ML20206T207
| ML20206T207 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 05/20/1986 |
| From: | Philbrick R ABB IMPELL CORP. (FORMERLY IMPELL CORP.) |
| To: | |
| Shared Package | |
| ML20206T195 | List:
|
| References | |
| PI-03, PI-3, NUDOCS 8610060106 | |
| Download: ML20206T207 (50) | |
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PROJECT INSTRUCTION L
j TITLE:
DESIGN VERIFICATION OF CABLE TRAY SUPPORTS INSTRUCTION NUMBER:
PI-03 PAGE 1 OF 12 CLIENT:
Texas utilities Generatino Capoany PROJECT:
Comanche Peak Steam Electric Station, Unit 1 JOB NUMBER (S):
0210-040 DIVISION (S)
Advanced Engineering Division I66h PREPARED APPROVED REV.
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2 PAGE 2 OF 12 TABLE OF CONTENTS EA9ft 1.0 PURPOSE 4
2.0 SCOPE OF WORK 4
3.0 DESIGN INRJT 4
4.0 STRESS ACCEPTANE CRITERIA 4
4.1 Member Stress Evaluation 5
4.2 Anchor Evaluation 9
4.3 Wel d Eval uati on 9
4.4 Bolted Conneetions 9
5.0 QUALIFICATION FR0 DURE 10 6.0 STANDARD CALCULATION FORMAT 10 7.0 QUALITY ASSURANE 11 8.0 REFEREN S 11 ATTAOMNTS l
1.
Weld Property Tables 2.
Sample Calculation Forms a.
Calculation Cover Sheet b.
Table of Contents c.
Page Revision Log I
d.
Support Stsnmary e.
Asstanptions and Open Items f.
Support Model g.
Member Stress Evaluation Stanmary 2
h.
Slenderness Ratio Check Stsnmary 1.
Weld Evaluation O
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0210-040 REVISION:
2 PAGE 3 OF 12 TABLE OF CONTENTS (continued)
EA99.
ATTAOiENTS 2.
Sample Calculation Fonns (continued) j.
Anchor Bolt and Base Plate Summary k.
References 1.
SUPERPOST Run Log m.
Calculation Check List n.
SUPERPOST Check List p.
Support Data Stanmary 3.
Effective Length Factors, K 4.
Channel Member Stress Work Sneet 5.
Angle Member Stress Work Sheet
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6.
Fillet Weld Stress Work Sheet l
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NUMBER:
0210-040 REVISION:
2 PAGE 4 OF 12 i
1.0 PURPOSE This set of general instructions describes the criteria and method for design verification of as-butit safety related Cable Tray Supports at the Comanche Peak Steam Electric Station, Unit 1 (CPSES 1).
The purpose of this task is to verify the adequacy of the as-butit Cable Tray Supports for seismic and normal design loads.
If any supports are found to be inadequate, any hardware changes required will be defined, and modifica-tion dotatis will be issued. This project instruction also outlines the assembly and content of the Cable Tray support verification calculation packages.
2.0 SCDPE OF WORK This scope includes the verification of as-butit or modified safety-related Cable Tray Supports.
Cable Tray Supports w111 be grouped by systems.
A system is fran 1 to O
approximately 15 supports and the interconnecting trays.
The supports are grouped together for detennination of loads using either equivalent static force or dynamic analysis methods. These methods are outlined in detail in Reference 6.
Evaluation of secondary (auxiliary) steel, anbeds or reinforced p
concrete is not included in this scope.
3.0 DESIGN INPUT The following documents are necessary design input for this scope of work:
1)
CPSES cable tray Span Drawings showing cable tray spans and support locations; 2)
CPSES Red-Line Drawings of cable tray supports showing "As-Built" configurations; 3)
CPSES as-built CAD support drawings incorporating the data from the Red-Line Drawings.
i 4.0 STRESS AC PTAN mITERIA The allowable stresses for verification of the supports are based on Impell's CPSES 1 cable tray and support design criteria (Reference 1).
A sisnaary of the design criteria is described below.
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DESIGN VERIFICATION OF CABLE TRAY SUPPORTS NUMBER:
0210-040 REVISION:
2 PAGE 5 OF 12 The design verification of support members and welds may be done using hand calculations in accordance with the following criteria.
The sample calculation forms attached to this instruction may be used as outlined in Section 6.0.
Members and welds may also be verified using the automated SUPERPIE post processor "SUPERPOST." For instruction on the use of SJPERFOST refer to the SUPERPOST Manual, Reference 1.
4.1 Member Stress Eval uation Member stress evaluation shall be based on the AISC Code, Seventh Edition (Reference 10) except as modified below.
4.1.1 The AISC allowable stresses (excluding the 1/3 seismic increase) may be increased by the load factors identified below. The AISC seismic stress allowable increass shall not be used in detenntning the allowable stresses to be factored.
Load Factor (LF)
Load Combination 1.0 D + L + F,q o 1.5 D + L + To + F,q o 1.6 D + L + To + Feqs However the factored alluvable stresses shall be further limited as defined below.
FbiFy Fy 1 50 Fy The following are examples of the application of load factors to the AISC stress allowables.
Fb 12 x 10 Cb (LF) 1 Fy (Reference 10, Eq.1.5-7) id/Af Fb = 0.60Fy (LF) 1 Fy (Reference 10, Section 1.5.1.4.5)
Fy = 0.40Fy (LF) 10.55Fy (Reference 10, Section 1.5.1.2)
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0210-040 REVISION:
2 PAGE 6 OF 1 Where:
Fb = Allowable Bending Stress Fy = Allowable Shear Stress Fy = Yiel d Stress Cb = Bending Coefficient as defined in AISC, Reference 10 LF = Load Factors defined above D = Dead Load L = Live Load To = Thennal Load F,qo = Loads f rom Operating Basis Earthquake (OBE)
Feqs = Loads f rom Saf e Shutdown Earthquake (SSE) 4.1.2 Warping stresses may be determined using the procedure described in Section VI of Reference 3.
