Text

Rev 1 to Calculation YRC-1011, Sherman Dam Spillway Bridge - Analysis of Temporary Bridge for Transport of Steam Generator Packages
	ML20046B523
Person / Time
Site:	07109256
Issue date:	08/02/1993
From:	Philley G; YANKEE ATOMIC ELECTRIC CO.
To:	;
Shared Package
ML20046B521	List: ML20046B520; ML20046B522; ML20046B523;
References
	YRC-1011, YRC-1011-R01, YRC-1011-R1, NUDOCS 9308050005
	Download: ML20046B523 (52)
	v • d • e

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INCLUDES ATTACEMENT A - 7 PAGES PAGE 1 OF 28 PAGES 36 IDIAL PAQl 5 IMS NU.

PICOPO TYPE W.O./P.O.

9551 YANKEE ATOMIC ELECTRIC COMPANY ANAI,YSIS/ CALCULATION FOR TITLE SHERMAN DAM SPILLWAY BRIDGE - ANALYSIS OF TEMPORARY BRIDGE FOR TRANSPORT OF STEAM CENERATOR PACKAGES PLANT YANKEE ROWE CYCLE CALCULATION NUMSER YFC-2011 fPev. Oi 9 OF &

(NON-NUCLEAR SAFETY)

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Sil HOLMGREN ".$a l ['. STRUCTURAL." E i

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FIVISION 3 j

TIYWORDS COMPONENT REMOVAL PROGRAM '93.

STEAM CENFRATORS, PRESSUPIZER',

i CASKS CNS 3-55 AND 7N! P-1203, NEPSCO, GEI, CNSI, LOCKWOOD BPOTHERS INC,

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FORM WE-103-1 Revision 3 C3LCULATION REVIEW FORM CALCULATION NO.

YRC-1011 REVISION NO.

1 COMV.ENTS RESOLUTION Pure nc] in 9.cr#i x n,/vfE-103 b

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I Note:

The review of c.echan? cal er Com: rents Continued on Page stractural analyses shall be performed using Table I in

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YANKEE ATOMIC ELECTRIC COMPANY CALCI.'LATION NO. YPC-1011 PAGE 3 OF SUBJECT SHERMAN DAM BRIDGE - ANALYSIS OF TEMPORARY BRIDGE FOR S/G TRANSPORT PREP BY DATE l h,$1 REVIEW BY A DATE 3/2/97 WORK ORDER NO 9551 9

PECOPD 0F F FV I S ION l

9 I

REVISION:

O PUPPOSE:

Per f o rm structural analysis and design of temporary bridge for transport of fcur (4) Steam Generator packages across the existing Sherman Dam Spillway Bridge owned by New England Pcwer Ccmpany.

l REVISION:

1 i

PURPOSE:

Perfcrm structural analysis of temporary bridge structure for transport of four (4) Steam Generator packages across the existing Sherman Dam Spillway Bridge using longer steel garder sets. Eighty feet (80') in length rather than 70.

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k YANKEE ATOMIC ELECTRIC COMPANY CALCULATION NO. YRC-1011 PAGE 4 OF l

SUBJECT SHERMAM DAM BPIDGE - ANALYSIS OF TEMPORARY BRIDGE FOR S/G TRANSPORT

/2 N WORK ORDER NO 9551 d REVIEW BY M L DATE PREP BY /

3 DATE l %

E:Er/. t TABLE OF CONTENTS PAGE i

2 i

Review Form.

j 3

Reccrd of Revisions t

5 Purpose 5

i Cenclusion 5

References 5

Peference Drawings.......................................

5 Safety Classification.

5 Method cf Analysis / Design Input......................

s 6

Terporary Eridge Analysis /Eesign Summary 7

l Analys;s/0esign i

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ATTACHME!:TS A. Lo c k'.co od Brothers Inc. - Trailer / Hauler Loadings And i

Description ( 7 Pages) 1 I

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TANKEE ATOMIC EI.ECTRIC COMPANY CALCULATION NO. YRC-2Oll PAGE 5 OF SUBJECT SHERMAN DAM BRXDGE - ANALYSIS OF TEMPORARY BRIDGE FOR S/G TRANSPORT PREP BY DATE 7 DREVIEW BY 32 DATE O WORK ORDER NO 9551 i

PURPOSE The purpose of this calculation is to perform the analysis and design of a temporary bridge to permit safe transport of the four (4) Steam Generator Packages and one (1) Pressurizer Package over Sherman Dam Bridge owned by New England Power Company (NEPSCO).

