ML17250A815

Addl Info on Ginna Rock Anchor Design.

ML17250A815
Person / Time
Site:	Ginna
Issue date:	11/26/1980
From:	FULTON J F, MOREADITH F L, PAGES R E GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
To:
Shared Package
ML17250A816	List: ML17250A815 ML17309A108
References
NUDOCS 8012180394
Download: ML17250A815 (303)

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{{#Wiki_filter:~~.).a'6/8~'DDITIONAL INFORMATION ON GINNA ROCK ANCHOR DESIGN PREPARED FOR ROCHESTER GAS&ELECTRIC CORP.BY GILBERT ASSOCIATES, INC.PREPARED BY: R.E.PQ'REVIEWED BY: APPROVED BY: 8012z80$Q+J.F.1ton F.L.Moreadith 0 ll/26/80 4t the meeting of October 21, 1980 (RG&E/GAI and USNRC), Dr.John Chen expressed ncern about the condition of the rock anchors for the containment at Ginna.He urther stated that his understanding of the FSAR description of the rock anchor design led him to conclude that the design was deficient. As a result of that meet-ing, RG&E/GAI agreed to provide additional information to support their position that the rock anchor design is acceptable and does not constitute a safety hazard.A review of the design, the FSAR, and current literature indicates that<the-design> assumptions used were acceptable for rock anchor design at that time, and that these assumptions-are still considered=-to~be<<-acceptable.'he effects of overlapping of the"reaction cones" of the anchors were accounted for in the original design calcu-lations (see Tab 2)and in the recent calculations (see Tab 3).A scale prototype test was conducted during the original design and four anchors were checked for stress losses during construction. The loads applied to the anchors during installa-tion (i.e., 0.8 GUTS)exceed current anchor loads as well as any load they will see in the future.The assumed condition of the anchors for the controlling load combination (i.e., 1.5 x accident pressure)neglects the overburden, the weight of containment internal i structunes and equipment as wall as the tensile capacity of the rock T.he safety matgins ate adequate even without the use of these additional factots, all of which would increase the margin.Rock creep data was not obtained during the original design work.However, at" a later date, additional rock cores and tests were made in an adjacent area on the~~site.The results of these tests are provided.in Tab 1 (Lucius Pitkin Report dated eptember 6, 1973)as well as an estimate of the creep over 40 years which was.21 x 10 inches per inch at a compressive stress of 10000 psi.The maximum stress in the rock was estimated at approximately 400 psi.Thd relaxation of the tendon wires themselves is estimated at 690 x 10 inches per inch.These calculations in-dicate that the rock creep is insignificant relative to other potential sources of force loss.Except during, containment pressurization, the resultant uplift force on the rock wedge surrounding the rock anchors is zero.As Figures 1 and 2 illustrate, the up-(ward force which the rock anchor tendons exert on the rock (at the grout-rock inter-face)is always in equilibrium with a downward reaction force on the rock at the footing-rock interface. This equilibrium condition existed at the various stages of rock anchor stressing and wall tendon stressing, and it is not changed by the lift off tests of the past surveillances, nor by the recently completed retensioning program.The tension force in the rock anchor, and hence the shear forces at the tendon-grout interface and et the grout-rock interface, increases when there is lift off of the upper rock anchor head from its shims during the application, of a force to the wall tendon.The amount of force increase in the rock anchor is the difference in the final force applied to the wall tendon and the force required to lift off the rock anchor head.If a conservatively low anchor head lift off value of 0.5 GUTS is assumed, then the recently completed retensioning operations would have increased the force in the rock anchors by approximately 0.24 GUTS (0.735 GUTS minus 0.5 GUTS), assuming zero friction loss in the wall.Since the rock anchors were originally tressed to 0.8 GUTS and locked off at 0.7 GUTS, the retensioning program increased he rock anchor force at most by 30K of the largest force which has been successfully 'applied to the rock anchors, 0.8 GUTS.Considering these conditions, there is no basis for postulating an"anchor failure", particularly in light of the close agree-ent between predicted and measured tendon elongations for all 133 tendons.In addition, the phenomena which RGGE has been concerned with at the site, that is, greater than predicted tendon force losses with time, would not be explained by a"failure" of the rock anchors.Anchorage"failure" is a phenomena which would have occurred very rapidly and while the highest loads were being applied, i.e., 0.8 GUTS.In all cases, even the 6X overload applied during each retension, the load we are applying to the anchor is below the initial installation and test load of 0.8 GUTS.P Tabs 1 through 8 of the Attachment provide additional informatipn relative to the rock anchor design and construction. A second concern expressed during the meeting was related to the connecting sleeve between the upper and lower tendons.Tab 9 of the Attachment includes three docu-ments: (1)a telex relating the results of lab tests on the connector; (2)a telex relating the assembly procedure for the coupling (note item (5));and (3)the design criteria for the coupling.Although there is no specific record that the anchors'reads were fully engaged, it would seem that since the procedure required full engagement, lack of this would have been reported.To summarize, the review has not uncovered either faulty assumptions or calculation errors of an extent that would be of concern.

