ML20090L718
| ML20090L718 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 07/27/1979 |
| From: | Johnson T BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML17198A223 | List:
|
| References | |
| CON-BOX-04, CON-BOX-4, FOIA-84-96 NUDOCS 8405260028 | |
| Download: ML20090L718 (22) | |
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July 27, 1979 v.t
+'. 2 RECO;:STFIC"!C:s OF F7.ESCTATIC:: !*ACC ST T. E. J01C;SO::
My na=a is T. E. Johnson fro: Ecchtel Corporatien Ann Arbor, Michigan. I will give a brief overview of the structur:1 invcstigation, the seismic analyses, and the design criteris. I would liko to define structur:1 analysis as when the various lo: dings are applied to the structure as static 1 cads and than the design forces are deter =ined for sizing reinforcing steel. klaress, seicnic snalysis is defina.d as the dyra-de analycis that is used to deternica structural respense.
The first vieu;;s; h sh:vs whc: verisus itens ucre reviewed in the structurni investisation. For che diesel gener:ter building, the original dssign was retorncd by tornsdo nissile impact and a 3 psi vacuu: loading. The scistic respence fer this structure ecs relatively srall. As an indica: ion, the calculated shear s::acs in the east-ecst directica v s 40 psi :nd 25 psi in the nerth-set.th directi:n.
The new analyces that ce are in the p;ccess of perforting vill involva using a finite elenent codci to investigate the variabic foundatien pr:perties. Up to nov, :he cracking observed in this structure has been apprent=ately 30 mils and this occurred in the short valls fro: the vertical duct bank Icadings during constructien.
The structurci investigacics of the service water pu:p structure revealed in the fo11 cuing: The original design fer this s:ructura was severned by torne.de niscile impact anc the 3 psi vacuum loeding. Seicnic response was relatively lon vi:h a esiculated sheer stress in tha rejer valla of about 20 pai. The new analyses tha:
vill be used for this structure vill involve cenventicnal techniques conciderin",
I the vc11s and slabs with the piling thet vill be used to support the portion cf the structure on top of fill. Cracking in this structure to data has net eneceded 20 d.la.
This ersching occurred in the valls and the roof.. Up to now there he:
been no detectabla settlocent for this structura.
i 8405260028 840517 a
4 The structure 1 invcutig tlen cf the sunillery buildins penet stion arcas revcalud the follering: The c:fginsi design ves governed by the safe shutdown earthqueha and the pipe L::sh. The criginal, analysis nas censervative since it wcs based c a systac cf bec s and celu:.nz to simul tc the large es11s and ficers. As far es the seistic response, the structurc was near especity using this originel :: del.
A new analysis is beint, performed which will involva a finite elenant analysis of the scruettre, thic will include the caissens which will be used for end support.
In thic structure the c::ching as tencured to date has not etcceded 15 nils. This has occurred in the calls and there has been no detectable settlecent.
I would ncv like c: revier the seistic analyses, refer te view;;aph :*o. 2.
A general revice is as fel*ces: The ground response spectra is presented in the I
TSt.1 : d this is b: sed on :n 05 of.06 s's and an SSE of.10 g's.
Scich ess:
i cedels with foundecien prings were used. 13terial da: ping values are presented in the TSAE; :: del da: ping was li=ited to 100 er. cape for rigid bcdy codes. The analycis techniqua used both the c;ectrus res;cnse and the time histery ecchads.
4 To: the diesel generator building the original analysis used a shes: vsve velocity of 1,360 fps. One analysis cas perfor:cd, and equi;nant response spect:s uns widened by t 15 pc: cent. A ncy analysis has been co:pleted using a 1cuer 11:1t shear wave velocity cf 500 fps. The new spectra vill envelop both the 500 and the t
1,360 fps an:17ses values.
Referring to viewgraph No. 3, the seismic anlaysis for the service water building 4
involved an original analysis which used 1,360 fps as a bcsa case. Thee. thu i
-j foundstica shear nodulus was varied by i 50 percent. These three analyres were used to generate equi;:ent response spect:s and the spectra cred ens the envelop j
of all three. A neu seismic analysis is being done which will use a chear : vc o
i velocity of 1,360 fps. The p111cs will be modeled in this analyses, but only to resist 1 cads in the vertical direction. Torsion will also be considered in this j
nodel. The equiprent will then be reenacined 'for the respense spect frem toth the orf ginci and the new snalyses.
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For the nuniliary building, incluuin; the control tever and cicctrical pe.act:t.cf er 1
creas, the ordninci :nalysis used coepcsite foundation springs with the equiprer.t response spectra videned by i 15 percent. The cceposite springs were uced te represent different foundstion esecrials for various parts of the structure. A new analyses vill be pe: forced includin; the caissen: under the electrical pecu-l tration arass. The equiprent recponse spectra vill be widened by 15 percent end equipmen: vill be cheched, if this respcese spectra is greater then the ori;inci in any frequency range.
I I would like to discuss the different types of loads which are shorn in vicuar:ph No. 4 The f t:st c/ pas of Icada are pri=ary loads. This type of Icad results in stress. As an ena ple, the test critical type of Iceds vould be that are censidared
=achanicci 1 cads. thich would be dead lead, pressure, vind, all chase typas of 1 cads have a ccustantly applied fe ce.
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The next type of Icad, but of lesser severity, wculd be seistic inertia lead, howevc these are of a she:t duratien.
j The third type of load of lesser severity uould be missile icpact or pipe rupture loads. These types of loads have a 11=ited energy input.
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The ne c classificatica of lead wculd involve what is kncun as secendary leads.
2 This tern is quite co==cn in AShI codes. This type of load merely results in strain.
They can result from internal self-constraint. As an exacple, if a pressure vessel has the bottom restrained, bending moments would develop which would be seccadery in f
nature because they are due te internal self-constraint.
Seismic displace =ents in piping systens would be of a seccadery nature since different l
support points would or.ly move a set secune relative to each other and induced strain.
However, these types of 1 cads can be cyclic in nature.
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Another type of scendary load would be a thermal load, such as a ther=ol cre.dient throur,h a wall. This type of load is also cyclic.
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I Settic cnt is the letst effcccive type of secenJ:ry 1cading because it pric.irily h s cnly one/hsif cyclu of Icad with a limited input. Settlement is sirilar te for=ing =sterials thich are alco half cycic. Forting is used for =snufacturin-pressure vestals and secel piping. Pipus cre ro11cd to a particular shape. They exceed yield in this process, hcvever due to the icw strain rctes relctive to ulti=ste, there is en undetectahic reduction in the ultimate strength. It is also commen to for= reinforcing steel. As an ens =plo, in reinferced centcin=sacc the major hoop bars are bent to shape and this involves a yielding of the steel. This also dces not ic:d to any detectable reduction in strength, and of course hecks are ec=renly used in reinforcing steel.
Viergr:ph !!o. 5 shers a su= :ry of the Midlend design criteria. The first cat:gery is what is in the USAT..
The first is pricerily desd and live lead, the seccad
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cochines the urall earthquake with 1ive and dead, ene third ec bines live and desd load plus wind, and the fcurth ecchins:1cn involves dead Icad, live lead plus the safe shutdoun carthquaks. The final locd cc binatica is dead Icad s=d live lead and the tornade lo: ding.
Af ter disccverin; the settlenent proble=s on the diesel generator building at the Midlend jchsite,8't was decided to add sete additional criteria. As a reic cace, 77 we used ACI 215-:: C and it is interesting to note that in this cede they reccgni:cd the fact that settlenant only affects serviceability. This reans it wou*d induce sota additienal cracking, which if then enposed to a cerrosive enviren=2nt, could result in corresica of reinforcing steel. Therefore in ACI, settlement loads ara only cochined with nor=al operating type of loads such as live load and daa4 lesd.
Using this as a base, we have created the additionci criteria shown on vievgrapa ;*o.5.
The first cc bination involves dead load, live lead and sectiecant. The second combination considers 1.4 x deed load plus 1.4 x settlecent. Thece are based on servicachility.
l Since the design vind end the n=all earthquaho are postulated to occur = ors than ones at the site, we have also added two cochin:tions ss shcun shich include live ic:d, l
dead load, settlement and either design wind or the operating basis certhquehe.
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In sunrary, I would lihc te presen: the fo11 cuing. Uc have either rer.oved the source of iced, or added additienci supports for the various structures th t arc founded fully cr par:ially on fill at the jobsita. For the diesel gener:ter building, t1e duct banks have been cut loose, recoving the source that caused :ha j
cracking. The service catcr pung structure will be suppor:ed by adding piling.
In the cuniliary building alcetrical pene: ration creas, we will be adding cniscen:. -
So again, ve have either ren ved the source of Icad or supplied additional supper:.
I would like to coc=ent on the significance of what has happened to date, the crccking only affects serviceability, large cracks over 15 nils will be sealed in the fu:ura.
As far as precent and fu:ure actions are ccacerned, we are perforning new seisnic analyses, ve will also be performing new static analyses checking the structural design. Ter :he diesel generater building, we will analyze the building for vert b*c founda:icn conditiens. This will be the only building that will involve applying the addi:icnal cri:eria since we will investigate variable foundatica prcperties.
in eenclu:1ca, the struc:ures are box type, reinforced concrete, with high streng:h and good ductill:y. If it was not for tha diesel generator building settlenant the concrete cracking of the structures would probably not be of any conearn, since all reinforced concrete strue:ures do crack under service, and that is the reason why reinforcing steel is used. With the original FSAR criteria, and the additional criteria, together with the ecdificatiens, the structures will be able to scfcly
. resist all nornal type of loads and postulated events.
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That concludes ey presentation.
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1 STRl!Cil!P.bL I;tESTIG!TIO.!
(1)
ORIGI:!AL DESIGi!
t (2)
SEISiiIC RESP 0liSE (3)
NE!! MiALYSES 1
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,w.e, 2
SEIS!ilC N!ALYSIS GEilEP.AL (1)
RESP 0:!SE SPECTRA PRESE!TED Ill FSAR (2)
STICK MASS I'0DELS llITH FOUi!DATI0il SPRINGS (3) l%TERIAL DAi! PING VALUES PRESE!TED 13 FSAR (F.0DAL DAf! PING LIllITED TO 10% EXCEPT RIGID BODY MOCES)
(4)
SPECTRUil RESP 0llSE N!D TIi!E HISTORY MODAL A;!ALYSES DIESEL G5!ERATOR BUILD!iiG i
(1)
ORIGINAL (V = 1360 fps) - ONE ANALYSIS EQUIPFSIT SPECTRA WIEli!ED BY 15%
(7.)
NEll (V = 500 fps) - flE!! SPECTRA WILL E!VELOP BOTH V = 580 FPS A!!D 1350 FPS s
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3 SEISMIC AilALYSIS 4
SERVICE WATER BUILDIiB (1)
ORIGI.5!AL (V = 1350 fps EASE CASE) THEil G VARIED BY 50% - SQUIPIE!T SPECTRA ENVELOP (2)
NEW (V = 1350 FPS) - PILIliG IS MODELED FOR VERTICAL DIRECT!03 AllD TORSI 0il IS CO.'iSIDERED
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AUXILIARY BUILDII:G (Inctu::s C0:ITP.0L TCCER A'lD ELECTRICAL PS!ETRATIO:1 AREAS i
(1)
ORIGk:lAL - OliE A!!ALYSIS USI!G COMPOSITE FOUliDA WITH EQUIPiElT P. ESP 0:1SE SPECTRA WIDEi!ED BY t 15%
(2) llBl - ONE A!!ALYSIS If CLUDIi!G CAISSONS U:lDER ELECTRICAL PEi1ETPATION AREAS, E0VIPiiEilT RESP 0iiSE SPECTPA WIDEiiED BY t 15%
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TYPES OF LOADS PRIi!ARY 1.
IEC!!A!!ICAL (DEADLOAD, PRESSURE, !!IliD, ETC.)
2.
SEISMIC I:!ERTIA (BUT SHORT DURATIO.)!)
3.
tilSSILE !!i?ACT a PIFE RU?TURE (LIMITED E'!ERGY)
SECO:-!DARY 1.
INTERi!AL SELF C0i1TRAI!!T (A)
SEISMIC DISPLACE!EIT (CYCLIC)
(a)
THERMAL (CYCLIC) 2.
SETTLEiEIT (U2 CYCLE) 3.
FORMING (U2 CYCLE)
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5 MIDlJ11D DESIG.:! CRITERIA FSAR (A) 1.4D + 1.7L 4
(a)
- 1. 4 (D + L + E ) +...
o (c) 1.25 (D + L + W) +...
(D)
- 1. 0D + 1. 0L + 1. 0Ess +
i (s)
- 1. 0D + 1. 0L + 1,0W +...
7 ADDITIO:ltL CRITERIA (A) 1.05D + 1.28L + 1.05 SET (n) 1.4D + 1.4 SET (c) 1.0D + 1.0L + 1.0U + 1.0 SET l
(D) 1.0D + 1.0L + 1.0E + 1.0 SET a
i, D:
DEAD LOAD Ess:
(SSE) EARTH 0l!A"E L:
LIVE LOAD W:
TOP;lADO 7
E:
(OBE) EARTH 0VAKE SET:
SETTLElEilT o
W:
DESIGH WIllD
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- 1. 10 L the-tr.ud a4 ~11=:- amriysTI'.~ ~Yih rene aIai) s was based on the recorded El-Centro earthquake. Accelera.cn 1<tvel s aken as 0.12g for the SSE and 0.06g for the OBE.
ckness c l the sands rgbased on the soil borings. Multi-dirac.onal shaking N
, f acts were counted 'for by multiplying the calcula uni-directional ettle=ents by a factor od 2y. The structure as accounced for as if t was a uniform surcharge. \\
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freliminaryanalysisbasedon ese parame indicated a secclement I
N range of 1/2 inch to 1 ch for the diesel generator building area.
.It lf.s noted that the estimatesareconservativesinehheyarebasedonthe 4
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i Assumptica t t the sand is dry. Because the sand vill be cist, the'I l
p'r es en o'
.,, '. i * - fn;...;; secuce actual settlenenta nel hos adicted.
,t e ~a t/.Y Son.S St.wmRY
'"ha diesei generator building settle =ent noted in August of 1978 vere larger than expected. An exploration program was initiated to investigate the seat of the settlement and 3rs. Peck and Hendron vare consulted to discuss the evaluations and corrective actions required. Based on the l
exploration and the consultants recommendations it was decided t'o surcharge the building and surrounding area with a load exceeding the operating 1 cad.
Instrumentation was inst.alled to evaluate rate of soil consolidation and settlenents of the struccure and supporting soils. The preload was completed to a hefght of 20 feet by late March 1979.
l Tigures 7 throuch10 illustrate locations"of the various instruments associated with the preload program. Figure 7 shows the locations of building survey l
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settlement narkers and pedestal settlement rods. Figure 8 shows the location 1
of surface settlement plates and borros anchors installed in the fill primarily at three different elevations to monitor the movement of the soil f
as a result of the surcharge. The figure also shows locations of 4 deep (elev. 535) borros anchors installed for use as reference points for the prsed.se measurements during secondary compression where the movement has
)l subsided to a very small rate. Figure 9 inustrates locations of piesometers 1
installed primarily at three different elevations below the building to i
monitor the dissipation of pore water pressure during consolidation.
Figure 10 illustrates the locations of Sandaz instruments intended for i
measuring soil rebound in order to estimate the modulus of elasticity 1
below the building to check the range used in dynsmic analysis.
Tigure 11 illustrates typical results of the settlement and pore water
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measurements for the building. It is seen that within a short time after i
i che completion of the surcharge the sectieaants of both the soil and the j
' building has subsided to a very low rate sad the piezameter water levels i
have declined significantly. At present the piezoseters indicate approximately i
l the same water level as the general ground water level (elev. 627). This 1
indicates essentially total dissipation of pore water pressure.
l A preliminary plot of the building settlement during secondary compression
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b-esed on survey measur,eaents indicates that the residual settlement of the building should be less than 1.5 inches during its service life.
The exploration program below the diesel generator building has indicated l
l that the fill is quite variable both in the sacerial type and quality.
Therefore, additional emplorations yore made in the remmining plant site fill l
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4 to evaluate its condition. The expanded exploration program indicated that a
although there was no settlenent elsewhere, there were certain areas that the i
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fill was of a quality requiring corrective action of the structure involved.
i These areas are the auxiliary building, electrical penetration rooms, valve pits, and the fill supported portion of the service water structure.
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Figure 12 and 12.6 summarize the fill type (sand clay) below the structures h
1 and the planned remedial measures for the various strucutres supported on plant area.
Liquefaction evaluations based on published experience at sites where lique-factica did or did not occur showal that in certain areas of the sand fill, under the -4==
ground water level of elevation 627 and the SSE of 0.123, the factor of safety was less than the acceptable value oE 1.5.
These' areas are,primarily in the diesel generator building.
l As a result of these evaluations consideration was given to grouting of the sands and also to permanent area devatoring. The latter approach of dowatering l
was proven most beneficial that it could be nonitored simply.
j Settlements of the sands following an SSE event would be on the order of 1/2 to 1 inch in the area of the diesel generator building.
4 1
Regarding the subject of estimated settlements for plant structures supported on fill, these settlements will be re-evaluated utilizing the following informations l
l l
1.
Sectionant of the own weight of the fill based on borros anchors installed o
it areas where no structures are involved I
l 2.
Measurements on existing structures and foundations 3.
Soil boring information 4.
Laboratory test information 5.
Diesel Generator Building surcharge experience i
These analyses will account for additional induced settlements due to devatoring. These evaluations will be made and reported in the FSAR as part of the current coanittaent.
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FIGURE 9 - POREWATER PRESSUREMONITORING EQUI PMENT - DIESEL GENERATOR BUILDING
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r NO. of SUPPORTING PLANNED l
STRUCTURE BORINGS FILL lYPE REMEDIALMFASURES 1
I A.
AUXILIARY BullDING 11.
CONTROLTOWER 3
SAND NONE*
3.
UNIT 1 ELECTRICAL POETRATIONAREA 2
SAND & CIAY UNDERPIMING 31.
UNIT 2 ElfCTRiCAL PENEIRATION AREA 2
SAND & CIAY UlSERPIMING
- 4. ' RAILROAD BAY 3
SAND NOE B.
FEEDWATER ISOLATION VALVE PITS li.
UNITI 2
SAND & CIAY UNDERPIMING 3.
UNIT 2 3
SAW & CIAY UNDERPINNING C.
SERVICEWATER PtNP-
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STRUCTURE - PORTION ON F!LL 9
CIAY & SAND UNDERPINNING
- GROUfiNG 15 PtAISED BELOW MUD NOT AT AX - 9.
FIGURE 12A-
SUMMARY
OF FILL 1YPE AND PIAMED REMEDIAL ACTION
NO. af SUPPORTING PtAletED STRUCTURE 80 RINGS FILL 1YPE ItEMEDIALMEASURES D.
TA E S 11.
DIESELFUELOIL
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STORAGETASS:S 7
CIAY NONE 3.
DORATED WATER l
510ft4GETAKS 6
CIAY N0E l
E.
DIESELGBERATOR BullDING 32 SADS & CIAY SURCHARGE F.
UTILITIES i
11.
PIPING 5D SAND & CIAY NONE 25.
DUCT BAKS 38 SADS & CIAY NOK -
31.
VALVE PITS 2
SAND & CIAY NOE FICultE 128-SIMMARY OF FILL 1YPE ADS I
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l PIAISED REMEDIAL ACTION
Ayan zL co R ALPH B. PECK CIVIL ENGINEER: GEOTECHNICS 23 July 1979 J958
+
Dr. Sharif S. Afifi Bechtel Associates Profsssional Corporation 777 East Eisanhower Parkway P. O. So:t 1000 An.a. Arbor, StI 48106
Dear Shsrif:
- nclosed is a raconstruction of the rsmarks I made at our msoting with IIRC on July'18.s Yours ery sincerely,
(-
Ralp; B. Pech P3P/ajj Enc.
s GEOTECH
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UNDERPINNING, EXCAVATION, AND PLACING OF CONCRITE 8
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DATE REVISIONS SY l CHCD APP'O No. l DATE REVISIONS f SY '
FACING SHEET UNDERPINNING, EXCAVATION, AND PLACING 0F R ev. ~
CONCRETE CONSL4ERS PCWER C0;! PAW C-95(Q) 0 HIDLAND POWER PLM T U::ITS 1 AND 2 l
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Specification 7220-C-95 (Q);, Rev 0
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j TECHNICAL SPECIFICATION
- ' - - ~ * - '
- FOR UNDERPINNING, EXCAVATION, AND PLACING OF CONCRETE CONTENTS 1,O SCOPE 1
2.0 ABBREVIATIONS 3
3.0 CODES, STANDARDS, AND REFERENCES 3
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4.0 DOCUMENTATION REQUIRE 122iTS 4
5.0 MATERIAL REQUIREMENTS 5
6.0 DESIGN PARAMETERS 5
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7.O PILE AND CAI' SON LOAD TESTING 9
8.0 UNDERPINNING AND SUPPORT OF STRUCTURES 11 9.0 WELDING 22
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10.0 EXCAVATION 22 11.0 CONCRETING 26 12.0 CLEANING AND RESTORATION 27 13.0 QUALITY ASSURANCE REQUIRE?ENTS 28 14.0 MEASUREMENT OF PAYMENT 28 APPE DICES A
QUALIIT ASSURANCE FEQUIRDENJ5 POR Q-IISUD 22D5 AND NOIUC g
B SPECIFICATICN 7220 C-231 (Q) "fCINING, PIACING F2NISIGNG AND CRING T CCNCRE:2" PAGES 22, 23, 24, 25,
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Specification 7220-C-95(Q), Rev 0 l
1.0 SCOPE 1.1 ITEMS INCLUDED The following work to be performed in accordance with this subcontract is located at Midland Plant Units 1 and 2.
This specification includes Q-listed work where specifically noted and is to be performed in accordance with subcontractor's QA program:
1.1.1 Underpinning the auxiliary building penetration rooms with caissons in the area indicated in the drawings 1.1.2 Removal of all unsuitable material as determined by Contractor and replacement of all removed material with concrete from under the feedwater valve pits 1.1.3 In addition, the following items are included under the scope of this subcontract:
a.
Submit all drawings, calculations, and detailed procedures for a proposed type and method of underpinning which is best suited for the intended purpose and, as a minimum, meets all of the applicable criteria specified berein.
b.
Furnish all labor, material, tools, equipment, supervision, design, and procedures to perform all operations and incidentals necessary to complete the work to the satisfaction of Contractor.
i c.
Provide (design, furnish, and install) local dewatering to remove and control all water which could cause soil movement.
t d.
Provide (design, furnish, and 4
install) permanent support under the auxiliary building penetration l
rooms capable of withstanding approximately 4,000 kips vertical load at locations shown in the drawings without exceeding a 1/2-inch settlement (movement) of 1
l i
I
8 Specification 7220-C-95(Q), Rev 0 the structure at points indicated in the drawings.
i e.
Provide (design, furnish, and install) permanent support under the turbine building along the i
K line to support the column and slab loads at columns 2.0,2.5, and 3.0 for Unit 1 and 10.0, 10.5, and 11.0 for Unit 2, resulting from and including the temporary support of the valve pits as indicated in the drawings.
f.
Provide hydraulic jacking capacity sufficient to simultaneously lift approximately 4,000 kips of structural load utilizing the permanent support as a reaction point.
g.
Provide lateral support for the soil in the zone of influence resulting from excavation made during underpinning to prevent soil movement.
h.
Place and cure lean concrete backfill under the designated buildings including encasament of the permanent caissons.
1.
Provide positive contact between-the underside of the building foundation and the lean concrete backfill by methods acceptable to Contractor.
i j.
Install styrofoam or similar i
material as indicated on the j
drawings.
l k.
Monitor the buildings for settlement.
l 1.2 ITEMS NOT INCLUDED BUT PERFORMED BY OTHERS t
1.2.1 Area dewatering prior to underpinning and excavation W
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e Specification 7220-C-95(Q), Rev 0 1.2.2 Temporary support (above the ground) of the feedwater valve pit for Units 1 and 2 as indicated in the drawings.
1.2.3 Disposing of the waste material from a stock pile to be located at the ground surface near subcontractor's access shaft.
1.2.4 Furnishing and testing of lean concrete backfill 1.2.5 Furnishing and testing structural concrete
.- i : -
1.2.6 Furnishing reinforcing steel 1.2.7 Furnishing styrofoam 1.2.8 Soil testing 1.2.9 Monitoring the auxiliary building for cracks 2.0 ABBREVIATIONS ACI American Concrete Institute AISC American Institute of Steel Construction ASTM American Society of Testing Materials AWS American Welding Society 3.0 CODES, STANDARDS, AND REFERENCES ACI 318-77 Building Code Requirements for Reinforced concrete l
ACI 543-74 Recommendation for Design, Manufacture, and Installation of concrete Piles AISC Manual of Steel Construction, 7th Edition ASTM A 36-77a Specification for Structural Steel ASTM A 53-77a Specification for Steel, Black and Hot-y Dipped, Zinc-Coated, Welded, and Seamless
'e Pipe ASTM A 252-Specification for Welded and Seamless
. 77a Steel Pipe Piles 3
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Specification 7220-C-95(Q), Rev 0 AWS Dl.1-74 Structural Welding Code Reference 1 Soft Ground Tunneling with Steel Supports, Commercial Shearing Inc., Proctor and White, Youngstown, Ohio, 1977 (used for definition of state and behavioral characteristics of soil) 4.0 DOCUMENTATION REQUIREMENTS 4.1 Engineering and quality verification documents shall be submitted to contractor by the underpinning Subcontractor.
Permission to proceed, based upon contractor's review of the procedures, does not constitute acceptance or approval of design details, calculations, analyses, test methods, or materials developed or selected by Subcontractor and does not relieve Subcontractor from full compliance with contractual obligations.
The submittal requirements are summarized in Form G-321-D i
attached.
These requirements are augmented by j
detailed requirements in this specification.
4.2
.As a minimum, Subcontractor shall submit the following procedures (in detail, including hold points and inspection points) tc contractor's satisfaction:
4.2.1 General Underpinning Procedure - This procedure shall include the overall concept of the work involved, including the interface of all the operations listed below.
4.2.2 Detection and Monitoring of Structural Movement Procedure 4.2.3 Local Dewatering Procedure 4.2.4 Support of Excavation, Bracing, and Lagging Procedure 4.2.5 Installation of Access Shafts Procedure 4.2.6 Permanent Support Procedure for.
y approximately 4,000-Kip Caisson capacity Installed Under Each i
Electrical Penetration Room s
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Specification 7220-C-95(Q), Rev 0 4 2.7 Pile and/or Caisson Installation, Cleaning, Concreting, and Testing Procedure 4.2.8 Lifting Procedure for Raising Ends of the Electrical Penetration Rooms Utilizing Approximately 4,000 Kips of Hydraulic Jacking Force 4.2.9 Mass Excavation and Removal of the Material Under the Structures Procedure 4.2.10 Installation of Styrofoam Procedure 4.2.11 Mass Concreting Procedure 4.2.12 Dry Packing / Pressure Grouting Procedure 4.2.13' Soil Grouting Procedure (Chemical and Cement) 4.2.14 Pump Tremie Procedure 4.2.15 Final Cleanup Procedure 4.2.16 Welding Procedures and Qualifications 3.0 MATERIAL REQUIREMENTS, Materials shall conform to the above standard specifications, and subcontractor shall submit to Contractor certified copies of mill test reports of all material used as specified by the applicable ASTM specifications.