CONCLUSION The temporary bridge structure, spanning over the existing NEPSCO steel plate girder bridge, will allow for safe transport of the Steam Generator Packages across the Sherman Dam Bridge. The existing east and west bridge abutments have been evaluated by GEI under contract to NEPSCO. Refer to page 6 for the temporary bridge analysis / design summary.

REFERENCES

1. American Association Of State Highway And Transportation Of ficials ( AASHTO),

" Standard Specifications For Highway Bridges", Fifteenth Edition, 1992.

2. American Institute Of Steel Construction, " Manual Of Steel Construction -

Allowable Stress Design", Ninth Edition.

3. " Structural Engineering Handbook", by Gaylord and Gaylord, Second Edition.

4.

" Wood Handbook",

U.S. Department Of Agriculture, Handbook No. 72 (1955).

5. FAX from Lockwood Brothers. Inc. (B. Phillips) to YAEC (J. Parker) on March 29, 1993.

6. ASCE Transactions Paper No. 3269, " Wind Forces on Structures".

REFERENCE DRAWINGS

1. NEPSCO Drawing No. H-29063-1, Sherman St_ tion - Bridge Over Spillway Channel -

Alterations, dated June 1971.

2. NEPSCO Drawing No. E-24662-2, Sherman Development - Bridge Over Spillway Channel, dated December 7, 1926.

1

3. NEPSCO Drawing No. H-2066-5, Sherman Development - Bridge Across Spillway Channel - Abutment And Slab Details, January 1927.

SAFETY CLASSIFICATION For the purpose of this calculation, the temporary bridge and existing abutments are classified as Non-Nuclear Safety (NNS). This YAEC calculation is prepared in accordance with YAEC Engineering Manual - Instruction No. WE-103, " Engineering Calculations And Analysis."

METHOD OF ANALYSIS / DESIGN INPUT Analysis of the above temporary bridge structure will be performed manually.

Structural configuration of the proposed temporary bridge will be in accordance with this calculation.

Lockwood Brothers Inc. has possession of the temporary bridge welded steel girder sets measuring 80 feet in length.

YANKEE ATONZC ELECTRIC COMPANY CALCULATION NO. YRC-1011 PAGE 6 OF SUBJECT SHERMAN DAM BRIME - ANALYS7S OF TEMPORARY BRIDGE FOR S/G TRANSPORT PREP BY DATE ~7 42 REVIEW BY %

DATE dd,b WORK ORDER NO 9551 METHOD OF ANALYSIS / DESIGN INPUT (Cont.)

Lockwood Brothers Inc. will perform the S/G package heavy haul using a Hydraulic Trailer and Prime Mover described in Attachment A. Traveling dimensions, weight and payload design data is presented therein. Travel will be limited to 2 MPH, and therefore the Impact Factor shall be 0.0. The hydraulic trailer will assure equalized wheel loadings during the crossing.

The analysis is based on the assumption that the S/G Package will only travel from east to west across the temporary bridge structure.

Transfer of the temporary bridge end reactions to the existing abutments will be by use of hardwood blocking (or approved suitable materials) to be installed by Lockwood Brothers Inc. The proposed minimum hardwood blocking concept is presented on page 8, herein. Lockwood Brothers Inc. will prepare, for YAEC/NEPSCO review and concurrence, written procedures for the entire temporary bridge installation (to include girder set placements, blocking and access / egress plans).

TEMPORARY BPIDGE ANALYFIS/ DESIGN

SUMMARY

A.

Design / analysis of the temporary bridge concludes that Lockwood Brothers Inc. Hydraulie Trailer / Prime Mover will safely transport the S/G packages and the Pressurizer package across the existing Sherman Dam Bridge.

Evaluations of abutments and access roadway stability has been performed by GEI.

B.

