ML20248C244

Rev 0 to Calculation 52091-C-010, Monticello Unit 1, Electrical Equipment Anchorage Screening Based on Design Basis Evaluation

ML20248C244
Person / Time
Site:	Monticello
Issue date:	01/17/1995
From:	EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING
To:
Shared Package
ML20248C136	List: ML20248C129 ML20248C167 ML20248C197 ML20248C213 ML20248C219 ML20248C230 ML20248C244 ML20248C265 ML20248C273 ML20248C292 ML20248C295 ML20248E336
References
52091-C-010, 52091-C-010-R00, 52091-C-10, 52091-C-10-R, NUDOCS 9806020098
Download: ML20248C244 (113)

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TABLE OF CONTENTS Subiect Eggg l

CALCULATION COVER SHEET 1

TABLE OF REVISIONS 2

TABLE OF CONTENTS 3

REFERENCES 5

i OBJECTIVE 7

SUMMARY

8 TECHNICAL APPROACH 9

COMPARISON OF DESIGN BASIS AND SEISMIC MARGIN ASSESSMENT CRITERIA 12

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FLOOR RESPONSE SPECTRA SCALE FACTOR, REACTOR f

AND TURBlNE BUILDINGS 17 SCALED 5% DAMPED PEAK SPECTRAL ACCELERATIONS, REACTOR AND TURBINE BUILDINGS 20 SCALED 3% DAMPED PEAK SPECTRAL ACCELERATIONS, REACTOR l

AND TURBINE Bull DIMGG 22 DIESEL GENERATOR BUILDING AND INTAKE STRUCTURE I

PEAK SPECTRAL ACCELERATIONS 23 CONTROL BUILDING PEAK SPECTRAL ACCELERATIONS 24 l

EXPANSION ANCHOR ALLOWABLE LOADS FOR SMA 25 COMPARISON OF ANCHORAGE TENSION-SHEAR INTERACTION 27 COMPARISON OF EXPANSION ANCHOR EDGE DISTANCE AND SPACING CRITERIA 29 1

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FIRST SCREEN 32 SECOND SCREEN 43 l

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Subiect P_RER REVISED FLOOR SPECTRA SCALE FACTORS 47 REVISED SCREENING 50 ATTACHMENT A - DESIGN BASIS EVALUATION ELECTRICAL EQUIPMENT LIST A-1 i

ATTACHMENT B -IPEEE ELECTRICAL EQUIPMENT LIST B-1 ATTACHMENT C - REACTOR BUILDING R.G.1.60 FLOOR SPECTRA C-1 ATTACHMENT D - TURBINE BUILDING R.G.1.60 FLOOR SPECTRA...............D-1 ATTACHMENT E - CONTROL BUILDING 0.3G NUREG/CR-0098 F LO O R S P E CT R A............................................................................

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w REFERENCES i

1.

EOE Engineering Consultants, " Project Plan, Support of Monticello and Prairie Island IPEEE," Document No. 52091-P-001.

2.

URS/ John A. Blume and Associates, Engineers, " Seismic Evaluation of the Anchorage of Safety-Related Electrical Equipment," URS/ JAB 8158, July 1983. Microfilm Roll 1298, Blip 1396.

3.

Electric Power Research Institute, "A Methodology for Assessment of Nuclear Power Plant Seismic Margin (Revision 1)," EPRI NP-6041-SL,

- Revision 1, August 1991.

4.

EQE Engineering Consultants, "Monticello Unit 1, Walkdown of Essential Equipment," Calculation No. 52091-C-005.

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5.

Merz, K.L and P. Ibanez, " Guidelines For Estimation or Verification of Equipment Natural Frequency," prepared for the Electric Power Research Institute by ANCO Engineers,Inc., EPRI TR-102180, March,1993.

6.

Czarnecki, R.M., " Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1), Volume 1: Development of Anchorage Guidelines,"

EPRI NP-5228-SL, Revision 1, Volume 1, June 1991.

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7.

EQE Engineering Consultants, " Reactor Building Deterministic SSI Analysis for R.G.1.60 Design Spectrum," Calculation No. 52091.03-C-007, Revision I

0.

8.

EOE Engineering Consultants, " Turbine Building Deterministic SSI Analysis for R.G.1.60 Design Spectrum," Calculation No. 52091.03-C-007, Revision l

0.

j 9.

