ML20079N852
| ML20079N852 | |
| Person / Time | |
|---|---|
| Site: | Arkansas Nuclear  |
| Issue date: | 09/24/1991 |
| From: | ARKANSAS POWER & LIGHT CO. |
| To: | |
| Shared Package | |
| ML19336D681 | List: |
| References | |
| 91-E-0094-01, 91-E-0094-01-R01, 91-E-94-1, 91-E-94-1-R1, NUDOCS 9111120047 | |
| Download: ML20079N852 (22) | |
Text
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Sapaj ARKANSAS NUCLEAR ONE
4 TABLE OF CONTENTS Page Table of Contents 1 Purpose 2 References 3 Notes and Assumptions 3 Calculation 4 - 18 Conclusion 19 I
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Operations -
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T PURPOSE:
To eva'clate and perform shipping cask drop analysis for the concrete floor area above the ANO-1 Control Room, with and/or without hexagonal honeycomb, using the following data:
- Shipping cask diameter = 712 mm = 28"
- Shipping cask weight = 17 Ton, use 35 kips
- maximum drop = 9" '
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REFERENCES:
- 1) ACI 318-77
- 2) ACI 318-63
- 3) Topical Report BC-TOP-9A Rev. 2
- 4) Civil Calculation No. 88 Book 26, Pg. J23-J26 &
AA J70-J73
- 5) Civil Calculation No. 11406-130
- 6) Reinforced Concrete Design by Wang & Salmon, Third Ed
- 7) Drawing No. C-206 Rev. 16 l
l
- 8) Drawing No. C-212 Rev. 9
- 9) AISC Eighth Edition l
- 10) Design of Concrete Structures by Winter & Nilson
- 11) Calculation NO. 83-D-2200-11 Pg. 124 of 555 NOTES AND ASSUMPTIONS: ,
1) jh5 Shear no. 88is(ref..
the g# 4). The maximum shear stress willoverning-factor based.on cal occur at a distance of on effective depth of the slab from the face of the wall if the cask drop at about 68-0" from center of Column line C or Column line D.
t -
, 2) f'c = 4850 psi-0 28 days (Pour No. 517) (Ref.'no. 11) f'c = 6230 psi 0 90 days (Pour No. 517) (Ref. no. 11) g[3 f'c = 6230 X 1.1 = 6850 psi @ 4 years (Ref. 10)
= 6500 psi 0 4 years (Conservative)
Use Fy = f'E8300 nsi per mill test report (Ref.-no. 5)
- 3) This calculation is to qualify the slabs between Columrt Lines A, B, C, D and Column Lines 4 and 5.
Since the shear is the governing factor (see note 1)
A it f.s conservative to use the smaller span to D) calculate the maximum shear at a distance 6'-0" from
-the support. Therefore, use-24'-0" for span length (between Column line C and Column line D which is the most critical span) to qualify all'the three referenced spans.
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/1 Llo uJ . l$0ND $ 75.6M : S'92 ?). E J1 { f 9 , C$ b SAFsTy' R4croA1 = FW>F = 79,p&
4S,t? CALCULATION NUMBER
- 9) enilfons
~~ opw 9 l- 6 -909 L1 - o)
O 3/8/ 11 7D M[ hU L AR PAGE jf REY. DATE BY CIIK'D ONE NUMBER OF /f
CONCLUSION: Drop' evaluation summaries for the 17 Ton handling cask (28 diameter) at clovation 404 (Over the U-1 Control Room) are litted below: CASL-I - A drop ovaluation for 3" travel height with no hexagonal honeycomb. CASE-II- A drop evaluation for 9" travel height with 3" of hexagonal honeycomb. CASE-I CASE-II Shear Capacity 691.86 kipc . 691.86 kips
- = = 1.027 : = 4.51 shear computed 673.0 kips 153.26 kips Moment Capacity 5243.6 kip-ft 5243.6 kip-ft
_ = 1.282 * -
. = 5.42 Moment Computed 4088.5 kip-ft 966.0 kip-ft Bond Stress capacity 543.20 psi ,
543.20 psi Bond Stress Computed 184.7 psi 45.0 psi Development Length x Provided (Ref. # 5) = 33 in. 33 in.
= 1.10 ; = 1.10 Development Length 30 in. 30 in.
Required (Ref. # 5) I
$ en CALCULATION NUMBER o M, ons
~~
' ARKANSAS 9 ) n 94-0)
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