For trapeze supports the referenced procedure may be appi ted as described below.
For tier type channel members with unrestrained flanges, a conservative method of evaluating warping stresses is to:
- 1) Calculate warping stresses at the ends of the tier member in the web assuning that warping is fully restrained.
These j
stresses can be obtained using Reference 3, Attachment M, Case 6 or Reference 9.
Stresses in the flange can be t
l neglected at this location.
- 2) Calcul' ate warping stresses at the load point assuning the l
ends are free to warp using Reference 3, Attachment M, Case 3 or Reference 9.
Stresses in the web and in the flange must be considered.
- 3) Combine the maximun of these warping stresses with those obtaimd from bending and axial forces, and compare these stresses to tho allowable stresses.
l 4)
Since the maximun warping stresses do not necessarily occur O
at the same location as the maximun bending stresses, conservatism can be reduced in Step 3 by summ.ing stresses at individual locations in the member.
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NUMBER:
0210-040 REVISION:
2 PAGE 7 OF 12 For post-type channel members, warping stresses can conserva-tively be estimated by modeling the post as a cantilever with concentrated torsional moments applied at the tiers.
The warping stresses due to each applied moment must be superimposed to obtain the actual warping stress on the post.
The following is a summary of the procedure for evaluating warping stresses in the post:
- 1) If the web ano flanges are fully restrained at the support, l
calculate warping stresses in the web and flanges using Reference 3, Attachment M, Case 9 or Reference 9.
Combi ne i
warping stresses with bending and axial stresses and compare with allowables.
- 2) If the flanges are not restrained at the support, calculate warping stresses in the web assaing full ' restraint (Reference 3, Attachment M, Case 9).
Neglect warping in the fl anges.
Combine the maxime warping stresses with the maximum bending and axial stresses and compare to allowables.
3)
If the flanges are not restrained from warping, then the maximum warping stresses will occur in the web.
Maxim e bending stresses will occur at the end of the flanges.
Thus conservatism can be reduced in Step 2 if the stresses are combined individually at these locations.
Composita channel sections are frequently used in'the support structures.
Evaluation of these members can be simplified by neglecting composita action and assning each channel acts independently carrying only loads acting on its strong axis.
Torsianal 1oads can be distributed to each channel in proportion to their torsional rigidities.
4.1.3 For evaluation of axial stresses in the support members an
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effective length factor, K, shall be used.
K shall be determined and applied as indicated below.
1.
For all tier members supported at both ends, K = 1.0 should be used for both in-p1ano and out-of-p1ano di rections.
L may
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be the clear span or the work point span of the tier from post to post.
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2.
For cantilever tier members K should be taken from Attachment 3 for the longitudinal direction of the tray.
K = 2.1 shoul d be used for the other direction.
L shall ba the length of the tier from the post or attachment to the outside ci tp, not 2
the conter of the tray as modeled in SUNRPIN.
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For "L" shaped cantilever posts, K shall be taken f ran for the longitudinal direction of the tray and K = 2.1 should be used for the other direction.
4.
For trapeze type post members in the in-plane direction K =
1.0 shoul d be used.
The length L shall be the length between tiers or in-plane braces.
5.
For trapeze type post members in the out-of-plane direction K shall be as tabulated in Attachment 3.
The length L shall be the entire length of the post unless braced out-of-plane.
More refined values for posts rigidly attached to base plates or embedded plates are available in Reference 4.
6.
For both in-plane and out-of-plane braces a K value of 1.0 shoul d be used.
7.
For non-addressed configurations contact your group leader for guidance.
Axial stresses will be evaluated using the appropriate AISC 4
eq uations.
Slenderness ratto limits shall be evaluated below for all support members using the limits given below. Members which exceed these limits shall be identified in the individual cal cul ati on f11 e.
Post members subject to tensile loads only under static conditions and having a maximum compressive stress ratio of K1/ r 1300 (fa/Fa) 10.5 under other loading condi tions l
All other members including post members i
subject to static compression loads, K1/ r 1200 I
cantilevers, tiers, and bracing.
Note that seismic bracing members shall be considered as main members when computing allowable stresses.
l The AISC equations for axial stress do not allow for possible twist buckling of angle members due to the axial load.
Tw ict buckling is not a controlling f actor for angles with legs of 3.5 inches or less.
When using angles with legs greater than 3.5 inches for other than base angles consult with your Lead for the appropriate evaluation technique.
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0210-040 REVISION:
2 PAGE 9 OF 12 4.1.4 For evaluation of flexural stresses the unbraced length 1 of the tier compression flange shall be conservatively taken as the full g
l tier length. The trays should not be asstmed to brace the compression flange of tiers.
i 4.2 Anchor Eval uation Evaluation of base plates, base angles, embednent plates and the associated anchor bolts or screw anchors shall be done in accordance with Impe11 Project Instruction PI-07 (Reference 8).
4.3 Wal d Eval uation Allowable weld stresses shall be in accordance with /WS D1.1-75,
" Structural Welding Code" and the design requirements in the 1%9 AISC Code. Welding electrode confonns to ASTM 233 Class E-70XX.
Allowable weld stesses for the different loading combinations, which will be compared to the actual weld design stresses, are as follows:
Load Combination Allowable Stress i
D+L+F 21 ksi D + L + T*9S F'9 31,5 kst D+L+T
+F 33.6 ksi o
eqs i
When allowable stresses greater than 21 ksi are used for. fillet welds, the base metal shear stresses must also be checked.
The base metal shear stress allowable is limited to.55Fy.
For full penetration welds, the allowable stresses shall be those for the base metal.
Weld properties for typical patternt are provided in Attachment 1 and l
verified in Reference 7.