SUBJECT C I 5 ID Gilbaat Associatas, Iac.c Resdiny,Pennsylvsnis HA LY St 5/CA LCU LA TlOH REV MICROFILMEO ORIGIIIATOR PAGES+ceK AJ"4//r&4>.ghp,->b.7+~///F cg lPf C8 Oo g(r7 ng, 4 Qg l(./0//7 WHn,~i:".;~i>"r~rl?WiW+nrV"br<l'l~PROPRIFTARY INFI)PMATlhu f)F Oil nFPT SSSOrlh'Tca. INC.Frag IHTiPIIAI lier I)ili Y GAI seS 11 78 SUOJECT C I 5 ID PACE Gilbert Associates, Inc Rhnding,Phnnhylvnnin AHA LYSIS/CALCULATION RF.V MICROFII MEO ORIGINATOR DATE 0 OF PACES ((5">EPC'Iur./'i~sr~.=//I=-"-(/J<j Il/7/.(T C-rII or.>7D C-'ffg r~d'<<WI/.I,~ DC/=r9?0~7 FghA I (/~'/t-': 6~r;//r&r'0,r j4+PC c./c7%4(r~/i/ I (I 2~'z".>.'or Ac 0/I++.If.>nQ'I n': nr.d/yj cn nn 7f)n I~~(c I"~=4::g,.g'rp-,");-: ~'r.'p.T:(.-y)I P~'I I CA p(gr,/In@wj-n'~.,~i/n 1 tJ~gr((I/(gl C>II(./w j (h g:.)h.(I)(-(I/(%'Prf/~+q'r~g (7/'('~~ca/N>'<.>>'((-H TCI-(I Cr'g I (g~(.,Ir.'I/VARI-J/Ol r.(-~~T./n/b(S i(r'r.O~~.((d//I p g pgv/~pp (+((r P~I g (I (/'(I>f (I(>/~J//.(yg (-/h CI:-a/':-St]I.'(I, r~>((:E Ori/;<IIP(IIIIII' AIIh(I~Il thf I~hTIh~~~I~I ll<f hill v I,hl hhn II Tn ATTACHMENT TABLE OF CONTENTS DESCRIPTION Description of rock and local geology from FSAR, Dames and Moore Supplementary Report, Luciua Pitkin Report dated 9/6/73, and calculation of estimated rock creep.Rock anchor criteria as contained in the FSAR, the original calculations which support the design.Calculations made to independently verify the design and to more clearly illustrate the design assumptions. Although the calculated values are not identical to the FSAR values, the summary on page 8 illustrates that they are within engineering adequacy and demon-strate an acceptable margin of safety.Description of rock anchor tests for insitu anchors.It includes a test report, the record of the original tensioning of the anchor, a calculation for the tested anchor (846), and three others to evaluate the effective length and the results of a field survey of the top of the rock anchors 16 points before and after tensioning and lift off readings for four anchors 7 to 20 days after initial tensioning. A description of small scale anchor tests used to substantiate the design (from the FSAR).The installation specification for the rock anchors.Field data from the anchor installation including, (1)record of anchor hole depth, (2)depth to top of first stage grout, (3)data on first stage grout tests, (4)anchor installation data, and (5)field summary of rock anchor installation. State-of-the-art design criteria for anchors including a Paper presented at the Seventh FIP Congress, New York, 26 May-1 June, 1974, and a model specification for rock anchors from the PTI.The items indicate that design criteria has not changed since original design.Data relative to the tendon and anchor coupling including, (1)telex describing coupling fabrication problems and tests, (2)telex describing installation procedure; item 5 states fully engaged head, (3)design criteria for coupler, and (4)PTL test report on coupler, heads, and tendon.

