X = East-west distance from center of mass s Y = North-south distance from center of mass g = Gravitational constant Separate calculations of A,shall be made for Blume and for ' Newmark spectra. The greater of these shall be used in subsequent calculation of seismic loads. ' The above method of calculating response acceleration including effects of structure torsional acceleration is appliccble only to structures for which torsional response spectra have been provided. (Torsional effects of Hosgri 1 Earthquaka in tha Turbine Building have been incluoed in the translational response spectra for that building)
- 8. Response acceleration in vertical direction (1) The vertical response acceleration for Hosgri Earthquake shall be obtained from toe vertical response spectra in DCit i C-17. !
(2) The vertical response acceleration for DDE shall be 0.369 l3 i t
l 2 DCM C-15 l- - Rev. 3
'I~:' C. Transverse seismic Loading l3 In determining the transverse seismic loading on an electrical racewey support,the more severe of the two horizontal acceleration components described in Sec. 2A shall be assumed acting transverse to the raceway support unless the support is .
being evaluated based on as-built conditions, in which case, the appropriate hort?ntal component may be used. D. Longitudinal Seismic Loading (1) In the longitudinal direction, conduits and supports shall be considcred as systems. The systems shall be analyzed in one of the two ways. (a) For systems that have a first mode frequency in the longitudinal direction of not less than 33 Hz, equivalent static analysis is used. The total seismic load in the longitudinal direction is calculated using the zero period acceleration (ZPA) of the appropriate , floor response spectra. The total seismic load is o distributed among the supports proportionally to their longitudinsi stiffnesses. (b) Alternatively, dynamic analysis is used to determine seismic load on each support of the system from the appropriate floor response spectrum applied in the s longitudinal direction. (2) Cable trays have been provided with separate longitudinal supports and do not require seismic review of transverse-type supports in the longitudinal direction. The longitudinal-type seismic tray supports shall be reviewed for their tributary longitudinal spans. E. In detemining the spectral acceleration, the spectral ordinate i corresponding to the calculated natural period of the raceway support shall be used with the following exception: . o j i If the support is being evaluated for its generic condition I and if the calculated natural period is greater than the period corresponding to 75% of the peak, the peak value shall be used. See Figure 1 F. Wherever more than one set of response spectra at a particular floor level has been provided, the spectra located closest to the support location shall be used (without interptiating). ; i G. Interpolating between the spectra at different floor levels to l derive spectra at intermediate elevations is permissible and - shall be done in accordance with DCM C-17 and DCM C-30. H. For floor response spectra at Elevation 85' or below, ground i 'V response spectra shall be used (see Hosgri Evaluation Report). I 4 l z..-.-.-.,__- -- . l
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L DCH 'C-15 ! Rev. 3 l 4 {. ( ,,
- 3. Lead Combinations All raceway supports shall be evaluated for the transverse seismic l
loading and the longitudinal seismic loading separately. For _ each 6- i seismic loading condition, the load combination shall be as follows: Maximum stress or member force at each critical location in the 'l support shall be calculated, separately, for seismic loads in the .j maximum horizontal direction and in the vertical direction. The- 1 resulting stresses or member forces due to loads in the maximum horizontal direction shall be combined with the stresses or member forces due to vertical loads by absolute sum. _ Stress or member force due to dead loads shall be added to the results described above to get total stress / force. ; The above paragraph may be expressed symbolically. thus: U = 0 + DAH(maxhor)+ day , l0 . where: 0 = Stmss due to dead load of applicable support weight plus tributary weight of raceways spans adjacent to the support. day = Absolute stress due to applicable vertical 4 seismic load. DAH = Absolute stress due to applicable horizontal seismic icad. l! .
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U = Total stress due to seismic loads in horizontal l! - and vertical directions, and dead load.
- 4. Desion Specification Applicable design specifications for this purpose, adapted to reflect the approach described above, are:
A. For hot-rolled steel members, AISC 1969 Specification for the . Design, Fabrication and Erection of Structural Steel for , Buildings. l B. For cold-formed steel members, AISI Specification of Design of > Cold-Formed Steel Structural Members,1968 edition. ;
- 5. Material propertie_s ;
A. Structural steel (ASTM A-36) used in these raceway supports hss a i i yield point of 36 ksi. , i
- 8. Cold formed steel (ASTM A570, Grade 33) used in these raceway i
- supports has an average yield point, Fy ,, as shown in Table A for j each cold-fonned channel section. Virgin yield point, F , is 33 l 7
- ], ksi. Ultimate strength, Fult is 52 ksi. l i !
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DCM C-15 Rev. 3 C. Concrete strength, based ~on test reports, varies throughout the n
;. plant. When applying acceptance criteria, the designer shall use t.. - ) the applicable concrete strength as shown in Attachment E (Table 4-3 of the Hosgri Evaluation Report).