U.S. Nuclear Regulatory Commission, " Design Response Spectra for Seismic l

Design of Nuclear Power Plants," Regulatory Guide 1.60, December 1973.

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Newmark, N.M. and W.J. Hall, " Development of Criteria For Seismic Review l

of Selected Nuclear Power Plants," prepared for U.S. Nuclear Regulatory Commission, NUREG/CR-0098, May 1978.

11.

EQE Engineering Consultants, " Soil-Structure Interaction Analysis for the Control Building," Calculation No. 52091-C-004, Revision O.

12.

American institute of Steel Construction, Manual of Steel Construction.

Allowable Stress Desian, Ninth Edition,1989.

13.

URS/ John A. Blume and Associates, Engineers, Calculation Nos.

I 8158-C-G01, G03, G05, G06, G07, G08, G09, G10, G14, G27, G28, G30, G36,G37,G39,G49,G57,002,012,040,064,066,068,069,071,073, 077,086,151,175.

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- CALC. NO. veio SUBJECT be M.A h~& S c thy CHK'D DlM DATE nib OBJECTIVE The objective of this calculation is to review anchorage for essential electrical equipment components and screen out any that are seismically adequate from further detailed evaluation. This screening follows the approach in Reference 1.

I Electrical equipment included in this calculation are those previously evaluated

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l against the design basis earthquake in Reference 2. Components considered in the design basis evaluation are listed in Attachment A and cross-referenced to components in the IPEEE equipment list in Attachment B. Bounding calculations are performed to assess the adequacy of the electrical equipment anchorage against i

the review level earthquake, defined to be a ground response spectrum with a peak j

5% damped spectral acceleration of 0.8g, following the guidance of EPRI NP-6041 j

(Reference 3). Anchorage that satisfy the acceptance criteria against demands due to the review level earthquake are screened out. Anchorage that do not satisfy the j

(U) screening criteria require further review and/or detailed fragility evaluation.

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SUMMARY

Many of the electrical equipment components included in the Monticello seismic PRA have previously been evaluated by Reference 2. Bounding calculations to assess the seismic adequacy of these components against the review level earthquake were performed following the multi-step technical approach described later. Based on these calculations, the following components require further j

review:

Main control panels C05 and C08 (Blume ID Nos. 004 and 101). Anchor shims not considered in design basis evaluation, require further review.

to 4 KV buses 14 and 16 (Blume ID Nos.175 and 064). Factor of safety against the review level earthquake is calculated to be 0.95.

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NWi-42A, -43A, -43B (Blume ID Nos. 068,069,070). Anchor belt bending not considered in the design basis evaluation, requires further review.

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MCC-33A and 33B (Blume ID Nos. 071 and 072). Channel bending not considered in design basis evaluation, requires further review.

250V DC panel D31 (Blume ID No. 073). Weld to base plate and concrete cracks near anchors require further review.

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Battery charger D10 (Blume ID No. 086). Anchorage considered in the design basis evaluation not observed in the walkdown, requires further review.

Panels Y10, Y20, Y30 (Blume ID Nos. 094A,0948,094C). These components have been replaced since the design basis evaluation was performed.

MCC D312 (Blume ID No. 097). The inverted channel support was not considered in the design evaluation. Factor of safety against the review level earthquake is 1

calculated to be 0.77.

l; ATWS Channel A/B cabinets 9-95,9-96 (Blume ID No.129). Anchor shims not considered in design basis evaluation, require further review.

1. 12 diesel generator pot transformer (Blume ID No.175). This item is mounted on j

top of Bus 14. Requires further review including cabinet amplification.

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TECHNICAL APPROACH The technical approach for initial screening of electrical equipment anchorage is summarized as follows:

1.

Calculate the design basis factor of safety, FSog, which is the ratio of the design basis allowable stress (or load) to the design basis applied stress (or j

load). These quantities are obtained from calculations performed by URS/Blume for the design basis evaluation and modification.

2.

Calculate the spectral acceleration factor, FSA, as follows:

FSA = Sang /SASMA Sang = Spectral acceleration considered in the design basis evaluation or modification O

SASMA = Feak spectral acceleration for SMA from pp. 20 to 24.

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Following Table 4-3 of EPRI NP-6041,5% damping is an appropriate value for the electrical components considered here, except for instrument racks for which 3% damping is l

applicable.

3.

Calculate the conservative SMA factor of safety, FSSMA, as follows:

FSSMA = FSog'FSA 1

4.

Answer the following questions:

a.

is FSSMA equal to or greater than 1.0?

b.