4.4 Boltad Connections
(
Bolted connections shall be verified with the AISC Manual of Steel Construction, Seventh Edition.
The effect of bolt holes on flanges shall be evaluated in accordance with Section 1.10.1 of the AISC Code.
Cable tray clip to tier bolted connections are being evaluated on a generic basis for holes up to and including 3/4 inch in diameter.
No A
individual evaluation of tier bolt holes is necessary unless the bolt Li' holes are shown on the as-built drawings and are larger than 3/4 inch.
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0210-040 REVISION:
2 PAGE 10 op 12 5.0 DESIGN VERIFICATION FR0 DURE The verification of supports shall include an evaluation of the members, anchor bolts, welds and gusset plates. The design verification of the trays and clips is not covered by this instruction.
The following steps shall be perfomed in the support verification effort:
(1) Collect all necessary design input.
(2) Analyze the tray system to determine support loads or support member force s.
Reference Instruction PI-02 (Reference 6).
(3)
Verify design of as-built supports as documented by the Red-Lined as-designed drawings or as-built drawings.
(4)
If supports do not qualify, obtain field verification of major modtfication conceptuals.
(5) Roanalyze system if the results of Item 2 will change due to support modi ficati ons.
(See PI-02, Reference 6, if this step is required. )
(6)
Qualify modified supports on system.
(7) Reverify any previously modified or verified supports affected by the reanalysis in Item 5.
(8) Mark up the CAD as-built drawing for any modified supports.
1 (9)
Verify the CAD as-built drawing for unmodified supports against the red-lined walkdown drawing and sign off as appropriate.
J 6.0 STANDARD CALQJL ATION FORMAT Each cable tray support shall have a unique calculation and calculation ntaber.
The calculation package shall follow the fomat and may use the foms contained in Attachment 2.
As a minimtm, the calculation package shall contain infomation as shown in attachments 2a, b, c, d, e and m.
The originating engineer is responsible for completing the package, assembling it in the proper order, and labeling all attachments appropriately. The forms contained in Attachment 2 are examples, similar foms may be used if all required information is included.
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Whiteout and correction tape shall not be used to originate or revise cal cul att ons.
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0210-040 REVISION:
2 RGE 11 OF 12 7.0 OllALITY ASSURAN All calculations shall be documented and verified in accordance with Revision 17 of the Impe11 Quality Assurance Manual.
The verification of calculations shall be documented by using a checking documentation list.
Acceptable lists are included as Attachments 2m and 2n.
The checker shall inittai as verified or indicate as not appi tcable for each item on the list.
The checker shall provide comments for discrepancies noted.
A response to the comments shall be entered cn the checklist by the
[
originator and initialed.
Acceptance of the response and corrections shall be indicated by the checker's initials adjacent to each response on the checking documentation list.
By and checked sign off is not required at the bottom of the checklist sheets. The checklists shall be replaced or revised for each revision of the calculation file.
8.0 REFEREN S (1) Comanche Peak Steam Electric Station Unit No.1 Cable Tray and Supports Design Criteria and Methodology - Impe11 Report No. 01-0210-1462, Revision 3, February 7,1986.
(2) Setsnic Design Criteria for Cable Tray Hangers for Comanche Peak Steam Electrical Station No.1, Revision 1, December 20, 1985, by Ebasco Services Inc.
(3)
General Instructions for Cable Tray Hanger Analysis for Comanche Peak Steam Electrical Station No.1 and 2, Revision 2, December 20,1985, by Ebasco Services Inc.
(4) Effective-Length Factors for Buckling of Cable-Tray Supports, Impe11 Report No. 01-0210-1470, Revision 0, February,1986.
(5)
Not used.
(6) Impe11 PI-02, Dynamic Analysis of Cable Tray Systems, Revision 3.
(7) Impe11 Calculation 0210-040-M-02, Fillet Wel d Properties.
(8)
Impe11 PI-07, Design Verification of Base Plates, Base Angles and
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Embednent Plates, Revision 1.
(9) Torsianal Analysis of Rolled Sect 1ons, Bethlehem Steel Corporatton.
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0210-040 REVISION:
2 PAGE 12OF 12 (10) AISC Manual of Steel Construction, 7th Edition (including Supplements Nos.1, 2 and 3).
(11) SUPERPOST User's Manual, Version 3b.