- 6. Acceptance Criteria A. Member stress shall not exceed the following acceptance criteria.
(1) Acceptance criteria for hot-rolled steel members. , The provisions of Part 1 of the AISC Specification for the Design Fabrication and Erection of structural steel for Buildings are applicable with the following modification: allowable stresses may be increased by 60% for acceptance limits applicable to lo3d combinations which include seismic.
Reference:
NRC Standard Review Plan Sec. 3.8.4. Minor local yielding may be pennitted if it can be demonstrated that local yielding does not affect the member strength or its function. (2) A:ceptance criteria for cold-formed steel members (a) Bending about major axis (ksi) 2 F" Fb=F,- y 7 . d.5*C 4.05 2 EC b ye where: Fya = average yield point, ksi (see Table A) E = elastic modulus, ksi C b
= bending coefficient; conservatively C 1.0(seeAISISec.3.3)
- d = sic =tiondepth, inches L = unbraced length, inches S = compression-side section modulus of xc entire section about centroidal axis-perpendicular to loading plane, 3
inches I ye = moment of inertia of compression portion of section about its centroidal axis parallel to the 4 loading plane, inches . i
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DCM C-15 J' , Rev. 3 For particular Unistrut (or equivalent) profiles, the above formula reduces l $ b, to:
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.0028 L2-P1000, Fb= 41 2
P1001, Fb= 41 .0010 L 2 P3300, Fb= 45 .0096 L 2
.0011 L See Note P5000 Fb= 33 2
.0008 L See Note P5001 Fb= 33 P5500. Fb= 39 .0012 d 2
P5501, Fb= 39 .0009 L NOTE: When Unistrut P5000 and P3001 or their equivalents are used as beams, the acceptance limits shown above have been reduced by 12.5% to avoid local buckling of the compression flange. Conduits and cable trays which are attached to cold-fonned channel members and are continuous across the support may be considerei as lateral bracing of the member. (b) Bending about minor axis (ksi) Fb=F, y (c) Shear (ksi) , Fy = 0.6 Fy - NOTE: UseyF here, not Fy ,. (d) Axial tension (ksi) , Ft = Fy, on net section. (e) Axial compression (pounds) Refer: Column Load Table Unistrut General Engineering Catalog No. 9 (1978 edition), page 120, and Super Strut FranIng Channel and Pipe Hangers Catalog No. 3 - Re;u an 3. Table III. (See AI5C Steel Manual, Table C1.8.1, for advice on selecting K values.) KL If i 118, P, = 1.33 x Column Load in Table r min a 1 1 i .
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4 HISTORY'0F CONTROLLED DOCUMENT DISTRIBUTION FOR P-149, P-126. B 12/15/83 DOCUMENTS ISSUED RETURN RECEIPT REC'D f P-149, P-126 Rev 8 8/83 9/1/83 Rev 9 , 11/18 Not Returned As of Yet B-75 , M 46 - 1 4/15 4/28 Complete manual 4/21 5/2 w/o criteria M 42 - 4 4/25 4/28
.i46 - 2 5/18 6/1 ,
M 46 - 3 6/2 6/7 M A6 - 4 8/15 8/18 M 46 - 5 10/3 10/7 M 46 - 6 11/1 11/8 M 58 - 0 5/2 5/10 M 58 - 1 6/20 7/29 3 M 58 - 2 8/3 8/5 M 58 - 3 8/24 8/29 M 58 - 4 9/20 9/27 M 58 - 5 10/20 10/28 j P 11 -4 5/26 6/1 l P 11 - 5 8/31 9/6 P 11 - 6 10/20 11/8 P 33 - 0 5/23 6/1 P 33 - 1 7/7 7/15 P 34 - 0 7/26 8/5 l P 27 - 3 10/20 11/8 i i 3
,y B - 75 CONTINUED ISSUE _D RETURN RECEIPT REC'D I 29 - 1 9/15 9/22 , I 41 - 0 . 7/1 7/12~
I 42 - 0 7/1 7/12 I 42 - 1 9/30 10/5 I 50 - 0 8/2 8/5 I SO.- 1 8/12 8/18 I 50 - 2 8/23 8/30-I 50 - 3 9/28 10/6 I 50 - 4 10/27' 10/30 1 L t 9 i
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* . DCM C-15 ,
Rev. 3 E ( (.' If I min
> 118, P,= 1.0 x Column Load in Table KL P
shall not exceed 200 ain B. Acceptance limit stress on fillet welds on cold-formed steel members shall be 60% greater than given in Section 4.2.1 of AISI specification of Design of Cold-Formed Steel Structural Members. Effective size of a fillet weld shall not exceed the thickness of the thinnest element to which the ; weld is applied. C. When axial and flexural stresses occur simultaneously at a critical location in a cold-fonned steel member, the following-interaction formula is applicable: p,/P, + fb /Eb i 1.0
, where p, is the calculated axial load, fb is the calculated flexural stress, P, is the acceptance limit axial load, and Fb is the acceptance limit flexural stress. , D. Loads on Unistrut (or equivalent) bolts shall not ex-aed 90% of the proof loads (i.e., shall not exceed 2.7 times manufacturer's allowableloads). Interaction of pullout and slip loads shall be evaluated by the following fannula: .