2.8 GEOLOGY

2.8.1 SUl'MARY

A geological program involving a regional geological surv'ey, borings, and other tests at the site was conducted to provide information needed to assess foundation cond'tions, seismic<<ctivity and ground water conditions. The details of these investigations which were performed by Dames&Moore are reported in detail in Volume 1, Appendix D of the PSAR and in Appendix 2 B of this report.These results and subsequent information discussed below indicate that the rock and compact granular soil on the site provide a plant structures with allowable bearing pressures in per square foot for spread o" mat foundations on the and of 30 to 40 tons per square foot on bedrock, suitable foundation for t the range of 3 to 6 tons compact granu ar soils 2.8.2~REGIONAL GEOLOGY The site lies within the Erie-Ontario 'owlands physiographic province which is characterized by an erosional topography of low relief modified by glacial features.The land rises gradually to the south where it meets the Appalachian Uplands at the Portage Escarpment. Geologic formations in the region include Lower and Middle Paleozoic sediments overlying the pre-Cambrian basement rocks.The pre-Cambrian surface dips to the south at approximately 60 feet per mile with local variations. The youngest formation occurring at the site is the gueenston formation of Upper Ordovician Age.The gueenston is roughly 1,000 feet thick in this area and overlies approx/mately 80 feet of Oswego sandstone, approximately 600 feet of Lorraine shales and probably less than 30 feet of Potsdam sandstone.. The pre-Cambrian surface is roughly 2,600 to 2,700 feet ceep at the site.2.8-1 'OCAL GL'OLO(<Y The major nuclear station structures are supported in the ('<ueenston Formation or atop a thin layer of natural or compacted granular soils immediately above the bedrock.The Queenston Formation, which is generally found at depths of 30 to 40 feet, is composed of alternat.ing strata of thinly to thickly bedded, dense, fine grained sandstone, silty sandstone, and sand;siltstone, with occasional thin beds of fissile shale.Bedding is essentially horizontal with occasional cross-bedding and shaly partings.The color is predominately red, but random green blotches and layers occur throughout the depths explored.Occasional continuous vertical joints were noted in the borings and during our site~nspections. Subsequent to the initial environmental studies, seven additional borings were drilled to depths between 35 and 90 feet in the reactor>>rea for a supplementary foundation study.The location of these borings are shown n Figure 2.8-1.The soil and rock encountered in the seven borings were I milar in all respects to the on-site materials described in the PSAR.Nine borings were drilled for the proposed intake and discharge tunnels.As shown on Figure 2.8-1, these borings extended from the shore to a distance of about 3,000 feet into Lake Ontario.(rior to Construction of the plant foundations, the soil overburden (30 to 40 feet of gla<:ial drift)was removed.The exposed rock surface was observed to be similar to that examined in nearby outcrops.Bedding was horizontal and occasional crossbedding and shaly partings were.evident.A pattern of vertical joints of limited vertical extent was evident in the out-croping rock, particular'ly along the lake shore side of the excavation. The observed joints continued'depths of from 20 to 30 feet from the top of the rock, but no evidence of movement along the joints was found.The maj or joint systems were found to be in accordance with those trends reported in the PSAR.Some minor exfoliation noted in the bottom of the excavation is believed to have been caused primarily by the heavy equipment traffic on the excavation loor and the drying effects of exposure to air.2.8-2 The cores extracted in the nine borings drilled for the intake structure investigation were compared with the cores of the previous borings drilled at the site.As expected, the rock encountered below the lake was consistent with the rock encountered in on-shore borings.The on-shore shaft and the tunnels were inspected during construction as well as after completion of the tunneling. Examination of the exposed rock revealed conditions consistent with those encountered during the previous studies.No zones of defective rock were found and no weathered rock was evident in the tunnels.The rock in both tunnels is sound.Water flow was practically non-existent, being essentially limited to scattered areas of.minor moisture infiltration. The actual conditions found in the tunnel excavations are in agreement with those encountered in all previous borings drilled during the initial subsurface investigation and the other supplementary investigations. 2.8-3