5.1 ASTM A 36:
For structural steel and bearing plates 5.2 ASTM A 53:
Types E or 5, Grade B for piles and caissons 5.3 ASTM A 252:
Grade 2 seamless for piles and caissons 6.0 DESIGN PARAMETERS 6.1 PILE AND CAISSON DESIGN:
5 Piles or caissons may be used to underpin the turbine building along the K line adjacent to the valve pit structure.
Cnly caissous shall be used to underpin the auxiliary building penetration rooms.
i 5
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f Specification 7220-C-95(Q), Rev 0 6.1.1 Piles shall be located at a minimum center-to-center spacing of 3.0 feet for 80-ton piles and 3.5 feet for 100-ton piles.
The pile center to the edge of concrete shall be l'3" for 80-ton piles and l'6" for 100-ton piles.
6.1.2 Combination bearing / soldier piles shall penetrate a minimum of 5 feet into the till or natural dense sand strata as determined by the soil removed from the interior of the pile and the jacking resistance.
6.1.3 Maximum calculated soldier pile lateral deflection shall be limited to 0.25 inch due to bending under the combined axial and lateral loading.
6.1.4 Maximum calculated lagging member deflection due to bending shall be limited to.0.25 inch.
6.1.5 The lateral pressure diagram for soil pressure shall be trapezoidal with break points at 0.2 of the full excavated depth.
6.1.6 Bending stress reduction of lateral loads due to arching shall not be allowed.
6.1.7 Pile and caisson locations shall be taken into account in the support of the mudmat to prevent separation from i
the foundation.
4 6.1.8 A full water heac2 shall be considered for lateral support from el 627' to the l
bottom of mass excavation under the j
structures.
l 6.1.9 Caissons shall extend at least 4.0 feet into the till or natural dense sand strata as evidenced by inspection of in 1
situ material.
The design bearing t
capacity shall be 20 kst times the diameter squared (ft') of.the caisson.
If the caisson is belled, the capacity
'shall be calculated at 17.7 ksf times the plan area of the bell.
No increase in capacity is allowed for additional embedment of the caisson in the bearing 6
l
Specification 7220-C-95(Q), -Rev 0 strata.. Caissons acting as combination soldier and bearing elements are governed by the stress and deflection criteria from Sections 6.1.3 through 6.1.7.
6.1.10 The access shaft from el 634' to el 607' need not conform to Sections 6.1.3 to 6.1.8 but must be in accordance with acceptable industry practice.
6.1.11 For bearing plate design, the allowable bearing stress for concrete chall be 750 psi.
Bearing stress for steel
'shall be 27,000 psi.
6.1.12 The design stresses shall not be greater than the allowable stress presented in AISC, ACI, or as'specified herein.
In the event of conflict, notify Contractor, who will determine the governing criteria.
6.2 DESIGN LOADS
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6.2.1 Structure Losds-The load of each auxiliary building penetration room is equal to 8,300 kips (vertical).
The center of gravity of the load is shown in the drawing.
The allowable eccentricity of the underpinning support system during construction with respect to the east-west centroidal axis of the penetration room load is 3 feet.
1 Foundation pressure as well as local column loads for structures in the vicinity are s.hown in the drawings.
+
j 6.2.2 Soil Conditions i
Soil conditions and interpretation of soil properties encountered are discussed below.
In general, the 1
backfill consists of heterogeneous mix g
of very loose to dense sand and very soft to hard clay fill.
Details of
, soil information and boring logs are given in the foundation engineering sections of the PSAR and FSAR and are available from contractor.
The
. interpreted engineering properties of 7
l l
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Specification 7220-C-95(Q), Rev 0 backfill presented below are based upon the laboratory and field investigations performed in the vicinity of the diesel generator building.
j a.
Soft to stiff, silty, sandy clay fill (CL) 8 Total unit weight vt = 110 - 130 pcf Dry unit weight Yd = 93 - 116 pcf Undrained shear strength = 150 -
3,000 psf b.
Loose to dense, silty, fine to i
medium sand (sm-sp) i Total unit weight Yt = 110 - 130 pcf Dry unit weight Yd = 94 - 116 pcf Angle of internal friction 28 -
32 degrees c.
In-Situ Fill Total unit weight Yt = 130 pcf Average undrained shear strength El 580-560' 6,000 psf Below 560' 8,000 psf 4
i 6.2.3 The permanent support for each j
auxiliary building penetration room provided by underpinning shall have a vertical resistance capacity sufficient to produce a moment equal to or greater i
than 325,000 foot kips at column rows 5.3 and 7.8, respectively.
This moment capacity is the major design criterion and shall be met by subcontractor.
The approximate value of 4,000 kips of g-installed capacity as referenced throughout this specification is an estimate of the actual caisson capacity.
The exact capacity required
,'is to be determined by Subcontractor.
All pumps, jacks, gages, equipment, and other hardware shall be of sufficient capacity and number to install and 8
-.-._._a
Specification 7220-C-95(Q), Rev 0 test, in accordance with this specification, the caissons that will produce a moment equal to or greater than 325,000 foot kips.
6.2.4 The permanent underpinning support for the turbine building shall be capable of safely resisting the column loads indicated in the drawings plus half the base slab pressure within the zone of influence.
The zone of influence is defined by a slope of one horizontal to 3
one vertical from the bottom of the excavation required for removal of the unsuitable material from under the valve pit structure.
The permanent underpinning support for the turbine building shall take into account the 1,300 kaps of force anticipated due to support of the valve pit structure.
7.0 PILE AND CAISSON LOAD TESTING 7.1 The vertical factor of safety established by in-place testing shall be not less than 1.5 for piles and caissons.
7.2 Test Method 7.2.1 The first caisson installed under arch auxiliary building penetration room shall be load tested for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> at 1.5 times the design load and 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> at 2.0 ' times the design load.
The test load shall be applied in increments ol-50%, 20%, 10%, 10%, and 10% of 1.5 times the design load at 1-hour intervals which are not included in the 24-hour period.
At the completion of the 24-hour test at 1.5 times the fdesign load, the load shall be i
.__/ increased to 2.0 times the design loan' i
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.6. ;C.
-in increments of 10% of the design load per hour.
The load shall be maintained i
j at 2.0 times the design load for i
'e N 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br /> and then removed in decrements of 20% per hour to 80% of design load, I
i CD '
- jf # than removed in decrements of 30%, and ,
finally 50% at 1-hour intervals.
This ' " :(.-
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.. caisson selected for testing shall be representative of the majority of T*
M py.!x y fc/wb:. caissons to be installed.
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Specification 7220-C-95(Q), Rev 0 7.2.2 All remaining caissons shall be loaded to 1.0 times the design load prior to concreting.
This loading shall be referred to as the Empty Shell Test (EST).
A satisfactory EST is defined as causing a caisson movement of less than 0.10 inch in a 5-minute period under a load equal to 1.0 times the design load.
7.2.3 After the EST and concreting of the caisson, the caisson shall be subjected to a Full Test Load (FTL).
A satisfactory FTL is defined as causing i
" a caisson movement of less than 0.05 i
inch in a continuous 1-hour period under a load equal to 1.5 times the design load.
Extensometers (AMES) dial gages shall be calibrated to 0.001 inch per revolution and used to measure the movement of the caisson relative to i
the structure.
7.2.4 After installation of a group of caissons which constitute 500 design tons of underpinning resistance and prior to the completion of the caissons of the next group, one caisson in the previous group shall be chosen by l
Contractor for ratesting.
The caisson shall be tested for a period of 5 minutes at 1.5 times the design load.
4 A satisfactory test shall be one where less than 0.010 inch of settlement occurs from the start of the test to the end of the test.
If the test is satis factory, the work on the next group may continue.
If the test is not i
i satisfactory, the caisson being tested shall be unloaded and ratested in accordance with the requirements of FLT 3'
(Section 7.2.3).
Then one more caisson in the group shall be subjected to the 5-minute and 0.01-inch settlement test.
If the second caisson ratested is satisfactory, the work on the next group may continue.
If it is not I
I satisfactory, repeat the procedure o.n l
caissons selected by contractor until a I
satisfactory 5-minute and 0.01-inch settlement test is achieved before proceeding with the work.
l 10
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Specification 7220-C-95(Q), Rev 0 4
After completion'of the FLT (Section 7.3.2) or S-minute retest, the caissons shall be locked off (wedged tight) at l
1.5 times the design load.
7.2.5 During the period of the test performed in Section 7.2.1, neither jacking against the structure nor any work i
which causes vibrations or may otherwise affect tha test results shall j
be permitted.
7.3 The test method for the piles and/or caissons under the turbine building adjacent to the valve pit structure shall be in accordance with section 7.2.
J 8.0 UNDERPINNING AND SUPPORT OF STRUCTURES 8.1 GENERAL Subcontractor shall provide the necessary underpinning and permanent support for the auxiliary building penetration rooms for Units 1 and 2 in accordance with the requirement of this specification and as shown in the drawings.
In addition to the underpinning work shown in the subcontract drawings, subcontractor shall take all other action necessary to maintain i
the integrity of these buildings.
Subcontractor shall be responsible for supporting structures and taking all necessary precautions to prevent the settlement i
(movement) greater than specified in this specification or cracking of the buildings, including slabs en grade, supported slabs, appendages, interior partitions, and other columns and walls.
l 8.2 RESPONSIBILITY subcontractor shall conform to the following.
8.2.1 Assume full responsibility for all underpinning and related operations.
g Take necessary precautions for protection of persons, and preclude damage to property, including j
' structures which are underpinned or affected by underpinning work.
t I
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Specification 7220-C-95(Q), Rev 0 8.2.2 All underpinning operations shall conform to applicable codes and also meet requirements of other authorities having jurisdiction over the work involved.
l 8.2.3 The maximum settlement (movement) of the auxiliary building penetration rooms and the turbine building along the K line for Units 1 and 2 shall not exceed 1/2 inch.
8.3 TEMPORARY SUPPORT Prior to underpinning for Unit 1 and 2 operations, the feedwater valve pits will be temporarily supported by Contractor as shown i
in the drawings.
The feedwater valve pits shall not be subjected to any additional i
vertical loads or external forces by Subcontractor during the underpinning operation.
3 8.4 PILE AND CAISSON INSTALLATION 8.4.1 General The piling or caisson shall consist of a concrete-filled steel pipe.
The steel pipe shall be installed by jacking against the existing structure.
The pipe shall be precut to a convenient length for jacking.
The j
pipe segments shall be joined together by full penetration welds around the circumference as the pipes are advanced into the subsurface.
The pipe shall be installed open-ended to the depths specified.
The pipe l
shall then be subjected to the EST "-
t (Section 7.2.2), cleaned, inspected,
~
concreted, subjected to the FLT 4
(Section 7.2.3), and wedged tight to the structure under a load equal to 1.5 times the design load.
I i
12 i
Specification 7220-C-95(Q), Rev 0 i
j 8.4.2 Materials Steel pipe shall conform to ASTM A 252, Grade 2 seamless or ASTM A 53, Types E or 5, Grade B.
It shall have a minimum wall thickness sufficient to sustain the design load of the pile or caisson calculated at fa = 18,000 psi.
All j
cutting of the pipe shall be done in such a manner that the cut edge shall be perpendicular to the longitudinal axis of the pipe.
Flame cutting is permitted.
Beveling of edges for welding shall be done in such a manner i
to ensure a true cut.
Internal or external pipe couplings, whether mechanical or welded, are not permitted.
The pipe tip shall be reinforced by a steel shoe or by increasing the wall thickness of the lowermost section of pipe.
The reinforcement shall be sufficiently strong to sustain a static point load equal to the maximum jacking force without permanent deformation of the lowermost pipe section.
The shoe diameter or outside diameter of the lowermost pipe section shall not exceed the diameter of the remaining pipe section by more than 1/4 inch.
Steel friction breakers may be installed on t.t.e outside of the pipe by welding.
Friction breakers will not extend more i
than 1/8 inch beyond the outside of the pipe.
8.4.3 Pile Installation j
a.
The plan location shall be established at the bottom of the concrete slab at el 607'+.
The tolerance for the plan location shall be +5 inches, but the algebraic aggregate of the deviations shall not exceed
+5 inches.
5 b.
The allowable top-to-bottom plumbness of the pile shall be not more than 2% out over the entire i
. length.
If the plumbness is more than 2% over the entire length, Subcontractor shall reduce the 13 w-
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Specification 7220-C-95(Q), Rev 0 design load on the pile accordingly, c.
The maximum deviation for pile straightness shall be 1/2 inch in 10 feet and 1/2 inch in 20 feet.
d.
If any criteria specified in Items a, b, or c of Section 8.4.3 are not satisfied, Subcontractor shall calculate the allowable reduced design capacity of the pile in acccrdance'with generally acceptable methods.
Calculations shall be submitted to Contractor for review.
Subcontractor shall not be permitted to increase the load on other piles to compensate for the reduction caused by failure to achieve the requirements stated in Items a, b, or c of Section 8.4.3.
All additional. piles which shall be installed to compensate the loss of capacity shall be at the expense of Subcontractor.
f The maximum jacking force shall be e.
1.50 times the dess.gn pile load or 0.85 fy prior to the reduction for L/r ratio or 0.70 fy as indicated in the certified material test report prior to reduction for L/r ratio.
A commercial grade bentonite slurry may be injected i
between the pipe and the soil to minimize side wall friction.
i i
f.
Maintain a minimum of a 1-foot j
(vertical measurements) soil plug nn the pile at all times unless an 1:
obstruction is encountered.
If an obstruction is encountered, then maintain a liquid level inside the pile to within 5 feet of the bottom of the jacking pit, and-limit the removal of material p
beyond the existing tip of the pile to less than 1 foot except by specific written instructions by Contractor.
I 14 1
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Specification 7220-C-95(Q), Rev 0 g.
No water jetting, slurry jetting, or air jetting for loosening or removal of material inside or in advance of the pile is permitted except by written permission from Contractor.
h.
No airlifting or venturi principle lifting of the material in the pile or in advance of the pile is permitted within 5 feet of the pils tip except after final seating of the pile in the till.
If air or venturi lifting is employed, Subcontractor shall maintain a liquid level in the pile at the bottom of the jacking pit during the entire operation.
Contractor shall be notified in advance and in writing each time subcontractor employs this procedure.
i.
No impact or vibratory forces may be used for advancing the pile.
j.
Inspection of piles prior to concreting shall be accomplished by visual inspection and measurements inside the pile.
subcontractor shall make a final cleaning of the pile and remove all water and deleterious matter from inside the pile.
The pile will then be inspected by Contractor, who will give written permission to subcontractor to place concrete in the pile.
The maximum length of earth plug at l
the pile tip prior to concreting is l'-6 of compact material.
k.
The concrete for the pile shall be placed in such a manner that the concrete drops vertically from the top of the pile.
Subcontractor g
shall take necessary measures to prevent segregation and voids in the concrete during placing.
l 15
Specification 7220-C-95(Q), Rev 0 1.
Contractor reserves the right to direct Subcontractor to use the pumped tremie method for concreting the piles withcut eraploying the grout plug.
8.4.4 Caisson Installation a.
The plan location shall be established at the bottom of the concrete slab at elevation 607'+.
The allowable deviation from the plan location shall be +5 inches, but the algebraic aggredate of the deviation shall not exceed
+5 inches.
b.
The allowable top-to-bottom plumbness of the caisson shall be not more than 2% out over the entire length.
If the plumbness is more than 2% over the entire length, subcontractor shall reduce the design load on the caisson accordingly.
c.
The maximum deviation for caisson straightness shall be 1 inch in 10 feet and 1 inch in 20 feet.
t d.
If any criteria specified in Items a, b, or c of Section 8.4.4 are not satisfied, Subcentractor shall calculate the reduced allowable design capacity of the caisson in accordance with generally acceptable methods.
Calculations will be submitted to Contractor.
Subcontractor shall not be permitted to increase the load on other caissons to compensate for the reduction caused by failure to achieve the requirements stated in Items a, b, and c of Section 8.4.4.
All additional caissons shall be at the expense of Subcontractor.
l g
e.
The maximum jacking force shall be 0.85 fy prior to the reduction for the L/r ratio or 0.70 fy as indicated in the certified j
material test report for the steel shell (prior to reduction for L/r i
16 I
l
Specification 7220-C-95(Q), Rev 0 ratio ) or 800 kips, whichever is less.
A commercial grade bentonite slurry may be injected between the pipe and the soil to minimize side wall friction.
f.
No water jetting, slurry jetting, or air jetting for loosening or removal of material inside or in advance of the caisson is permitted except by written
~
permission from contractor.
No airlifting er venturi princ[ple
~ g.
lifting of the material in the caisson or in advance of the caisson is permitted within 5 feet of the caisson tip except after final seating of the caisson in.:
the till.
If air or venturi lifting is employed, subcontractor i
shall obtain written permission from contractor, and then maintain a liquid level in the caisson at the bottom of the jacking pit i
during the entire operation.
- :4.
h.
Caisson linings shall be of adequate thickness to ensure safe working conditions within the caissons.
i.
The straight-shafted portion of-the metal-lined caissons shall be limited in plan area to 16 square feet.
I j.
Metal-lined caissons with belled-or wedge-shaped bottoms shall not bave the top bell started until-the shaft has penetrated only into tha clay till a minimum of 2 feet.
..e k.
The bell angle shall be a =4nimum
~
of 60 degrees from the horizontal.
The bell shall be lined for depths in excess of 4 feet below the g
straignt shaft.
The annulus (void) between the straight shaf.t:-
liner and the ground shall be. f:.-
grouted and cured for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> prior to starting excavation of the bell.
.c<
17 i
I
~
Specification 7220-C-95(Q), Rev 0 1.
If squeezing ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and White) is encountered, Subcontractor shall proceed in such a manner that no ground is lost.
Methods acceptable for this operation are as follows:
1.
Jacking the lining past the squeezing zone without removal of material 2.
Drilling under bentonite slurry and jacking (Drilling cannot proceed in excess of 1 foot beyond end of lining. )
a.
If running ground (as defined in Soft Ground Tunneline with Steel Succorts by Proctor and White) is encountered, the following methods for advancing are acceptable.
1.
Jacking the lining past the running acme without removal of material 2.
Drilling under bentonite slurry and jacking (Drilling cannot proceed in excess of 1 foot beyond and of lining. )
3.
Grouting n.
If flowing ground (as defined in Soft Ground Tunneline with Steel SucDorts by Proctor and White) is encountered, stop excavation, fill caisson with water or slurry, give written notice of the condition to contractor, and await written direction from contractor prior to proceeding.
t o.
Concreting shall not be performed until Contractor has inspected the i
bottom and bell of the caisson and i
g l
made measurements for pluabness, straightness, and location.
18
2 Specification 7220-C-95(Q), Rev 0 I
p.
The concrete for the caisson shall be placed in such a manner that l
the concrete drops vertically from the top of the caisson.
Subcontractor shall take necessary measures'to prevent segregation i
and voids in the concrete during placing.
q.
Contractor reserves the right to direct subcontractor to use the pumped tremie method for coccreting.
8.5 JACKING AND TESTING EQUIPMENT 8.5.1 The jacking and testing apparatus is to be actuated by hydraulic pressure generated by electrically or mechanically driven pumps.
All high-
}
pressure hydraulic apparatus shall be kept in a state of good maintenance.
i
)
8.5.2 All jacking and testing apparatus shall be equipped with two hydraulic pressure 4
gages.
The pressure gages for the production jacking equipment shall have a minimum face diameter of 2 inches.
Testing equipment for the 24-hour load test (section 7.2.1) shall have gages with a minimum 6-inch dianceter face
{
calibrated so that 270 degrees of dial movement covers the operating range of the equipment.
Test equipment for the i
l FLT (section 7.2.3) shall have 4-inch diameter gage faces and be calibre.ted so the 270 degrees of dial movement i
cover the operating range of the i
equipment.
8.5.3 subcontractor shall have the following j
l hydraulic pressure gages at the jobs three 8-inch face, three 6-inch face, and three 4-inch face gages calibrated with the specific rams intended to be i
used with each set of gages.
The g
calibration shall be performed and certified by an independent laboratory I
which specializes in that type of work
,no earlier than 1 month prior to load i
testing.
The calibration certificates shall be submitted to contractor.
19 j
t E
j e
Specification 7220-C-95(Q), Rev 0 i
8.5.4 The gages and rams referred to in Section 8.5.3 shall hereafter be referred to as the master set.
The. r master set shall not be used in the i
field operations except for the 24-hour load test.
The master set shall be kept in a place suitable to contractor and shall be used for calibrating all l
gages used in the field.
8.5.5 Subcontractor shall furnish a test I
manifold and test stand which will enable Subcontractor to field-calibrate four field gages simultaneously in the
'same hydraulic circuit as the respective three master gages and ram.
Subcontractor shall notify Contractor *:
in writing when field calibrating of gages will be done.
Contractor will have a representative present during-I field calibration.
The field gages.
i shall be calibrated against a master set having a larger gage face.
The results of the field calibration shall; he forwarded to contractor following..
the calibration.
..: n i
8.5.6 Each field and master gage shall be 1
assigned a unique identification j
number, and that number shall be i
engraved on the gage cover and also be painted on the gage back.
In addition, i
a suitable calibration curve or tabulation for the particular gaga shall be afixed to the back of the gage i
by means of a clear, sts.cky, celluloid cover.
If gage face overlays are used, l
this is equally satisfactory.
i 1
8.5.7 Recalibration of the master sets is l
required at a minimum of every
- r. -
3 months.
This abould be scheduled so
)
i j
there is at least one set of 6-inch.or larger master gages on the project at.'
t all times.
In addition, the master.
I gages shall be recalibrated any time that one master gage varies by more I
than 5% of its calibrated rat:,ng as.:'
established by the other two master :.4
. gages in the same master set.
Field.
gages shall be recalibrated monthly.or at any time when one gage is broken or i
damaged or when one gage varies by more 20
._~.,-.-.---_-,-_r,.___
i
\\
Specification 7220-C-05(Q), nov 0 than 10% from its calibrated rating as j
established by its coepenion gage.
l 8.5.3 The field testing apparatus shall
{
contain a snubber valvo in the
}
hydraulic circuit.
The snubber valve shall be located on the high-pressuru side betwoun the tandem gages and the pump, and immediately behind the gages.
For the FLT (Section 7.2.3), tho 2
snubber valves shall be closed when the i
ram attains the test load and shall stay closed until either the move.aent J -*
of the pile exceeds 0.05 inch, or when *
the' FLT (Section 7.2.3) with less than 0.05 inch has occurred.
hovement (not aage pressure) is the testing critorion-for the FLT (Soction 7.2.3).
- However, if the gage pressure drops by more than 10% during the FLT (Section 7.2.3), the test shall be restarted.
For the 24-hour load test, the gage pressure required shall be maintained throughout..
the test period.
8.5.9 During the underpinning operation, Subcontractor shall have available at the site all rams, gages, pumps, hose, and fittings required to simultaneouly lif t the auxiliary building penetration.
area at the location of the peruanent support.
The total lifting capacity required is approximately 4,000 kips, which is to be distributed equally as
.,.3 specified in Section 6.2.3.
- ..4.
8.6 DCTCCTIC!! 0F MOVCotCt!T J
~~'
8.6.1 General i
Subcontractor shall submit and i
implement to the satisfaction of l
Contractor a procedure to monitor each e*
i structure which might be affected by l
the underpinning operations.
l 8.6.2 Horizontal movement detection points I
shall be located at or near the top and at the ground level of the structures.
Vertical movement detection points shall be located near the ground level
'I c~
of 'the structures.
77, 21
m m
Specification 7220-C-95(Q), Rev 0 8.6.3 Measurements shall be to the nearest 1/16 inch based upon survey observation.
8.6.4 Measurements shall be made daily during the underpinning operation, and contractor shall be informed in writing if any movement is detected in excess of 1/16 inch of the previous reading or accumulated value of 1/8 inch.
9.0 WELDING 9.1 All welding shall be performed in accordance with AWS D1.1.
Contractor shall approve all welding procedures.
9.2 All welders shall be qualified to the applicable welding procedures in accordance with AWS D1.1.
10.0 EXCAVATION 10.1 GENERAL Subcontractor shall submit prior to excavation l
a detailed procedure describing the method of excavation.
This procedure shall be to the satisfaction of Contractor and shall indicate coordination of the installation of lagging and bracing.
The procedure shall also indicate the maximum amount of excavation below any previously installed lagging or structure.
As a minimum, the excavation procedure shall include the following.
i 10.1.1 The location and dimension of each jacking pit 10.1.2 A flow diagram showing the excavation i
of all pits and the sequence of installation, testing, and locking off vertical support elements (caisson or l
jacked pile).
1 10.1.3 A table relating the information y
provided in Item 10.1.2 showing the following data with respect to each vertical support element:
s O
22
i
.._.c.-
Specification 7220-C-95(Q), Rev 0 i
a.
Pile or caisson number b.
Pit number c.
Sequence number d.
Vertical capacity installed (kips) e.
Area undermined times 5.5 kips /ft CNote:
The area undermined uncludes the disturbed but not excavated soil (influence zone) 1 l
determined by a 1 horizontal to 3 j
vertical slope subtended from the bottom of the excavation prior to i
the installation of the lagging.
Thus, a pit which is opened up to i
a dapth of 6 feet prior to the installation of the lagging would t
i have an influence zone which extended 2 feet beyond the edge of the excavation.
If this same pit was subsequently (after j
l installation of lagging) excavated to a greater depth, and lagging j
was installed as frequently as required by this specification, l
j the influence zone would remain at i
2 feet.)
i f.
Net overload (Itea e) minus (Item d) (kips) l g.
Percent net overload (Item f) ips times (100) divided by 8,300'k j
i 10.1.4 Sequence control and Limits j
In general, the objective is to install i
l approximately 4,000 kips of underpinning resistance as close to the
)
l extreme and of the wings as possible.
t Subcontractor's plan sha n be governed i
accordingly.
- s. - Files which are adjacent to one i
another may be worked simultaneously provided the area of undermine is within allowable limits 1
4 23 i'
t
~ >
~ _ _. _ _ _
t specification 7220-C-95(Q), Rev 0 b.
Caissons which are adjacent to one j
another cannot be worked simultaneously.
Where there are i
adjacent caissons, one must be l
excavated, concreted, tested, and 1
stressed before ' ark on any adjacent caisson can start.
However, the first 7 feet below el l
607' may be excavated in advance 1
(if the space is required) for access to a nonadjacent caisson or pit.
10.2 once an excavation is started, it must be worked continuously and without cessation until the lagging :,s in place and the lateral ground support restored.