P 1(Fu/Su ) (8 u -S) Ref. Comnentary on AISC Spec.1.6.3 where: P S ara interaction limit values of pullout and slip leads, respectively, for load combinations including seismic. P S 18 ads? are three times manufacturer's allowable pullout and slip respectively. Neither P nor S shall individually exceed 2.7 times manufacturer's allowable load. For load combinations not including seismic, Py , Sushall be 1.0 times manufacturer's ' allowable loads. E. Loads on Unistrut (or equivalent) concrete inserts shall not I exceed 2.7 times manufacturer's allowable loads in pullout or l slip. For evaluating interaction of pullout and slip, use same i formula as for Unistrut bolts, above. I l F. Design loads for Unistrut (or equivalent) channel connections shall not exceed 2.25 times th2 manufacturer's allowable loads. ; I Lj
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'DCM C-15 Rev. 3
- p. G. Loads on Unitstrut (or equivalent) conduit clamps shall not w exceed the values shown in Table B.
H. Loads on concrete expansion anchors shall not exceed twice the allowable pullout and shear loads specified in PG&E Engineering Standard Drawing 054162 - Rev. 3. Interaction of pullout and shear loads shall be evaluated according to Section A2.9 of Dwg
- 054162. 1 I. If a support detail shows loads applied in such a way that more severe stress conditions would occur if the loads were shifted to another location on the support, the designer should check as-built conditions unless the worst position of loads can be accomodated. See Figure 2.
J. Vertical supports using vertical rods are not horizontal seismic supports. X. Unbraced joints made of angle fittings (e.g. P1331. P2626) shall be checked for rotation and fatigue resistance. No checking is necessary for a braced joint. See Figure 3. The Moment versus Rotation curve and The Fatigue Curves of l3 various combination of angle fittings have been derived from test data and are provided in Attachment G ind H respectively. The fatigue resistance of an angle fitting shall be checked with the following equation: s "EQ N EQ ,N < 1.0 Ref. IEEE Standard 344-1975 DE HOSGRI ~ or "EQ N EQ ,N < 1.0 ' DE DDE - l where: n EQ = total number of load / stress cycle per earthquake ; a 10 Ref: NRC Standard Review Plan Sec. 3.7.3. NDE = allowable number of load / stress cycles per DE event NHOSGRI = allowable nunter of load / stress cycles per HOSGRI event NDDE = allowable number of load / stress cycles per DDE event i l i
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l l l . . . A
'OCH C-15
- . Rev. 3
-s 7. Evaluation Procedures t
*T Step No. 1
'v' 1. Use spectra with appropriate damping given in Section 1. *
- 2. Use acceptance criteria given in Section 6. l6
- 3. Use weights cited in Attachment A.
- 4. Compute R ratio of acceptance criterion to corresponding computed stress or force, for each critical location in the support assembly.
- 5. If any R-value is less than 1.0, go to Step No. 2.
Step No. 2.
- 1. Use spectra with appropriate damping given in Sectica 1.
- 2. Use acceptance criteria given in Section 6. .
- 3. Use as-built data obtained from field (General Construction Department).
- 4. Compute R for each critical location in the support assembly.
S. If any R-value is less than 1.0, go to Step No. 3 Step No. 3
- 1. . Provide design modification.