Are edge distances for expansion anchors greater than 10 anchor diameters?

c.

Is the component and anchorage configuration considered in l

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the design basis evaluation or modification the same as that observed in the IPEEE walkdown (see Calculation 52091-C-005, Reference 4)?

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Were any specific anchorage concerns identified in the IPEEE walkdown (see Calculation 52091-C-005, Reference 4), such as cracking, inverted channel supports, grout pads, or shims, addressed by the design basis evaluation or modification?

5.

If the answer to each question in 4 above is Yes, then the component anchorage can be screened. If the answer to any question is No, then further evaluation is necessary.

As discussed on pp.12 to 16, the design basis evaluation and modification is equivalent to or more conservative than an SMA with the following possible exceptions:

Peak spectral accelerations for SMA ground motion input (w

(median NUREG/CR-0098 ground response spectrum anchored

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to 0.3g peak ground acceleration) may exceed the peak spectral accelerations considered in the design basis f

i evaluation.-

Minimum edge distances of expansion anchors, and reduction factors when the minimum edge distance is not provided, for design basis are typically unconservative compared to corresponding SMA requirements.

Question 4a accounts for potential unconservatism in the design basis spectral accelerations relative to peak SMA spectral accelerations, as well as the factor of safety against the design basis criteria.

Question 4b ensures that potential unconse'rvatism in the design basis edge distance requirements for expar.sion anchors do not affect the calculated value of FSSMA-Question 4c is included to ensure that the appropriate design basis

(' O calculation package is used to calculate FSSMA. In some cases, components

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considered in the design basis evaluation have been replaced.

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Specific anchorage concerns that need to be addressed in the Monticello seismic IPEEE were identified in the walkdown. Question 4d is included to ensure that these concerns were also considered in the design basis evaluation and modification.

6.

Bounding calculations for any components not satisfying Question 4a above are revised using component specific frequencies. Component-specific frequencies may be obtained from calculations for the design basis evaluation. Alternatively, conservative estimates may be based upon approximate lower bound frequencies reported in Reference 5. These frequencies are conservative lower bounds for support conditions that are more flexible than those for the Monticello electrical equipment.

7.

The screening calculations are revised to screen for ground motion having a peak 5% damped spectral acceleration of 0.8g rather than a 0.3g median Gtg NUREG/CR-0098 ground spectrum.

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SEISMIC MARGIN ASSESSMENT CRITERIA Comparisons of criteria considered in the design basis seismic ovaluation (Reference

2) and criteria for seismic margin assessment based on EPRI NP-6041 are performed below. Sources of unconservatism in the design basis evaluation must be addressed by the screening review in this calculation.

COMPARISON OF SEISMIC INPUT Seismic input for the Design Basis Earthquake (DBE) typically consisted of the peak 5% damped spectral accelerations listed in Table 6 of Reference 2. The spectral acceleration for the component-specific frequency may have been used in a few instances.

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Seismic input for seismic margin assessment (SMA) is based upon a median NUREG/CR-0098 spectral shape anchored to a peak ground acceleration of 0.3g.

Peak spectral accelerations for this input are scaled from values for seismic input corresponding to a R.G.1.60 spectral shape anchored to the DBE peak ground acceleration of 0.12g in pp.17 to 19.

As shown on pp. 21 and 22, for equipment in the reactor and turbine buildings, peak spectral accelerations for SMA exceed the DBE values by a factor of up to about 1.3 for most components. As shown on p. 23 for components in the diesel generator building and intake structure that are at grade elevation, the peak spectral 1

accelerations are less than the DBE values by a factor of 2.

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Vertical accelerations for the design basis evaluation were taken to be 2/3 of the peak ground acceleration. This is potentially unconservative, but probably has little j

impact en the final results since component response to horizontal input should dominate the anchorage loads.

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COMPARISON OF LOAD COMBINATIONS Load combinations considered in the design basis evaluation were based on Section 3.8.4 of the USNRC Standard Review Plan, the FSAR, and other plant requirements, as noted on p.10 of Reference 2.

Load combinations for SMA are recommended in EPRI NP-6041 (Reference 3) as follows:

Concrete - Equation 6-7 Steel supports using AISC - Table 6-9

' Anchorage - Table 6-12 Comparison demonstrates that the design basis load combinations equal or exceed the SMA load combinations.

tV COMPARISON OF EARTHQUAKE DIRECTIONAL COMPONENTS The design basis evaluation combined seismic loads due to one horizontal component with seismic loads due to the vertical component (p.11, Reference 2).