Significant analysis / design results are summarized as follow:

(a)

Maximum Moment = 7600 ft-kips (b)

Maximum Shear = 456.5 kips (c)

Maximum Bending Stress = 16.7 kai (d)

Maximum Shear Stress = 1.75 kai (e)

Maximum Deflection (DW + Axle Loade) = 4.2 inches (at C.L.)

(f)

Maximum Deflection (Axle Loads) = 3.2 inches (at C.L.)

(h)

Maximum Reaction At East Abutment = 456.5 kips (i)

Maximum Reaction At West Abutment = 437.7 kips C.

Lockwood Brothers Inc. shall use a minimum of twenty (20) W21x122 steel beams by 80 feet long. Steel yield stress Fy = 36 kei. Five (5) - 4 beam welded sets (20 beams) or four (4) - 4 beam welded sets and one (1) -5 beam welded set (21 beams) shall be used.

D.

A minimum 5 inch vertical clearance shall be provided at the bridge centerline between the underside of the temporary bridge and the existing NEPSCO bridge structure. Refer to page 20.

E.

The Pressurizer will also be transported by Lockwood Bros. across the the temperary bridge. Approximate payload is 59.6 kips. The Pressurizer will be transported on the same trailer as the S/G.

S/G package payload is 309.9 kips. Pressurizer transport loads on bridge are significantly less than the S/G package which has been qualified by this calcult'.on.

F.

Chem-Nuclear Systems, Inc. will use their "over the road" trailers to transport approximately twenty (20) casks CNS 3-55 and four (4) casks CNS B-120B across either the above temporary bridge or the existing NEPSCO bridge. Gross weights are 56.50 tons (CNS 3-55) and 56.34 tons (CNS 8-1203),

G.

Transport over temporary bridge structure by tractor / trailer carrying S/G or Pressurizer package shall be limited to wind speeds less than 50 mph.

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Sx = 2 O ( 2 p id 5) =.54Goia 3 (codsreeg u:s 2e e) m as s ess3: 2 = uco" N iz Pn)

=

1o.7

, < i9.u r

6 5 A D O ad-3 Pt=F-F2EFl=&EdCE i PAET c - 3EgvrF DE31Gd MEGbD F6 = o.55 Fy = o SS ( 50 cs) =

19 8 esi O=

45(o 5' 1.~7 5 css 4 IL9 w 5 pear _3rtEss :

ry

=

200. 2 sa '

PEE-r-et-t-EEdT I (A3 ABO \\/E)

F< = c-53 F7

=

0. 3 5 ( Sco a ) = 11 9 W

~~

J.

F3EdDidG add SW EAE. STEESSE 3 AP F WrTW d THE AA5WTo AuCk/ABLE STPFssES VJMic_9 AEE. I FSS Tre.LJ L D g.t 4 2 _

AlSC. ALLOu./ASLE si-F F9 9 ES.

(

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J CALCULA c_ TFIE DEFLECTlod CF T-HE..a eMPor. ART I

SPJD&E STELC URE ULIDEE TT.ACTOT._ /T7 ALLER ALLO SRI DC, E DEAD WElc,Hr I rw n3, N

x = O ET A (.J2 - b'- x

)

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( 6 9'2 * )

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C use zo eauet Tw.d 21, Pb ( 440 ')((892"P- (4W P-b' )

A

=

G (29x10%)(59 zoo a')'o92ia )

P b ( 200.149, u 06 - 440 b 2 ')

b( idc ue)s)

P (tim

=

9. l88 x 10

Use c,soneTE{ FP.CM MAxiHUM PoMEdT

1mnidC, Lc m PC cms )

b(iu. )

64 Oi)

CL 57.o 2.5 G O.55 6

57.o 296 o.42 c.

57.o 354 o.46 d

5 '7 0 41S O. 4-9 e

5To 42i O.49 P

5 T. 0 Slo 2 O. 4 f 57.o So3 C. 4 2.

19 5 13 I o.O7

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c. o 4 Tom

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& LCuLATE DEFLECTIOd DUE TO Df:AD VJE$WT.oF.

i THE 5%1DGE.

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=

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)

lcTzo c; DL:PJ=CT10d i dmx= 3. 21" + L O5 " =

4.2 8 N HLE THE DEFLECTIOLI is LAE'QE IT 15 APPtoX1 HATEL" I 2CC OF n-1 E

~5 pad.