- 2. Repeat Step No. 2 on as-modified configuration. f f
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. DCM C-15
- Rev. 3 Table A
[. o AVERAGE YIELD STRENGTH 0F COLD-FORMED STEEL MEMBERS
'- BASED ON AISI SPECIFICATION, SEC. 3.1.1 UNISTRUT Fy , (ksi)
P1000 41 P1001 41 P3300 45 F5000 38 P5001 38 P5500 39 - P5501 39 TABLE B UNISTRUT CLAMPS - ACCEPTANCE LIMITS
Reference:
Unistrut Corp. Test Reports C-13-H C-36-A (dated 10-6-77 and 5-13-77, respectively). Limits shown are 90% of test ultincte loads (pounds) 4.< CONDUIT SIZE PIPE CLAMP NO. PULL OUT TRANSVERSE SLIP LONG. SLIP 1/2" P-11118 1620 315 180 3/4" P-1112B 2340 335 315 1" P-11138 2585 605 560 1-1/4" P-1114B 2160 405 315 1-1/2" P-1115B 3150 38 0 270 2" P-1117B 3780 470 270 2-1/2" P-1118B 3510 855 495 3" F-1119B 3780 945 875 3-1/2" P-1120 4725 990 920 4" P-1121 5355 1665 1485 5" P-1123 4455 855 630 6" P-1124 4320 1190 830 j l l l l
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. ATTACHftNT DG C-15
,es.eme essa emi 3 y, 3 POwE poe twena-coun=v vees A
gpN" ELECTRICAL DCDI233G (: w,6s me. ms ; :.m er sweeest Diablo Canyon te numen w Cable Trey & enduit Weights
.chemmmmu October 29, 1981 MR. R. V.'3ETTU GII:
Here are weights which should be used in designing supports for cab;. ays and conduits: wnuu Size (Dia . in.) 1/2 3/4 1 1-1/4 1-1/2 2 2-1/2 3 4 5 6 Ut (1bs/ft) 1.0 1.4 2.1 3.1 4.1 4.0 8.6 12.3 19.0 28.1 39.7 22AT - Size (vidth. in.) 6 9 12 18 24
- s. Vt (1bs/f:) 12.3 18.8 23.0 37.3 30.0 27.ese weights are based on the following censiderations:
Conduit
- assumed to be filled to the nav4 ann (412 by area) with insulated copper conductors.
- conduit assumed to be rigid iron.
Cable Trav
- tray assumed to be NIMA Class 11 (3 inches high).
- filled weights assumed to be 23 pounda per square foot of tray betten. These weights are approzinately equal to values cals.alated assuming maximas fill ,
(322 by arec) of insulated copper conductors. ' General
= thase weights will prwide very conservative values since average artual I weights are about 30% less.
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e DCM C-15 Rev. 3 ns 'g* I l 1 l l l ATTACHMENT B DELETED I I 1 1 i (., l 1 'v}
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ATTACHl(NT E DCx C 15 3av. 3 TAlt.E 4-3 O ' Av gite concrete Stronath and Modulus of Elasticity Average f l I Concrete (tavt valuI) s
*i8* C'si$ (set)
Structure and Coseenent Costainment Strust,ure 0 A 4330 4.53 x 10
- Base Slab to Elevation 47' 4330 4.53 z 10 6 A
Skia Four at Elevation 49' 6330 4.53 x 10 A Interior 6 3 3450 3.54 x 10 Skia Four 3.54 x 10 6 3 3850 Soldier laams 3.54 x 10 6 3 3850 Esterior Van s 3850 3.54 x 10 Dome 3
'"- m m p Building 6 skia Four 3 39:0 3.57 x 10 i Vans and $1 abs Salow Elevation 85' 3 3920 3.57 x 10 6 Slabs & Feet and Thickar at Elevation 85' 3 3920 3.57 x 10 0
Columns Salow Elevation 85' C 5650 4.28 s 10 C 5450 4,28 x 10 Valls and Slabs abova Elevatios 85' Slabs Lass Than 4 Teet Thick at 4.28 z 10 6 6 Elevation 85' C 3430 Columns Above Elevation 85' C 5650 4.28 x 10 6 East V4M s Above Elevation 115' C 5450 4.28 x 10 6 Other Exposed Vans C 5450 4.21 x 10 6 ( '1 Exterior Slabs at Elevation 140' C 5450 4.28 x 10 6 Cther Boof Slabs C 5450 4.28 x 10 Turbine 3uilding 6 Slab at n avation 140' A 4590 4.43 x 10 6 Skin Pour 3 3a70 3.55 10 Slaba Ear.sps at Elevation 140', Columns 6 and Pedestal B 3470 3.55 x 10 Exterior van s Above Elevation 85 3.55 x 10 6 Except Shear Van Along Line (1) & (35) 3 3870 6 Shear Vall Along time (1) and (35) C 5500 4.23 x 10 Shear Vans Along Linas (3), (17), (19), and (31) C 5300 4.23 x 10 6 6 p==<= der 3 3470 3.55 10 3.43 x 10 0 3 3630 1staka structure l ! ! *Rafezesco 1 _ _ _ _ _ . _ _ _ , . . , - . _ _ , _ . _ , _ _ . _ . _ . _ ~ _ _ . _ _ , , , _ _ . _ . -
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. REV. 3 Attachment C.
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'. DCM C-15 REY. 3 Attachment C. l Moment Versus totation
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