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ATTACHMENT 1
, Weld Property Table II Parallel Line Weld Y
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6 1.33 10.33 1.80 5.73 4
4 8
17.33 2.24 7.74 5
4 10 26.33 2.69 9.79 6
4 12 37.33 3.16 11.81 7
4 14 50.33 3.64 13.83 8
4 16 65.33 4.12 15.86 2-1/2 3
5 7.5 2.08 13.85 1.95 7.10 4
5 10 22.60 2.36 9.58 5
5 12.5 33.85 2.80 12.09 6
5 15 47.60 3.25 14.65 7
5 17.5 63.85 3.72 17.17 8
5 20 82.60 4.19 19.71 3
3 6
9 3
18.00 2.12 8.49 4
6 12 28.50 2.5 11.40 5
6 15 42.00 2.92 14.38 6
6 18 58.5 3.35 17.46 7
6 21 78.00 3.81 20.47 0
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24 100.50 4.27 23.5 4 i
Table 1 Page 1 of 3 O
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Lv Srx Swy Jw C
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7 10.5 4.08 22.90 2.30 9.95 4
7 14 35.15 2.66 13.21 5
7 17.5 50.90 3.05 16.69 6
7 21 70.15 3.47 20.21 7
7 24.5 92.90 3.91 23.7 6 8
7 28 119.15 4.37 27.26 4
3 8
12 5.33 28.67 2.5 11.47 4
8 16 42.67 2.83 15.08 5
8 20 60.67 3.20 18.95 6
8 24 82.67 3.61 22.90 7
8 28 108.67 4.03 26.96 U
8 8
32 138.67 4.47 31.02 4-1/2 3
9 13.5 6.75 35.44 2.70 13.1 0 l
4 9
18 51.19 3.01 17.00 1
5 9
22.5 71.44 3.36 21.26 6
9 27 96.19 3.75 25.65 7
9 31.5 125.44 4.16 30.15 I f 8
9 36 159.19 4.59 34.68 1
5 3
10 15 8.33 43.33 2.92 14.84 4
10 20 60.83 3.20 19.01 5
10 25 83.33 3.53 23.6 1 6
10 30 110.83 3.91 28.35 7
10 35 143.33 4.30 33.33 8
10 40 180.83 4.72 38.31 Table 1 Page 2 of 3 u
s a
b Lv Swx Swy Jw C
Jw/C
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12 18 12 63 3.35 18.81 4
12 24 84 3.61 23.27 5
12 30 111 3.91 28.39 6
12 36 144 4.24 33.96 7
12 42 1 83 4.61 39.70 i f 8
12 48 228 5
45.60 8
3 16 24 21.33 121.33 4.27 28.41 4
16 32 149.33 4.47 33.41 5
16 40 165.33 4.72 39.27 6
16 48 229.33 5
45.87 7
16 56 281.33 5.32 52.88 8
16 64 Y
341.34 5.66 60.31
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Table 1 Page 3 of 3 1
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s Weld Property Table 2: Channel Weld 8
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b Lv Swx Jw Ny C
Jw/C
+
2 2
6.0 4.67 4.0 2.00 7.33
.67 1.66 4.42 2-1/2 6.5 6.04 4.67 2.07 10.42
.62 1.86 5.60 3
7.0 7.50 5.33 2.13 14.30
.57 2.07 6.91 3-1/2 7.5 9.04 6.0 2.18 19.02
.53 2.29 8.31 4
8.0 10.67 6.67 2.22 24.67
.5 2.5 9.87 5
9.0 14.17 8.0 2.29 38.97
.44 2.95 13.21 6
10.0 18.00 9.33 2.33 57.73
.40 3.40 16.98 2-1/2 2
7.0 5.67 5.42 3.01 10.50'
.89 1.89 5.56 2-1/2 7.5 7.29 6.25 3.13 14.32
.83 2.09 6.85 3
8.0 9.00 7.08 3.22 19.03
.78 2.28 8.35 3-1/2 8.5 10.79 7.92 3.30 24.71
.74 2.48 9.96 4
9.0 12.'67 8.75 3.37 31.41
.69 2.70 11.63 5
10.0 16.'67 10.42 3.47 48.18
.63 3.12 15.44 6
11.0 21.00 12.08 3.55 69.87
.57 3.57 19.57 Table 2 Page 1 of 4 O
f 4
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b Lw Swx Jw My C
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2 8.0 6.67 7.00 4.20 14.54 1.13 2.12 6.86 2-1/2 8.5 8.54 8.00 4.36 19.15 1.06 2.31 8.29 i
3 9.0 10.5 9.00 d.50 24.75 1.00 2.50 9.9 i
3-1/2 9.5 12.54 10.00 4.62 31.42
.95 2.70 11.64 4
10.0 14.67 11.00 4.71 3 9.23
.90 2.90 13.53 5
11.0 19.17 13.00 4.88 58.55
.82 3.32 17.63 6
12.0 24.00 15.00 5.00 83.25
.75 3.75 22.20 3-1/2 2
9.0 7.67 8.75 5.57 19.58 1.36 2.36 8.30 1
2-1/2 9.5 9.79 9.92 5.78 25.03 1.29 2.54 9.85 3
10.0 12.00 11.08 5.97 31.58 1.23 2.72 11.61 3-1/2 10.5 14.29 12.25 6.13 39.30 1.17 2.91 13.5 1 4
11.0 16.67 13.4 2 6.26 48.27 1.11 3.12 15.47
, ()
5 12.0 21.67 15.75 6.49 70.24 1.02 3.52 19.96 6
13.0 27.00 18.08 6.66 98.04
.94 3.94 24.88 4
2 10.0 8.67 10.67 7.11 25.73 1.6 2.60 9.90 2-1/2 10.5 11.04 12.0 7.38 32.09 1.52 2.78 11.54 I
3 11.0 13.50 13.3 3 7.62 39.64 1.45 2.96 13.40 1
3-1/2 11.5 16.04 14.67 7.82 48.48 1.39 3.14 15.44 l
4 12.0 18.67 16.00 8.00 58.67 1.33 3.34 17.57 l
5 13.0 24.17 18.67 8.30 83.3 9 1.23 3.73 22.36 6
14.0 30 21.33 8.53 114.38 1.14 4.14 27.63 i
Table 2 Page 2 of 4
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O 4-1/2 2
11.0 9.67 12.75 8.83 33.14 1.84 2.84 11.67 2-1/2 11.5 12.29 14.25 9.16 40.46 1.76 3.01 13.44 3
12.0 15.00 15.75 9.45 49.08 1.69 3.19 15.39 3-1/2 12.5 17.79 17.25 9.70 59.08 1.62 3.37 17.53 4
13.0 20.67 18.75 9.93 70.54 1.56 3.56 19.81 5
14.0 26.67 21.75 10.30 98.13 1.45 3.94 24.91 j
6 15.0 33.00 24.75 10.60 132.41 1.35 4.35 30.44 5
2 12.0 10.67 15.00 10.71 41.92 2.08 3.09 13.57 i
2-1/2 12.5 13.54 16.67 11.11 50.26 2.00 3.25 15.46 3
13.0 16.50 18.33 11.46 60.00 1.92 3.43 17.4 9 3-1/2 13.5 19.54 20.00 11.76 71.24 1.85 3.60 19.79 4
14.0 22.67 21.67 12.04 84.02 1.79 3.78 22.23 5
15.0 29.17 25.00 12.50 114.58 1.67 4.16 27.54 6
16.0 36.00 28.33 12.88 152.27 1.56 4.56 33.39 5-1/2 2
13.0 11.67 17.42 12.77 52.19 2.33 3.32 15.72 j
2-1/2 13.5 14.79 19.25 13.23 61.62.
