ML20079N852

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17 Ton Cask Drop Analysis for Concrete Floor Above AN0-1 Control Room
ML20079N852
Person / Time
Site: Arkansas Nuclear Entergy icon.png
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)


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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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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" L

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REFERENCES:

1) ACI 318-77
2) ACI 318-63
3) Topical Report BC-TOP-9A Rev. 2 A
4) Civil Calculation No. 88 Book 26, Pg. J23-J26 &

A 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

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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:

Shear is the g# 4). The maximum shear stress willoverning-factor based.on cal 1) jh5 no. 88 (ref..

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.

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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)

Use f'E8300 nsi per mill test report

= 6500 psi 0 4 years (Conservative)

Fy (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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c/]dca/Ayios Go 44.) O/4 x. h10Ja Edl~ x1 vD 5A PG7t/ GAC:ro A : 2 Da% p+. m - fbo.?l x)f x4 4 f y g, $ g,,g, y,y, y g,,g (24,,,g} i m .. e 4 M gg; .f65 96 k 514 3. (a k ' (Ya ~7 ) Attot<>. ne>~en} cdfa cArj = SAFETsj Fr{ c 7 0 4. = T243,6 - g, n eq & (,4 6 ~ (C) 6 Ox)D S TAEJ f vrr h $ d c Y: (/60./ ) Q e a +x S&d x 9,rx.ir- ), cx r,tLs 3.cx.tr W: /(s7$ /3 /6~}f/$ dl _- 45, p j' 33 i .sx ixi.n u r.tt x trwxsg r /1 Llo uJ. l$0ND $ 75.6M : S'92 ?). E J1 { f 9, C$ b SAFsTy' R4croA = FW>F = 79,p& 1 4S,t?

9) enilfons CALCULATION NUMBER

~~ opw 9 l-6 -909 L1 - o) O 3/8/ 11 7D M[ hU L AR PAGE REY. DATE BY CIIK'D ONE NUMBER jf 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 Provided (Ref. # 5) 33 in. 33 in. x = = 1.10 = 1.10 Development Length 30 in. 30 in. Required (Ref. # 5) I $ en M, ons CALCULATION NUMBER ~~ o 9 ) n 94-0) ' ARKANSAS C I/ 7/ 9) -IMe NUCLEAR PAGE REY. DATE BY CilK'D ONE NUMBER / Y or-2 Y _ _ _ _. _ _ _ _ _. _ _ _ _. _. _ _ _. _ _}}