ML20082K621
| ML20082K621 | |
| Person / Time | |
|---|---|
| Site: | Arkansas Nuclear  |
| Issue date: | 08/22/1991 |
| From: | ENTERGY OPERATIONS, INC. |
| To: | |
| Shared Package | |
| ML20082K613 | List: |
| References | |
| 91-E0094-01, 91-E94-1, NUDOCS 9108300148 | |
| Download: ML20082K621 (20) | |
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TABLE OF CONTEllTS Page Table of Contents 1 Purposo ? ] Referencon 3 Noten and Assuniptions 3 Calculation 4 - 18 Conclusion 19 c I' 19b CALCULATION NUMilER eni,my Operations G). f- 0G? & ~ CI AllRANSAS 9 Clf/ Y/ T 47h3 NUCLEAlt PAGE ItEV. ' DATE IW CilK'D ONE NUMI1 Ell ) OF --..h
I PURPODE: 1 To ovaluate and perform chippir.; cack drop analysin i for the concreto floor aron above the A!10-1 Control Room, with and/or without hexagonal honeycomb, using l the following data: P Shipping cank diamator = 712 mm = 28" l - Shipping cask weight = 17 Ton, uno 35 kips - maximum drop a 9" f f i h l 1 i i 696 oni,,yy CALCULATION NUMilER operations 4/+ op 94-e l AltKANSAS f) C/T/@/ A d ?'M NUCl.1:All PAGE
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V" REFERENCED:
- 1) ACI 318-77
- 2) ACI 318-63
- 3) Topical Report DC-TOP-9A Rev. 2
- 4) Civil Calculation No. 2.12
- 5) Civil Ca.1culation No. 11406-130
- 6) Reinforced Concreto Design by Wang & Salmon, Third Ed.
- 7) Drawing No. C-206 Rev. 16
- 8) Drawing No. C-212 Rev. 9
- 9) AIGC Eighth Edition NOTES AND ADDUMPTIOHCl
- 1) Shear in the governing factor based on calculation 2.12. The maximum shear stress will occur at a distance of on effectivo death of the slab from the face of the wall if tho'canX drop at about'6'-0" from contor of Column lino C or Column lino D.
- 2) f'c = 4850 psi 0 28 days (Pour No. 517) (Ref. no. 5) 6500 psi 0 4 years (Ref. no. 5) f'c = 48300 pai por mill test report Fy (Ref. no. 5)
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.. ~. CONCLUSION: ovaluation summarios for the 17 Ton handling cask Drop' diamotor) (20 at elevation 404 (over the U-1 Control Room) are listed below CASE-I - A drop ovaluation for 3" travel height with no hexagonal honeycorb. CASE-II-A drop ovaluation for 9" travel height with 3" of hexagonal honeycomb. CASE-I CASE-II Shear Capacity 691.06 kips 691.86 kips = 1.027 = 4.51 = Shoar Computed 673.0 kips 153.26 kips Homent Capacity 5243.6 kip-ft 5243.6 kip-ft 1.282 ; = 5.42 = = Moment Computed 4083.5 kip-ft 966.0 kip-ft Bond Stress Capacity 543.20 psi 543.20 psi = 2.94 = 12.06 = Bond Stross Computed 184.7 psi 45.0 pai Development Length Provided (Ref. #-5) 33 in. 33 in = 1.10 = 1.10 = Dove.opment Longth 30 in. 30 in. Required (Ref. # 5) I b dBtenimy ' CALCULATION NUMBER Operations 9)-E-0094-0) l AltKANSAS 6 f/ f/ 6 > 'l~D
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