+4t+et a 45.5ttte 4;4 e I~I II c C~I I ,I I IT II II ll I N II II 4 n II Il~e I I (g 555~II 275 II 4 II II 277<</7.4 rl 11 ,d Q I ,i,~~, Q I~~tt 5 LT~t., 0~Vt le N wwwmmwt~I~tl~I.~~5!4 5 I NNNN lt tl 55 5 tN'lt~~t~~l I Slt t Prt<<~5'~I 45 I (Pl v I~'I~ill I N~I~5'~5T NCV: IC SrottCC Tol CIKtffttcv 0ICSC TCtrtCC 04'L TV~Ttkf tcfv cowrtoi tof<<t tft rot Co<<r~IL'St tU~Ig lt Vf'.tto TVC~~I PT~CNCC:~or<<tst~v sls C cfrcrtrr Stot~~~<<45.S-t ilier~Ic<<lrrs o: r..=.r-"-~~Srlrl~~t<<5 to'50~TOV05ttt<<IC SUVSCV tft"~ 0 0 0 C CC CC CC cVP The 55'thCC5 5 CONSI" TANTS IN APPLIED EARTH SCIENCES 50>L>CCe+hGCS~ChG>NCC+<hG GCG'GY~GCOs~vSIG5 AlhkhTk NC+tOgK G<<CAGG tO~iahG~OhOL~.;5i;-I.iht Crier HOU5 Ch 5kh~AA~CI5GG G5 AGOC'C5 5CA 5'C WASAIhG'Toh, C+A ilG$>A'h 5A'h'G>h h 5.5At~1Ah'1lh I OO CH U R C H ST R E ET~N EW YORK 7~NEW YO R K~CORTLANDT 7-I BIO PART N E RS: GARDNER M.REYNOLDS~ROBERT M, PERRY~JOSEPH A.FISCHER~~ASSOCIATE: FRANCIS E.RAN FT June 2, 1966 Gilbert Associates, Incorporated Engineers and.Consultants 525 Lancaster Avenue Reading, Pennsylvania 19603 Attention: Mr.Hans Lorens Gentlemen; (We submit herewith ten copies of our"Report, Supplementary Foundation Studies, Proposed Brookwood Nuclear Power Plant, Ontario, New York, Rochester Gas and Electric Corporation." The scope of our studies was planned in cooperation with Mr.D.K.Croneberger of Gilbert Associates, Incorporated. Our preliminary conclusions were transmitted verbally to Messrs.Croneberger and H.Lorenz during the course of our studies.Your's very truly, RMP:ts p~gP~Robert M.Perry, P.E.2B-1 e REPORT SUPPLEHENTARY FOUNDATION STUDIES PROPOSED BROOKWOOD NUCLEAR POWER PLANT ONTARIO, NEW YORK ROCHESTER GAS AND ELECTRIC CORPORATION INTRODUCTION GENERAL This report presents the results of our supplementary foundation studies for the.proposed Brookwood Nuclear Power Plant presently under construction near Ontario, New York, for the Rochester Gas and Electric Corporation. Detailed information relative to environmental conditions, ite and subsur'face features, and general foundation recommendations are I presented in our report+dated June 14, 1965.PURPOSE The purpose of our supplementary studies was to: 1)re"ommerd spe ific bearing pressures for use in the design of foundations supported by the natural compact granular soils, compacted granular fill and sound bedrock;2)present more detailed information on the depths at which the compact natural granular soils and the bedrock are encountered; 3).further explore the condition of the bedrock in the reactor area;and 4)evaluate the effects of the dynamic load imposed by the turbine-generator on the soil-foundation system.*"Report, Site Evaluation Study, Proposed Nuclear Power Plant, Ontario, New York, Rochester Gas and Electric Corporation"'2B-2 SCOPE OF WORK The field phase of our supplementary studies consisted of drilling seven test borings.Two of the borings were drilled in the reactor area and extended 50 feet into the bedrock.The remaining five borings were teiminated when bedrock was encountered. Undisturbed soil samples, suitable for labora-tory testing, were extracted from each test boring.Rock cores were recovered from the two borings in the reactor area.The locations of the borings drilled for these studies are shown in relation to the proposed construction and previously drilled borings on the Plot Plan, Plate 1.The field explorations were performed under the technical direction of a Dames&Moore Engineering Geologist. The results of the field explorations and laboratory tests, which provide the basis for our engineering analyses and recommendations, are presented in the Appendix to this report.SITE CONDITIONS The plant will be located in a relatively level meadow area with surface elevations~'~ on the order of+275 feet.Grading operations were~underway during our field explorations. The subsurface conditions encountered in the borings drilled during this investigation are similar to those previously encountered in the plant area.In general, the plant area is underlain by four basically different. types of material.These are, in order of increasing depth: 1)firm brown surficial silty and clayey soils;2)soft gray silty clay;3)compact sandy and gravelly, soils;and 4)bedrock.All elevations presented in this rcport refer to United States Coast and Geodetic Survey Datum.28-3