TT-le TVA.cTot/ TEAJLEE WITN A i

AH QEdEEATCC. PMME h/lLL CFMS THE ieMFORAEJ AT A SPEED 6 2 MPH. MEKBElt.

B P t DGE onlL.{4 TlME5 ditESSES At THIS DEFLECTIOd ARE LESS T14Ad LDEWL ALLOk/AB1 F 5TYES3ES DEFLECT 1oLl IS ACCEPTABI F so Lc L1G As THE lu1T1AL QAP BETwEEd THE i t.M f b g.A E SEaDGE d i KLCrUEE AuD THE 7-.XISTILjC3 BEJDQ E DEC IS G fasATEc T HAd THE TOTAL DE FL.ECTIOLI.

BLCct.3dCm ULIDEi2L ScTTCH C1= TEMfbi2AV BEIDGE '15 A MidiMUM 12." TIEL, NVLDE.a 3UFFiCIELTT-~ CLE^*'^3 ICE l

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]

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1 4 BE& N :

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l Lbt;i)pj 4

p 9

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= 2.5 bp + S k i

= 2.5 ( 12.4 ") + 3(t,o") = 34. "

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bc _i l. b o_i i, b o _

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= 5 ( 12. 4 " ) + 4(1.6') = 41.2 '

( 4cig Per Lcezwoco )

i 2K, ! !

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1 %. 4'

=

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I ^^D CAPR-T CAPACITY CF THE SEA.M i=LAdCf ( Lc.

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A 3idGLE \\vHEEL Cd ouT51DE OF FLAdGE CSEATE5 A MOMEdr O=

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. YANKEE ATOMIC ELECTRIC COMPANY cucuarm no YRC - lo i 1 PAGE 1 2 CF y

_ HbCEAET C -assim Smrnet U

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b uI k SUBJECT l

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DATE

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- YANKEE ATOMIC ELECTRIC COMPANY cucouriOs no YEC-lo i l 2b OF j

PAGE i

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PREPARED BY DATE 3 REVIEWED BY W/-

b, $

WORK ORDER NO DATE R.E V.

I EVA_ J6"'E Tr ie STAS l' 1] C= '~HE F.,F.J D6E. A.S Tr-E i 4-E7

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~

oATe 7 29 Q1._ eeviewco ey c3/.-

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WORK ORDEn NO.

enspAnco ev DATE IE'.Ev. I jHE W2 l X l2E BEAM SET"5 v1EJE CR t61dALL" 70 FFFF nJ LEW GiTH.

I WEf,KAVE BEELJ LELIGTHELIED To e.C. F E ~'"-

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THE BUTi~ v/ELDitlCy CCES Lloi-l 'i(_L_U DE 100 /e CF ALL '5ECTIOLl3 DU E TO EX13T7'l 6 CO J FIGURAnod.

EvAtuAi t-T HE ADE C UAC.T OF T7 lE 5 Jii WELD CC V FIG UK.ATIO d.

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REVIEWED BY - -

d DATE O N

WORK ORDER NO.

PREPARED BY DATE i

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Surr WE _DED :3ECi iod 15 LC' FEcM [ELID OF B2.lDC,E.

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ALL wens APC USED, AJD CUL.y 2C CF 21 t

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.= -,

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McDULUS C= THE BEAM i.

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! u._E TrlE Udv/ELDED F.AJGE45 A5 5" Id wlDW USE 7

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YANKEE ATOMIC ELECTRIC COMPANY cucuar,0~ no YRC-101 i PAGE 2(O OF S 4EEM AL!

DAM O EiCGE TEMPO cat y C r.cssit!C, STEucruc.E sua;ec1 N C_ oArt19 ! 04 Reviewco ev 34 b/

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A W CEL.).

C.ECSS idG k'l L.L.

(TDT EE ATTEM9 T J

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i

CALCULATION NO.