Responses due to the three earthquake directional components may be combined by SRSS or 100-40-40 for SMA (p. 4-12 of EPRI NP-6041).

A comparison of these methods of earthquake direction component combination is reported on p. 3-12 of EPRI NP-5228 (Reference 6). The SRSS method was found to be more conservative than the other two methods, but not by a largo amount.

The design basis method can be considered equivalent to methods recommended for SMA.

COMPARISON OF ACCEPTANCE CRITERIA FOR CONCRETE Acceptance criteria for the design basis evaluation of concrete components were l

based on ACI 318-71 (p.12, Reference 2).

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Acceptance criteria for SMA may be based on ACI 349 (p. 6-17, EPRI NP-6041).

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The design basis acceptanca criteria should generally be equivalent to the acceptance criteria for SMA, although there may be certain instances when this is not the case. However,it is not clear if the design basis evaluation of any component was controlled by concrete members. Any potential unconservatism can be ignored.

COMPARISON OF ACCEPTANCE CRITERIA FOR STEEL Acceptance criteria for structural steel members subjected to DBE loads were based on AISC allowable stresses factored by 1.6 (p.12, Reference 2).

l Acceptance criteria for SMA of steel supports may be based on either the plastic

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design capacities of Part 2 of AISC or 1.7 times the AISC allowable stresses (Table j

6-9, EPRI NP-6041).

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The design basis acceptance criteria are slightly conservative compared to the SMA acceptance criteria.

COMPARISON OF ACCEPTANCE CRITERIA FOR EXPANSION ANCHORS For the design basis evaluation, different allowable tension and shear loads were specified for the original Phillips sleeve anchors and the added Hilti Kwik-Bolts.

Allowable values for the original Phillips anchors are given on p.13 of Reference 2.

Combined tension and shear were evaluated by the quadratic interaction equation.

Allowable values for the added Hitti Kwik-Bolts are listed on p.14 of Reference 2.

i For a given anchor size, the same allowable load is specified for both tension and 1

shear. Combined tension and shear were evaluated by the quadratic equation. This is equivalent to the same allowable load for both tension and shear, independent of I

each other. Minimum spacings, edge distances, and embedments are listed on p.

j 15 of Reference 2. The minimum spacings correspond to 10D, where D is the i

I anchor diameter. The minimum edge distance of 6 inches corresponds to 12D for 1/2" anchors and 6D for 1" anchors. Reductions in allowable capacities are p

specified if these minimum spacings and edge distances are not provided. The l

V minimum embedments equal or exceed manufacturers recommended minimum 2HD289/elecscn

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Procedures for SMA of expansion anchors are recommended in Appendix 0 of EPRI NP-6041. Following these procedures, the allowable anchor capacities for SMA on

p. 26 are calculated, assuming the anchor spacings and edge distances are sufficient such that reduction factors do not apply, hairline cracks are unlikely, only a single bolt resists the load, and the concrete compressive strength is 3,000 psi.

The minimum spacings, edge distances, and embedments of EPRI NP-5228 are recommended. Based on Table 2.19 of EPRI NP-5228, minimum spacings for full capacity in tension and shear are 10D and 2D, respectively, Lad minimum edge distances for full capacity in tension and shear are both 10D. Reductions in allowable capacities are specified if these minimum values are not provided.

Manufacturer's minimum embedments are recommended.

As shown on p. 26, the allowable anchor capacities for SMA exceed the design basis allowables by factors of at least 1.32 for pullout and 2.83 for shear. As shown on pp. 27 and 28, the design basis shear-tension interaction equation is unconservative compared to the SMA equation. The applied loads permitted by the design basis equation may exceed those permitted by the SMA equation by a factor of up to 1.22. Accounting for conservatism in the design basis allowable capacities and unconservatism in the interaction equation, the design basis acceptance criteria for expansion anchors are conservative compared to SMA acceptance criteria.

As shown on pp. 29 to 31, design basis minimum spacings, and reduction factors for spacings less the 1 the minimum, are equal to or more conservative than corresponding SMA requirements. However, the design basis minimum edge distances and reduction factors are unconservative relative to SMA requirements, except for anchors 1/2" in diameter or smaller.

j COMPARISON OF ACCEPTANCE CRITERIA FOR UNISTRUT MEMBERS m

Design basis allowable stresses for Unistrut members were based on AISl specifications and allowable loads for Unistrut hardware (i.e., nuts and bolts) were based on the 1977 Unistrut catalog (see p.15 of Reference 2).