10.3 Explosives shall not be used to dislocate and/or remove hardened material during
}
excavation.
Conventional tools, such as rock l
splitters and demolition tools, are 3
acceptable.
l 10.4 subcontractor shall submit the following procedure that is satisfactory to contractor.
This procedure shall describe in detail the measures, including hold points and inspection points, taken by subcontractor to ensure slope i
stability and to prevent any movement of foundation material outside the excavation j
area.
I 10.5 Prior to excavation of material from under or i
within 7 feet from the foundations of the j
auxiliary or turbine buildings, the sand 1
material shall be grouted.
The progrouted sone shall extend vertically from the l
underside of the existing foundation or mudmat i
to a depth of approximately 1 foot below the access escavation, or approximately 7 feet l
beyond the farthest lateral extent of the excavation.
l 10.6 The initial excavation below the bottom of the i
i slab at el 407'+ shall not exceed 7 feet in g
depth.
In addiEion, in no case shall the
,1acking pit exceed 7 feet in depth.
10.7 The percent not overload as established by Section 10.1.3 shall not exceed 107, during installation of approximately 4,000 kips of permanent support capacity under each electrical penetration room.
24
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-a4
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3-x
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'.2 j
Specification 7220-C-95(Q), Rev 0 s
3 10.8 Subcontrackorshalladvancethemass excavation under the valve pit structures to
.' the depth dhtermined by Contractor.
The bottom surface shall then be prepared for concreting as follows.
10.8.1 The surface shall be ' flat but sloped to a minimu:n of 1/4 inch per foot draining toward a sump located in one corner.
10.8.2 Subcontractor shall dispose of all water in the sump to the satisfaction
.of contractor.
10.9 IAGGING INSTALLATION 10.9.1 All lagging material that will remain in the ground shall be metal or concrete.
Any wooden lagging used for jacking pit lining or any other purpose must be removed.
If removal of the lagging exposes earth, which will not be excavated, then the unremoved soil shall be grouted prior to removal of the lagging.
The object of the grouting is to ensure intimate contact
~between the soil and the structure, and where granular soil is involved, to ensure the material in the zone of influence is self-supporting.
10.9.2 The initial excavation, where the earth 4
-is not supported, shall not exceed a depth of 4 feet if it is within 6 feet of the K line.
Otherwise, a maximum 4
depth of 7 feet shall be used.
10.9.3 After initial excavation, the lagging
_shall be installed and back packed or
- grouted.
The lagging along the K line located below el 600.0' shall be grouted.
10.9.4 The excavation shall-not proceed to a depth greater than 3 feet below' the' previously grouted lagging.
i J
t 10.9.5 The; procedure for installation of the lagging below el-600'~along the K line shall indicate the maximum vertical j
Jdistance between unpacked lagging and the bottom.of the excavation.
This
. distance,shall not exceed 16 inches.
i m 25 a
n
-,,,s
Specification 7220-C-95(Q), Rev 0 10.9.6 If sque,ezing ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and White) is encountered below el 600',
subcontractor shall employ a Chicago lagging system (near vertical-driven lagging) for advancing.
The advance shall be limited to a maximum of one-half the length of the lag.
After advancing one-half a lag, the lower breasting member shall be installed and the lagging wedged.
10.9.7 If running ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and White) is encountered below el 600', the zone shall be grouted in advance of excavation.
Spieling is not a satisfactory procedure for running ground.
10.9.8 If flowing ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and White) is encountered, Subcontractor shall immediately close the opening from which ground is flowing, dewater the area to the extent that the ground behavior is changed to a running condition, and then proceed in accordance with Section~10.9.7.
11.0 CONCRETING 11.1 GENERAL Subcontractor shall submit to the satisfaction of contractor a detailed procedure, including
,I hold points and inspection points, describing the placing of concrete under the structure.
As a minimum, the placing and consolidating of the concrete shall be in accordance with Articles 11.0 and 12.0 of Specification 7220-C-231, unless otherwise specified herein.
11.2 Pile, pit, and caisson procedures are j
specified elsewhere.
11.3 Mass concrete shall first be placed in the corner opposite the sump such that any water i
shall be driven to the sump as the concrete is placed.
6 4
26 g-_,.-,.,.,,--,v.--,, -,,
,,-,.----,,,r
e Specification 7220-C-95(Q), Rev 0 11.4 The first lift shall not exceed 2 feet in thickness; all subsequent lifts shall not exceed 5 feet in thickness.
11.5 Succassive lifts shall be doweled into the preceding lift by using #8 bars on 18 -inch centers on a grit pattern.
Dowels shall be located such that a minimum of 24 inches shall be embedded in both lifts.
Reinforcing steel will be furnished by contractor.
11.6 The surface of the concrete lifts shall be horizontal within +3 inches for the entire area.
11.7 The top lift shall be placed to within 6 inches of the bottom of the existing slab.
The remaining void between the lean concrete i
backfill and the foundation slab shall be either dry pack grouted or pressure grouted using a nonshrink grout.
Subcontractor, shall submit a procedure to the satisfaction of-Contractor, including hold points and witness points, describing'in detail the method of dry Pack grouting or pressure grouting.
11.8 Each lift of concrete shall be water cured for a minimum of 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> in accordance with ACI 318-1977 before continuing the placement.
11.9 Contractor will perform slump, percent air content, temperature, unit weight, and compressive strength cylinders on the lean concrete placed, and perform a compressive strength test on the grout used.
Subcontractor shall assist contractor when performing all grout,and concrete testing.
11.10 Preceding the placing of concrete, Subcontractor shall install 2-inch styrofoam along the containment structure and 3-inch styrofoam between the containment and auxiliary buildings.
Subcontractor shall y
submit a procedure for installing the styrofoam to the satisfaction of contractor.
12.0 CLEANING AND RESTORATION Subcontractor shall' restore the work area to the same condition that existed prior to the start of operation and to the satisfaction of Contractor.
27
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4 Specification 7220-C-95(Q), Rev 0 Subcontractor shall also submit a procedure on final cleaning.
13.0 QUALITY ASSURANCE REQUIREMENTS 13.1 GENERAL The following operations are to be controlled in accordance with Sdbcontractor's approved QA program (Subcontractor's QA program shall be in accordance with Specification 7220-G-23, Appendix A, Attachnent 2):
13.1.1.The design, materials, installation, testing, concreting, grouting, and all other incidentals for the permanent underpinning (caissons) of the auxiliary building penetration rooms 13.1.2 The excavation, mass concreting, and grouting under the valve pit structures 13.1.3 As a minimum, the following sections of this specification are under the scope of Subcontractor's QA program: 50,
6.1.4, 6.1.5, 6.1.6, 6.1.7, 6.1.8, 6.1.9, 6.1.11', 6.1.12, 6.2.1, 6.2.2, 6.2.3, 7.1, 7.2, 8.1, 8.2, 8.4.1, 8.4.2, 8.4.4, 8.5, 8.6, 9.0, 10.1, 10.4, 10.5, 10.6, 10.7, 10.9, and 11.0.
These sections are applicable only with the work defined in Sections 13.1.1 and 13.1.2.
e 13.2 Because of the nature of the work, an independent overlay inspection will be performed by Contractor in accordance with this specification and Subcontractor's procedures.
14.0 MEASUREMENT OF PAYMENT t
The measure of payment for this subcontract shall be in accordance with the pricing structure of the contract.
d 28
Specification 7220 C-95(Q)
Rav. 0 APPENDIX A QUALITY ASSURANCE REQUIREMENTS FOR Q-LISTED ITDt3 AND WORK 1.0 Subcontractor shall establish and maintain an af factive quality assurance program which will meet the applicable requirements of Specification G-23 to ensure that all materials and workmanship furnished hereunder for Class I structures conform to the sp'ecifications.
2.0 Contractor shall have free access to all work and shall have the authority to stop work or reject shipment if the specification requirements, including those for documentation, have not been fulfilled.
3.0 Subcontractor shall furnish documentation in accordance with the specifications as summarized and directed by Form G-321-D, To complete Form G-321-D, Subcontractor shall ch?:k in column 8 which documents are being transmitted, and sbr 8.1 sign line 21.
Subcontractor shall fill in lines 13 thro::gt 20 as applicable.
Entries such as N/A or NA (not applicable',t and "see attached sheets" are permissible. Form G321-D complated in then used for a cover sheet as directed on the back of the form.
At+ h ts:
1.
Fczm G-321-D, I:ngineering and Quality Verificaticrr Document Requirements.
Rev. 0 2.
SMNcation 7220 G 23, General Requrisments for Supplier Quality Assurance P w., Rev. 7 3.
Data Sheet 1, Quality Assurance P.w Elseprits, Rev. O e
e M1
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sne ENGINEERING AND QUAUTY VERIFICATION DOCUMENT REQUIREMENTS gnett1 se, g
steneeucTies of tw eme is auinonisto esauve vesseicaties secuest.at taansmuttat.atenosuct ins set anty
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Specification 7220 C-95(Q)
Appendix A l
Attachment I Page 2 of 4 sestnucTions son PnePAni=c c_2:1_o l
A.
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Geehtal Posser Cars.
P.O. Som 1000 3000 E. Msner ftand P. O. See 2107 Ann Artner,Michsten 40100 Mielend.Mashigese 40640 A8188 sed.Mushtpon 40640 Attn: Protest Engsneer. Joe 7220 Asta: Quality Caatrol Engineer L Of Fimt710ms CF 75 Aus esse mes Ossumese Cameerv Oehmesse C-321-Sur Al sesener - The e e gaaene una one e e,aen,meus enn ene tems esmer, venese. senerseer, sue <enomier estesseher. set.
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utA - het messame - saa se esse for me. neem emens, sensmes and hase av Promet capasenne, and for amenuseas eenne es one scener.
j F.
BttMTEL t4TAY INSTRUCT 1045 C.
SUPPute INTAv ansTAUCTIONE tasy me.
Asessed toy, meu esfesmanen Aseawee I
feeer Omaneer Casesse, m.meer.
3 teser ammese ed esses of een esse s* 0 she. Venfeeres case-2 Emer $ese 8smica owneraan veesrease, semes esq suesnesse tw me emetal es==g seemme. Sgn 8use 3
isees se suurv. Av'e'ee a ame e# see.se,seesse.
. mens et Candemone en nas 21.
4 teser me ammes se eene eme et coe, eer mmer e, %er-12 taar eenmes a essrearea. When a assueen has essened, memerse of tapasena, Decamenet safesamme me asummental ese 8seenteessieri aemeriteren 5
tener esoreses evennement e, I anser Ta er ge* colone, a me easema, one smass one _
- ensamenema en ene a
5 toest me emmeer et ens ene of sees e8 Gossa, ve>8eanes Venfassen Oesumes Pansen.
. Dezemene eseewed ter remuse se one nem e -
13,14,il toest meesmenen as ressous.
T toest Oeshey Ventsames Dessasse eserteuse tete tener a 16 Isar me senese of one emesse 6, me Omssey Venfisseen
. memesame enn eersyssa 0 sesse.
Seemmena tsug seememe. For esse semamen esse et emmt 8
mene as smov. For mess.or ese easy.
sumame esesses e isomen esos of me esmonese esse ese me 9
ennes senereer se remesse usem eessem Sgn en bus 22, mesensse Summer Vendesses Oesmuseek 10 f eesr lorosus tapaserug esseur tenhnnemen. $gn en has 23.
17.18,19 tasse u massed.
Il Guantes OCf a semesses enesse, seen en has 24, 20 teser -
aumeured sessness to me ennfel teme es.
12 tasse rammes e aseseensse-temme. es seres me., ness as6 et meer semessons,see,esas re, or emer emese easysser.
M.
00CUtstu? CAft00 AY NUwet AS. f arneerug til and Osahsw Venfeemen M Demmene Assuommene a asume a Ceeman 1, one esimme m E 331AUP A Gammune Caesgery Ossument per esames, me soaresamen awayeental sesessmed a Casume L IA DAA9Me08 til 10.2 Tveauf asesures Uise 3A Af - RAct00AArmt IIAufnAft04 1.1 Gemme Ommasome.1sness see Peen.
1IA esait AtAt OfSC4trnes (Il peett0utts Et, ANO VIA6FICAff0N enumesessess Geemas Ita letteens Pe0C10UAss Ano GUAufs.
REPORT 5 m i
L2 Amsmes, Oromass CATIONS (El, Ae8 VEAIF# CATION RE-2tA of - mataETIC PARTICLE IIAml#A-la Shoe Geese Ose==gs PGATI tvl 7904 P90C100Att til. ANO VI AlflCA.
lA shmeDepume 13A tutLO A00 CONTACT PROCIOUMS W.
Ties R890815 m 1A Casselless 0sspues ANO VERIPICAfl0h AtPORTS M gla PT - UGUIS PEttTRANT IIAasema.
1.8 P &ies 14 4 AEPA6s Pattt0VAtt W. Alet alAJOR 7 0N Pattt0 vat 3 El.A40 VtAlfiCA-3A PARTS LST Aa0 C037 til REPA44 Vt AnflCAff 04 AEPO ATS fvl 7:gg AgPGAT1tVI 14 CO LITIO BECMTEL OAIA $NitTS 181 18A CLIAntes AND COAfine P90Ct00Att 33A 800y Cuentnf EgAssenATIO4 PROCI.
4A UCTigh8 dl 51 A40VitiftCAff04 AEP0AftM OU483 31, Age VatifiCAfl04 44 4.1 6
1sA litAT TAEATutNT PROC 10URES 481 P0413 M 4J Sosseng Amt Vf AIFICAf104 AGPG ATS M 36 2 PetSSURE TEST - tev0AO, Aat. LtAt.
4J mesesmae
, J7A CfRTIFife IIAftAsAL PA0PtRTY M-gue0Lt GA VACUUes 7857 P40Ct0U AE 4.4 Sise Senies one weae,ag PORT 5 M m3,AmeVEAtflCAT104 AtP0A15 m SA SCMEOULIS: thGliettnam4 Ana FAS.
17.1 MTA ICaradioe lesesus Tes Asesrel NA useptCTite PROC 800 As ill, A40 VG A-AICAT10eldtAtCit0Nftl 17J 8moursTsusesse 18tCAT10u At90ATS M 4A OUAUTY AnuaAmCE esamvAUPROCE-17J Pamu0am Es* PEAfenseemCE ttsT PA0Ct0 Unit itt, SURES fil 17A meane terasuse sf Camehaus Ah0VEneflCAflee AEPORTIM TA stmasic OATA AtP0AT 181 ITA Immaesf resserov Assere Et temunemessfese SA ANALYS4 As0 Otta44 AtPGAT fu 16A COSE CouruANCE M E3 tearsesiTeen SA ACOU 5ficOATA ALPGAT(t) 10A 67 - UtTRA80etc (RAssenATION P90 its sAmetts al Cloutts al. 4=0 vanitiCAnon u.-
!?A passteTyrt TEsf AGPGAT ft & t1 28 te.I Tvesse Geses, Verdeamos Dessmann PGAT5 M Personnel Qualification (E)
Irecedure 29e0 Supplier shipping prepara-tion procedure (E)
~
l Specification 7220 C-95(Q)
AppendiN A Page 3 of 4 DOCUMENT CATEGORY DEFINITIONS (El Engmeenne Documents. Tnis term comonses proceouros drawegs specificanone. QA piene. gratoryce,cuantcanon test procedures. reports and other sunder documents that recure 8ecntes permiseen to proceed onor to taoncahon, or enor to use of tne document a tne design. facncat:en instemason. or otner wars process untess oenerwnee mecased. The term e ateo acceed to once hets, and instrucconed documents for nandhng.
storage mentenance. etc., that are of reormaeones meerest only to progest engneenng (V) - Quakty VenAceton Documents. The term comonses matenes test resorts, nest treeenent enarte, weseng records. NDE resuns. performanc e test recons. etc., wncn demonstrase or cernfy conformance to me tecnncal or mopecton reassements of tne pror arernent occuments.
1.0 DRAWINGS (0 1.1 Outhne Dimeneens. Serwces and Foundsmon/Mounang Detels Drewege proneng extemel erweione inclueng lugs. conter hnots).
locamon and site for essetncal cease conest. Ruid, and omer sonnce connectone commence, and dessue remeed to fouA1emons and mounangs.
1.2 Assembly Drewegs Detaled drawags meceang sulRcient informadon to facelete enesmely of the component parts of an equement item.
1.3 Snoo Detal Drounngs Drewege wfucn provede sufficient deeml to facelete tne febncemen ormondecture of the egyoment dern. This in.
coudes but is not linteed to, spool dressings, nest enchanger mesmal estels, ineamel pgang and wmng, cross-secDon deteds and ar.
Clasectural deteds.
1.4 Winne Degrams - Drawings wnich snow me schemenc wrtng and connecnon informaeon for esectncal items.
1.5 Convol Logc Degrams Draunnes unch show the peine wnsen riput synes must todow to accomohan me regtered reasonses 1.6 PalDs Pipeg and inerumentemon Diagrams wtmen snow some system dotado and the tens coneel seements 2.0 PARTS UST AND COST (E) Empioded new wdn eenened parts and recommer4ed soere parts for one year's operamon w.m urut cost.
3.0 CCMPt.ETED BECHTEL DATA SHEETS (E) informahan crowded try a succher on dets sneets fumened by Becnted wncn states senal t'umoors. operateg ranges, etc., of ecuement that tne suponer intends te de6ver to satisfy me speedcanon recurements.
4.0 INSTRUCTICNS (E) 4.1 Erectorvinstematon Detened wntten procedures instruceans, and drawegs recured to erect or instat meterial u ocuement.
4 4.2 Ooersteg Detaded wntion instucsons desenteg now an nom or syonem should ne coerseed.
4.3 Memtenance Detsied wntten instrucsono recured to eseosomeio, reesammese and menten items or systems a en ooersteg cone-bon.
4.4 Site Storece and Mandhng Detated wrmen metructons wnien denne the recuremente and sme pened for hatnceton. rotaten, neseng uftng or omer nendung recurements to prevent damage or detenoremon dunne storage and nonerg at Josede. The includes return aftsomg metructions.
5.0 SCHEDULES. ENGINEERING AND FA8RICATICN ERECTION (E) Sar charts. cnecal som metods, etc., wNcn enropolog caey deted tne so-t euenc. of acom.s.
I 6.0 OUAUTY ASSURANCE MANUAUPROCEDURES (E) The document (s) weten descreetsi the pierded and systemenc meneures that are us-j j
ed to aneure that seuctures, systems. and components udt meet the resurements of tne procurement doownents.
7.0 SEISMIC DATA REPORT (E) The anefyeces or test does wnica prendes anyonal reasonie informeelen en an item, mesonef component or eyeesm a reiseen to me conetone encosed by me seated sensac engena.
8.0 ANALYSIS AND DESIGN RCPORT (E) The enefyeeni data. (sesos, ecceteelleseig. thed dyneeses, etc.), wfuen aneures that an dem aseshoe speedied reeusements.
)
0.0 ACOUSTIC DATA REPCRT (E) The nees, ashand sie emer vernmen dose resured by seconceman wnen e in me auseen range and above me sedeces frespaency 10.0 SAMI%ES(E) 10.1 A representeeve dose pechage wfuen wel to summend for sne items purenamed as resured at me spooncesen 10.2 A feareceneseve esemple of the masonal to to used.
11.0 MATERIAL DESCRIPTION (E) The techneef data desenting a motortal uneen a suggeer proceems to use for a specen eteer. The usunny so-sees to arennectures items, e.g., motel eens. despung, deers, penas, semange 12.0 WELDING PROCEDURES AND QUAUFICATIONS (E). AND VERIPICATION REPORTS M The wesens proceehares. esconcemon and susoor-eng eusencemen recores remared for weteng. nord feong, everter, treeng and somenng. A venAceton resort of ween performed eceweng me isonenceton of me eushhed wensorts), and the procesarets) used, one corseceton inet ene wonderts) were cuenhed G321 D-SUP A AAG 000279 l
i
- 13.'O MATERIAL CONTROL PROCEDURES (E). The procethnes for controneg eeuence, handhng, storage, and escean6ty of rnetenal such as weld rod.
t 4 0 REPAIR PROCEDURES (E). AND MAJOR REPAim VERFICATION REPORTS M.The procedwee for contromng mesonal removal and rootece-j ment by weecmg. brating, etc.. Subsequent thermal treatments and taat accootance escocton. Venicehon reports may eclust Wd repair locatons (meos) matenal test reports for fdier metal. pre-and-post weid nest tresament records. NOE recores, etc. The reeosumon or wnetner a reser e maior or not as a fecntes responsathlity.
1 S.0 CLEANtNG AND CCATING PROCEDURES (E). ANO VERFICA'lON REPORTS (V). The procedures for removal of det, grease or other sur.
face Contammaton and mctudes enwami of protechve comangs. Venfcatre reports mciude certifcahon of veuel esenunaban for surface propershon surface profale, meterwis. etc.. numiety me. tempersaure data and conhng tnichness dass as reqused by the procurement documents 16.0 MEAT TREATMENT PROCEDURES (E). AND VERFICATION REPORTS M. The procedures for controeng temperesure, ame at temooresure as a funcnon of tacemess. furnace menosonore, cochng rose and rnetnod, etc. Venhcanon reports normesy echade fumece enerts or sender rerXires wnca scentity and certfy tne item (s) treased. tne procesure used. fumece aemoeonore. ame et temperatre caolmg rate, etc. Venhca.
non case may ne a eitner narrenve or tenuier form.
17.0 CERTIFIED MATERIAL PROPERTY REPORTS M
)
17.1 MTR (Carbfied Motonal Test Recorts) These recoris include a5 cnemcef pnyecal mecnenc.d.sql elecetcef property test dem re.
thered by tne mesonal soccticaton and nochcac8e codes. The is =we lo cement, concrete. avtals, cente packet mesonels, reger, i
reber spices, etc. The certhed MTR shed victuwe a stesament of conformance that tne mesonal ensa ts sie specdesmon recurements.
17.2 Impact Test Desa. Results of as Cheroy or dren weight tests ecluding specanon conegwamen. teet tempershwe and frastre does.
17.3 Femte Date. Report of tne femta percentage for stamione steelinstenals used. inclutsne cemengs & weiteng fleer metals as descented.
17.4 Matenal Certifcate of Comotence. Venicason document wncn certhes conformance to Ine recurements of the -uma mesonal j
specifcanon.
17.5 Electncal Prooerty Reports. Report of edoctncel caerectenetcs, e.g.. delectnc. vnoodgico, reentence. Ilame test, corons. etc.
18.0 CODE CC MPUANCE M. Ventyng documents (such ** data Forms U.1. N.2. State, etc.), when are prepared by tne manufacturer or mesesor and certifed by the Autnonzed Code inocector l
Ig 0 UT. ULTRASONC EXAMINATION PROCEDURES (E). AND '.YRFICAT!ON REPORTS M Method of detecton and esammenon reeuits of
]
presence and certen enerectensnes of decononuices and aciumone ni mesonale ey tne use of nign frecuency acouenc energy.
20.0 RT RActOGRAPHIC EXAMINATION PROCEDURES (E). AND VERFCATION REPORTS M Meined of detecten and enemmenon results of presence and certam enerectenstes of deconenuises and mceumons a masoness ey a. rey or gamme.roy emoceure of phoeogroonc fiem.
21.0 MT MAGNETC PARTICLE EXAMINATCN PROCEDURES (E). ANO VERFICATION REPORTS M Meined of detection ene enamneton results of surface (or near surfacel deconenintes in magneoc rnateness ey distorton of an appeed magnetc heed.
j 22.0 PT. UOUfD PENETRANT EXAMINATION PROCEDURES (E). ANO VERFICATION REPORTS M. Metnod of detecten and _ _
.of our.
face decontmuebes a mesoness Oy anchcanon of a penseenng liound a consuncaon witn suisense deveiooment tecnniques 23.0 EDOY CURRENT EXAMINATION PROCEDURES (E). ANO VERFICATION REPORTS M - n.ePod for deenesten and enemmenon results of escontmates a masenal by deserton of an aponed eleceamagnetc need.
i 24.0 PRESSURE TEST HYORO. AaR. LEAK. ButSLE OR VACUUM TEST PROCEDURE (E), AND VERF1 CATION REPORTS (V). Method for evaluateg the structural and mecnoncas adequacy or betegnty by esotcaten of Osterental pressures, and report of Ele test reeuns.
25.0 INSPECTION PROCEDURE (E). AND VERFCATION REPORTS M Orgerwrod process tonowed for tne ourocee of determeng that specshed rets,rements (dimeneene propertes, performance reeues. etc.) are met. Documented Endees resusng from en riesecton are aceuded e Ine l
venteston report.
l 28.0 PERFORMANCE TEST PROCEDURES (E). AND VERIPICATION REPORTS kV). Team performed to demonosom that functonal doogn and operet onal parameters are met by each elem produced and Ine report of sne test results. Test resume personned as venhcomon of comonence to quesdcehon recurements enes be e,semined as engmeenne documents.
l 28.1 Mecnencel Test, e.g.. pume ourwoe, value ecossig, lead. temperature rios, celerosen, enveenmened, sec.
I I
I 28.2 Electical Tests, e.g., load, impulse, overtood, coneiusy, vollege, temperasure noe. ommemien. enmassen, loos. ele.
i l
27.0 PROTOTY,PE/OUAUP1 CATION TE.ST PROCEDURES AND TEST REPORTS (E). Rooert of a tout wnion e r.e o e orr,eeu iese,.o, orn. and e not,s redI.,seen.em pro.sced orce,to ausste, e..accessee ty of uel ome. mo normafy aceudos teses when may, or couw he mescoed to. result a senses to sne isem(el teseed.
28.0 PERSONNEL QUAUFICATION PROCEDURES (E). Procedwes for gunfymg weseere, messeeere and omer speeni precess personnel 29.0 SUPPUER SHIPPING PREPARATION PROCEDURE (E). The precedwo used by a suponer to propero Ibuoned malensis er equement for sNo.
ment hem fue facmay to ine joeses.
~
yQ Specification g [g9 % O 32.0 (OPEN) 33.0 (OPEN)
AEtachment 1 34.o (OPEu, Page 4 of 4 4
l G3210-suP A AAnoro279 l
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Appendix A EE
' 1;ishi e I Assoc Liter. Prof esulonal Corporation I.
S ecification 7220 C-95 l
Ann Arbor, !!ichir,an P
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SUPPLIER QUALITY ASSURANCE PROGRAMS
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[3 UNITS 1 AND 2 II 1
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,a 7120 CENERAL REQUIRDIENTS FOR SUPPLIEKS wie ses c.weta-hI' QUALITY ASSURANCE PROGRAMS
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CATE l nE yes10N S SY lCH4*0 APP'0!NO.
DATC A C YlSION S SY ( CN A'0l AP8':
NO-FACING SHEET JOB No 7220.
.,,,4 CU U AL REQUIRDtCITS FOR SOPPLIERS QUALITY a sy.
- ?,
y; ASSUI'.M;CF. l'R(X i:N!:
Specification 7220-G-23 3a 7
._____,_,,_,m.-___...