YFC-1011_ PAGE 1 OF YANKEE ATOMIC ELECTRIC COMPANY S/G TRANSPORT-SHEPp.AN DAM BRIDGE - ANALYSIS OF TEMPORARY BRIDGE FOR SUBJECT b

DATE REVIEW BY 34 oATE 6/245 wOax OnoEn no 9ssl PREP BY ATTACHMENT A*

Tractor / Hauler Loadinas And Descriotion I

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This specification covers the technical aspects of the different components of the convertible unit SRM-566-14x2 with hydraulic suspension SH-15-600 according drawing PC-407886

'. - Vehicle The SRH-566-14X2 TRA50SA vehicle according to drawing PC-407886 is a fourteen (14) lines seni-trailer with SH-15-600 hydraulic suspension ec posed by the following rodular elenents:

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.I TECHNICAL DESCRIPTION 3181-92

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13.1 Working pressure:

300 bars 13.2 Test pressure :

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L TRA BDSA TECHNICAL DESCRIPTION 3181-92 17.- Control renels ??-500040 Metal structure on the front part of trailer and it is used to support the following ele =ents :

17.1 steering group 17.2 tow-bar c>rou.c 17.3 steering cylinders 17.4 out-board notor 9rou.c 17.5 oil tanks 17.6 control box 18.- Auxiliarv ro er-cack 24 HP 18.1 nounted on control.canel

'18.2 diesel engine air cooled

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ENCLOSURE 4 i

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0 GEI Consultants, Inc.

1021 Main Street Winchener MA 01890-1943 July 27,1993 60.ni.40cc Project 93106 Mr. Patrick Burns New England Power Service Company 25 Research Drive Westborough, MA 01582

Dear Mr. Burns:

Re: Proposed Modifications of Temporary Bridge Submittal Sherman Dam Spillway Bridge Sherman Station Monroe, Massachusetts As requested during our telephone conversations with Mr. Bruce W. Holmgren of Yankee Atomic Electric Company (YAEC) on July 19 and 20,1993, we have prepared preliminary comments on proposed changes to the "Sherman Dam Spillway Bridge -

Temporary Bridge Analysis." We understand that YAEC will incorporate our comments into their new submittal for the temporary bridge at Sherman Dam Spillway and that these preliminary comments do not constitute a review of their final submittal. GEI Consultants Inc. (GEI) has prepared these comments for YAEC using assumptions and methods of analysis contained in our previous letters to Mr. Steve Doret of New England Power Service Company (NEPSCo) dated May 14 and June 24,1993.

Our understanding, based on the telephone conversations, is that the proposed changes will involve increasing the length of the temporary bridge girders from 70 feet to 80 feet.

This will allow the temporary bridge to span the existing bridge without imposing loads on the existing bridge superstructure. We have reviewed the impacts of the increased span on the concrete bridge abutments for the following conditions:

The temporary bridge is supported by timber cribbing placed on the existing concrete abutment stem walls.

The temporary bridge is supported by timber cribbing placed on the roadbed beyond the abutments.

Concori New Harnpshire Raleich, North Carohna Denver, Colorado CartsbaiCahforma t

Mr. Patrick Burns July 27,1993 4

Our comments will be listed under the task numbers referenced in our letters of May 14 and June 24,1993.

Task 3 - Review of YAEC Calculations No. YRC-1011 Our review of the proposed changes used data contained in the "Sherman Dam Spillway Bridge - Temporary Bridge Analysis" provided under cover of YAEC letter dated April 22,1993, (YRP 179/93, W.O. 9553) from Mr. Parker to Mr. Doret of New England Power Service Company (NEPSCo).

We evaluated loads from the temporary bridge supported by a 1-foot-wide timber crib bearing on the 1-foot-wide existing concrete stem wall of each abutment. We estimated maximum dead and live loads for the temporary bridging, decking, cribbing, and transport vehicle to be 426 and 410 kips at the east and west abutments, respectively. Loads from the existing bridge are supported by the abutment independent of the new proposed temporary bridge support.

We estimate that stress levels in the 1-foot-wide timber cribbing and existing concrete abutment stem wall should be within allowable values. An additional 1-foot-wide timber crib may be placed on the bridge deck next to the first timber to provide a more secure support. We have attached a section (Attachment A) showing suggested placement of the two timbers. We have assumed a uniform stress distribution over the contact area.

The support should be designed to provide uniform distribution of the load at the cribbing. Support details should be provided by YAEC.