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SUMMARY

OF COMPARISONS The design basis evaluation criteria equal or exceed the SMA criteria, with the following possible exceptions:

Peak spectral accelerations for SMA may exceed those considered in the design basis evaluation.

Minimum edge distances and reduction factors considered in the design basis evaluation are unconservative relative to SMA requirements.

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CY JOB NO. m*t 1 JOB b Me eh 19GM BY M DATE l*&#

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' ilowable loads were based, on the location of,'

Spacing and Edge Distance.

A the expansion anchors.

If the spacing or edge distance was less 'thart that '

e. 4'.,

i.

given'below, the al.lowable value"was proportionally reduced.

For newly.

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r ~W.w +..,,

4,;,

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Minimum Minimurn.

.. Minimum,ip^

Olamater Spacing Edge Olstance Embedment:

-(In.)'

(In.)

( In.') :

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6

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h.

$ Tension on Closely Spacing h 10 D Spacing < 2.5D RS - 0. lam

{ Spaced Bolts RS - 0. 5 m

.Sh' ear on Closely Spacing > 2D See note (4)

See note (4)

{ Spaced Bolts Tension on Near Edge Dist 2 10D Edge Dist < 4D RE - 0.lEm

,. Edge Bolts iiearonNear Edge Dist::: 10D Edge Dist < 4D RE - (0. lE).5" Edge bolts t

i tes:

-(1)

For condition between zero and full capacity.

(2)

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.(3)

Applies for 2.5 $ A < 5 where A is as deiined above.

(4)

Two bolts spaced closer than 2D, shall be assigned the capacity of e%

one bolt for evaluatir.g shear loads.

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l-ATTACHMENT A DESIGN BASIS EVALUATION ELECTRICAL EQUIPMENT LIST (FROM REFERENCE 2)

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pg*

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Latetten g

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3158 gefety; gg g,,

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TABLE 2 (Continued),

Seels Pos.

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017 C=)6 Start up henge heutron mentter Tes 8tt1 Oct. CR

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C $2 haector inster Closeup System Tes ITCP

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Of fget Stock Sa'41e Rock Tes

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BRTV EL*946'6" Ind Fleer 825 t $6 centrol had Delve Accueeleters Yes sits R4, t..u.t.

f mentter tanks I and 2 (aettnets)

EL*f33' M79 4g8 026A t 55A heector vessel Level and Pressure Yes BTCP 88 f

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BRCW IL*)62'D" Instrument Aect

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f BRCS EL*S35' Race (8)

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Reactor Veter Cleanup Panel Smerd Yes STCle-RWW.'CR e.f O.,a EL=115'

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4 TAtt.E 2 (Continuedl

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l*).i s

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. lad Floor,,-

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I tes afsP As, t.

.EL*135' '

tatt Scram Soleastd ruse C*I57A 054 Panoi Aeck y**

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I

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<!. '[,,fC Dette 0...

d

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toama; ee us,

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Penet neck

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g.

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feh see 400-Vott Treasformer 43[

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f he SN TD ht60-volt Bus il takinet IL=$tt' en it$ tus f"

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f he Tl 400. Veit Transformer tL-Stt' 0478 Nb ve.

in,.

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t..o iisi.. w d o-voit (L*$11' I

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p.

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TS..

f

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Cabinet Essential tus A i

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t

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TABLE 2 (Continued)_

1. D

., C

'y teis

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f.,

A,en pee Lesellen lealva

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ert act)nt hee-vett siseee tenteet t4( L%b vei ersee to f

4.'

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1 39>Wutt WC tittelbellen Pesen tLM)e*

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,f EL_=$W 2, 13W34buntt' 9t lastmassatetten ;

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, (

4 '

,e,

,,,,,4 Lesetten g,, g,

setety, setet, 90eetlptlen Anah.b e <

sten

.,., s,;p.

items to Ilan.

gg g 8154-

eefety,

• J.

a c--

Tes ST9We Ott. SUt0]

I I

fit tettery Rein Fuse Penel IL430' 604 Yes 87tV

'0Ct. BRilet I-t$e-Delt betteer Rain Fuse Penel EL*l)O'

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bit telee letteet therger LL*930' gig ett

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I, IL4M' '. i.