.,.. n : c.at.i o:t 72.!f)- ;-) j i '
1:e.v. 7 i'
l [/h GENERAL' REQUIREMENTS FOR 1
SUPPLIER QUALITY ASSURANCE' PROGRAMS FOR THE MIDLAND PLANT
~
- UNITS 1 & 2
.yOR CONSUMERS POWER COMPANY l
i l
TABLE OF CONTENTS
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~~
1.0
. SCOPE-
..1 2.O GENERAL PROGRAM REQUIREMENTS l
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3.O ADDITIONAL REQU$REMENTS ld 3
.4. 0 QUALITY SURVEILLANCE
.7 Yb APPENDIX I PROPOSAL
' * * " " ~ ~
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- t APPENDIX II SDDR INSTRUCTION EXHIBIT A SAMPLE DATA SHEET 1 EXHIBIT B SDDR FORM I
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1.0 scorn 1.1 This specification providos the quality assurance requirements for the equipment, material, or services as specified in the purchase order, specifications, or material requisitions.
1.2 This specification does not delete or revise
/ki (but is in addition to) those requirements defined by the procurement documents.
If a supplier believes that an inconsistency exists between this specification and the procurement documents and referenced codes and standards, he shall immediately notify Bechtel for resolution.
1.3 Definitions used herein are derived from ANSI N45.2.10-1973.
If the supplier needs clarifica-A tion, requests departure, or feels an inconsis-N tency exists between this specification and the procurement documents, he shall immediately notify Bechtel for resolutien.
1.4 For all activities within the scope of the ASME BSPV Code, the supplier shall maintain a quality program that is in compliance with current Code requirements.
All revisions jg necessary to meet these requirements shall be submitted to the buyer within seven days after the supplier receives written acceptance by the authorized inspection agency.
Evidence of code acceptance shall accompany the submittal.
2.0 GENERAL PROGRA*4 REQUIREMENTS 2.1 The term supplier, as used herein, includes seller, vendor, contractor, and subcontractor.
2.2 The project quality assurance program is governed by NRC Regulation 10 CFR 50, Appendix B, " Quality Assurance Criteria for Nuclear Power Plants."
To satisfy this requirement, the supplier shall establish and implement a A
i quality assurance program that conforms to the N
i applicable provisions of ANSI N45.2-1971, j
l
" Quality Assurance Program Requirements for j
Nuclear Power Plants" as delineated on Data I
Sheet 1 (Exhibit A) and to the other codes and g
standards as cited in the contract documents, for commodities within the scope of the AS!!C 1
. v.i LJ uit /.:.!U -*:.! ;,,
4 ii. r v. 7 f(7 i
B&PV'Codo, the Code shall govern; for those items not within the scopo of the Code. ANSI N45.2-1971 QA program requirements shall be applicable.
These quality assurance requirements shall apply to all aspects of the work necessary for carrying out this contract, including design, procurement, fabrication, inspection, installation, and testing.
(Data Sheet 1 is 1ttached to this specification for referenca j
only.
This completed form is attached to the gji material requisition package.)
2 2.3 In the event a supplier does have a quality assurance' program in accordance with Paragraph 2.2 and if the supplier's function is limited _
to placing the order with the actual manufacturer,.
the supplier shall be responsible for providing
'a controlled copy of the manufacturer's quality assurance program documents to Bechtel within i
30 days after the award.
The manufacturer's and supplier's quality assurance program documents must meet the requirements as outlined in this specification that pertain to the i
activities he performs.
In no case will the supplier start activities without prior approval g_
of the portions of the program applicable to
'fg the respect ve operation.
4 2.4 When audits are required the supplier shall j
implement a system of internal and external audits consistent with the requirements of ANSI N45.2.12, Draft 4, Rev.
1, dated November 1, j
1974, " Requirements for Auditing of Quality Assurance Programs for Nuclear Power Plants."
)
2.5 When it becomes necessary for the supplier to I
procure materials, components, or services i
from a Jubsupplier(s), it is the suppliers i
responsibility to establish and implement a procurement control process consistent with i
j the requirements and guidelines of ANSI N45.2.13,,,,
Draf t 3 Rev. 3 dated June 1975, " Quality Assurance Requirements for Control of Procurement of Items and Services for Nuclear Power Plants."
2.6 g
Definitions utilized in the Supplier's Quality i
Assurance Program shall be consistent with
- 1.,-
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1 3.3 In order to comply with Subsoction 50.55(e) of 10 CFR 50 Appendix B, the suppliar, in less jpg than 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> after ducection, shall report to Bechtel Project Engineering each deficiency found in design, manufacturing, and/or construc-tion, which, were it to have remained uncorrected, could have affected adversely the safety of operations of the nuclear power plant at any time throughout the expected lifetime of the plant, and which represents:
a.
A significant breakdown in any portion of the quality assurance program conducted in accordance with the requirements of ANSI N45.2 b.
A significant deficiency !.n final design as approved and released for manufacturing and/or construction such that the design does not conform to the criteria and bases stated in the specifica-j{g tions A significant deficiency in manufacturing, c.
and/or construction of/or significant damage to a structure, system, or component which will require extensive evaluation, extensive redesign, or extensive repair to meet the criteria and bases stated in this specification
/',
or to otherwise establish the adequacy of the structure, sy. stem, or component to perform its intended safety functions d.
A significant deviation from performance specifications which will require extensive evaluation, extensive redesign, or extensive repair to establish the adequacy of a structure, system, Jr component to meet the criterir and bases stated in the specifications or to otherwise establish the adequacy of the structure, system, or component to perform its intended safety function.
a.
Notification of reportable deficiencies g
as delineated above shall be by. telephone ggg or TWX, followed up by a completed SDDR form per instructions in Appendix II.
4
a b 's.
1 3.4 Any dopnrturo from thd requirements of the procuring documents or Bechtel approved supplier
)
l technical documents which the supplier intends to incorporate in the completed item or service provided must be documented on a Supplier Deviation Disposition Request (SDDR).
Deviation requests shall be submitted to the Bechtel project engineer with a copy to the Bechtal supplier quality representative if one is assigned within five working days after detection.
Specific instructions are contained in Appendix II.
The signature of the suppliers author ized representative in block number 17 of the SDDR form, signifies compliance with Paragraph 3.3.
In addition, the supplier shall also maintain a status list of all nonconformances.
3.4.1 Definitions a)
Rework is defined as the process i
by which a nonconforming item is made to conform to a prior specified requirement b reassembling,y completion, remachining, or other corrective Items classified as rework j$i means.
do not require submittal of the SDDR.
b)
See sheet 2 of SDDR for difinition of repair.
I l'
3.5 I
Engineering and quality verification documents shall be submitted to Bechtel in accordance with the provisions of Form G-321-D.
While in the supplier's facilities these and other records required by applicable codes and j
standards which are necessary to verify activities affecting quality, shall be maintained in facilities to protect contents from possible I
i destruction by causes such as fire, flooding, i
tornadoes, insects, rodents, and from possible deterioration by a combination of extreme i
variations in temperature and humidity conditions.
Storage systems shall provide for the accurate retrieval of information without undue delay.
(Compliance to ANSI N45.2.9-1974, " Requirements t
for collection, Storage, and Maintenance of Quality Assurance Records for Nuclear Power Plants" fulfills these requirements.)
Quality 1
l assurance records are those records which l
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pt furnish documentary evidence of the quality of items and of activities affecting quality.
Records become quality assurance records upon issuance for use.
3.5.1 Records shall not be stored loosely.
i They shall be firmly attached in binders or placed in folders or envelopes for storage on shelving in containers.
Steel file cabinets are preferred.
i 3.5.2 An audit system shall be established to assure that the quality assurance records' storage system is effective.
The following shall be performed as a minimum:
a.
Periodic surveys to assure that A
records logged in are available M
?
.and have been placed in their
' proper location within the files
- and to assure that the control
. system is adequate b.
Periodic audits to assure that the facilities are in good condition
~
and that the temperature / humidity controls and protective devices are functioning properly c.
Periodic audits of the records to assure that the documents are not L
deteriorating due to improper storage practices or rough handling d.
The frequency of surveys and
. audits delineated above shall be determined by the supplier and I addressed in the quality assurance program documents l
3.6 All quality related records, precedures, and l
qualifications shall be available for examination by Bechtel or Bechtel's authorized agents.
3.7 The applicable quality assurance records shall
[
be considered valid onl/ if stamped, initialed, A
l
' signed, or otherwise authenticated and dated M,
by authorized personnel.
These may be either the original or a high quality reproducible copy.
o l
6
1 i.r iW v. i l,,,.
3.0 No quality related record shall be destroyed or otherwise disposed of without written permission of Dechtel (or their designee).
3.9 QUALIFICATIONS OF INSPECTION, EXAMINATION, AND TESTING PERSONNEL 3.9.1 The supplier's quality assurance program 1
i shall provide measures to assure that personnel performing safety-related inspections, examinations, and tests are qualified to perform these activities.
Such measures include procedures for qualifications of personnel describing the minimum experience, training, and proficiency testing required for qualifica tion.
The measures shall also include requirements for records documenting qualifications for each of the suppliers' inspection, examination, and testing personnel.
(Compliance to ANSI N45.2.6,
" Qualifications of Inspection, Examination, and Testing Personnel for the Construction Phase of Nuclear Power Plants" fulfills these requirements.)
3.9.2 Nondestructive examination performed according to the quality requirements i
of Section III of the ASME Boiler and i
Pressure Vessel Code shall be performed by supplier personnel certified to SNT-TC-1A i
3.9.3 Personnel qualification procedures will be reviewed by Bechtel, prior to initiation of inspections, examinations, or tests.
4.0 QUALITY SURVEILLA"CE 4.1 All designing, procuring, manufacturing, processing, assembling, testing, examination, i
and inspection operations performed by the supplier and his lower-tier suppliers are subject to surveillance by Bechtel or Bechtel's authorized agents.
This surveillance shall in no way relieve the suppidcr of any contractual I
responsibilities.
NOTE:
The term surveillance, here, mEy include inspection, survey, and/or audit.
I
+
f 7
,,p c t i e.. a. ma...,.
g,{
Rev. 7 4.2 The Dcchtel suppliar quality represchtative k
shall be given free access to the supplier's and his subsupplicr's facilities to perform d
the necessary surveillance and report on the work in all phases of design, manufacturing, and testing.
4.3 The supplier shall give the Bechtel supplier k
quality representative at least five working days prior notice of all tests, and other check points in the manufacturing program specifically requested by the represent.ative, af ter a joint review of supplier's wor 1. plan (s) and this specification.
4.4 If the requirements of this specification h&ve not been fulfilled, the Bechtel supplisr k
quality representative has the authority to refuse release for shipment.
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9 6
8
,'..ition 7220-G-2J i:
l l
- e.. 0 APPENDIX I PROPOSAL l
(This sheet applies to the bid stage) t With his proposal, each bidder shall submit a summary description of the quality assurance program to be implemented in the performance of the work, or an uncontrolled copy of his quality assurance manual or procedure.
This shall include information on the organization of the bidder, including the authority and responsibility of personnel performing QA/QC functions.
It shall also explain administrative policies and procedures to be used in carrying out the program.
j l
The bidder shall provide an adequate statement of justification if his quality assurance program does not need to co.ntain all of the elements or portions thereof called for in Data Sheet 1 (Exhibit A).
Any modifications agreed to by Bechtel jgg will be identified in the procurement documents.
Bechtel will evaluate the description of the quality assurance program to determine its acceptability.
An acceptable quality assurance procram is a mandatory requirement for placing an order.
If a bidder is currently performing to or has completed a Bechtel order which invokes the requirements of this specifica-tion, he may, in lieu of submitting a copy of his manual, submit a letter listing the date of Bechtel acceptance, the controlled manual to be used and the revision that is currently j{g in effect or was in effect, and a statement that it will apply for this proposed effort.
Bechtel reserves the right to survey / audit the bidder / supplier to determine the adequacy of his quality program as he proposed or is executing.
6 4
9 i
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I P
{
e, APPENDIX II SDDR INSTRUCTIONS DEVIATION - any departure from the requirements of the i
procuring documents, which the supplier intends to incorporata l
in the completed item or service provided.
l 1.0 The supplier shall be required to submit deviation l
requests to the Bechtel project engineer with a copy g
{
to the Bechtel supplier quality representative within l
five working days after detection.
When this time i
j limit cannot be met, notification by telephone, TWX, etc is acceptable; at that time, a revised submittal j
date shall be established.
Any deviation is considered i
unacceptable until approval from Bechtel in writing A
is obtained.
N i
l 2.0 SDDRs must be supported by technically valid information that is sufficient for project engineering evaluation.
j When necessary, the supplier shall attach supporting l
technical documents (of reproducible quality) to the SDDR.
One copy of each attachment must also be jj supplied to the Bechtel (supplier quality representative),
j if assigned.
8 j
3.0 Detailed instructions for completion of the SDDR are shown on the attached form and instruction sheet, 4
Exhibit B.
It is required that all portions of the I
SDDR applicable to the supplier be completed prior to submittal to Bechtel including Block No. 10.
If the entries are not completed, the SDDR will be returned i
to the supplier for inclusion of the pertinent informa-l tion.
}
4.0 A copy of the SDDR, with the app 1'icable attachment (s), is 4h returned to the supplier after completion of Bechtel
{
engineering actions.
5.0 For approved SDDRs, suppliers may be required by project engineering to change their engineering documents to reflect the "as-built" condition without extra cost to the Buyer.
i A copy of the completed SDDR (including attachments)
%shall be included by the supplier in the QC data package for the item (s) to which it applies.
The SDDR is considered complete when all entries are made 3
j including the appropriate verification signatures by-g i
the supplier and Bochtal supplier quality representativo.
If no representativo is assigned for the order, d
i 1
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._.._._,,.m__.__
.. _ _ _...,. ~... _. _. - _
_.m Spuc i i c. Lion 7.1.:u-i:.:.;
-s
'D Itev. 6 o
s arrangements will be made by Bechtel engineering for verificstion of implomontation.
6.0 A copy of the SDDR form shall be maihtained as a QA record by the supplier after all entries have been completed.
s t
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.... :....:i..g i S 21IMT A 70
( l e,..... !LLY 1 )
7220-C-23 THC i OLLU,'!!.y At '.i e. ;..?.111/1 Ot,ALITY A!.':URANCC RCV. 7 l
PitOCllAP.1 LLEr. Ci4?S Al'i'LY 10 Teil::l'CCIFICATION.
TO CC CCMPLETED 70 01 CCMPLET D CY Tale SU:'I'LICfl
_UY $~L'CitTE L suretttti CoctlM1NT AND PARAGRAPil REFEfi2? CES
- .lCAt'.E OUALITY ASOURANCE PRCCRAM 6
]
ORGANIZATICN
]
OES:GNCCNT:10L
]
PROCUREf. ENT OCCUf.*ENT CONTROL
]
INSTRUCTIONS.PROCEOURES. ANO ORAWINGS
]
OCCt;t.:ENT CONTROL
~
l Cor: TROL OF PUACHASIO MATL., EOulP. & SERVICES
'(%v 80:: (.*. 4 Af47ROL OF MATLS., PARTS, COMPONENTS 7
}
CO.'.TRC. CF SPSCIAL PAOCESSES 1
l
}
l.NU2CTICN j
]
TESTCONTACL
}
CONTRCL 07 f.*EASURING ANO TEST EQUIPt. ENT
}
HAfsOLINC.STORACE AND SHIPPING INSPECT:CN. TEST AND CPER ATING STATUS
)
NONCCNFC.7.*ING lTEMS l
CORD!CTIVE ACTION l
QUALITY A!!dRANCE RECOROS l
AUDITS l
OTHERS h
v
- 0 DATE ggVISIONS SY CHICXEO APPf10VCD l
son no.
i 220-C-23 DOCUf.'.CNT NO.
E C V.
i
'{A :187C71
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t.us,.... U ir.:.ica D, i position Request "w".-'
7 soa w n tirieust hort, the re.eese ige et ines reci canient tne N r* 1 nr 2 g,,<,';a'!.;,,'
i.e e, nm.
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- on sicurtt ust n,,,.....,...;a; rr,;, ;,,,
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56coteer than corsiese es b'etes Iintsu4n is.tn ' pact sat or t>;easeler. Une fiA lar f.ot A&os.C448e.
l
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Namer Addrest.
City & State -
Zie _
- 2. Swset.er*: oroer F4
- 3. tween,'nparttea.
A luppseer's Part Name
- 5. Date Devishan Determenet A Previevn 3002 ede 6 DE I
i J. 4Malel P Q. 4
& $Mntet Parl A4
- 9. 4MNet #att hadne
!& 8etAh4 inteWist feelsleed
- 11. SeLalet (ft$. feebhet il 09,or5.<in14 113 Oe assen Cescrisi.en e4etan eesta,neest. anovatrsant, ucc.ies, c't, as neceitarve I
I i
j
& $waelier*l Disaet. bet Classificat.ent C Uge Ag Ig Q Repey Q Ateg,iy ggete seeigre,ign 11 Pesswa 0.uss.' vi a,e fetma cal tuttihcat'a,- sArtaen estra gPtest tie.cnes eet, as n,etttarve t
o 14 Auxis'es h*weer Osrument(meate eu,
- 17. Cost (trett, i
E $besliert A6tnerstW Roeregentats,e Sipnaevrei -
Nnne. -
yu,,
ll. Ogn ee (egtg. Att.*n e Dew Presegg Preeuw Ingtg.femeie wer Dag CAange O Other D
a.en c
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$8"4 CW iara i
ciaer shee'-s aaa'a m ion...,e., s in.e in<i e.,,,,,...e.,.e..... n,,,,a nee.....e n,. e.. a, nn,,t,,,
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06481, ReoreseafAe AA4 eaoi,re
-,---,-.------n-
..si~ti 4.
'/ 2.8 0- G-2 j IN3filuC1 TON 3 iOil CO.*.TI.CTING 20ft roll.'.1 Ituv. 7 (Unit stimL lui m Tpre=ns es l'aGu 2, of 2 th.. t is v.e4 s.e rc n e.
u e).\\ottir ik.leeil.ef Jetistants feen 4(Teverd lethnial itquHements and disgument the suppews's peurmed doretaten,and sich thvu es.hn%41;uinnisasson bl RuweJ la..hht's J.e.vusam os the hi)DR.
A desistian is any dvpauwse frinn the Nghnwat segeltemenet of the rewuelop derwnweis sh6th the sopphet peupews to inceeputate in the toenrivWJ lasm et test e64 revoedeJ. INoneakin di.pmusen van be slasteswd 4s Repsie, k'se As it. es Wesfr itvquirenwns.
Rep 4se le defined as the prmeu of ersterine a nonsenferming thatsstettuie to a tendition swh that the recebdier of an item to function a d wf.fr 6s unnneausd. even showyft that uom seda may not tenevem to the weigmal sequuemene. Rep 46# ennivJes aitt 4:eene to ecliabt n
the reorvrews of the nearerut throw;h heat.ervatnes. metJany. nwtal depositeen, theinstal processms. etc. This seem es not to be vive ser roses w here Desheel has prven.udy priwod.d.ustearwat6on to rewtwJ venig an actsptvJ seraie proveJuev soevring a testale type vi serait; hewetet.t<6seJe mass be ni4mtauswJ list eash geeselas teraee.
Boeheel's engineering attion and d6*petitlen stuement does not relieve the Supp..et from responsibihty for the eerstasy. adequesy. o# selt.
etilar of the itemwe isreme beng resenled es defwed in the Petswetag detunwats. net elves it eenstuwde eefoet of alw itphi to tentgettate the wees of the procuring Jerunwnts.
NOTE: llems enathed try an estetisit (') are for SeeMel see only.
as h 'i snap insameuen t.
s.epeer's owne end addem, ues le.ee.ue, snea.n e nem and swuoen (car and stews si enseehse, s.
sewe the s.nnn s wen n. men it.= hm neon eessned.
I s.
tain s. whee's poet N...
weiwe se eu peau ene woue.e weense ree in, deo-+ne, e eesee. Insee nee seseaseeisen eie, if the oe.uen Reo.ees e4 spue a medes.. sua et peu se n n ene newn one.= mov me nu a.a.
4.
Eeee, sepea6ee's pets Name, t
6.
Entre the date and one nwthed t$ pes.te,w NDE.dielettrie ten.ete.1 weed to dissisee the deetonten.
8.
Und ser Pfevisee $DD A's and thee 4WH thH han toen setented fee devisuent requeed en thes Poeshoes Ordet.
7.
Entet the Seentet punhece Ordet Numbee.
4 S.
Ente, the Seehtel Requienden item, part, tag et ende possitet es it 6ppeert in the seqelelekse, if edditienal 9pete le 160,404. 4 seperate sheet sner be aiu6hed.
s.
Enset the Beentel pees Name if one has been seasoned.
le.
la ee the date sad the mothed (TWX lettet.est.leted te nonfr une saneet loppewe Oselier Aepevwnieeke.
ll.
8.ter the date and the method (1%X. letter.ete.1 emd to neofy Beehief ins 6neettes' i
II.
As spoHeath, entee ownuues se wetal awatere ei the stesses se.hiet the daueden septes, if not eenebeed.eeend 104 been, but se einet appuest6e seenutries inte.meuen.
n.
.eesse t.,e de.une ehe,ee,er.euo en., de,.ie t.,e ee en, e, t,e e.e,. nee,,e.
a een.uen f= e.n wenoned eene etteesee. leeni.f r the keneen et one sevuune ehenetenmee av pane eoees.neseo ee speessee leeeeeen. a sepieeeele. Atesen estee enom.pneeearepas.shounes.ete ee nemener.
14.
)denuer diepeesuen eleantwouen.
I s.
Dennw uw peepe d da,edoen nd pen de w.hainyomanuen fu onhart minwen. Ifihe dee6mme le wanuele br repeer, gutmee a detsded ressLa peondve, se terceees the peseedere peeviewdy seeepted (Lews 13 tr geshws roe was in
,seedes seewoment, Prveede Beshwe eenvol nomew, seppewt eenwel nemoet end peeeedese ente.
14.
Ideoutr one neewe of ehe eee sawa sne, tee.m en emeeeewd emppew dee.mones(dee enes, sewe.,pseesduen.Innesseuen Inseewoueno, ete.).
- 17. Entet the vest bueset of the wbject Joleekm.
- 18. fasve the nome f ) ped et peintedt, dynewee end siele ut the supriest t.yteweseets, seehuetting the J1 milian ergovie enJ dew sivavJ.
9
- 19.
hwe en X in the applL464v Mei.
tequishbn.rn ptl4tv juetieksilen fee the Bethlet e1hendsf indkatvJ la bl.m L 19. 516ve s henpre la des
'20.
Prinide er t
, nt vihet il<sheel daeweevnes eev onioined, v4.h Jois emvnt hould he kivatulvJ and the 4 %tated thante hewft,
)
d<wnhvJ. Il ot><t wpphvt, ett asits sed. indkate e ho they are and the J.waeent slut onet44t<J evwduteen i.e etut #mulivment.
- 0thet" folla. wp eithen ev.g.. the aveJ let seiJetwn.4 68.sheel vAtlatkins.edJeshen 4 desetny, we.hthhes.6n.pnesan by a
.. Propv1 l nglant?ng teritwnlain f.elv.) deve64 ehe be alemenwJ hver.
'21.
fel a. $4pneame af Ilw itspon.ehle lle=.le46av Cwee Survetlow swertsap 64w Isp4=veing avlive and law Jaw.ipavJ PF - Sirnetvet of the Bvihtel revieil l'apinvet end the J4ev sipatJ.
22.
SI naivet et the wrrhet'* ia.f.'et'* w mhet ter'<wntathe swiwised 6.e tetify sh.s one eiv.tkJ di.co.isbn eat vetentfr
/
w m rt..hva.
'21 Seynaquet ei the linfieel %eriwe Qne,leep livreewatashe ne esenet tvivernseene nytif ing slut the e wytvJ Ji luafh'n eat '
l twv nly momrte h.d.
50f1.: A. opp..lth<.iaartvi.J Sliint r..
.hael 6., inis.JvJ 1., she werhvv la ihv WJ+4 ra L,,, r.w van hi.em'en e bl.h is aprtwo.
e
Appendix A
~
QUALITY ASSURANCE PROGRAM ELEMENTS (DATA SHEET 1)
THE Pol.l.OWING ANSI N45.2-1971 ouALITY AssUftANCE Pet 048tAh4 E L.Eh44MTS APPbY TO THIS SPECIFICATION.
TO BE COMPLETED TO BE COMPLETED BY THE SUPPLIER SUPPLIER DOCUMENT AND PARAGRAPM REFERENCES APPLICABLE
}
QUALITY ASSURANCE PROGRAM
=
g QRGANIZATION 3.OESIGN CONTROL PROCUREMENT QQCUMENT CONTROL
]
INSTRUCT!cNS.PROCEDUR35 ANO DRAWINGS
=
1 DOCUMENT CCNTRCL
]
CONTRQL OF PURCHASEO MATL, EQUIP,& SERV!CES
=
x 10ENT.6 CCNTROL OF MATLS. PARTS COMPONENTS C
CONTROL QF SPECIAL PROCESTES
=
g INSPECT!QN C
g TEST CONTROL T
CONTROL OF MEASURING AND TEST EQUIPMENT
=
HANDLING,STOPAGE AND SHIPPING
=
INSPECTION TEST AND OPERATING STATUS
=
NONCONPONM!NG ITEMS g
CORRECT!VG ACT!QN 7
QUALITY ASSURANCE RECURDA
=
AVOITS g
ANSI l'45.2.11 N45.2.2! N45.2.101 N45.2.111 07 ERS 1
N43.2.12; N43.2.13
- f. As defined in t; r..
i 0
- 6 'J ISStlED TIR SIDS 35 "
'd/
' Mftt' 14 7
No DATE REVISIONS V SY CHE CK'E 0 APPROVED M
CMSM PM CmW BAPC N!DIJJtD P0lfER P!. ANT tr.IITS 1&2 OCCUMENT NO REV MIDI.A::D, MICit!CAN C-93(Q) 0
Spect Cication 7220.c-2MQ Appendix 5 Rev. 0
..t:
s..
AFFFJf1TX 1 j ['g,,. ],'
co Specificattaa 7220 C-95(Q) 11.0 CC:WEYI :G A:.*D FLACII G Conveying and depositing of concreta shall be in accordance with ACI 301, ACI 313. ACI co nittee 304 Report " lacing Concrete by Pumping Hethods"3 ACI 614, AST.! C-94 and as follows: An adequate coursunication systers will be provided. No aluminum pipe er other conveying equipeent containing alumin...
that will be in contact with the fresh concrete, shall be used for conveying concrete to point of placement. Steel pipe shall be used for concrete irsp.
or pneumatic placers. A piping arrangement utilising a "Y" will be perritted pro-vided a valve is installed at the branch point which will direct the flow anso only one branch at any one time. The equipment shall be cleaned at the end of each operation.