2.24 3.49 17.66 3
14.0 18.00 21.08 13.6 4 72.56 2.16 3.66 19.82 l
3-1/2 14.5 21.29 22.92 14.00 85.07 2.09 3.83 22.21 4
15.0 24.67 24.75 14.33 99.25 2.02 4.01 24.75 5
16.0 31.67 28.42 14.88 132.89 1.89 4.39 30.27 6
17.0 39.00 32.08 15.34 174.09 1.78 4.78 36.42 Table 2 Page 2 of 4 O
m.
Swy a
b Lv Swx Jw Ny C
Jw/C
+
(
6 2
14.0 12.67 20.00 15.00 64.10 2.57 3.57 17.95 2-1/2 14.5 16.04 22.00 15.53 74.67 2.48 3.74 19.97 3
15.0 19.50 24.00 16.00 86.85 2.40 3.90 22.27 3-1/2 15.5 23.0 4 26.00 16.42 100.'71 2.32 4.07 24.74 I
4 16.0 26.67 28.00 16.80 116.33 2.25 4.25 27.37 5
17.0 34.17 32.00 17.45 153.18 2.12 4.62 33.16 6
18.0 42.00 36.00 18.00 198.00 2.0 5.0 39.60 Table 2 Page 4 of 4 4
O l
l l
l l
O l
Weld Property Table 3.s Rectangular Wald y
Lw = 2 (a + b)
I l Swx = ab + b2
'"" $
- 3 h
/t
+
C = 1/2 (a 2 + b2)2/2 3
=
Ref: Misc Calc. M-02 a
b Lv lhrx Swy Jw C
Jw/c 2
2 8
5.33 5.33 10.67 1.41 7.55 2-1/2 9
7.08' 6.33 15.19 1.60 9.49 3
10 9.00 7.33 20.83 1.80 11.57 3-1/2 11 11.0 8 8.33 27.72 2.02 13.73 4
12 13.3 3 9.33 36.00 2.24 16.07 5
14 18.33 11.33 57.17 2.69 21.25 6
16 24.00 13.33 85.33 3.16 27.00 7
18 30.33 15.33 121.50 3.64 33.38 8
20 37.33 17.33 166.67 4.12 40.45 2-1/2 2
9 6.33 7.08 15.19 1.60 9.49 2-1/2 10 8.33 8.33 20.83 1.77 11.77 3
11 10.5 9.58 27.73 1.95 14.22 3-1/2 12 12.83 10.83 36.00 2.15 16.74 4
13 15.33 12.08 45.77 2.36 19.39 5
15 20.83 14.58 70.31 2.80 25.11 6
17 27.00 17.03 102.35 3.25 31.49 7
19 33.83 19.58 142.90 3.72 38.41 8
21 41.33 22.08 192.94 4.19 46.05 Table 3 Page 1 of 4
s a
b Le Srx Swy Jw C
Jw/c l
Os 3
2 10 7.33 9.00 20.83 1.8 11.57 i
2-1/2 11 9.58 10.5 27.73 1.95 14.22 3
12 12.00 12.00 36.00 2.12 16.98 3-1/2 13 14.58 13.50 45.77 2.30 19.90 4
14 17.33 15.00 57.17 2.50 22.87 5
16 23.3 3 18.00 85.33 2.92 29.22 6
18 30.
21.00 121.50 3.35 36.27 7
20 37.33 24.00 166.67 3.81 43.7 5 8
22 45.33 27.00 221.83 4.27 51.95 3-1/2 2
11 8.33 11.08 27.73 2.02 13.73 2-1/2 12 10.83 12.83 36.00 2.15 16.74 3
13 13.5 14.58 45.77 2.30 19.90 i
3-1/2 14 16.33 16.33 57.17 2.47 23.1 5
()
4 15 19.33 18.08 70.31 2.66 26.43 I
5 17 25.83 21.58 102.35 3.05 33.56 6
19 33.00 25.08 142.90 3.47 41.18 7
21 40.83 28.58 192.94 3.91 49.35 8
23 49.33 32.08 253.48 4.37 58.00 4
2 12 9.33 13.33 36.00 2.24 16.07 2-1/2 13 12.08 15.33 45.77 2.36 19.39 3
14.