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etts' oci, lanes I.

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't,'

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tal Delt tattery nace

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089

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teltts Insteunent kesk t t!!D EL431' Ott Yes 878P

1. 8 I'

IIPCI task 114 IL433' Ogl

.f Yes RfCS A8. 1.*l.E.

I Roth Ad). to item 027 t'. 163' 092 Ten STCP -

88 -

3 Core $ Prev Sach Et=f)5'

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Yes STCV' CC8. CI A e

Fusible laterrupter Penel EL4 )$'

(

T10 g

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., EL*931'.

o :.

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)

Feelble latertueter Fenel u.

i IL*III' ' -

i k.

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e ',"

f,'f.:.

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m. -'EL-9)$'&.,:<,r.

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p[s F.{

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.V.

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W

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pee, anew4 toestlen.

safet, safety its.c4 Sneerlptles Asah.b g

glen g

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BISS.

safety b

Tes STCve SCt. (St.

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L*)

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• )%

09F l ified es

e. This column lists 4. ems inttlelly identified is safety related that were rec assfled as en 251118 non sofety*related. then en item mes resteet e

else listed.

b. Felstlen mee not eensidered a peeltlee andes of enshorego.

l

s. The abbreelellent for the types of enshorege in wee et toe fles of the inspost en are defined as followst STEP = bolted to grooted pedestel

• See Figure $

DCCS

• tolted to ehennel, chamael STEP ** telted to grouted pedestel with potential belted to sentrete slee see Fleure 5 bending on helt a SDCS

• treted to sentrete slas BTvet

• telted to metal gretlpt SRCV = tresed to centrete well Seited to steel been with potentist bend

• 97188*

titW

• Detted to bleth well Ing on bolts = See Flpure $.

.t STil

• Selted to steel structure DTDWa* Attetned to unistret (welded orbelted). unistrwt belted 6e 6

-. r,*

BTCl

• Selted to sentrete slee santrete slet

• See Figure 5,

= Sean plug welds STC3** telted,e congrege slee with poten.

SPV tiel bending on belts

• See Figure 5 ICCS

• 2 silp eagle clamped to sabinet, belted to esstrece slet

• See Figure 5 SICV

• Selted to eentrete well lttva* Setted to,snistrut, unistret ICCl** 2CCS without salt to s.abinet i 4

.,1.

.9 belted to well

". y 4.g.

e 9

,O e

3,

", j,. '. h.ent mued),

,7, w].g.

,h

.,....p.

T' -

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fc.@ cy+.g.QWM;i,%.:y. s.[M.p. y p.;.w. ;,,3. ;_;yy 3.g%e ::p

,,y M ;., I.,.,,H 3 ;... g.. y g:-?;..y::.g.,,.

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9.: m

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TABLE,:2 (Continued).

W...E,. ;-Q'.i.y

t-

..s -

.c v;

4. t.eetiene are ela by hiteles, elentlen, and, womel'ame, eeluun lle. N Felle l=e

5 '

abbrevletlant are w6edt

.,7,.,. ',. l -

,..,,,.s h4

• Recette telldl#9 CSIL

• cable $preedlag Beem ft

• tureine Buildlet DBA = Bleeel temerator amen s

' $t.N,,.

thft

• heesente telleleg c tFMt

• Diesel Fire hos been

. SCS = Sf flee end teatrol telldtag Sk y bettery been

- 7f ett

• Offges lleek IICitt

• Istic huma. s

, 1,t

)

s 15

• latche Stewetwee WPtit

• DePCI team /

1 tt a teatrol h 14T4

• Stenene, les Treatment been

~.. V s

.. Field transmitted from T. telle, of asPts to J.T. Pro.imakt of usts/stwee, february it. 002.

3.p3.:

f. Letter free T. telley of usets te v. Bjerdjeele ot uns/ttwee. Aprild ' Ital.)

' if g '

t c ; 6.-

)

e. Persea*l ese=*l**tlea f'*e T. telley of usPto to s. tesser of utt/slume, meren 15. 462.

i

r..

h. Personal osamunleetion free T. belley of IrtPtt to J.T. Proulushi and l'. Casper of utt/Blume.

. : 4. '.

'4' '

. <h. '.i, l -ty february 14. 1941.

(

.i s

. 1. Letter free J.T. Framluekt 'er WR$/Blume to 8.8. Boy of u1PC0, he""81$4 009 December 10. 1941.

,.',s%

d Q

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