[_
11.1 Clean up Freparation Before depositing concrete, all placing equipment shall be cleaned.
Debris, mud, snow, standing puddles of water, and ice shall be rwwet-*
from spaces to receive centrata, and the reinforcement and other metal I
to be embedded shall be thoroughly cleaned of all seatings which"isfght"~
impair the bond. All scopacted snil, rock or concrete surfaces 7o rese1W~",
eencrete shall be thoroughly saturated before placement.
11.2 Deposition
~
~~~ **~~
Critical structural contrate as designated en the drawings, shalf*be deposited in accordance with an approved schedule Ahewing the nuib,.e,r,' *sluf**J and sequenra of concrete placements. 51 abs shall be placed in,tr-cLa-r heard pattern unicos otherwise approved. A concrete placer.ient.chschest..
card shall be completed prior to concrete deresition. See sect,1,,y M 1,
for procedurce for large placements.
l Appendix 3 Rev. O i[
I""gj'""d Specification No. 7220 C-231 Q 11.3 Timo Batxacn Adjacent Placements L'nlans shown on the drawings or directed by Project T.nsincoring, a minimum of 3 days shall elapso between the placine. of concretc of adjacent horizontal sections of mass pours greater than 2-1/2 feet 1'
,in the least disonsion.
11.4 Adequate provisions shall be made to protect the ennerate from rain or snou during placement, and the exposed surfases of fresh concreta after placement.
11.5 segregation Concreto shall not be dropped through dense reinforcing steel uhich mir,ht cause segregation of the coarse aggregate. In such cases spouts, flexible drop chutes, or other suitable means shall be used.
In any event, concrete shall not be dropped free through a height of more than 6 feet, except as otherwise approved by gngineering.
On the botton of formed beans and slabs, where the congestion of steel near the forma makes placing difficult, a layer of mortar, not to excted one inch in depth shall be first deposited. The j
mortar shall have, as a minieun, the same cement-sand ratio as l
used in the concreto. Horters of higher cement-sand ratios approved by Project Engineering any be used.
j 11.6 Placing Limitations Concrete shall be deposited in horisontal layers of not greater depth than 24 inches so that satisfactory consolidation can be achieted with vibrators. Concrete shall not be allowed or caused to flow a distance within the mass of more. than 5 feet from point of deposition.
11.7 substitution of Hixes With the exe.eption of the containment exterior,'non-possolan mixes may be substituted for mixes containing possolans, provided the concrete is 3 feet or less in the least dimension.
11.8 Additional Water Cencrete for class I structures shall be rejecte! when the established water /coment ratio ia exceedtd. Water shall not be added to the concrete after it has been disaharged from the batch
- plant, 11.9 Requiracents for ' Planning Frecedures ter Large Placements (single item exceeding 400 c.ubic yards).
The proposed procedurr. shall br submitted t.1 the Freject Engineet at least twe weeks in advance of the plassuant, and shall sentain considention of the folleving items:
a Appendix B s
Rev. O g
""*"C'""
Specification No. 7220-C-231G l
11.9.1 The anticipated size and duration of'the placement including both the maximum and average placing rates.
1 11.9.2 The proposed staffing cver the anticipated duration of the placement, including curing, including a breakdown of the
- r. umber of supervisory personnel, vibrator operators, finishers and laborers planned par shift.
11.9.3 The proposed conveyance system (i.a. the number of transic-mix trucks, the conveyor system, pumperate sy' stem and/or crane and bucket assemblies, chutec, u." tremies) planned
. to accomplish the pour at the anticipated placing race.
11.9.4 The planned sequence of the pour to achieve a monolithic
+
slab and to insure against cold joints and the planned.
movements of the conveyance system (s) to accomplish this..
11.9.5 The checklist fo'r approval of the pour including embed 5ents.
11.9.6 The weather protection facilities proposed to prevent damage in the event of the inclement weather and in the case of i
planned cold weather placements the enclosure to acco=plish.
{
the heating require =ents for the necessary 7 days. Include the specifics on the heaters.
11.9.7 The procedures to, follou in the case of emergencies (i.e. batch plant breakdown with a resultant requirement.
for an unplanned construction joint).
12.0.COPSOLIDATION OF CONCRITE w
. Methods for consolidating concrete shall conform with the recommended 4
i
" practices of ACI 309. Concrete shall be consolidated, thoroughly j
worked around the reinforcement.'and. embedded fixtures, and into j
corners of. the forms by mechanical vibracing equipment. The vibrating equipment shall be of the internal type and shall at al1~
j times be adequate in number of units and power of each unit to y
properly consolidate all concrete. The frequency vibration shall be not less than 7000 cycles per minute. The duration of vibration i
shall tu limited to the necessary time to produce satisfactory consolidation without causing objectionable segregation. In consolidating each layer of concrete, t! e vibrator shall be i
operated in a near vertical position, and the vibrating head shall*be allowed to penetrate under the. action of its own weight
~
8 and revibrate the cone' rete in the upper portion of the underlying
,a layer. Surface vibrators. hall not be used unless specifically
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approved by Project Engineering.
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1 Appendix 3 Rev. O ag[gG rown JinfusouJ Specification No. 7220-C-231 C o..-.
Form vibrators may be used in arcas of extreme congestion as approved l
i f by the Fic3d Enginect. The form vibration shall conform with the recommended i
practice of ACI-309. Vibrators shall not be used to move or spread concrete,
Suf ficient sparc vibrators shall be kept avaliabic for immediate use at the t
point of desposition.
(Recommend one epare vibrator for each three in use.)
Provisions shall be made for auxiliary powcr to provide continuity of vibratien in case of power failure from tha principal sourec. F.::pe rienced and competent operators shall be provided for each vibrator being us.=1, and chall have received instructions in proper vibration procedures.
4 S
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Form of Preposal 7220-C-95(Q), Rev 0 FORM OF PROPOSAL SUBCONTRACT FOR UNDERPINNING, EXCAVATION, AND PLACING OF CONCRETE-FOR l
CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 AND 2 Name of Bidder The following summary of pricing and other information is offered to Bechtel Associates Professional Corporation in response to the bid request covering the material requisition identified above.
By execution of this form of proposal, the bidder agrees to furnish all items described in the bid request in compliance with the material requisition and general conditions without deviation or exception (except as may be specifically noted below) in accordance with the following.
1.0 MEASUREMDIT OF PAYMENT The payment for the work performed as described below shall be on a lump sum basis.
A separate lump sum price shall be submitted for each of the items listed below.
1.1 MOBILIZATION Mobilization includes payment as compensation for the work and expense of importing labor, equipment, materials, supplies, supervision, and setting up onsite utilities.
1.2 AUXILIARY BUILDING This includes payment as compensation for the l
work and expense of designing, furrishing, installing, and testing of the underpinning for the auxiliary building penetration rooms for Units 1 and 2.
Work includes, but is not r'
limited to, caissons from the underside of the I
existing foundation or mudmat to el 575',
excavation of the material which is required s
to install the caissons, placing concrete backfill in the aTea of excavation, and dry packing.
l l
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Form of Proposal 7220-C-95(Q), Rev 0 1.3 TURBINE BUILDING This includes payment as compensation for the work and expense of designing, furnishing, installing, and testing of the underpinning for the turbine building for Units 1 and 2.
Work includes, but is not limited to, caissons and/or piles for support of the turbine building and the temporary load from the valve pit structure from the underside of the existing concrete foundation or mudmat to el 575', excavation of the material which is required to install the caissons, placing concrete backfill in the area of excavat:Lon and dry packing.
1.4 VALVE PIT STRUCTURE This includes payment as compensation for the work and expense of excavation of all material underlying the entire plan area of the valve pit structure for Units 1 and 2.
It extends from the elevation of the underside of the existing concrete foundation or the mudmat to el 580', support of the excavation from the elevation of the underside of the existing concrete foundation or mudmat to the top of the ccess shaft foundation, or el 580',
whichever occurs first, foundation preparation, concrete backfill, and dry packing.
1.5 ACCESS SHAFTS FOR UNITS 1 AND 2 Included is payment as compensation for the work and expense of designing, furnishing, and installing shafts to provide access to the work itemized in Sections 1.2,1.3, and 1.4 above.
This work includes, but is not limited to, support of excavation and backfill of the two access shafts from the ground surface to 7 feet below the elevation of the underside of the existing concrete foundation or mudmat of the isolation valve pit.
If subcontractor elects to salvage the support of excavation material, such savings shall be included herein.
g 1.6 MONITORING i
Included is payment as compensation for the work and expense of monitoring the buildings for movement.
,,, -,, -.. - - + -
. - -. ~.,,-
,.--,-,--n
Form of Proposal 7220-C-95(Q), Rev 0 1.7 DEMOBILIZATION AND CLEANUP Included is payment as compensation for the work and expense of demobilization, cleanup, and any such work and expense necessary for the complete performance of the work but not included in any other of the payments listad herein.
2.0 ADJUSTMENTS The payment for the lump sum price work shall be adjusted for added and deleted work according to the rollowing schedule of unit prices.
2.1 Additional or deleted piles and caissons as ordered by contractor shall include, but not be limited to, designing, furnishing, installing, testing of piles and/or caissons from the elevation of the underside of the existing concrete foundation or mudmat to el 575', bearing plates, stub columns, excavation, support of excavation, and support of excavation and concrete backfill of the necessary work space.
Design Price Description capacity per Each (type)
(kins)
Unit ( S )
Caisson Pile 2.2 The length of the caisson and/or pile deducted above or added below el 575' is as follows:
Design Price Description Capacity per Each (type)
.(kips)
Unit (S) i Caisson Pile 2.3 Mass excavation, deducted above or added below al 580' (price per cubic yard in the bank g
measure) 2.4 Mass concrete, deducted above or added below' el 580' (price per cubic yard) i i
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cm.
Form of Proposal 7220-C-95(Q), Rev 0 2.5 Support of mars excavation, deducted above or added'below el 580' (price per square foot of exposed area) 3.0 ITEMS NOT INCTUDED IN LUMP SUM Payment for the work listed below is specifically excluded from the lump cum items or the lump sum unit price adjustment items.
3.1 Installation of styrofoam (price per contact square foot of area covered) 3.2 Placing and inspecting Q-listed dry packing (price per square foot) 3.3 Placing of reinforcing steel (price per pound) 3.4 Placing pumped tremie concrete (price per cubic yard) 3.5 SOIL STABILIZATION - Grouting (excluding grouting indicated in Section 4.2 above), as in the following:
3.5.1 Cement grouting (price per 94-pound sack of cement) 3.5.2 Chemical grouting (price per gallon) 3.6 OBSTRUCTIONS 3.6.1 Jacked Pilina - Crew cost per hour, including all special equipment for i
removing obstruction - An obstruction for jacked piling is defined as follows.
]
a.
The pile fails to advance while subjected to the maximum jacking force when there is no plug at the tip (provided there is adequate lubrication between the pipe and the pound as evidenced by the jacking force just prior to encountering the obstruction).
The material removed from within g
or in ac*ance of the pipe contains rocks or concrete fragments j
greater than 2 inches in any
. flat plane dimension.
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Form of Proposal 7220-C-95(Q), Rev 0 b.
Wood or steel is considered an obstruction by definition.
(Material cost per linear foot of pile is to be added to the above crew cost for lengths of pile
'1 installed while passing or removing an obstruction.
The price per linear foot is to be deducted from Section 13.2 for lengths of pile installed while passing or removing an obstruction.)
3.6.2. Caissons - Crew cost per hour, including all special equipment for removing obstruction - An obstruction for caissons is defined as follows.
a.
The caisson fails to advance while subjected to the maximum jacking force when there is no plug at the tip (provided there is adequate lubrication between the pipa and ground as evidenced by the jacking force just prior to encountering the obstruction).
The material removed from within or in advance of the pipe contains rock or concrete fragments greater than 2 inches in any flat plane dimension.
b.
Wood or steel is considered an obstruction by definition.
(Material cost per linear foot of caisson is to be added to the above crew cost for lengths of pile installed while passing or removing an obstruction.
The price per linear foot is to be deducted from section 13.2 for lengths of pile installed while passing or removing an obstruction).
3.6.3 Mass Excavation - The demolition of 6
obstructions to a size suitable for efficient handling will be paid on a cost plus basis.
All other costs for
-removal of obstructions shall be paid in the unit price for mass excavation.
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i Form of Proposal 7220-C-95(Q), Rev 0 3.7 Furnishing approximately 4,000-kip jacking system 3.8 Installing and removing approximately 4,000-kip jacking system 3.9 Operating approximately 4,000-kip jacking system l
3.10 Additional load test at 1.5 times the design i
load for 5 minutes (reference Section 6.3.2.d)
(price per each) 3.11 Additional load test at 1.5 times the design load (price per hour) 4.0 OTHER Payment for the work listed below which is specifically excluded from the lump sum price items or the lump sum unit adjustment items or added unit items shall be paid on a cost plus basis.
Cost shall be based on direct jobsite union labor plus labor burden, 5% of direct jobsite union labor for small (nonpowered) tools and consumables, and the invoice cost of materials, supplies, and equipment not owned by Subcontractor.
Subcontractor-owned equipment shall be based on current blue book rates.
An allowance of 25% of all direct costs shall cover all markup (job overhead, profit, general expense and administration fees, interest, home office expense, executive and management payroll, and travel).
4.1 Design, furnish, install, operate, maintain, and remove a dewatering system to remove local pockets of trapped water.
i Note:
The cost of other lump sum or unit price operations such as caisson installation, mass excavation, support of excavation, and concreting are not included in the cost of the dewatering system, even though their efficiency and productivity may be affected by i
the presence of water or the dewatering system.
Subcontractor shall include whatever cost allovances deemed necessary for such g
inefficiencies or lack of productivity caused by water or the dewatering in the lump sum price, wherein the affected operation is compensated for, and that the prorated portion of the lump sua payment is accepted as the total compensation for that work.,_
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Form of Proposal 7220-C-95(Q), Rev 0 Company Signatsre of Bidder Title Bidder's Reference Numoer Date of Bid I
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EXHIBIT "E"
LIST OF DPANINGS a
9i ed ama emi Mi ed e
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7220-C-7[4 Exhibit "E" l
.y sheet 1 of 1 W
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EXHIDIT "E"
LIST OF DRAW ICS I
Drawine No.
Title Rev.
C-2010 Auxiliary Building Unit 1 6
/
Plant Area Dewatering C 20//
Au/. AuMm4 W Z-M W REFERENCE DRAWINGS Yard Drawings CIVIL C-5 Detail Plan Area B 6
i C-51 circulating Water System - Plan & Sect.Lons 11 C-52 Circulating Water System - Misc. Details 8
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FZCHANICAL M-166 Yard Piping Plan - Area B 3
i ELECTRICAL E-530-Sh.fl Duct Bank Sections 12 E-530-Sh.12 Duct Bank Sections 3
E-531-Sh.#1 Duct Bank Layout - Plant Area 18 3
b Turbine Building - Unit 1 & 2 L]
Concrete Foundation Mat at El 614'-0" 11 CW'4 C-501 C-504 Foundatica Mat Reinforcing Plan 5
C-506 Foundation Mat Sections & Details - Sh.91 8
C-500 Foundation Mat Sections & Details - Sh.f3 7
C-701 Concrete Foundation Mat at El 614'-0" 14 C-704 Foundation Mat Reinforcing Plan 6
C-710 Concrete Sections & Details - Sh. 12 5
MECEANICAL I
M-14 Equipment Location at El 614'-0" 7
M-17 Equipment Location at El 614'-0" lI 1
M-89 Piping Drawing - Area 5 1
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M-97 Piping Drawing - Area 6
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M-105 Piping Drawing - Area 7 5
M-113 l
Piping Drawing - Area 8 3
d ELECTRICAL g
7 E-543 Embedded Conduit & Grounding 9 El 614'-0*
8/
.1 E-547 Embedded, Conduit & Grounding 3 El 614'-0" 18/
7220-C-9 @
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Exhibit "E" Sheet 1 of 2
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QUESTION 27 Your response to Question 4 states that the preliminary estimate for the residual settlement for the diesel generator building is of the order of one inch for the 40 year life of the plant.
a)
Does this settlement estimate include any contribution due to potential soil shakedown due to an earthquake?
If not, what would be the total predicted settlement?
In your response, describe your method of analysis of settlement, and c1carly differentiate between the contribution of and methods for the static and shakedown conditions.
b)
Quantify and describe the basis for the accuracy of yourresidualsettlementestimatejincludinganyadjust-ment to this estimate as may result from part a above.
Statethepossible(upperbound]ffthestructuralsettlement and relate this value to that which will be used in your revised structural analyses.
RESPONSE
The order of magnitude settlement given in Revision 4 of Question 4 did not include seismic shakedown settlement.
I The response to Question 4 has been modified to include the 2.'7-1
)?esu*cibn is l
7 /80 l -
l
a-r settlement contribution from a) static residual 40-year settlement due to secondary compression, b) settlement due to permanent dewatering, c) settlement due to diesel engines'-
vibration (pedestal only), and d) settlement due to earth-
?,
j
.tr w quake ground shaking.
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The method of analysis, basis for accuracy, and upper bound settlements are discussed below.
A)
Method of Settlement Analysis W
1)
Static /-Year Secondary Compression To accelerate the settlement of the fill under the diesel generator building, a full-scale preload program was carried out during 1979.
The time versus settlement and piezometer data collected
+
during the preload program were compiled, analyzed, and evaluated.
The loading histories imposed by the building and surcharge are shown in Figure 27-1.
L a)
Theoretical Background - A typical time-settlement history of a point on a foundation or earth structure is illustrated schematically in Figure 27-2.
It is useful to calculate gQ kWfi'"da 9t/te
the settlement S as the sum of two components, as shown in the figure:
S = 56 + sk in which Sc is the consolidation settlement (including any immediate settlement) and Ss is the secondary compression settlement.
The distinction between consolidation and secondary compression settlements is made on the basis of the physical processes which control the time rate of settlement.
In primary consolidation settlementsthe time JK, i
rate of settlement is controlled by the rate at which water can be expelled from the voids.
In the case of secondary compression settlement, the speed of settlement is con-trolled largely by the rate at which the soil skeleton itself yields and compresses.
The transition time between these two processes is conveniently identified as that time when excess pore water pressure becomes essentially zero.
This time, denoted as t is shown in 100 i
Figure 27-2.
4
- 2. '1 -3 A"A'5 1./T0
It has been observed in many laboratory and field measurements that the relationsnip between the magnitude of secondary compression and time is approximately a straight line on a semi-logarithmic plot af ter the primary consolidation has been completed, as shown in j
l Figure 27-2.
Thus the settlementdH can be expressed approximately as:
d H = - Cat log t2 /t.
where t2,and t are two specific time periods
'h,
on the extrapolated secondary compression line.
b)
Precompression to Reduce Settlements - In order to produce more rapid consolidation of compressible materials, one of the most effective approaches consists of increasing the load on soil above that which would result fhom the intended construction.[the i
effective stress can be increased sufficiently, post-construction settlement will be largely eliminated.
A surcharge consis'.ing of 20 feet of sand was placed within and around the building Ee surcharge extended 20 feet around the building except for the north part 19-1 Rosan 5 3./to
where it extended about 15 feet.
The dead weight of the building was in place during surcharge.
The building weight amounted to an average pressure of about 2.2 ksf.
c)
Method of Prediction - Figure 27-3 depicts a typical plot of settlement versus time for a point on the diesel generator building in association with surcharge load history under the surcharge loading.
The same data have also been replotted by settlement versus logarithmic of time as shown in Figure 27-4.
By comparing Figure 27-2 to Figure 27-4, it is evident that the primary consolidation was accomplished quickly after the completion of placementoffillJfIhis was further proved by observing that pore pressures were smaller than actually anticipated, and they dissipated rapidly as shown in Figures 27-5a and b.
Thus, it is possible to forecast the settlement that would occur at any future time by simple extrapolation of the linear portion of the settlement curve on the assumption that the surcharge will remain in place.
i 19 5 hvWw 5 Z/to
- _ =.
6 Figure 27-4 also shows the straight line interpretation of the data along with the slope C, of the straight line per log cycle 4
oftime.jfhepredictedCdvaluesforeachof 4/
the 32 data points on the diesel generator' building and pedestals also include four deep borros anchors which were installed at elevation 535 feet to improve measurement accuracy I
after the building movement rate became relatively small as shown in Figure 27-6.
4 As depicted in Figure 27-7 the total settle-ment of the diesel generator building and i
j pedestals consists of the following componenrs:
)
Se = Measured settlement prior to sur-(L 4
charge program (between approximately 3/25/78 and 1/19/79); Figure 27-8 j
Sr = Measured primary plus secondary ik compression settlement during surcharge program (between 1/26/79 i
and 8/10/79); Figure 27-9 S
= Estimated secondary compression Ch settlement assuming surcharge remains (between 8/10/79 and 12/31/81); Figure 27-10
{$e V5t* 5 19 6
22 /*0 - -.
1 S3 = Estimated residual secondary com-p'ression settlement during 40-year plant life assuming surcharge remains (between 12/31/81 and 12/31/20)(); Figure 27-11
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12/31/fd will be the date when pertinent Note:
/
piping and major equipment will be connected an installed.
i The estimated settlements of S and S f r each 2
3 point were obtained by extrapolation (i.e., by multiplying Cg by the number of log cycles required. )
Based on Figure 27-11, the range as well as average predicted settlement during the 40-year plant life after major piping connections and equipment 1
installation have been made (12/21/0i) will be as follows (assuming the surcharge remains in place).
i a
40-YEARSETTLEMENTUNDERCONSTANTSURCHARGE(S) 3 Range Average Area (inches)
(inches) i North Wall 0.70 - 0.90 0.78 Pedestal No. 1 0.80 - 1.17 0.97 Pedestal No. 2 0.82 - 0.91 0.85 Pedestal No. 3 0.85 - 1.46 1.09 Pedestal No. 4 0.76 - 1.43 1.13 South Wall 1.10 - 1.49 1.29 11.7 Re asin S L/to
The data show that an upper bound of static 40-year settlement due to secondary compression can be conservatively selected to be 1.5 inches. [u a/4' CodCJ j%4 )
3 2)
Settlement Due to Permanent Dewatering Because of elimination of liquefaction potential, a permanent dewatering system will be implemented Rs tk i1@
at the plant area.
.I-thc;; r-1 r 1 = %s', that-tk.
settlement due to permanent dewatering was based on the conservative assumption that the existing g-ground-wate,r table (elevation 627) will be lowered
[toelevation The appropriate soil compres-sibility parameters used were obtained from settle-ment and rebound data under the diesel generator surcharge program.
Results of these calculations indicated that the settlement of fill due to dewatering is on the order of 1/10 inch.
For conservative purposes, an upper bound value of 1/4 inch will be used.
Settlements will also occur below the fill; it is i
i estimated that they are on the order of 1/3 inch and will be uniform.
1 2./20
3.
Settlement Due to Diesel Engine Vibration (Pedestal Only) l From an analysis of the dynamic response of the diesel engine-generator-pedestal and soil system, it was estimated that the maximum vibration amplitude would be about 0.00008 inch under I
operating conditions.
By rounding this number up to 0.0001 inch, the cyclic shearing strain ampli-tude directly under the pedestal was estimated to be 1.6 x 10-5%
The cyclic shearing strain ampli-tude would actually decrease with distance from the bottom of the pedestal, but that decrease was ignored in this settlement estimate.
The test results for settlement of uniform, dry silica sand during earthquake excitation by Seed and Silver (1972) was used to determine the vertical strain under the pedestals.
The soil under the pedestals was assumed to have a relative density i
of 45% for a depth of 30 feet, although-the actual I
relative densities were variable and were higher, on the average, than 454.
The conditions of the Silver and Seed tests which were applied here were i
relative density 45%, cyclic acceleration 0.3 g, j
and vertical effective stress 350 psf.
Based on l
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these test results, the cyclic shearing strain determined above, and assuming the diesel gen-erator set ran continuously for one year (365 days),
the vertical strain due to vibration was estimated to be 0.07%. For a 30-foot thick sand stratum, the estimated settlement amounts to 1/4 inch.
The assumptions used in this estimate of settle-ment are considered conservative for the following reasons:
a)
The cyclic shearing strain amplitude under the pedestals was assumed to be uniform for 30 feet below the pedestals, but the actual cyclic shearing strain amplitude would reduce with depth.
b)
Seed and Silver tests were for dry, uniform i
i silica sand and the silty and/or clayey sands at the site would settle less due to vibration.
c)
Seed and Silver tests were performed for an acceleration of 0.3 g while the acceleration y
due to the estimated diesel generator vibration directly under the pedestal would be 0.0006 g.
j t
1 7 -lo K<vdida 3 2 /ro J
d)
One year of continuous operation of the t
diesel-generator set is considered an upper bound.
4.
Earthquake Ground Shaking - With elimination of liquefaction potential, the remaining factor to be considered is the settlement of sand due to ground shaking caused by earthquakes.
Settlement calcula-tions were performed based on the approach des-cribed by seed and Silver (1972)III and the recom-mendations on multidirectional shaking by Pyke, Seed, and Chan (1975)(2)
In these computations, average relative densities were based on standard penetration tests using the Gibbs and Holtz (1957)(3) relationships and the i
loads from the structure were accounted for in the calculations.
Results of these calculations are shown in Figure 27-12.
The data are summarized below:
Range %b)
(inchf'st)
Average Location (inch Northwest quarter 0.17 - 0.29 0.24 l
Northeast quarter 0.01 - 0.53 0.21 l
l Southwest quarter 0.0 - 0.09 0.05 fSoutheastquarter 0.0 - 0.19 0.06
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It is seen from the above data that the average settlement is about 1/4 inch in the north part of the building and about zero in the south part of the building.
For conservatism, the design will be based on a settlement of 1/2 inch.
C)
Sasis for Conservatism and Accuracy 1)
Static 40-Year Secondary Compression a)
The surcharge and the completed portion of the diesel generator building produced stresses in the fill in excess of those that will prevail when the structure is opera-tional.
However, the prediction of residual settlement by linear extrapolation secondary consolidation was based upon the assumption l
~t that the surcharge will remain for 40 years.
i
(
Predicted and measured secondary compression settlements based on data available to date (1/16/80) are shown in' Figure 27-13.
It is seen that the measured secondary compression y
settlement at the 32 -data points encompasses the period between surcharge removal (8/10/79) and the latest recorded data (1/16/80).
Two l
l sets of predicted secondary' compression settlements values (Spy and Sp2) were obtained:
I zq -l1.
Revivau 5 2/N i
e-e rreFh*b Ccl(ulMed 1.
Sp :
Settlement value assuming surcharge y
remains.
This was obtained by linear extrapolation f@
of car values between time period of 4/
/10/79 and 1/16130'as shown in Figure 27-7.
Y f41 f
Apchwgc N b.
2.
Sp2:
Settlement value accounting for surcharge removal.
[ Wd'T 7 *.tts/o' 4
t,).