15.00 17.33 57.17 2.50 22.87 3-1/2 15-18.08 19.33 70.31 2.66 26.43 4
16 21.33 21.33 85.33 2.83 30.15 5
18 28.33 25.33 121.50 3.20 37.97 6
20 36.00 29.33 166.67 3.61 46.17 4
7 22 44.33 33.33 221.83 4.03 55.04 8
24 53.33 37.33 288.00 4.47 64.43 Table 3 Page 2 of 4
t a
b Lv Srx Suy Jw C
Jw/c 5
2 14 11.33 18.33 57.17 2.69 21.25 2-1/2 15 14.58 20.83 70.31 2.80 25.11 3
16 18.00 23.33 85.33 2.92 29.22 3-1/2 17 21.58 25.83 102.35 3.05 33.56 4
18 25.33 28.33 121.50 3.20 37.97 5
20 33.33 33.33 166.67 3.54 47.08 6
22 42.00 38.33 221.83 3.91 56.73 7
24 51.33 43.33 288.00 4.30 66.98 8
26 61.33 48.33 366.17 4.72 77.58 6
2 16 13.33 24.00 85.33 3.16 27.00 2-1/2 17 17.0 8 27.00 102.35 3.25 31.49 3
18 21.00 30.00 121.50 3.35 36.27 3-1/2 19 25.0 8 33.00 142.90 3.47 41.18 l
4 20 29.33 36.00 166.67 3.61 46.17 1
5 22 38.33 42.00 221.83 3.91 56.73 i
6 24 48.00 48.00 288.00 4.24 67.92 7
26 58.33 54.00 366.17 4.61 79.43 8
28 69.33 60.00 457.33 5.00 91.47 7
2 18 15.33 30.33 121.50 3.64 33.38 2-1/2 19 19.58 33.83 142.90 3.72 38.41 3
20 24.00 37.33 166.67 3.81 43.75 3-1/2 21 28.58 40.83 192.94 3.91 49.35 4
22 33.33 44.33 221.83 4.03 55.04 5
24 43.3 3 51.33 288.00 4.30 66.98 6
26 54.00 58.33 366.17 4.61 79.43
(
7 28 65.33 65.33 457.33 4.95 92.3 9 8
30 77.33 72.33 562.50 5.32 105.73 Table 3 Page 3 of 4
ATTACHMEliT 2a
' CALCULATION / PROBLEM COVER SHEET CTH-1 Calculation / Problem No:
Title:
CABLE TRAY SUPPORT QUALIFICATION Cilent:
TUGCo Project: CPSES, UNIT 1 0210-040 JobNo:
Design input /
References:
SEE SECTION 7.0 Assumptions:
See calculation within and Asstaptions/Open items, Section 2.0 Method:
[ ] Static Analysis
[ ] Static Equivalent Analysis
[ ] System Response Analysis Remarks:
The purpose of this calculation is to design verify the l
As-built, or qualify an Impe11 modified safety-related cable tray support at CPSES, Unit 1 REV.NO.
REVISION APPROVED DATE O
Oriainal issup CU E DS 0004 675 Sheet __ l of I
d
~
I a
b Lv SWx Swy Jw C
Jw/c 8
2 20 17.33 37.33 166.67 4.12 40.45 2-1/2 21 22.08 41.33 192.94 4.19 46.05 3
22 27.0 45.33 221.83 4.27 51.95 3-1/2 23 32.08 49.33 253.48 4.37 58.00 4
24 37.33 53.33 288.00 4.47 64.43 5
26 48.33 61.33 366.17 4.72 77.58 6
28 60.
69.33 457.33 5.00 91.47 7
30 72.33 77 J3 562.50 5.32 105.73 8
32 85.33 85.33 682.67 5.66 120.61 Table 3 Page 4 of 4 O
l l
l l
l O
ATTACHMENT 2b l
TABLE OF CONTENTS O
Nunber of Pages per Section Cal cul ati on/Probl e Cover Sheet.......................
Tabl e of Contents.....................................
Revision Log..........................................
1.0 Support Qual i fi cati on Sumnary....................
2.0 As sunpti on s/Open Itas...........................
3.0 Support Mode1....................................
4.0 Mober Stress Eval uati on..........................
5.0 Wel d Ev a1 a ti on...................................
6.0 Anchor Bolt and Base Plate Evalation.............
7.0 R ef erences/Desi gn Input..........................
8.0 SUPERPOST Da te/ Time Log..........................
9.0 Calculation Checklist............................
- 10. 0 SUPERPOST Quali ficati on Checkl i st................
ATTACit1ENTS (A) CTH Drawings [ ] Preliminary [ ] Final (B) SUPERPOST Output (C) RFI(s)
(D) As-Modified CTH Drawing Yes [ ] No [ ]
(E) Hanger Database Sunmary Total Pages TUGC0 CPSES Unit 1 mM 0210-040 "8
O IN PELL r 6J
ATTACHMENT 2c REYISION LOG O
Revision Stannary of Changes 0
Original Issue I
h e
TUGC0 CPSES Unit 1 o.
=
210.o.
Wggg m,,
l
--,--m
,_n,_,e,.
,_a,,a..
p.w-ngen,.,,,,---
,7,- -
--,-n
ATTACHMENT 2d v
1.0 SUPPORT QUALIFICATION SUMERY Overlap Support? (Y/N)
O Overlap Analysis Rev.
Rev.
Rev.
l Support Modification Calculations
[ ] No Modifications Required
[ ] Support Modification Required i
O l
TUC CO CPSES u t4 )T i.
O MM 0110-040 PAGE dh
]. I gkgQm**'mIY calc no l
nav sY DATE CHackto oATE
ATTACHMENT 2f 3.0 SUPPORT MODEL 0
1 i
b i
O TUGC0 CPSES Unit 1
- 0210-040 Paos i
I N P _E Q g J.I
~c~
gy
=
un e e.
i
ATTACHMENT 2e 2.0 ASSUW TIONS/0 PEN ITEMS OPEN ITEMS LIST ITEM DESCRIPTION RESOLUTION CLO D I
O i
l ASSUMPTIONS l
l l
TUGC0 CPSES Unit 1
- 0210-040 Paos IN PELLdh
=c.
z.
or kmrm F DATE CHECKED DATE
)
ATTACHMENT 2h Slenderness Ratio Check 1.
Maxtom K1/r for support's 2.
Maximum K1/r i 200:
Yes (Naxima slenderness ratto acceptable.
Skip questions 3 and 4.)
No Answer questions 3 and 4.
3.
For post members vith static tension loads:
Maximum k1/r:
Maxima fa/ Fat K1/r 1300 and fa/Fa 10.5 Yes No 4.
For all other members:
Maxismi K1/r Maximm K1/r 1200:
Yes No Support Fails i
1 i
TUGCc - CPSES Unit 1 Jos no 0210-040 NEJ*
dk IN PELLLN new ev mra c*ecnno pra w.,
"1l-.."*'i',' Y. "
L',.
._.:-.--_.?----',_
,,_..,n-,
ATTACHMENT 2q l
4.0 MEM8ER STRESS EVALUATION All support members have been qualified via SUPERPOST i
analysis except as noted below.