We evaluated the feasibility of supporting the temporary bridge by timber cribbing placed on the roadbed beyond the rear of each abutment. We estimate that the proposed 80-foot-long temporary bridge girders will extend a maximum of 18 inches beyond the rear i

wall of each abutment, for a symmetric girder placement. This limits the area in which cr!5bing could be placed to transfer the load. We estimate that a 7.5-foot by 13-foot contact area would be required to maintain soil contact pressures below estimated allowable bearing capacity values. YAEC needs to review the bridging span and height -

of timber cribbing required to give this minimum contact area.

Abutment Stability Analysis The previous stability calculations for the two abutments have similar critical loadings consisting of a combination of maximum soil surcharge on the abutment walls, with a minimum shear resistance of the abutment. Supporting the bridge on cribbing placed on the soil behind the abutments increases the soil surcharge loads and associated horizontal driving forces while at the same time reducing the weight on the abutment. This combination reduces the overall factor of safety against sliding of the abutment.

Mr. Patrick Bums July 27,1993 e

GEI reviewed the abutment stability calculations previously performed under Tasks 6,7, and 8.

We assumed that the bridge will be supported by cribbing on the existing concrete abutment stem wall because support from cribbing on the soil is not considered feasible.

Right (West) Bridge Abutment Stability GEI has reviewed the assumptions and methods of analysis used in our previous calculations stunmarized in Attachment B of our letters dated May 14 and June 24,1993.

We reviewed the sliding stability calculations for Cases III through VII (Task 7). We estimate the proposed lengthening of the girders will result in a three percent reduction in the maximum reaction load on the abutment. We revised the original calculations foi Case VII (Task 7) with our new estimated reaction loads to evaluate changes to our safety factors. Our revised factor of safety is 1.8, the same as the original factor of safety. Based on comparison of our revised and original calculations, we anticipate that our previous calculations for factor of safety aguinst sliding should not be significantly affected by the revised bridging system.

Task 6 calculations supersede Case VI of Task 7. Task 6 calculations were based on geometry from additional drawings provided to GEI. The calculated factor of safety was 3.2. Revision of the calculations is not warranted due to the large factor of safety and small change in reaction loads.

Task 8 - Stability of Left (East) Concrete Bridge Abutment and Foundation Bedrock GEI has reviewed the assumptions and methods of analysis used in our previous calculations summarized in our letter dated June 24,1993. We revised the calculations for sliding between the concrete abutment and foundation bedrock. The revised factor of safety is the same as the original factor of safety of 1.5.

Limitations Our comments are based in pan on information provided by YAEC via telephone conversations, our previous letters dated May 12 and June 24, 1993, and other information provided to us at the time of this report. We have prepared our comments to assist YAEC in their preparation of Revised Submittals for the temporary bridge. Our comments do not constitute a review of the proposed revisions nor changes to our previous recommendations or conclusiens.

Our recommendations may require modification if new conditions found at the site are different from those assumed.

gel can assume no responsibility for losses resulting from poor pedormance of the rock slope, bridge abutment, existing bridge, or temporary bridge structure.

l

i Mr. Patrick Burns July 27,1993 i

Our professional services for this project have been performed in accordance with

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generally accepted engineering practices; no other warranty, expressed or implied, is made.

Sincerely yours, E

GEI CONSULTANTS, INC.

4 C

/g ALTON

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t p-Sl DAVIS, JR.

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No. 24193 y

<s c-Alton P. Davis, Jr., P.E.

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Vice President, Design Division MPW/APD:db Enclosures cc:

Mr. Steven C. Doret (NEPSCo)

Mr. Bruce IIolmgren (YAEC)

4 ATTACHMENT A Support at Abutment Temporary Bridge Sherman Dam Spillway Bridge 4

b gel Consultants, Inc.

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ENCLOSURE 5 t

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1021 Main Street Winchester, MA 018901943 617 721 4000 July 28,1993 Project 93106 hir. Patrick Burns Project Engineer New England Power Service Company 25 Research Drive Westborough, hiA 01582

Dear Mr. Burns:

Re: Evaluation of Stability - Sherman Dam Transportation of Steam Generator Monroe, Massachusetts As requested by New England Power Service Company (NEPSCo), GEI Consultants, Inc.