Since the surcharge had been removed on if 9/15/79, a more realistic settlement wwJ prediction can be obtained from:
l a
5
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- ~~;
fg N2 = Sp1 xg i
t 0 A t,Ud1 gg where f
3.0 IIP fg3 QA 4 Sp2 ", predicted settlement values accounting for current level of imposed stress M
Sp1 = predicted settlement values assuming surcharge remains for 40-year life kl/l'$ Ch 27-I.7 7g i
y=
Average imposed stress during P
surchargeprogram(4.4ksf.[otal of building plus surcharge) 2=
Avera9' imposed building stress P
i after surcharge removal (2.2 ksf)
I It is seen from Figure 27-12 that both the predicted values of secondary compression settlement greatly exceed the measured values.
l Thus, it can be concluded with assurance that i
the rate of settlement for the 40-year plant life as shown in Figure 27-11 will be conside-rably less than the prediction.
2)
Earthquake Ground Shaking i
i It should be noted that the settlements computed by this procedure are conservative because it assumes that sand is dry.
Because the sand will never dry, the presence of capillary action, as in the partially saturated sand, will reduce critical settlements below those predicted.
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D)
Structure Design Criteria The possible total and differential settlements which will become the design bases for the diesel generator 3
building are given in Table 4-1.
It should be noted that they are divided into two parts, namely static and seismic.
The static total and differential settlements are time-i dependent and will be experienced by the structure for i
l the 40-year plant life.
They are derived by super-position of three components contributed by a) static j
40-year secondary compression after 12/31/81, b) permanent dewatering, and c) diesel engine pedestal vibration.
The seismic total and differential settlements may be experienced by the structure and pedestals and they are l
not time-dependent.
i i
To account for the two different types of settlement, i
the revised structural analysis will consist of.-
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f The building, pedestal, d utilities will be p k M for the static total and differential j.
A settlements as given in' Table 4-1.
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The b 1 din ped tal nd ut' itie /i
,be L
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.desi ed r th,seis ic se leme
'by ass ing nort$ern h'alf the buil ga p
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l EXHIBIT "E" LIST OF DRAWINGS Drawi.ne No.
Title Rev.
i 4
Auxiliary Building j
CIVIL C-203 Floor Plan at El 599 '-O" 5
C-204 Floor Plan at El 614'-0" 8
C-205 Floor Plan at El 634'-0"
\\L C-213 Concrete Reinforcing Plan at El 614'-0" 6
C-274 Concrete Sections & Details - Sh. #5 7
i C-275 Conceret Sections & Details - Sh. 96 8
HECHANICAL f
M Equipment Location at El 614'-0" 11' M-63-Sh.fl Piping Drawing - Area 3 2
M-63-Sh.f 2 Piping Drawing - Area 3 2
ELECTRICAL i
E-532 Embedded conduit & Grounding Switchgear Acom t
At El 614'-0" 13 i
C - 200f jvf. y lfeeignm /adothew MnLVG' /"o GNoe%1 %
~ CraotY "r O
I b
AI. def [4884astfgt. /1@ 444(67-MN
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C*IO2O feMD WATLA Osi,4ffY VALW c,*/fppfg.n
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7220-C-Q L
i Exhibit E"
Sheet 2 of 2
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pfe w_ E u n-u n 6 ^ 07N6 A r/C - " *: " ' ' ' '"'" L{I Bechtel Associates Professional Corporation OCT
' 777 East Eisenhower Parkway Ann Arbor. Michig'an 3
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= 4eens P.O. Box 1000. Ann Arcor. Michigan 481C6
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'1 September $8,1979 BLC-8184 s i s CdusumersPowerCompany j
119.55 W. Parnall Road Jackson, Michigan 49201 s
Attention:
.Mr. R.C. Bauman
Subject:
Consumers Power Company Midland Plant - Job 7220 Tolerable Settlement of Seismic Category I Structures File: 0270, C-2645 Gentlemen:
This is to acknowledge the request made by Consumers Power Company on August 15, 1979. For each Seismic Category I strucrure, Bechtel will specify.a maximum allowable settle.nent and time 1; ate. The values for the diesel generator building will be available by the end of 1979 and the values for the remaining buildings in June 1980. They will be incorporated into an FSAR revision or an appropriate specification.
{.
4' ;
Very truly yours, Wh.a 6 0 pN L.H. Curtis i,,
Project Engineer d
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D.B. Miller t
T.J. Sullivan
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(.4.u o-1/5 QUESTION 34 Supplement your response to question 16 to address how 1
underground seismic Category I piping and conduit are protected from excessiv@due to railraod tracks, construction i
cranes, and other sdch heavy vehicles during construction i
and operation.
RESPONSEY The seismic Category I piping (conduits) systems are protected against excessive stresses due to construction vehicular traffic, r'ailroad traffic, etc, by using a&%
p ropriate design and installation techniques. Q._
4 '9-4 NTLw. t'd'
- alig the pipes are installed in a trench condition with the bottom width of the trench approximately equal to the"outside diameter of the
~
pipe plus 12 to 24 inches on'ea'ch side of the pipe.
Select granular bedding material is placed and compacted all around i
the pipe to an elevation approximately 1 foot above the top of the pipe.
In areas where it is impractical to use granular bedding material, concrete with a minimum strength of 2,000 psi is substituted.
The rest of the trench is backfilled and compacted
'ti.
72 12 _t;;{b> $ goE.
1 The buried seismic Category I piping in the yard includes service water lines, borated water _. lines, and diesel oil i
fuel lines.
The we.11 thicknesses for these pipes are primarily i
, based on internal pressure to meet the appropriate ASME code I
requirements and are considered sound and conservative _2) l
. 2./ro
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As
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[9 M
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f
'Tl M f -.da.C rect.icedheburiedpipesarealsokalyzed7 for deflection caused by earth loads and superimposed loads such as construction vehicular traffic, railroads, cranes, s
t'r jl f etc.
A deflectionlof 4% of the pipe diameter for externally u
oated pipes is considered as an acceptable limit Deflection calculations are performed using a soil density.
of 120 lb/ft fordeadloadsandCooper'sE-8[oadsforlive 3
loads. _(Cooper's E-80 load [, with an impact factor of 1.5, go#
Y
+G 2
(W
/
producesy maximum load of approximately 2,000 lb/f t at a depth of 5 feet below the gradef The heaviest construction i k-crane"Monitowoc-4fl00Linducesaloadofabout1,000lb/ftf, and HS-20 truck loading produces 200 lb/ft at a depth of' 9
7 pY 6feetbelowthegrade.)Soilmodulusvaluesof1,900 psi and 700 psi were used in the calculations and resulted in a deflection of less than 2% and 4% of the diameter, respectively.
The soil moduli of 1,900 psi and 700 psi correspond to 85%
and75%compactiondeterminedinaccordancewit(AASHOT-i specificationIII. Igeflections for steel pipes l
10% is considered safe and a deflection of 20% is considered unacceptableIII.
(
I True engi ring properties of both steel pipe and i
envelope enter etly into the def on calculations, i
4 Theanalypsofundergro onduittremain impractical.
A precise knowle of soil croper s is difficult to obtain due t sured variables in the f nata 11ation, s
~
(2)
Afackfilling and compaction
s The deflection calculations are based on Spangler's methodIII."
f The soil modulus was treated as a selective constant.
The soil modulus is a measure of the passive resistance of the
(
earth at the sides of the pipe on an elastic basis.
The deflections of various pipes are found to be within the I
allowable limits even with a conservative soil modulus of 700 psi.T
- .h. cebw nc 8 C# A b c '.
}" W Although the bending resistance of pipes under an external
'{5[
load is relatively unimportant (2) structural calculations have been performed to determine the stresses in the pipe f
wall for nforma
'a'l purposes.
The calculations considered Spangler's method for determining the lateral soil pressures on the pipes using a soil modulus of 700 psi and 1,900 psi.
4 These soil moduli correspond to 75% and 854 compaction h/
.6[
determined 'in accordance with AASHO T-99 specifications The results of this analysis are indicated on Table 34-1.
l The fact that the stresses are at or near yield point should i
l not be a concern as proven by wide experience (4,5) and by laboratory tests (2)
Since the stresses due to internal pressure are minimal (about 8% of yield), the. wall thicknessess cf the buried Category I pipes are adequate to withstand the i
external loads.
4 5
Seismic Category I conduit used for electrical cables is embedded in concrete.
Such conduit is designed as concrete 4
structures to withstand appropriate loads.
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REFERENCES:
1.
Steel Plate Engineering Data, Volume 3, American Iron and Steel Institute (AISI), 1977 2.
Steel Pipe Design and Installation, American Waterworks Association, Manual M-ll, 1964 3.
Spangler, Merlin G. and Richard L. Handy, Soil Engineering,
)
1973
" Design and DefA}[ction Chtrol of Buried Steel Pipe Supporting 4.
Earth Loads and Live Loads," Proceedings, American Society for Testing and Materials (ASTM), 57:1233, 1957
" Report on gteel gipelines for gndergrotM water gervice,"
5.
Special Investiga61on 888, Underwriter's LIborat6ry, Inc.,
Chicago, 1936
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ge!g TABLE 34-1 STRESS IN BURIEDD DUE TO DEADLOAD OF SOIL AND LIVE LOAD FROM COOPER'S E-80 LOADING i
Soil Modulus Soil Modulus
)
E'=700 psi (75%
E'=1,900 psi (85%
Compaction AASHO Compaction AASHO T-99 Specification)
T-99 Specification)
Pipe Diameter 36 in.
26 in.
36 in.
26 in.
j Wall Thickness 3/8 in.
3/8 in.
3/8 in.
3/8 in.
. Membrane Stress (ksi)
Internal
+3.1
+2.2
+3.1
+2.2 pressure (uniform)
External
-0.9
-0.3
-0.7
-0.4 loads I.~
(maximum)
, ;($
-- : ?
+38
+29.5
+26.9
+20.5
-(ksi)
.I
\\ },s -
i
'[
Vertical Displacement 2.9%
1.9%
l 1.4%
1.1%
4
(% of Diameter) j i
" Maxim' nding moment = 930
- inch-M adr Maximum mem force =
em pounds 8884 -
Note:
For a full p stic t a moment of 930 4ef-pounds, the allow e membrane force 850 pounds which is much
.830 pounds.
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d,%-Sb OurSTIort 31 1
Your reply to Ouestion Ga does not provide the information requested.
Your " full scale load test" proposed for the horated water storaqo tanks fain to provido any narqin to account for additional loadings on the tank such as scisnic forces,3nou d(C or ice packs, design and measurement uncertaintics, etc.
Your reply also fails to address the fact that the actual content of the tanks will be other than pure vator.
Consequently the test as currently proposed, will not produce conservative results and is unacceptable.
Revise your proposed test to provide for worst caso loadings or f
loading combinations, with allowances for uncertainties.
Specify and describe the basis for the margins to be provided by revised test. Also defino your minimum test duration..
Describe the extent and type of measurements to be taken after completion of the load test to ascertain actual material proporties.
1 1
DES POff r.E
_h*?cra.
The 32-foot high and 52-foot diameter borated uater stortge tanks are designed to store fluid with a density of approximately WlfY tHe sano as unter (63 qumL at 4Q,f)f and will be operated at
~6 above frecsing temperatures by means of it.ternal heaters.
Each tank is constructed on sand fill within a spread footing type foundation ring.
The maximun contact stress beneath
e the ring vall due to dead load tank, live load, and vind
)
6.tfam load is 1.2 ksf. The naximun contact stress under the,platt.
E of the tank due to voight of the fluid is approximatley 2 kF.
td%%
Soil borinns uithin and around the borated water tanks that
~
shou the conditions are satisfactory for the support of the s
tanks.
Fiquro 31-1 shous boring locations in the tank farm area and Fiqurcs 3%-2 through 31-7 show standard prediction bloucount results for the borings within and around the tanks.
These bloucounts are also summarized in Tabic 31-1.
i Based on the bloucount information in Table 31-1 it is 3
concluded that the condikpn of the fill is satisfactory for support of the tanks.
Settlement Twoplateloadtestsucreconductedneartheri$gfoundation of the cast and uost tanns at the location shown on Figure r4sults #
31-0.
The.4tM these tests are s own on Figure 31-9.
Based on these results it is estimated that the immediate en settlenent of the. tanks due to filling uith water will be 4JF the order of 3 inches.
j A comparison between standard penet ion test results for the boringf uithin and around the tanks and the borings taken the dicsol generator building beforo-rur esela..rga shows &Wh
/*rel Q
j at Sdnditions at the tanks aro better than those at the diesel generator building before ; ;;:..IgU.
B'ased on the size of
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1 the loaded areas occupied by the tanks and the more favorabic conditions at the tanks, it is estimated that the residual settlement of the mfST[ uill be less than the 40-I It is year prediction for the diesel generator building.
estimated that the residual settlement of the BWST will be on the order of 1 inch.
The actual value will be deternined i
based on the full-senic test to be performed by filling the 4
tanks with unter and monitoring them until the rate of movement beconos small, thus allowing prediction of residual settlenont by extrapolation.
The minimum duration of the test vill be 4 months.
Nosiknificantsandfillwas
/
encountered in the borings belou and around the tank andj thereforc settlement due to earthquakes is not applicable in y
this case.
As a result of plant area devatoring;the fill
-l f
supportino the tanPs will settle an estimated one-half inch due tw censolidation of the fill material.
The corresponding en differential settlement will be Jk the order of 1/4 inch. In addition., small settlement will also occur in the natural soil holou the fill. Thusythe total differential settlements are estimated to be as follows:
i l
Structure i
Residual Settlement (inchfts)
'k Total Differential Borated water tanks 1 1/2 3/4 r
r
,-v--
,r-
,e
-<,..-e-,
-~e.
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.9 hear Uave velocity Cross-hole shear uave velocity tests ucroconducted near the
)Nh borated water tanks at the locations shoun in Figure 31-0.
The results are in Piqure 35-1 along with results from other areas.
__Boarinq Capacity Dearinqcahhitycalculatioraucremadefortheboratedunter storage tanks using the shear strength data presented in Figure 35-2.
The ultinate, bcaring capacity calculated is
)
This &-,* i J p* Fa f actor o f sa fe ty o f l[) -lsu Nsults In
-psf.
' 2 ':^-dead andliveloadsand[ dead,liveandseismicloads, y
- 4 cfor of s4 M N
_rn enne e 4 u#y -
9 1
. add Based on the settlement, bearing capacity elf sheai wave y
velocity information discussed above, it is concluded that the engineering proporties of the fill are sufficient for support of the tanks and therefore preloading in excess of y
j the tank pressures is not needed.
The test to verify the predicted long-torn sottlonont will be interpreted cogservatively to account for any cuncerta'intics in _ gg d spact, measurenents.
Inasmuch as the tanks are heated any' loading j
from snou and ice will be small and. will not significantly affect settlement or bearing capacity.
s The capacity of the supporting fill to resist soismic
. &QW.k' E.K'%h.MLEM%+M9%:-
m==mw= ' *amus a w.st-a.-- g.=,:s s _.
J loading is accounted for by.the M W '4 y factor of safety of h for this loading condition.
Engincoring Input:
Structural analysis of foundations to V
maintain difforontial settlement and respond to Ho11er's question during the 1/16/80 mooting.
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Erticifica tion 772C-C-91, Roy 0 2
~ ~ ~ ~
[f's C-N L-
.10 EC.QEE M
)
10
~~
1.t lTT.P.S INCLUDED 16 b/6J-hk Ihe following J tear.*re included under 1
21 the score of this r.ulcont ract and 21
,,k D _ N../ g7",
invcive the test gecutj ni reogras and 21 j
the grcuting of mat.. rial at va rious
'22 i
p"'ll' d~
rinnt locationn.
This srscificution 23 includes C-lirted verk where 23 specifically noted.
23 1 1.1
- Euhait all dra wings, cc1=ula tions, and 29 dettiled crocetures for the proposal on 29 the type and method of grouting which 29
- PdW 9m b 9
est suited for the intended use 30 7b~
and, as a sininum, seet "h11 pf the applicable critcria spe)ified herein.
30 16-c 30 l,
~
1 1.2 Iurnish all equipment, cupervision, 36 design, and Procedures to perform and i
36 operations and incidentais necassary to 36
}
complete lhe work to the satisfifhhion 37'hldf of Contractor.
37 j.1.3 Eubcentractor shall provide all design 43 information and support which any be 43 required for NRC licencing and which 43 i
shall gnable Buyer to subalt and 44 support ch.anges to the Finti Safety 44 Analysis Report and any other licensing 44 i
requirtments 2hich may be in effect 45 prict to the it.suance of an operating i
. n5 license.
Eubcontractor shall also 46 submit the list of appli:able codes, 46 star.da rds, and docurents used.
i 46 Autcontractor shall be restionsible for 51 taking any action required by the U.S.
51 i
I Nuc1 Regulatory Connizsion (NRC) to 51 rest yritten staff que stions or 52 -4b"
+
posit ons which involve Explana tion or 52 disclosure ot design aetails. -
52 Any criteria changes imposed by the NRC 57 suhtequent to the issue of the purchase 4
57 order sly constitute additional 57 payannt.
57 Zutccntractor thall le rLepons kle for C2 all evnring documenta tion 62
,rcr inction in suf ficien t copics to 62
[C' get fy regulatory agency and Buyer l
63 req uireme nte.
Ihe 11ce nt:ing report 64 l
1 6
+
.m a-
- - - + - - - -
--y
.-,,-.-e
.--nn-
-- - ~ ~.--- -
.n e
,-<-.----.------,n--
l 1
Specifj ca tion */2 20-C-91, Roy 0 2
w'ill bo suitable f or filing with the NRC, mee ting 64 4
KRC requirsments.the ar.r.licable portions of 64
~
64
$pon request frog uyer, rubcontractor i
i 69 'k<7 vill attend all '9pyor and NHC acetings 69 rela ted to the [7 routing opera tion.
69 14c' j
j 22 ITLHS NCT IACIt3DED 75 Ihe follovi:ng iteme vill be provided by Contrector:
61 i
81 121 labo'r i
87 1
1 2.2 1sterial i
93 1 2.3 Ixctva tion 99 2 2.4 1111 105 J.2.5 Sore Drilling 20 111 LEMBLygES l
J.O 115 SSREE AE.3I1gAggg E.0 119 ESE25IEILIIE2 ajLgIREPENTS 123 31 Incineering and quality verifies tion documents '
shell be suhaitte'd to gentractor by the 129 grouting Subcentractor.
pecceed, based upon Con.trZeraission to 129 t
130 i
procedures, does not con tor's review of the 130 ituta gcceptance or 131 lkf' I
j royal of design detai s, calculations, n
i elected b7 jubegractor and does notses, test ma 131 or 131 NWr' relieve Subcontractor from f ull compliance 132 'NC-with contractual obliga tions.
i 132 requirements are summarized in Fora G-321-DIhe submittal l
133 attached.
de tailed requirements in this specification.Ihese requ 133 134 i
134 12 is a ninlaus, Subcontractor shall submit the following
. '..sa tisfa ction. procedure to Contractar's 140 t
140 I
140 121 Iest Grouting Frecedure i
146 122 grcutin9'Precedures for the Diesel Genera tor Luilding 152 152 7
6
~. ~. ~,.
~
St rcifica tion 72 20-C-91, Rev 0 2
4 2.3 Erocting Procedures for t he Auxiliary 158 s
Rulldint: Train Bay 158 50 fLII211L EIO!!TFM'EII 162 11 i
Shemical grouts shall be one or both of the following as directed.
168 168
)
5 1.1 1 celibrated measure of sodium cilicats 174 baso ir. combina tion with sodium 174 4
alu=inate, or sodium alumina te and a 175 v5 chenical with characteristics similar S
f 7 175
- to forcaride, or sedian slumina te in i
175 continatica with f ormanide as used in 175 "Siroc" or other siellar approved
)
e#
176 proETEt.
i 176 f.1 2 Acrylacide grout and associa ted 182 chemicals or other similar approved 182 product.
162 12 Ihe viscocity of the chemicg grouts shall 188 remain constant throughout /80% of the injection and gela tion time peri od.
168 14--
Ihe final 109 reaction chall produce a continuous irreversibla and permancnt gel a t a chemical 189
+
189 grout concentration as lov as 10 pound per gallon of water.
190
~
190 53 Shunical grout natoritls shall be stored in accordance with the annufacturce's 196 inntructions.
196 196 14 Shemical grout materials shall be purchased in 202 accordance. with the requiremen ts of "recifica tion 7220-G-33 (C).
202 202 10 IQUIPP ENT 206 11 SENERAL Isrnishing and deliverydencludf!ae freight to 218 44kddb and from the jobsitacir ecuzr. men ()in i
218 hd7 accordance with Section _
f or The dura tion 218 Rf the grouting operations. TubconJt actor 220 shal set up performance criteri covelop and 220 96-
- g proo est such vguipment to meet.
e tr.chnical 220 requ
{
ements for the construction schedule of 221 Contractor for the grouting operation.
221 i
Hubcor. tractor shall be responsible for the 227 proper function r9 and quality of cuch 1
227 equissent and r t il make repairs as are 227 nocenzary for th proper perforsance of the 228 i
3 6
~
Epecifi ca tion 72 20-C-91, Rev d 2
equipscht cuch thet the schedula vill he -
228 maintained.
fon tractor vill mai ntain the 229 cruirment in tecordance with Subcontractor 's 229 Instructions.
229 f.2 Zeuipment shall consist of the f ollowing:
235 1 2.1 Ihe roeping unit chall co'naist of two 241 or nere pumps with a combincd discharge 241 g:
rancing from 2 to 20 gallons per minute 241 h
when operating a t a pressure at the 242 grout hole connection of 150 psi.
242 1 2.2 Ihe 'punps in the pumping unit shall be 248 so arranged thCfhe two extremes in 248 $
the diccharse ra te can be obtained 248 while sumping wi thout int errupting the 249 flow of chemical greut in to the hole.
249 1
s.2 3 lach pump shall be equipped with an' 255 accurate flevmeter or other approved 255 device for nessuring rate of flow of 255 solutien to the grout hole and shall be 256 a
equipped with an accurats pressure sage 256 at the pump and at the grout hole.
256 5 2.4 Ihe storing and aixing capacity of the 262 grout unit shall be such that a 262 continuour uninterrupted flow of 252 chomical greut it 20 gpm can be 263 main tained."
263 1 2.5 All compcnents (mixing tanks,' storage 269 tanks, pipe, fittings, and pump) shall 269 bo of noncorrosive metal.
269 l
1 2.6 Ihe two chemical solutions shall be 275 sucred through individual pipes or 275 hoses which shall te joiped at the 275jsf injection point at the scout hole 276 i
connection.
Ihc injection point shall 277 be designed to prevent excess pressure 277 i
i in one supply line f roa affecting the 277 l
other supply line.
277 20 CHEMICA1 CROUT IISI raccPAM 281 g.
21 SEXERAL 287 Ihe work under t'his section concists of, but 293 is not limited to, all work necuscary to 293 perform a chemical grout test program.
293 6
i
Sreclilca tion 72 20-C-91, Rev 0 2
Subcontr' actor : hall submit a detailtd 299 Procedure describing the nethod of grouting 299 omployed prior to the start of vork.
Ihis 300 procedur,e will be to the ca tisfaction of 300 Contractor.
300 Eubcontractor shall provide the nececsary 306 equipment and supervision f or the chemical 306-grout tent program in accordanca with the 307 requirgments cf this srecification and as 307 chown
.n the drawingr.
E 307 7 C 22 Ihe 9t'sut test is to re performed in the following canner.
313 313 2 2.1 Ixcovate a pit approximately 20 feet 319 square and 15 feet deep.
It is 320 desirable to have the pit saveral feet 320 below the wa ter table.
320 2 2.2 E111 the pit with the two sands used at 326 the site.
Ihe gradstions and fill 327 placement are rhown in Figure 2.
The 328 sand should be and-dumped and leveled 328 with a small de:er.
Eo a ttemp t a t 329 conpaction is to be made.
329 23 ACCEPTANCE CEITERIA 335
~
n completion of the test grouting, the test 341 )I --
)'
it shall be examir.ed ty rubcontractor using 341 standard penetra tion te sts ( AST.5
) and 342 visual inspections.
342 Eubcontractor shall develop acceptance criteria to ensure against licumf action in the 348 348 nreas to be grouted.
1hir accep tance criteria 349 will be to the satisf acticn of Contractor.
349 30 E122IING OF STRUCTURTS 35J E.1 SENERAI 359
\\
Ihe work under this section conrists of, but is not limited to, all work nece ssary 365 to grout 365 o diesel gencrator huilding f cunda tion and 366SpL' J
l he auxiliary Building railroad bay g
foundation.
366 366 Hubcontractor shall subnit a detailed 372 prcced ure describing the method of Grouting 372.
er.rloyed prior to the start of sort.
Ihis 373 l
proced ure will be to the sati sfs etion of Con t rac to r.
373 373 5
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Specifica tion 72 20-C-91, Rev 0 2
h.1 1 Eurcentractor shall provido the 379 neenrsi.ry equiroent and r.upervision for 379 the grouting opera tion in accordance 379 vith 1he requironents of thjp i
300 specifica tion and au chown / n the drawings.
38c %4(7 380 32 SEOUTING UNDER DIESEL GENERATOR EUILDING 386 Ihe work under the diesel concra tor build 3[c 392 "NCI will include, but is not limited to, the Ands 392 under the northwest corner of the structure.
393 1 doccliption of the coils is chown in the boring logs.
394 394 E.2 1 Ihe grout holes for this work will vary 400 from vertical to 45 degrees.
400 E.2.2 Ihe crcut holer are experted to be 406 advanced into the fill for a depth of 406 15 feet.
406 3 2.3 Ihe grouting vill be perf ormcd from 412 inside the rtructure through the 412 foundation, and from outside adjacent 412 to{nestructure.
412][Er 13 EECUTING UNDER THE AUXILIARY EUILDING BAILRAOD~418 BAY 418 Ihe work under the aux 111ery building railroad 424 bay will include, but is not lisited to, the 424 send layers exibiting Of.,.fododiNc4 424 SO h. 3.1 Ihe grout holes for this work will vary 430 f rom vertical to 45 decrees.
- 430 E.3 2 Ihe grouting vill include all areas 436 where the blovccunt is 12ss than 436 15 blows per fcot.
436 1 3.3 Ihe grouting vill be perf ormed from 442 inside the structure through the ficor 442 slab, and from the outside adjacent to 442 the 2tructure.
443 ata gore DRILLING Sore drilling required to perf orm the gron' ting' 455 l
of these structures shall be in accordance 455 with the requiremon of Eectica 9.2 of 456 Specification 7220f
-231(Q).
456 Mk 6
6
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eGA A*I $ * * * * * * * *
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]gettic3 460 n64 KIIIAEGE S'111EIA made, and 470 9[ -
470 will te will be 47 1 pipe ESDEEE cach croutdriving tha pir.e made, 47 1 to crouted vill l
472 record of placinc d
urad, precsures, getions yith other on location 47 3 L log of eac colo iintornation vill be 473 chemicals and conmunien locs on the 474 recorded.inf orma tion on All recores and ech representativwentative guvervisor.
s typs and times, grout n :od.