RUN NAME i
O Highest Member Interaction Ratio:
l TUGCo CPSES UNIT 1 m ua Paos gl==Q=dh CALC NO k
W may av OAtt cHecman DATE
_,y
,,--.___-,___--___.---_,,,-,m_._
,_-_m._c-_-
,.,.._,,m--
ATTACHMErlT 21 5.0 WELO EVALUATION O
' [ ] All welds have been qualified via SUPERPOST analysis except as noted below.
M9E RE0'O SIZE ACTUAL SIZE RE01URED/ ACTUAL I
l ltO i
4
.I I
l l
TUUCo CFbbb UN11 1 l
Jos no 0210-040 PAGE IM PELLdb I'
i REV BY Daft CHECKED DATE N '*
i i
. _,. - ~...- -.. -. _ -... _. _,.., - -
ATTACHMENT 2j 6.0 ANCHOR BOLT AND BASE PLATE EVALUATION The following anchorages have been evaluated in this calculation.
ANCHOR BOLT EMBEDMENT ANGLE / PLATE INTERACTION INTERACTION INTERACTION N0DE RATIO RATIO RATIO METHOD l
METHODS 1.
Qualified using PI-07 interaction diagrams.
2.
Qualified using PI-07 interaction diagrams and additional supplemer.tal calculations and assumptions explained in this calculation.
3.
Qualified using PI-07 and finite element analysis techniques.
TUGC0 CPSES Unit 1 Joe no 0210-040 PAGE 6.1 gkg{dhm=Y calc wo mEv sv Dart cHecnto oATE
A ATTACHMENT 21 8.0 SUPERPOST RUN DATE/ TIE LOG O
DESCRIPTION DATE/ TIME COMNTS i
O TUGC0 CPSES Unit 1 me w 0210-040
- os gg cy
0 i
hyy DAM c*acaso can l
- - - ~ -.. - -. _ _ _ _, _ _ _ _ _ _ _.,_
ATTACHMENT 2k
7.0 REFERENCES
/ DESIGN INPUT
('J
~
)
1.
Cable Tray Analysis Calculation No.
, Rev.
L 2.
Overlap Tray Analysis Calculation No.
. Rev.
3.
PI-03, Qualification of Cable Tray Supports, Rev.
4.
PI-07 Design Verification of Base Plates, Base Angles, and Embedment Plates; Rev.
S.
AISC " Manual of Steel Construction", 7th Edition including Supplements No. 1, 2, and 3.
6.
AISI, " Cold-Formed Steel Design Manual",1968 Edition.
7.
SUPERPOST User's Manual, Version 8.
Cable Tray Hanger Drawings CTH Rev.
CTH Rev.
O TUGC0 CPSES Unit 1 Joe No 0210-040 NE g g{dh
,7.1 cacao Y
may my oats cwaCKED DATE u m, mar a n I
4
.-.--,..-_-------,_---,-,_,,,-.-_-n.----,
ATTACHMENT 2m (1/2) 9.0 CALCULATION CHECKLIST (c)
YES COMMENT (Initial)
N/A NtNBER v
1.
Is the calculation package assembled properly?
2.
Are all calculation sheets initialed and dated?
3.
Are all attachments stamped and arranged in order?
4.
Is the following design input correct and complete:
a.
Loads?
b.
Drawings?
c.
RFIs?
d.
Other? (List)
&V 5.
Member Stress Qualifications:
a.
Is the math correct?
b.
Is the method consistent with PI-037 c.
Are the results reasonable?
d.
Is Kl/r limit o-kay?
6.
Anchor Bolt Evaluation:
a.
Is the math correct?
b.
Is the method consistent with PI-077 c.
Are the correct allowables used for OBE and SSE (if applicable)?
d.
Are computer runs checked and attached (if applicable)?
e.
Are the results reasonable?
TUGC0 CPSES Unit 1 JOS NO 0210-040 P^05
,'I 9
g g{dh cate no Y
REV BY DATE CHECKED DATE uwwin n
ATTACHMENT 2m (2/2) s 9.0 CALCULATION CHECKLIST (Cont'd)
YES COP 99ENT (Initial)
N/A NUMBER 7
Weld Evaluations:
a.
Is the math correct?
b.
Is the method consistent with PI-03?
c.
Are the results reasonble?
8.
Has the originator considered the SSE load case and incorporated this into the calculation?
9 If this is an overlap support, have the loads been considered from all analyses?
- 10. Are the Hanger Load Stamary Fom(s) complete and made into an attachment?
- 11. Have all reasonable approaches and conservatisms been considered in evaluating failed menbers?
I
- 12. Can the analytical steps involved be verified without recourse to the originator?
1 COP 9ENT ORIGINATOR CHECKER fh) fN NUMBER COMPENT RESOLUTION
)
l l
I TUGC0 CPSES Unit 1
\\
Joe No 0210-040 O
cau:mo or ' 1 i
i l
k a"'
Y nov sv can cwecuso can l
l
ATTACHMEf.T 2n (2/3) 10.0 SUPERPOST QUALIFICATION CHECKLIST (Cont'd)
YES COMENT (Initial)
N/A NUMBER
- 12. Do the cross-section names correspond correctly to those used in SUPERPIPE?
- 13. Are correct Wft and Wrj used?
- 14. Are correct weld types used?
- 15. Are correct member and node names used to identify welds?
- 16. Are all anchors and single direction supports included in the analysis?
- 17. Is the correct SUPERPIPE run used?
' O j
1 l'
TUGC0 CPSES Unit 1 O
i
- 0210-040
'*88 N'
lM d
MV SY DAM CMGCutD oAM j
. - _ _ _ _ _ _ _ _. _.~ _ ____._______ _ _._._._.____..,_.._.__.. _ _
ATTACHl1ENT 2n (1/3) 10.0 SUPERPOST QUALIFICATION CHECKLIST O.