(GEI) has completed an evaluation of the stability of Sherman Dam under the loads caused by transporting the steam generators from the Yankee Atomic Electric Company's (YAEC) Yankee Rowe Plant in Rowe, Massachusetts. Upslope and downslope sliding stability of the dam and crest were evaluated.

This report summarizes our findings and provides conclusions.

Authorization This work was authorized by New England Power Company (NEP) Purchase Order No. 505497 dated May 10,1993, (revised July 27,1993).

l i

i Concord.New Hamphire Raleigh, North Carohna Denver, Colorado Carkbad, California l

l Mr. Patrick Burns July 28,1993 i

Previous Work Performed Sherman Dam Seismic Stability Evaluation GEI performed a preliminary seismic stability evaluation of Sherman Dam in 1982. The l

results of the evaluation were presented in a report titled "Sherman Dam, Seismic l

Stability Evaluation," dated April 9,1982.

Sherman Dam Geotechnical Investication Chas. T. Main, Inc, (MAIN) of Boston Massachusetts, conducted a geotechnical i

investigation of Sherman Dam in 1982. The investigation included performing static stability analysis of the dam. The results of the investigation were summarized in a report titled "Shennan Dam, Executive Summary Report, Geotechnical Investigation,"

dated May 1982.

j Previous Subsurface Investigations As part of the evaluation of the stability of Sherman Dam (see references above), GEI performed a subsurface investigation of Sherman Dam in 1981. The investigation included drilling eight borings, obtaining and testing soil samples, installing piezometers, t

and preparing cross sections of the dam. The results of the investigation were presented in a report titled "Shennan Dam, Field Investigation Data," dated January 22,1982.

Subsurface Conditions The dam materials consist of dumped shell, rolled shell, hydraulic fill puddle core, i

intermediate beach zone material and glacial till foundation. These materials are described in the 1982 Field and Laboratory Data Report as follows:

f Dumped Shell "Predominantly widely graded sand with weathered to unweathered l

gravel and non-to slightly plastic fines. Percentage of gravel ranges from 5-40E i

Percentage of fines ranges from 5-40E Color varies from brown, olive-brown, gray-brown, to gray. The Unified Soil Classification symbols are SM, SW, and GM for various samples of the shell." Material was dumped from high timber trestles.

Rolled Shell. "Same material as dumped shell. Compacted mechanically using rollers."

Intermediate Beach Zone "This soil is within a zone bounded by the beach line i

and the outer limits of the hydraulic fill core. It has the same gradation and

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Mr. Patrick Burns July 28,1993 j

structure as dumped shell, but was deposited under water during construction of the dam." It tends to have less fines and more gravel than the dumped shell material.

i Hydraulic Fill Puddle Core "Predominantly stratified fine sand and silt; percentage of fines ranges from 25-75%. Fines are predominantly nonplastic. Trace fine

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gravel and fine root fragments. Olive brown, gray brown. Occasional 1/16-to 1-in.-thick layers of clean fine sand or slightly to moderately plastic clayey silt were observed. The Unified Soil Classification symbols for various samples are SM, ML, and SP."

Glacial Till Foundation - Vcty dense, widely graded sand with weathered to un-

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weathered gravel and non-to slightly plastic fines.

Sliding Stability Analysis Results i.i 1.

Method of Stability Analvsis - GEI used the computer program STABL5 to calculate the factor of safety against sliding. The reported factors of safety were obtained using the Modified Bishop Method of slices.

I 2.

Sources of Data - The geometry of the dam, the phreatic surface, and the soil properties used in the analyses were obtained from the 1982 Geotechnical Invest-iption Report by MAIN (see reference above). The dam cross section used in the analyses is shown in Fig.1. The phreatic loading condition corresponds to a pool elevation of 1000.0 (NEP Datum). The soil properties used in the analyses are summarized in Table 1.

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3.

Wheel Loadine - In 1973, NEP hauled a transformer that with its hauler weighed about 455 kips. This is about the same as the anticipated load from the steam generator and the special hauling unit. The estimated dead load of the hauling unit and the steam generator is 385 kips; this load exerts a uniform surcharge load of l

1.06 kips per square foot (psf) over a 12.33-by 29.50-foot area. No live load was.

included in the analysis because the speed of the hauling unit will be limited to less than 5 miles per hour. For the stability analysis reported herein, GEI assumed the

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special hauling unit and the steam generator exerted a uniform surcharge load of l

1.1 kips per square foot (ksf) over a width of 12 feet acting at the center of the crest.