47 8 o
the Bechtel ceotthe Rochtel repres will be holes 484 signed by and by EIEEZEllE cite QElkIll EEEEEdfEl EEC 490 l genetator building 490 491 ilroad bay arecontr lled in GENERALouting of the dieseuxiliary building raand shall ha 491 11.1 o
491 ad n
Ihe gr m
492 specification lity assurance progra.
the a 0-11sted operationswith this and 492 surance program 492 accordanceSubcontractor's qua Eubcontractor's nuclity asC 23 (Appendix,,J.
with 498 accordence 498 be in Specification 7220 work, an shall 498
$2 499 Ye:C of the will be natursinsrection ion 499 of the Eecauseinde.pondent overlaytra tor's i'nspe: t c
with this procedures.
11.2 performed ~by Con accordanc6and' Subcontractor's 503 or,t:anira tion ins &ecification
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ennemanimesen asul a,chsds: acyhtehen of preescties sess l s twlace peeparation,swisse l
15.0 t desussents, pefile, meenials, sec., hinaadity dese, temperaewe done and testing teuskans done as resumed by t Ni wooereewe, time se temperstwo as a HEAT TACAT! tfJT PROCEDURES (C), AND VERfflCAfl0N REPORTS M - The pescedwes for s d r socords ishich ides ulv i
lunsaien of theLLrm a. fusance assnesonese, seeime race and meshed,etc.Venhcausa s i
a GM4 met be in Deber aerrahoe et sad sentity ti,e itemis) brated, the peeseduse goed, lorstese assesphere,Isme et temperesus 183 1
tabelse foem.
J CERTIFit0 M ATCRfAL PROPE RTY REPORTS M l
t t does seteired by the 17.1 MTR (Certified unterial Tsst Repeatal - These regeres leefude e5 themisel, ph i
17.9 i is reber, seher ephees, sea, The cenileed l
auseriet specil.setion smi apebsette cedet The is applisable to tainant, comesses, mesah, sabl MTR shellinclude a sistement of sealermance ehes she mecenal meses she epseireseeien requiremes 4
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17.2 impose Tese Date - Resule of as Charpy or diep usight esses includag opgels
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d sL 17 J Foreise Gees - Report d the fervice peresasses for semmisse seesi asemials i ti terial speedleseien, Messnel Cenirsente d Comphense - Verthestendseemene uddah eereiRes tenderaume 17.4 17.5 Eleserical Preserey Reports-Report of alastrieelehmeessnesise,e4,delssests,impedf
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i ll e dsenified C00t Cor:PLIA!!CE M - Vwievine decomsnes (men es dem Forms U 1, N.3,Sisse,see t
180 by the Aueherised Code laneester.
i i meules of regenee l
UT - ULTRA 30ff!C E XA'JIN ATl0el PROCT 0URES 15), AND VE AlftCAfl0# REPOR 1
J and settein charatterntess of e ideatomtees and imelveens in inessnais by the use el high lesquensy esf 19.0 d enemisselen escules of presease sad sussia sheraciaishes of deseasiamiesesand imeluo i
i film, 21LO i
iteof MT - MACfitflC PARTICLE EXAl.'! NATION PROCf DURES (El, Alf0 VERiflCATION REPOR 4
swtate Ie new swImi demenormees in meenesis meteriais by desertion d as appled magnetit field, l
21.0 f
PT - LIQUID FCf:ETfl Af;T EXAulflATIO't PROCEDURSS fil, A40 Vf RiflCAfl0N d l ing teefunques, psiface diwenviamet es sa ra: crees by apphrenes of a pensessenig housd is seapassion eneh suitable eve op 22.0 800Y CURRE!!T EXA'illiATI0ff PROCEOURES (El, ANO VIRiffCATION REPO l
f 23.0 desseeino6*s mi meier,el by d,seerhen ed an apphes esessemeenens fight.
I l i PRESSURE TCST - NYOR0, AIR,Lt Alt,SUCSLt OR VACUU'.I TItT PROCEOUR es suutturel and ecchemal edequesy er inesgresy by appstessa of,ddlemahet preeness, and esp I
24.0 ill d PROCEDURE (E), Alle VERIflCATI0ff REPORTS M-Organised presem feNemed fo l
d i seguiremens Idunwesene, preessess, performesse reste, ser.! are met. Desumen litsPECTI0f 25.0 4
m888-i l 78 Rf 0RL'AtlCE TEST PROCECURES (E1 ANO VIRfFfCATI0ff REPORTS M - Tese
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28.0 paremotees we met and the repost of the test rendeL i
Mothesisalfeaes,e4,pumprunes,volsesereidet eed,semperasensise,senhenies,eauireassatel,see.
f f
2.1 382 IteemisalTeen,e4,leed,lmoules,eserleed,sensiemiev,vellege,sempenswoche,esRheelen,essweeles.le 1
f PROTOTYPt TEST REPORT tt & VI-Report of a test unish le perienced se e see ld be esposeed 18, i
essened for eem le<m omd.ased in order to susseenhece she seesetetil6ey of equal hems, T l
27.0
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result in demote se me item (nl teeted,
$Uf'Ptitti SlitPPtf;G PREPAR4Tl0N Pfl0CEDURE El - The processeessed by esop
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MEMORANDUM g
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Specifica tion 7220-C-95(Q), Rev 0 3
J.0 IfaZ1 OM M
11 1
21 ITEMS INCLUDED 17 1
Ike following items are included under the 1 23 scope of. this subcontract which involves the l 23 I
anderpinalag and resoval of all 3assitable 1 24 i
e material and replacement of all sasuitable l 24 material with concrete from ynder the l 25 anzilia ry building penetration rooms and l 25 l
feedvater valve pits of Hidle.ad Plant Units 1 l 25 and 2.
Ihis specification includes Q-listed j 26 work skere specifically acted.
24 i
i 111 inbeit all drawines, calculations, and l 32 detailed procedures for a proposed typs l 32 gad method of underpir.ning which is l 33 best suited for the intended purpose l 33 and meets gli of the applicable l 34 I
criteria specified herein.
34 l
l i
J.1.2 Isenish all labor, material, tools, 40 equipment, 3spervision, design, and 41 y
procedures to perform all operations 41 and incidentals necessary lo complete 42 i
the work to the satistaction of 42 contractor.
42 L
1 7
l l
_... ~
t Specifica tion 72 20-C-9 5(Q), Rev 0 3
j.1.3 Irovide local dewatering to remove and l 48 control all vatar whi:h could cause l 43 soil movement.
l 48 hAeNk J.1 4 2rovide (design,and install) tem pora ry l 54 support ander the auxiliary building l 54 penetration rooms capable of l 54 withstanding 8,300 hits before l 54 undertaking mass renoval Rf backfill l 55 asterial under the a uxiliary building 55 sings.
55 J.1.5 frovide (desig a end install) tempora ry l 61 g
support under the tuttine building l 61 along the K line within the zone of l 61 lafluence as indica ted gn the drawing l 62 f(
3ader the scope of excavation.
63 j.1 6 1scavate and remove all designated l 69 compacted backfill anser the auxiliary l 69 hvilding penetration rocas and the l 69 feedwater valve pits to the l 70 satisfaction of Contra ctor.
Zhe estent l 71 of the soA1 removed shall be determined i 71 by Contractor.
l 71 e
2 7
. ~ ~.
a Specifica tion 7220-C-95(Q), Rev 0 3
3 1.7 Irovide lateral suppor t to the soil l 77 under the turbine building and control l 77 tower in the zone of influence being l 78 anderpinned to prevent movement of l 78 these huildings during anderpinning l 79 opera tions.
79 4
gd 11aceg,000 psi lean concrete backfill 85 l
1 1.8 2
ander the designated taildings.
85 j
119 Irovide positive contact between the 91 underside of the building f ounda tion 91 And the lean concrete backfill by l 92 sethods acceptable to contractor.
l 92 j.1.10 Isenish and install stryrofoam or l 94 1
similar material as indicated on the l 98 dtavings.
l 98 l
l j.1 11 Konitor the b,sildings f or se ttlement.
l 104 j.2 ITERS NCT INCLUDED SOT PERTC3 RED BY CTHIIS l 110 6
j.2 1 Area devatoring prior to underpinning l 116 and excavation l 116 i
- \\
3 7
5.' -
L 3
>w Sp cification 7220-C-95(0), E6v 0 3
J.2.2 Zemporary support of the valve pit i 122 chambe r l 122 J.2.3 Eisiosing of the material removed from i 128 under the valve pit and auxiliary 1 128 building wings l 128 ~
.m b
12.4 Zurnishing and testing of lean goncrete l 135 backfill l 135 s
J.2.5 Iurnishing and testin" structural i 141 t
concrete where required l 141 T
j.2.6 Iurnishing reinforcinq steel l 147 1 2.7 Iurnishing styrefonn i 153 a
.,{:159 j.2.8 goil. testing (density) 2.,0 ABPPETIATICNS 163 t
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ACI American Concret'e Institute i 166 f
6 AISC American Institute of Steel Construction 168 ANSI American Naticaal standards Institute i 170
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m ao Specifica tion 7220-C-9 5(Q), Rev 0 3
ASTM American Society of Tasting Haterials i 172 Aus Annik &D'E5 Sadg J.0 CODES A h'D SIA N D A R DS 176 AVS D1.1-74 Structural Welding Code 180
^s ACI 318-71 Building Code Requirements for Reinforced '
182
/
Concrete
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183 ACI 543-74 Reccamendation f or Design, Manuf acture, 185 and Installation of Concrete Files 186 f
AISC 189 ASTM A 6-77t Specification for General Rolled l 190 Steel Pla tes, Shapes, Sheet Piling, i 191 and Bars for Structural Use l 192 ASTM A36-77a Specification for Structural Steel 194 l
ASTM A 252-Specification for Velded and Senaless 198 77a Steel Pipe' Piles 199
-5 7
z-I Specifica tion 72 20-C-9 5(Q), Rev 0 3
l 4.0 DcCUMENTATION hEQUIDEMENTS 203 I
31 Ingineering and quality verification documents l 209 shall be submittod to Contractor by the j 209 i
anderpinning Subcontractor.
Zermission to 211 proceed, based upon Contracto r's review of the 211 procedures, does not constitute acceptance or 212 approval of design details, calculations, 212 analyses, test methods, or materials developed 213 or selected by Subcontractor and does not 213 relieve Subcontractor from full compliance 214 with centractual 2bligations.
Ihe submittal 216 requirements are summarized in Fora G-321-D 216 attached.
Ihese requirements are augmented by 217 detailed requirements in thic specification.
217 32 As a miniana, Subecatractor shall submit the 223 following procedures (in detail) to 223 contractor's matisfaction:
224 i,
3 2.1 general Underpinning Irocedure 230 1This procedure shall include the 1 235 og 1
overall concept including the interf ace 1235~)g j
of all the operations listed below.)
,l 235 s
6 7
Specifica tion 7220-C-95(Q), Rev 0 3
3 2.2 Retection and genitoring of Structural l241lk'i Novement Procedure l 241 3 2.3 1chal Devatoring Procedure 1 247 3 2.4 Eupport of Excavation, Bracing, and l 253 lagging Frocedure l 253 3 2.5 Installation of Exterior access Shaf ts l 259 Procedure l 259 3 2.6 Installation of Initial 1,500 Kips l 265 Temporary Support Procedure l 265 3 2.7 lile and/or Caisson Installa tion, j 271 Cleaning, Concrete, and Testing i 271 Procedure j 271 I
328 fans Excavation and Removinc of the l 277 Naterial Under the Structures Irocedure l 277 i
329 lusta11ation of Styrof ona Procedure l 283 I
k e
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Specifica tion 7220-C-95(Q), Bev 0 3
3 2.10 fass Concreting Procedure 289 l
t 3 2.11 Dry Packing / Pressure Grouting Procedure 1 295 3 2.12 Insp Tremie Procedure 1 301 3 2.13 linal Cleanup Procedure 1 307 10 MATFPIAL FFQQIIIRE111 311 j.1 ANSI 1020 l 317 12 ISTP A 6:
For bearing plates ';-1/2 inches and 323 thicker 323 J.3 ASTM A 36:
Structural steel -
329 14 ISTM A 252:
Grade 2 seamless for all piles 335 10 EISIGN PLEAEXIllE 339 t
l 11 ZILE AND CAISSON CESIGN 345 t
g.1 1 Iiles shall be loca ted at a minimun l 351 center-to-center spacing of 3.0 feet i 351 for 80-ten piles and 3.5 feet for l 351 100-ten piles.
Ihe pile center to the l 352 8
7 g
Specifica tion 72 20-C-95 (Q ), Rev 0 3
3 2.10 fass Concreting Procedure 289 3 2 11 Ery Packing / Pressure Grouting Procedure l 295 3 2.12 Zusp Tremie Procedure l 301 12.13 linal Cleanup Procedure l 307 10 MATTPTAL FFQRIBEHENIS 311 j.1 JNSI 1020 l 317 4
12 ISTP A 6:
For bearing plates 1-1/2 inches and 323 thicker 323 j.3 ASTN A 36:
Structural steel -
329 j.4 ASTM A 252:
Grade 2 seamless for all piles 335 i
10 EXXIGN PA RAMETEPS 339 I
j j.1 ZILE AND CAISSON DESIGN
.345 i
111 liles shall be loca ted at a minimus l 351 center-to-center spacing of 3.0 feet l 351 for 80-ton piles and 3.5 feet for -
l 351 100-ton piles.
Ihe pile center to the 1 352 l
8 7
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Specification 7220-C-95(Q), Rev 0 3
edge of concrete shall be 1'3" for 352 80-ton piles and 1'6" for 100-ton 352 piles.
352 f.1.2 seatination hearing / soldier piles shall l 358 penetrate a miniana of 5 feet into the l 358 till or natural dense sand str,ata as i 358 determined by soil rem oved f rom the l 358 interior of the pile and the jacking 359 resistance.
359 1 1.3 Zaximum calculated scidier pile lateral l 365 I
deflection shall be limited to l 365 0 25 inch due tc bending under the l 365 combined axial and lateral loading.
l 365 1 1.4 Harimum calculated lagging mester 371 deflection due to beniing shall be 371 limited to 0.25 inch.
371 1 1.5 Ihe lateral pressure diagram for soil 377 prersare shall be trapezoidal with 377 treak points at 0.2 of the f ull 377 excavated depth.
.377
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cifica ti bn 72 20-C-9 5 (Q), Rev 0 3
s h
o l 383 0
1 1.6 Jending str s reduction lateral loads shall not be allowed.
I 383 j
d
'- '- L. a$... l _ d 38 J ;.._ -- lneni e 777 m
1 1.7 Eile and caisson ocation shall t 4 l 390 M
M ( INTO ACLO m the support of the mudsat so 1 390 1
M that it does not separate from the l 390
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l Dp+ k N foundation.
l 390 Ng?& e o'\\
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f.1 8 1 f ull water head shall be considered l 396 4
f or lateral support from el 627' to the l 396 4@/g4 A'
et C 1 hottom of mass excavation under the 1 396 (A
No 4*
0 etructures.
l 396 4r s.1.9 Gairsons or pits shall extend at least l 402 4.0 feet into the till as evidenc by l 402 inspection of excavated material.
24pe 1 403
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403 l
dominn w..,4nn e.---...-
1
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gaissons 404 acting as combination soldier and 404 bearing siements are coverned by the 404 i
stress and deflection criteria from 405 l
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Sections 6.1.3 through 6.1.7.
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Specification 7220-C-95(Q), Rev 0 3
1 1.10 Ihe access shaft from el 634' to e1
! 411 5 f(
607 ' need not gonform to l-412 Sections 6.1.1 to 6.1.8 but must be in i 412 accordance with acceptable industry i 412 p ractice.
I 412 4
1 1.11 learing stress fcr concrete shall be 418 1,000 psi.
Rearing stress for steel 419 shall be 27,000 psi.
419 1 1.12 Ihe design stresses shall not be 1 425 greater than the allowable stress i 425 presented in AISC, ACI, or as specified j 425 herein.
In the event of conflict,
! 426 actity Contractor who shall determine 1 426 y
the governing criteria.
l 426 j.2 RESIGN 10ACS 432 I
C 121 Etructure loads 438 4
Ihe load of each auxiliary building l 443
'i penetration room is equal to 8,300 k l 443 y
kvertical).
The contar gravity of the 1 444 load is shown well as j 444 ik' a the dra& wing.a Pere 6 Anc"*S-the uniform pressure of thej &ase. Ihe l 445 allowable eccentricity of the
! 445 11 7
Specification 7220-C-95(Q), Rev 0 3
underpinning support systen viih l 445 TesntetT/.A42au N%
respect to the centroid of thW
[ 445 lote:
No supports l 446 load is h e.sse,f f
l 446' i: t es g [h @ g)
(thall be 1cca ted betwa M
A l. 7 M presence of the underlying utility l 446 y
g M M 8* 3 tunnel as shown in the drawings.
I 446 N n
447 wL. I S -
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well as Iccal
( 452 lonndation cressure at column loads for structures in the 1 452 vicinity are shcun in the drawings.
l 452 458 h.2.2 ESL1
- 4.:. ?
I" h..
lb/cf 464
=
B.
lb/cf 470 A.
I 47 6 s.
,, sand =
i.
clay above till =
482 488 3
clay till =
7 12
Specifica tion 7120-C-9 5(Q), Rev 0 3
13 ZI1E AND CAISSON 1 CAD TESTIN~
494 I
1 3.1 Ihe vertical factor of safetr l 500 established by in place testing shall l 500 be a minimum of 1.5 for piles and l 500 caissons under loads.
l 500 W :: :: L
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l 505
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1 3.2 Iest Metho he first pile or caisson l 512 \\ 7 installed on er each e axiliary building l 512 penetration roca shall be load Aested l 513 ik-for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> at 1.5 times the design l 513 load and 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> at 2 0 times the l 513' design 1 cad. Ihe test load shall be l 514 applied in increments and decrements of l 514 50%, 20%, 10%, 102, and 10% at 1-hour l 514 intervals which are not included in the 4
i 515 24ghour period.
At t!e completion of l 516 the 24-hour test at 1. 5 times the 1 516 design 1 cad, the load shall be l 516 k4.
increased to 2.0 timer design load in l 517 N8" incraments of 10% per hour.
Ihe load l 518 shall be maintained at 2.0 times the 1 518 l
design load fer 12. hours and then l 518 removed in decrements of 10% per hour l 518 to 70% 21 design load, then removed in l 519 13 7
[
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Specifica tion 7220-C-9 5 (Q), Rev 0 3
and finally 50% at
[5191)k decrements cf 20%j 1-hour intervals.
Ihis pile or caisson l 520 shall be representative of the majority l 520 of piles or caissons.
l 520 o
A l 525 c
l 531
,,ht it the completion of the 24-ho'-
[ 531 test at 1.5 times the design loa the load shall be increased t 2.0 l 531 i
~
times design load in incre ents of
( $32 10% per hour.
The loa shall be 1 533 maintained at 2.0 es the design l 533 load for 12 hou and then removed l 533 in decremen of.10% per hour to l 533 70% Sid ign load, then removed l 534 and finally l 534 5([
in d resents of 20%j gw. a s 1-ncus tue...
l..
If no i 535 W(
[
l significant creer is detected as 535 j
determined by Contractor, all 535 i
remaining piles a nd caissons shall 535 l
be load tested to 1.5 times the 536
~
i design load for such a period of 536 i
j time that less than 0 05 inch of 536 i
settlement (excluding 31astic-537 compression and rebound) occurs in 537 a continuous 1-hour period.
537 14 7
Specifica tion 72 20-C-95 00), Rev 0 3
Jeesurement of mo vement shall be l 538 4
by extensoneters (Ames) dial gages
[ 538 calibrated to 0 001 inch ger l 539 revolution.
l 539 J*
g$L,gT At the ccapletion of the 2 -hour j 545 test at 1.5 times the d
- load, l 545 the load shall be increas to 2 0 l 545 times design load in in esents of l 546 10% per hour.
Ih e 1 d shall be l 547 l
1 asintained at 2.0 mes the design l 547
,,i i
load for 12 ho a and then removed l 547 in decremen of 10% per hour to l 547 i
70% Sf sign locd, then removed i 54 in crements of 20% and finally l 548
/52
- wo as a avuc Au..&.
1.,
After l 549
/
installa tica of a group of five 549 load-bearing elements and prior to 549 completica of the first element gf 550 the next group, one load-bearing 550 element in the previous group of 550 five shall be chosen by Sontractor 551 1
for retesting.
Ihe selected load 552 bearing element shall be tested 552 for a period of E minutes at 552 1.5 times design load.
552 15 7
i
Specifica tion 72 20-C-9 5(Q), Bev 0 3
1 satisf actory test shall be one where 1 557 less than 0.010 inch of settlement l 557 occurs from the start of the test to l 557 the end of the test.
If the test is l 558 satisf actory, the work on the next 558 j
group of five may continue.
If the 559 test is not satisfactory, the 559 559 1 cad-bearing element being tested shall he unloaded and ratested for the l 560 criterion of a 0 05-inch settlement in
[ 560 a continuous 1-hour pe riod.
1 hen one l 561 acre load-bearing element in the group l 561 of five shall be subjected to the
[ 561 5-minute and 0.01-inch settlement test.
l 561 562 If the second pile retested is satisfactory, the work on the next 562 group of five mar continue.
If it is l 563 not sa tisf actory, rapt at the procedure l 563 until a satisfactory 5-minute and l 563 0.01-inch settlement test is achieved l 563 befere Rroceeding with the work.
I 564 After completion of the 1-hour lead l 569 test or 5-minute retest, the piles 1 569 shall be locked off (vedg fight) at 1.5 l 569 times the design load.-
l 569 7
16 i
.I
r d
Specification 7220-C-95(Q), Rev 0 3
i b.
I g.
If creep is detected on the 575 24-hour load test, Contractor 575 shall modify the length 2f time 576 required for testing the remaining 576 piles.
576 l
luring the period of long-ters l 582 load testing, neither jacking l 582 against the structure nor any work l 582
. which causes vibrations or may l 583 otherwise affect the test results l 583 shall be permitted.
l 583 20 UNDERPINNING A ND SUPP0FT OF STRUCTUF ES 587 21 SENERAL l
l 593 Eubcontractor shall provide the necessary l 599 underpinning and temporary support for the l 599 auxiliary building penetra tion roo for Units l 599 h J and 2 accordance with the requirement j 601 k ey of this specification and as shown Un the l 601 Y h
drawings.
In addition, Contractor shall l 602 furnish and install temporary support fama l 602 w
abeme for the feedva ter valve pit for Units 1 l 602 and 2. b M#nAlfG b b I8f k II b $4 f
l 602 htdL d,(dgg AWL QL hum (AHL 8 MMC d.
17 7
Specifica tion 7220-C-9 5(Q), Rev 0 3
211 In addition to the underpinning work l 608 shown on the bcontract d
- vings, l 608 609 Eubcontractor shall ta ke seets other action _: e
- f necessary lo maintain 610 610 the integrity of these buildings.
611 Subcontractor shall be responsible fox 8/4 k%NILI f
n..;ian and taking samt oHrec 612 612 necessary precautions to prevent the A f/#2.14 settlement cf the Irme= 4 a4 aa r- ^ i::_ d 613 p
MIflhAtdj the buildings, = %..
slabs on grade, 613 supported slabs, appendages, interior 613 614 partitions, and other columns astd 614 valls.
620 212 Pesconcibility Eubcontractor shall conform to the i 625 l 625 following:
i
}
631 Assume full responsibility for all l
A.
i underpinning and related 631 j
631 f
operations regardless of whether l
it is performed by Eubcontractor
[ 632 or by others.
Iake necessary l 633 precautions for protection of l 633 j
persons, and damage to l 633 wasymw i 63,
- propert, wk'nnh/ ped.A$t#1/%
m A p e g*nt 7
18 i
Specifica tion 7* 20-C-95 (Q), Rev 0 3
h.
All underpinning operations shall
! 639 conform 13 applicable codes and l 639 also acet requirements of other l 639 authorities having jurisdiction
[ 640 over the verk involved.
l 640 22 J,EMPOR)RY SUPPORT 646 221 Irior to underpinning operations the l 652 feedvater valve pits vill be 7
l 652 temporarily supported g
l 652 g,ontractor.
l 652 Ihe feed vater valve pits shall not be 657 subjected to any vertical loads or 657 external forces by Subcontra.ctor during 657 1
1he underpinning opera tion.
658 23 ZI1E AND CAISSON INSTA11ATICN i
664 l
2 3.1 GEEIB11 l 670 i
Ihe piling shall consist of a concrete-l 675 filled steel pipe.
The steel pipe l 676 shall be installed by jacking against l 676 the resistance of the existing l 676 structure. The pipe shall be precut tc l 677 19 7
..-,s m
, -, p y r =--.
Specifica tion 7220-C-95(Q), Rev 0 3
a convenient length for jacking.
The l 678 pipe segments shall be joined together l 678 by velding as the pipe advances into l 678 the subsurface.
l 678 Ihe pipe shall be installed open-ended l 663 to the depths specifiad.
Zhe pile l 684
~
shall then be closed by a grout plug l 684 which is placed at tha tip.
After the l 685 plus cures, the pile chall be inspected
[ 685 and concreted.
1 ring of the concrete, l 686 the piles shall bo 1ca d tested and l 686 stressed against the structures.
l 686 2 3.2 M ATERI ALS l 692 i
l 697 d:
gteelpipeshaliconformtoASTMA252, Crade II seamless.
It shall have a l 698 miniana vall thickness of 0.375 inch.
l 698 All cutting of the pipe shall be done l 699 in such a manner that the cut edge l 699 shall be perpendicular to the l 699 longitudinal axis of the pipe.
Ilame l 701 y
I cutting is permitted.
Reveling of l 702 edges for welding shall be done in such l 702 a manner to ensure a true cut.
l 702 laternal or external pipe couplings, l 703 20 7
Specification 7220-C-95(C), Rev 0 3
1 whether mechnical or velded, are not l 703 permitted.
Ihe pipe shall have no l 70s protuberances beyond the outside l 704 diameter of the pipe (except the l 70s negligible enlargement caused by the l 704 3 eld at each joint).
The pil,e tip l 706 shall be reinforced by either a steel l 706 internal drive shoe vitli" a minimum wall l 706 thickness of 1/2 inch, or increasing l 706
.the vall thickness of the lowernost l 707 pipe segment to 1/2 inch.
l 707 2 3.3 Eile Installa tien 713 E.
Zhe plan locatica shall be l 719 established a t the bottom of the 1 719
)
concrete slab at el 607't.
Zhe l 720 tolerance for the plan location l 720 shall be 15 incha s, but the 1 720 algebraic aggregiate of the l 720 deviations shall not exceed l 720 5 inches.
l 720 l
l l
\\
l
\\
4 e
e 21 7
1
wM'
+w Ar tw N
?
Specification 7220-C-95(Q), Rev 0 3
A.
Ihe top-to-bottca cut of pluabness l 726 j
1 shall be less than 2% of the 1 726 d
if length.
l 726
- l s
g.
I.he maximum devia tion f or pile 732 i
\\
straightness shall be 1/2 inch in 732 4
.10 feet and/or 1/2 inch 'in 733 20 feet.