This checklist will be used for production to insure the correct use of SUPERPOST.
YES COW 9ENT (Initial)
N/A NUMBER 1.
Are all support mobers defined in SUPERPOST7 2.
Are all support mebers named correctly?
3 Are all welds requiring evaluation contained in the SUPERPOST run?
4 Are all weld dimensions correct?
5.
Are all units consistent?
Weld dimension in inches?
SUPERPIPE forces in kips?
SUPERPIPE moments in kip-inches?
Maber and Run lengths in feet?
Cross-sectional data in proper units?
6 Are all cross-sectional properties correct including proper orientation of I, Iz?
y 7.
Are all load cases included?
8.
Are correct load factors used?
9.
Are correct run lengths used for j
flexural buckling?
I
- 10. Are correct mober lengths used j
for lateral-torisional-buckling?
- 11. Are correct K valves for flexural l
buckling used?
l TUGC0 CPSES Unit 1 O
m No 0210-040 ma gEMadh Jo l ce no F
c, c..o I
A ATTACHMENT 4 (1/4)
Y CHEc h' CHRNNEL i
C}
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- 5. FRom e s5C TeGt.E l-36
/7 "Eb TUGCo g
CPSES, Unit 1 Joe m 0210-040 PAGE db IM PELL REV BY DATE CHECKED DATE N *^
ATTACHMENT 4 (2/4)
O
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TUGCo y
CPSES, Unit 1
'^85 Joe No 0210-040 g g{dh cAtc wo y
REV BY OATE CHECMED DATE
s ATTAGENT 3 0
Table 1.3 EFFECTIVE-LENGTH FACTORS (K) FOR DESIGN OF CABLE TRAY SUPPORTS (PINNED AND FIXED ANWORMGES)
UPERACED AND BRAED TRAPEZE POSTS NO. OF LOADED EFFECTIV E-LENGTH TIEF.S FACTOR 1
1.21 2
0.99 3
0.73 4 or more 0.57 L-SiAPE SUPPORT POSTS NO. OF LOADED EFFECTIV E-LENGTH TIERS FACTOR 1
1.21 2
1.06 3
1.00 4 or more 0.91 CANTILEVER SUPPORT TIERS NO. OF TRAYS EFFETIVE-LENGTH PER TIER FACTOR 1
0.99 2
0.73 NOTE:
(1) For cantilevel supports with multiple trays of width less than 12 inches, use k = 0.99.
OCl (2)
Coo Reference 4 of PI-03 for derivation of this data.
More refined
<alues are available if needed to qualify fixed anchorage supports.
ATTACHftENT 2n (3/3)
RIGINATOR CHECKER COMENT O'
ACCEPTED ACCEPTED NUMBER CO M NT RESOLUTION (INITIAL)
(INITIAL)
O i,
TUGC0 CPSES Unit t 2%
1 '
- y, INg)}
~
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n.
1
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i ATTACHMENT 2p
)
s ATTAWENT E Prel iminary Final SUPPORT DATA SUMARY SUPPORT TYPE (Check one fran ench coltan)
Restrafnt Tvno Gaametry Transverse 1.
Cantilever 4
Longitudinal 2.
Braced Canitlever Multi di rect 3.
L-Frame Frame Member 4.
WFrame Single Tier 5.
WFrame Milti-Tier 6.
Other Overlap Support Yes/No Support Components Thermolagged Yes/No Loaded Tier Anchorage (Check all that apply)
QUALIFICATION DATA I.
EMERS: Maximte Member Interactions (Check One)
Member Type
- Post, Col ian, Ti er, Brace II.
Maximta Compressive Ratio (fa/Fa) =
Member Type
- Post, Col tan,
- Tier, Brace, Other III.
Maximta K1/r Maximum L/r IV. ELDS:
Maximin Weld Ratio. Wald Reauf red.
Weld Size V.
Maximta Base Angle / Plate Interaction Put C f f done by PI-07 Charts.
VI.
Maximte embed plate interaction VII. AN WCRS: Maximte Bolt Interaction:
Put C if done by PI-07.
Bolt Type Hil ti, Super Hilti, Richmond Screw I
i-TUGCo - CPSES Unit 1 i
1 Joe No 0210-040 PAGE O
IM PELL REV BY DAfs CHECMID DATE
((* ** ' m I
i ATTACHMENT 4 (4/4) q*
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f.
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Sw
=
4 10 fVF 61,0 N
sue are svuss o w.
l TUGCo O
j CPSES, Unit 1 JOS NO 0210-040 PAGE dh CALC NO MEV BY DATE CHECMED DATE
"""^'*
ATTACittENT 4 (3/4)
E6Jeidu 6fetv2 (.w/ vseJu does,Av wgoA'>
O
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=
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L4 x 4 x 3/8 11.4 x 10 8
L6 x 6 x 3/8 11.3 x 10 TUGCo CPSES, Unit 1 Joe NO 0210-040 PAGE MC NO lM% dL AF oF or, cN. coo or.
ATTACHMENT 5 (1/3)
CHEC K ANGL E MEinBER styr2
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1 ATTACHMENT 6 EVALUATION OF FILLET WELD WELD LOCATION JOINT NO.
LOADS ON WELD (REF. SHEET
)
WELD PATTERN LOAD CASE n b k-in k
M
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WELD SECTION PROPERTIES (IN LOCAL COORD)
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in MEMBER SIZE in Swa "
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WELD SIZE REQUIRED f
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in 0 " ALLOW LE " 0.707 x 21.0
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(FOR OBE)
TUGC0 CPSES, Unit 1 Jos e 0210-040 PAGE O
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TUGCo CPSES. Unit 1 Joe NO 0210-040 PAGE O
IN PELL or kC0""*
MEV BY DATE CHECKED DATE