4.

Downslope Slidine Stability Analvsis Results - Downslope stability analysis results l

for the dam are presented in Table 2. The failure surfaces re shown in Fig. 2. For this study, GEI defines downslope instability as that condition when a critical failure surface passes through the phreatic surface and/or the crest.

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Mr. Patrick Bums July 28,1993 5.

Upslope Slidine Stability Analysis Results - Upslope stability analysis results for the dam are presented in Table 2. The failure surfaces are shown in Fig. 3. For this study, GEI defines upslope instability as that condition when a critical failure surface passes through the crest. Rapid drawdown loading was not considered for this case since this loading condition is very infrequent and will not likely be concurrent with the hauler loading.

Preliminary Conclusions and Recommendations The stability analyses indicate that the downslope stability factor of safety (FS)is 1.4 or larcer. The upslope stability FS is also 1.4 or larger.

Limitations This letter report with stability analysis results, conclusions, recommendations, and attachments has been prepared with generally accepted engineering practices and in accordance with the terms and coriditions set forth in our agreement. No other warranty, expres sed or implied, is made.

i Please call us if you have any questions.

Sincerely yours, GEI CONSULTAi S) INC.

a t-Alton P. Davis Jr., P.E.

8l davis,.ut, Vice President, Desir i Division N.2m3 tsn#

APD:ms

'"1 Attachments cc w/ attach.:

Stephen C. Doret (NEPSCo)

I Bruce W. Holmgren (YAEC) l

TABLE 1 -

SUMMARY

OF SOIL PROPERTIES Evaluation of Stability - Sherman Dam t

Transportation of Steam Generator Monroe, Massachusetts Material Unsaturated Saturated Friction Cohesion I

Density Density Angle L (Pcf)

% (pcf) 4(degrees) c (psf) 3 i

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Dumped Shell 130 130 35 0

Rolled '3 hell 100 125 35 0

Intermediate Beach Zone 130 130 35 0

Hydraulic Core Puddle Fill 135 135 35 0

i Glacial Till 140 140 36 0

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Project 93106 l

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July 28,1993 l

TABLE 2 -

SUMMARY

OF STABILITY ANALYSIS RESULTS Evaluation of Stability - Sherman Dam Transportation of Steam Generator Monroe, Massachusetts Failure Surface Upslope/Downslope FS Calculation Comment Designation n.

A1 Downslope 1.4 For location, see A2 Downslope 1.5 Fig.2.

A3 Downslope 1.4 B1 Upstope 1.4 For location, see B2 Upslope 1.7 Fig.3.

B3 Upstope 1.9 Note:

Reported values of FS are based on poollevel El.1000.0 (NEP Datum) and a uniform surcharge load of 1.1 ksf acting at the center of the crest.

Project 93106 gel Consultants, Inc.

July 28,1993

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1 For Sort &cperhee See roble 1 2 F., quit taken from : "S"Mmd Poi e xccGurive sonMoR Y-G EortcunicA L ravcs rtantroa," pac o re d by C !m s T. Ma.n, t.,c.,

r la ted MaY,1982-40 o

40 so New England Power Company Evoluotion of Stability -

Westborough, Mossochusetts ironsportat,on Dom Sherm DAM CROSS SECTION ion of Steam Generator G EI Consultants, Inc.

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75.0 150.0 225.0 300.0 375.0 450.0 525.0 600.0 FEET-New England Power Company Evoluotion of Stability -

Sherman Dom DOWNSLOPE FAILURE Westborough, Massachusetts Transportation of Steam -

SURFACES Generotor _

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FEET New England Power Company Evaluation of Stability -

Sherman Dam UPSLOPE FAILURE Westborough, Massachusetts Transportation of Steam SURFACES Generator O a s i c o,s o it o ts, r o c.

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ML20046B523

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SUMMARY

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Dear Mr. Burns:

Dear Mr. Burns:

SUMMARY

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ML20046B523

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SUMMARY

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Dear Mr. Burns:

Dear Mr. Burns:

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