733 I
1 Ihe nazimum jacking force shall be 1 739 1.50 times the design pile load or
[ 739 0.85 allowabis prior to the l 739 reduction for L/r ratio.Q.70 f l 740 certified prior to approp te
-l 74 0Y
~
reduction for I/r.
l 740 1
Emintain a minimum of a 1-foot l 746 (vertical measurements) soil plug 1 746 in the pile at all times unless an 747 i
obstruction is encountered.
If an 748 obstruction is encountered, then 748 maintain a liqui" level inside the 748 pile to within 5 f eet gf the 749
-bottom of the jacking pit, and 749 limit the excavation beyond the 749 existing tip of the mile to less 750 l
than 1 foot except by specific 750 i
i 22 7
q 1
Specifica tion 7220-C-9 5(Q), Rev 0 3
written instructions by 750
~
Contractor.
750 l
l 1
Jo veter jetting, slurry jetting, 1 756 or air jetting for loosening or l 756 removal of material inside or in l 756 advance of the pile is permitted l 756 except by written permission fron l 756 gentractor.
757 2
Jo airlifting or venturi principle l 763 lif ting of the ma terial in the l 763 pile or in advance of the pile is l 763 permitted 11 thin 5 feet of the l 764 J
pile tip except af ter final 764 sea ting of the pile in the till.
764 If air or venturi lif ting is 765 employed, Subcontractor shall 765 maintain a liquid level in the 765 pile at the bottom of the jacking 766 1
pit during the entire operation.
766 1
Sontracto shall be notified in l 767 OA i
advance 1n writing each time j 767 4
Subcontractor employs this l 767 procedure.
l 767 l
l o
23 7
s
... 3 Specification 7 20-C-95(Q), Rev 0 3
ga-if f if h.
Io impact or vibratory forces may l 773 I
J be used for ad vancing the pile.
l 773 1-2 3.4 Ihe combina tion soldi ing piles 779 shall not be seated prior to 779 t
t concreting.
Ihe pile shall be filled l 780 i
with water, and the soil plug in the 1 780 pile tip removed.
If the water level l 781 in the pile drops, it need not be l 781 maintained.
. Subcontractor shall then l 782 tremie groot with a sufficient quantity l 782 of grout (fc' = 5,000 psi) to fill the l 782 hotton 7 feet of the pile.
78
{
g, '[
Q Ihe hydraulic head shall,
n on the pile l 789 for a minimum period of 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />.
1he pile l 790 shall then be devstered and concrete placed in l 790 the dry.
Ioading of the pile may then proceed l 791 af ter the concrete has cured for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />.
791 A
n 2 3.5 Inspection of pile prior to concreting l 797 shall be accomplished by visual l 797 inspection of measurements inside the l 798 pile.
Af ter Subcontractor has placed a l 799 y
.groot plug in the bottom of the pile by l 799 tremie method, and after the l 801 groot plus cures, Subcontractor shall l 801
/
24 7
I*._.___....____._..._...
Specifica tion 7220-C-95(Q), Rev 0 3
i.
make a final cleaning of the pile and
[ 801 remove all unter and deleterious matter l 801
'g from the inside the pile.
Ihe pile l 803 i
shall then be inspected by contractor, t 803 who will give. written permission to l 803 Subcontractor to placa goncrete in the 1 804 pile.
804 2 3.6 IBe concrete for the pile shall be l 810 placed in such a manner that the 810 concrete trops vertic1117 from the top 811 of the pile.
811 2 3.7 gentractor reserves the right to direct l 817 Subcontractor to use the pumped tremie 1 817 method for concreting 1he piles without l 818 employing the grout-plug.
l 818 24 SAISSON INSTALLATION 824 2 4.1 Ihe plan locatica shall be established i
l 830 at the bottom of the concrete slab at l 830 elevation'60 2he tolerance for plan l 831 lhI t
location shall be 12 inches, but the 1 831 W.
algebraic aggregate of th* deviations l 832 shall not exceed 15 inches.
l 832 g
o 9
1 25 I
7 N
w c,
9
_m,.
_ - - - - = -. =. -
_,_p-Specification 7120-C-95(Q), Rev 0 3
24.,2 Ihe top-to-hottom out of pluabness l 838 shall be less than 25 2f the length.
l 839 x
2 4.3 Ihe maxiana deviation for caisson l 845 straightness shall be 1 inch in 10 feet l 845 9
and/or 1 inch in 20 feet.
l 845 l
2 4.4 Ihe maxiana jacking force shall be l 851
> ))
y allowable or 0.75 fy certified l 851 0.85 f for the steel shell Iprior to reduction l 852 for 1/r) or 800 kips, whichever is l 852 less.
l 852 2 4.5 Ihe seriana amount of open cround belov l 858 the bottom of the cairson shall not 858 i
exceed 16 inches.
1No te:
The l 859 i
squeezing ground condition takes l 859 precedence if that type of ground is l 859 encountered.)
If a jacked casing is l 860 I
used, there.shall be no open ground 860
)
j below the leading edge.
860 1
l 2 4.6 If liner plate is used, the annulus or i 866 void space between tha liner plate and 866 soil shall he grooted every 48 inches j 867 l
of vertical advancement, or every l 867 l
18 hours2.083333e-4 days <br />0.005 hours <br />2.97619e-5 weeks <br />6.849e-6 months <br />, whichever occurs first.
l 867 l
26 7
M j [
~
L t
7 Specifica tion 72 20-C-9 5(Q), Rev 0 3
2 4.7 Jo wa ter, slurry, or air-jetting of the l 873 caisson shall be permi tted except by l 873 vritten permission f rom Contractor.
l 873 1
2 4.8 Ior the caissons along the K line, the l 879 F
installation shall enclor a metal 879 t
lining for advancing the 3xcavation 880 inside the caisson.
880 2 4.9 aceden lagging' mar be emplored fbr i 886 lining caissons and/or pits in the l 886 interior of the excava tion, except the l 886
'r::;l
. tP -'
u.u cane
_0 887
~yood lagging shall be removed prior to l 888 placing of mass concra te or shall be so l 888 located Ahat it can be removed by l 889 subsequent excavation of pits or l 889 caissons within the excavation.
Xhen l 890 the subsequent excavation is made, all l 890 wood lagging that is inaccessible for l 890 subsequent renoval shall be removed.
l 891 2 4 10 food-lined pitz or caissons shall not l 897 be excavated until the metal-lined 897 caisson work is cosple te, or natil a l 898
^
10 vertical to 1.5 horizontal l 898 l
influence line from the botton l 898 l
27 7
A
i m.M.
....r--~~---..-.
j Specifica tion 7220-C-95(0), Rev 0 3
wood-line pit lies githin.the l899fk completed portion of the metal-lineh l 899'iI t
caisson.
l 899 2 4 11 letal and wood caisson linings shall be l 905 of adequate thickne ss to ensure safe l 905 working conditions zithin the" confines.
l 906 2 4.12 Ihe straight-shafted portion of the l 912 metal-lined caissons shall be limited l 912 in plan size of 16 square feet.
Ihe l 913 wood-lined caissons or pits shall be 1 913 limited in plan size to 24 square feet.
I 913 2 4.13 letal-lined caissons with belled or l 919 wed ged bottoes shall not have the bell l 919 I
ad l 919 startguntil the shaf t has penetrated 2 feet into the clay till.
920 i
2 4.14 Ihe bell angle shall be a minians of l 926 i
60 degrees from the horizontal.
Ihe l 927 bell shall be lined for depths in 927 excess of '4 feet below the straight 927 I
shaft. Ihe annulus (void) between the 928 l
i straight shaf t and the ground shall be 928 grouted and sured for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> prior to 929 starting excavation of the bell.
929 i
I k
28 7
Specification 7220-C-95(Q), Bev 0 3
1899fk vood-line pit lies Zithin the completed portion of the metal-lineh l 899'iI t
caisson.
l 899 I.4 11 letal and wood caisson linings shall be 1 905 l
of adequate thickne ss to ensure saf'e l 905 working conditions Zithin the confines.
l 906 2 4.12 Ihe straight-shafted portion of the 1 912 metal-lined caissons shall be limited l 912 in plan size of 16 square feet.
Ihe l 913 vood-lined caiszons ce pits shall be l 913 limited in plan size to 24 square feet.
l 913 1
2 4.13 letal-lined caissons with belled or l 919 I
wed ged bottoes shall not have the bell l 919 star until the shaf t has penetrated
- l 919 2 feet into the clay till.
920 2 4 14 Ihe bell angle shall be a miniana of l 926 i
60 degrees from the horizontal.
Ihe l 927 bell shall be lined for depths in 927
(
excess of 4 feet below the straight 927 6
shaft.
Ihe annales (void) between the 928 straight shaft and the grosed shall be 928 1
groeted and gured for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> prior to 929 starting excavation of the bell.
929 28 7
,.-..-.,-,n-
-n,.c w.--.,-.
e-
N 4
l
_, a.
Specification 7220-C-95(Q), Rev 0 3
2 4.15 If squeezing ground is encountered, l 935 Subcontractor shall proceed in such a l 935 manner that nc ground is lost.
Rethods l 936 acceptable for this operation are as l 936 follows:
l 936 Liner plate - Compressed air 938 Jack lining l 940 3
Incking Itning past the 1 942
(,:
r Inqu+ezing zone without excavatica l 942 K
L
(
).
Drilling ur.ier bentonite 944 sinrry and jacking (Drilling 944 gennot procaed in excess of 945 4
i
- 1 fcot terond end of lining.)
946 s
e i
j 2 4 16 If running or fglowing ground is l 952 1
i encountered, the following methods for l 952 advancing are acceptable.
I 953 i
t I
L e
e 9
N 29 7
-+
-,e---
m-..
m.,
Specification 7220-C-95(Q), Bev 0 3
liner plate - Groatinc 955
\\
gack lining -
957
~
_ q packing lining past the l 959
~'
7 runnine er flowinc :: ore without excavating
! 959 K
L i
V"
. /
\\
L h.'
trilling under ben tionite l 961 slurry and jackintf(Drilling
' l' 9 6 %
r.
e gannot proceed in excess of' 952 1 f oot beyond end of lining.')
962 s.
Grouting 964' s
Jf. running..cround is eacountered, stop
.] 969-I exct.vation fill caisson with water cr l 969 I slurry and give written notice of the l 969 condition to Contractor.
l 969 2 4 17 foncreting shall not te performed until l 975 Contractor has inspected the botton and 975 bell of the caisson and made 975 measurements of pluab, straightness, 976 and location.
976 e
.- c a
= _ -
l 2.~31 18 Ihe concrete for the.1aisson shall be
{ 982 placed in such a manner that the l'982
)
~
v 4
4 e
30
'7
+
--s.
. ~,... - - -
r -
,. - - ~ + -
l Specification 7220-C-95(Q), Rev 0 3
concrete drops Jertically from the top l 983 cf the caisson.
l 983 l
l 7.4.19 Sontractor reserves the right to direct l 989 Subcontractor to use the pumped tresie l 989 method for concreting.
l 990 l
l 1
ECSLE l 1001 l
i j1 ITEMS IEC1UDED l 1007 he following items are included under the l 1013 I
L se e of this subcontract which involves the l 1013 under inning and removal of all ansaitable l 1014 I
asteria and replacement of all unsuitable l 1014 material v th concrete from gnder the l 1015 i
auxiliary bu ding penetration rooms and l 1015 feedvater valve its of Midland Plant Units 1 l 1015 and 2.
Ihis speci cation includes 0-listed l 1016 work where specifical noted.
l 1016 J.1.1 Eubmit all drawings calcula tions,. and l 1022 detailed procadures fo a proposed type l 1022 i
and method of underpinnin which is 1023
.best suited for the intende urpos<
l 1023 and meets gli of the opplicable l)1024
~
criteria specified herein.
1024
['
31-7
+
-s p h,.
.., 3 u y= h w
- n.r---
Specifica tion 7220-C-9 5( Q), Rev 0 l 993 L.
2.
2 All jacking and testing apparatus shall l 2341 %
be equipped with two hydraulic pressure l 2341 gages.
lhe pressure gages for the 1 2342 production jacking equipment shall have 1 2342 a miniana face diametar of 2 inches.
I 2342 Iesting equipment for the 24-hour %.A l 2343 Y q
test shall have gages with a miniana l 2343 6-inch diameter face calibrated so that l 2343 270 of dial movement covers the l 2344 operating ran of the equipment.
l 2344 Y Iest equipment for tha 1-hour load test i 2345 shall have 4-inch diameter gage f aces l 2345 and be calibrat so the 270
- of dial 1 2345 Rovement cover the os,erating range of l2346d the equipment.
l 2346 6
2
.3 Eubcontractor sh hr ve o 8= inch 1 2352 j
4-inch l2352M 6-inchfaceand3[=
- face, face Sages calibrated with the specific l 2353 rams intended to be used with each set l 2353 Rf gages.
Ihe calibration shall be l 2355 performed and certified by an l 2355 independent labcratorr which l 2355 specializes in that work.
Ihe l 2356 calibration certificates shall be 1 2356 furnished to Contractor.
l 2356 L
e 9
71 l 997
Specification 7220-C-95(Q), Rev 0 l 993 9
2.
4 Ihis set of gages and rams shall l 2362 hereaf ter be referred to as the master l 2362 i
set.
Ihe master set chall not be used i 2363 l
in the field operations except for the l 2363 24-hour load test.
Ihe master set l 2364 l
shall be kept in a place suitable to l 2364 Contractor and shall be used fcr l 2364 calibrating all gages used in the l 2364 11 eld.
l 2365 h
h 2.
5 },ubcontractor shall furnish a test l 2371 h manifold and test stand which will l 2371 enable Subcontracto r to field-calibrate l 2371 four field gages simultaneously in the l 2372 i
same hydraulic circuit as the l 2372 respective three master gages and ran.
l 2372 bcontractor shall notify contractor l 2373 in writing when field calibrating of l 2373 gages will be done.
E,ontractor shall l 2374 have a representative present during l 2374 field calibration.
1he field gages l 2375 shall be calibrated against a master l 2375 i
set having a cage f ace one site larger.
l 2375 The results of the fiald calibration l 2376 shall bie forwarded.to Contractor l 2376 immediately following the calibration.
I 2376 72 l 997 4
~~_-<,...-,.----,--,.,----.y, m.,-..
1
'f a
t Specifica tion 72 20-C-9 5 (Q ), Rev 0 l 993 l
j 2.
6 lach field and master gage shall be l 2382 %
assigned a unique identificatica l 2382 number, and that nuabar shall be 1 2382 i
engraved an the gage cover and also be 1 2383 painted on the gage back.
In addition, l 2384 a suitable calibration curve or 1 2384 tabulation for the particular gage i 2384 shall be afixed to the back cf the g, age i 2385 by means of a clear, sticky, cell id l 2385 I cover.
If gage face overlays are used, i 2386 this qually sa tisf act ory.
I 2386 (
l 2.
7 Eecalibration of the master sets is l 2392 Y y
required at a miniana of every 1 2392 3 months.
,(This should be scheduled so l 2393 there is at least one set of 6-inch or 1 2393 larger master gages on the project at 1 2393 all time In addition, the master i2394Y gages shall be recalibrated any time l 2394 that one gage varies by more than 5% of l 2394 j
its calibrated Inting as established by l 2395 the other two master sages in the same l 2395 master set.
Zield gages shall be l 2396 J
recalibrated monthly organy time when l 2396 Y one gage is broken or damaged or when l2396\\
one gage varies by not e.than 10% from.
I 2397 e
73 l 997
Specifica tion 7220-C-95(Q), Rev 0 1 993 its calibrated rating as established by 1 2397 l
its companion gage.
I 2397 (a
2.
8 Ihe field testing apparatus shall l2403sfh 2
contain a snubber valve in the 1 2403 hydraulic circuit.
The snahber valve l 2404 shall be located on the high-pressure l 2404 side isaediately aheaf of the tandum l 2404 l2405hk gages.
for the 1-hour load to t, the snutber valve shall bs closed when the l 2405 ram / attain $ the test load and shall l 2405 stay clored antil either the movement i 2006 of the p'.
exceeds 0 05 inc e
1 240 1-hour per with less than 0 0f inch 2406 I has occu d.
Hovene
.t (not sage l 2407 prersure) is the testing criteria for l 2407 if gl\\
.the 1-hour test.
Eovaver, if the gage l 2408 pressure drops by more than 10% during l 2408 the test, the test shall be restarted.
l 2408 for the long-ters load test the gage 12409iMh A
/
pressure required shall be maintained l 2409 thrcuchout the test period.
l 2409 t
4 l
l 74 l 997 w
Specifica tion -7220-C-95(Q), Rev 0 l 993 7
J.(
RETECTION CF MOVEMENT 2415 l
2.
1 Ce n e ra l l 2421 i
Eubcontractor shall submit and 2426 implement to the satisfaction of 2426 Contractor a procedure to monitor each 2426 structure yhich might be affected by l 2427 underpinning cperations.
I 2427 2<I.2 gorizontal movement datection points 1 2433 Y
shall be loca ted at or near top and at l 2433 the ground level of the structures.
l 2433 2ertical movement detection points 1 2434 shall be located near the ground level l 2434 of the structures.
l 2434 d
2.. 3 feasurements shall be to the nearest l 2440 1/16 inch based upon visual l 2440 observation.
l 2440 2.
4 feasurements shall be made da117, and 1 2446 6
Contractor shall be informed in writing l 2446 p
if any movement is detected in excess l 2446 of J/16 inch of the previous reading or l 2447 accumulated value of 1/8 inch.
2447 75 l 997
Specifica tion 72 20-C-9 5(Q), Rev 0 l 993 j.0 EllEIEC 2451 11 All veldino shall be performed in accordance 2457 with AVE D1.1.
Sontractor shall approve all 2458 velding procedures.
2458 12 All welcers shall be qualified to the 2464 applicable welding procedures in accordance 2464 with AES D1.1.
2465 EM 13 Jackvat riler used as soldier piles shall l 2471 present a flush exterior f rom tip to butt.
l 2471 20 EZShVETTCN 2475 21 EENERAL 2481 Subcontractor shall sutait prior to excavation l 2487 a detailed procedure describing the method of l 2487 excavation employed.
This procedure shall be l 2488 i
to the satisf action cf Contractor and shall l 2489 indica te coordination of the installation of 2489 lascing and bracing.
Ihe procedure shall alsc l 2490 indica te the maxiana amoun t of excavation l 2490 below any previously insta11ad lagging or
- l 2490 structure.
As a siniana, the excavation j 2491 procedure shall include the f ollowing.
2491 76 l 997
I f -T '
Specifiestion 7220-C-95(C), Rev 0 l 993 1 1.1 Ihe location and dimension of each l 2497 jacking or caisson pit 2497 2 1.2 1 flow diagram showin; excavation of l 2503 all pits relative to the sequence of l 2503 installed, tested, and locked-of f I 2504 vertical support elements (caisson or l 2E04 jacked pile).
l 2504 4
2 1.3 A table relating the informa tion is l 2510 provided in Iten 9.1.2 showing the l 2510 following data with respect lo each l 2511 vertical suppcrt elements l 2511 g.
Zile or caisson number l 2517 h.
Eit number l 2523 g.
Requence number l 2529 d.
Iertical capacity installed (kips) l 2535 3
Area undermined (do not include l 2541 influence zone) times 5.5 kips /fta l 2541 77 l 997 l-
m e,
9&w w
a9--*+"'WWW
~
Specification 7720-C-95(Q), Rev 0 l 993 4
i 1
let overload (e-d ) (kips) l 2547 2
Zercent not overload f 8,300 kips l 2553 1 4
l 12 Ixplosives shall not be used to dislocate l 2559 and/or remove hardened material during l 2559 exca va tion.
Sonventional tools, such as rock l 2560 splitters and demolition tools, are l 2560 acceptable.
l 2560 13 Eubcontractor shall submit ts the sa tisf action 2566 l
of Contractor a procedure describing in detail 2566 the measures, including held goints and l 2567 inspection points, taken by rubcontractor to l 2567 ensare slope stability and to prevent any l 2567 novement of foundation gatorial outside the l 2568 i
excavation area.
Ihe work under this section 2569 t
is 0-listed and shall conform to the 2569 requirements of Section 11.0.
2569 h
i 24 Ihe initial excavation below the bottom of the l 2575 slab at el 607't shall not exceed 7 feet in l 2575 l
depth.
l 2575 l
l l
78 l gg7 l_12-
_____..,.__.-----1--
y
.j__,._-:.--.:-.:------.--------.-
! qn j..
Specification 7220-C-9 5(Q), Rev 0 l 993 15 Ehe not overload shall not exceed 10% during l 2581 installation of the initial 1,500 kips (design l 2581 load) of temporary support capacity ander each l 2582 ving.
Ihe not overload for the remainder of l 2583 the operation shall not excend 20%.
l 2583 16 Subcontractor shall advance the mass l 2589 excavation to the depth detet ained by l 2589 Contractor..Ihe bottoa surfcce shall then be l 2590 j
prepared as icllows.
2590 l
161 Ihe surf ace shall be flat but rioped to l 2596 a minimum of 1/4 inch per foot draining l 2596 11ovard a sump located in one corner.
2597 1 6.2 Eubcontractor shall dispose of all 2603 veter in the sump to the satisfaction 2604 of Contractor.
2604 2
4 17 11GGING INSTALLATION 2610 i
1 7.1 All laccing material remaining in the l 2616 i
gj ground shall be nondeteriorating type.
l 2616 5E b
1 l
79 l 997
Specifica tion 7220-C-95(Q), Rev 0 l 993 172 Ihe initial excavation, where the earth l 2622 is not supported, shall not exceed a l 2622 depth of 4 feet if it is within 6 feet l 2623 of the K line and 5.25 line.
I 2623 Stherwise, a maximum depth of 6 feet l 2624 shall be used.
l 2624 o'
2 7.3 Af ter initial excava tion, the lagging i 2630 shall be installed ani back packed.
2630 i
Zhe lagging along the K line and l 2631 l
5.25 line located below el 600.0 ' shall l 2631 be groutea.
l 2631 1
2 7.4 Ibe excavation shall not proceed to a l 2637
-depth greater than 3 feet below the 1 2637 previously grouted la ging.
I 2637 l
2 7.5 Ihe procedure for installation of the l 2643 I
lagging belov el 6C0"7'K line, and l 2643 df 4
125 line shall indicate the mariaan l 2644 i
vertical distance between unpacked i 2644 lagging and the bottom of the l 2645 excavation.
This distance shall not l 2646 exceed 16 inches.
l 2646 s0 l 997
+
n,-
~_,.,.,,
'1 n-
~~
g
_.n Specification 7220-C-95(Q), Rev 0 1 993 i
17.6-If squeezing ground is encountered 1 2652 below 600 7" Subcontractor shall employ l2652)(
a Chicago lagging system for advancing.
l 2653 Ihe advance shall be limited to a i 2654 mariana of one-half the length of the l 2654 S*
lag.
After advancing one-hal a lag, l2655lh"
'thelowerbredhingseabershallbe 1 2655 7(
installed and the lagging wedged.
l 2655 e-j
]
1 7.7 If running ground is encountered below l 2661 el 600', the zone shall be grooted in l 2661 nJ advance of exca v tion.
gpilling is not l 2662 a satisfactory procedure for running l 2662.
j ground.
l 2662 i
10.0 SEIGRIIIIS 2666 1
10.1 SENERAL 2672 jubcontractor shall submit to the satisfaction 2678 of contractor a detailed procedure, including 2679 hold points and inspection points, describing 2679 the placing af concrete under the structure.
2680 Zhe work performed under this section is 2681 1
0-listed and nest conform to the recairements 2681 l
of Section 11 0.
2681 1
l l
81 l 997 l
Specification 7220-C-95(C), Bev 0 l 993 10.2 tile, pitj and caisson procedures are specified l 2587 '
elsewhere.
l 2687 1
10.3 Eass cencrete shall first be placed in the l 2693 corner cpposite the sump such that any water l 2693 shall he driven to the sump a s the concrete is l 2694 placed.
2694 10.4 Ihe first lif t shall act exceed 2 feet in l 2700 thickness; all subsequent lif ts shall not 1,2700 exceed 5 feet in thickness.
l 2700 10.5 guccessive lifts shall be doveled into the l 2706 preceding lif t by usinc #8 ba rs on 24-inch l 2706 centers.
Rowels shall be located such that a l 2707 minimum of 24 inches will be embedded in both l 2707 lifts.
f l 2707 l
4 leinforcine stesi vill be f urnished by 2713 1
Contractor.
2713 4
10.f Ihe surf ace of the concrete lif ts shall be 2719 horizontal within 13 inches f or the entire 2719 area.
2719 l
/
42 l 997
I. 4 -e
- * *~
Specification 7220-C-95(Q), Rev 0 l 993 30.7 2he top lift shall be placed to within 2725 6 incher of the bottom of the existing slab.
2726 Zhe remaining void between the lean concrete 2727 backfill and the foundation riab shall be 2727 either dry sack grouted or pressure grouted.
2728 gubcontractor shall satait a procedure to the 2729 satisf action of Contractor iceluding hold 2729 Jk, points and witness goints, de scribing in 2730 detail the method of dry pack grouting or 2730 pressure grosting.
Ihe grouting is a Q-listed l 2731 ites.
l 2731 i
i l
j0.8 Ihe concrete shall be placed and cured in 2737 accordance with ACI 318-1978.
2737 i
10.9 fontractor will perf orm slump, percent air 2743 content, temperature, unit voight, and 2744 l
compressive strength cylinders on the lean 2744 concrete backfill, and perform a compressive 2744 8
strength test for the grout used.
2744 l
l i
l Sontractor shall supervise scheontractor when 2750 assisting in performing all groot and concrete 2750 y
testing.
2750 43 l 997 i
m Specification 7220-C-95(Q), Bev 0 l 993 10.10 Ireceding the placing of con = rete, i 2756 Subcontractor shall install. -inch styrof oaa l 2756 along the containment structure and turbine l 2756 structure.
gubcontractor shall submit a l 2757 procedure for installing the styrofona to the 2757 satisfaction of Contractor.
2757
/
31.0 CLEANING AND RESTCP ATION 2761 Kobcentractor shall restore the work area to the same l 2767 condition prior to the start sf opera tion and to the l 2768 satisf action of Contractor.
Subcontractor shall also 2769 submit a procedure on final cleaning..
2769 12.0 ggALITY_AEggEAKCE FECUIREMENTS 2773 31 1 SENERAL 2779 lxcavation, concreting, and grouting are 2785 O-listed and shall be controlled in accordance 2786 with this specification and Subcontractor's 2786 quality assurance program.
Enbcontractor's 2787 geality assurance program shall be in 2747 accordance with Specification 7220-C-23 2787 (Appendix _ ).
2787 1
e as I ss7
r J
Specification 72 20-C-95(Q), Rev 0 l 993 12.2 locause of the nature of the work, an 2793
)
independent overlay inspection y,ill he 2794 performed by Contractor's iLspection 2794 organization in accordance with this 2794 specification and Sobecatractor's procedures.
2794
/
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