3-Detailed d scriptions of the materials encountered in the plant area are shown on the boring logs presented in the Appendix.In general, the compact granular soils were encountered at depths ranging from about five, feet to 35 feet below the original ground surface.Bedrock generally was observed at depths ranging from about 34 feet to 40 feet below the surface.The southwest corner of the proposed.plant revealed bedrock at somewhat shallower depths.Contours of the surface of the compact granular soils and the (underlying bedrock are presented on the Plot Plan.This contour map was prepared by interpolation between borings.Consequently, local variations may occur between the boring locations which are not indicated by the contours.DISCUSSION AND RECOMMENDATIONS GENERAL It is understood that foundations for the major plant facilities will be installed at depths of 25 or more feet, below the original ground surface.In our prior report, we recommended that spread or mat foundations be installed on the natural compact granular soil, compacted granular backfill or sound bedrock.Spread and mat foundation installation and design criteria are presented in subsequent sections of this report.The results of our analyses evaluating theeffects of the turbine-.generator on the soil-foundation system are presented in the final section of this report.2B-4 FOUNDATION INSTALLATION PROCEDURES Natural Soils: Spread or mat foundations can be installed directly on the compact granular soils at elevations below those indicated by the contours on the Plot Plan., We recommend that the sand and gravel at foun-dation depth be proof rolled with heavy pneumatic-tired equipment. Th'e proof rolling will recompact soils which are disturbed during excavation operations. Any local pockets of loose or soft material requiring additional excavation also will be revealed by the proof rolling operations. Soils removed below proposed foundation grade should be replaced with compacted structural fill or lean concrete.Com acted Backfill: Foundations which are to be installed above the elevation of the surface of the natural granular soils should be supported by compacted granular backfill placed after the clayey soils are removed.Prior to placing the backfill, the exposed underlying natural granular soil should be proof rolled.The structural fill then should be placed in layers approximately eight inches in thickness. Each layer should be'ompacted to a density of at least 95 percent of the maximum density obtainable by the Modified AASHO*Method of Compaction, Test Designation T180-57.We suggest that large vibratory or heavy pneumatic-tired equipment be used to compact the granular backfill soils.We believe that most of the natural granular soils excavated in the plant area below the elevations indicated on Plate 1 can be reused as back-fill.The upper silty and clayey soils should not be used as structural fill.<<American Association of State Highway Officials 28-5 -~5-It will be necessary to dewater all deep excavations. Information regarding ground water levels and soil permeability was presented in our previous report.We recommend that adequate dewatering measures be taken prior.to final excavation and that the dewatering be continuously maintained during: l)final excavation; 2)proof rolling operations; 3)placement of structural backfill;4)foundation installation; and 5)general backfilling operations. We recommend that an experienced Soils Engineer be present during site preparation in order to inspect the excavation and proof rolling erations and to technically supervise the placement of structural backfill.FOUNDATION DESIGN CRITERIA Soil: Based upon the results of our field explorations and labora-tory tests, we recommend that spread and mat foundations be designed utilizing the net bearing pressures presented on Plate 2, Foundation Design Data.The bearing pressures presented on Plate 2 are applicable for the compact natural granular soil and structural granular fill compacted in accordance with our aforementioned recommendations. The recommended bearing pressures apply to the total of all design loads, dead and live.The term"net bearing pressures" refers to the foundation pressure that can be imposed in excess of the lowest adjacent overburden pressure.The recommended bearing pressures apply to foundations at least ten feet in width.2B-6 6-We recommend that the maximum net bearing pressures imposed on the natur'al compact soils and the compacted structural fill should be limited to 10,000 and 8,000 pounds per square foot, respectively. Although, from a 1 stability standpoint, greater bearing pressures cou d be used in the design of large spread and mat foundations, we recommend that these limiting values be maintain'ed in order to restrict foundation movements to small elastic deformations. Rock: We recommend that foundations installed on the underlying sound rock be designed utilizing a bearing, pressure not in excess of 35 tons per square foot.This pressure applies to the total of all design loads, dead and live.It is possible that weathered rock may be encountered at the soil-rock interface. Our field explorations indicate that the weathered'one is relatively thin, generally less than one to two feet in thickness. 1 We understand that the bedrock in the reactor area will be required to provide resistance to lateral forces.We believe that a lateral resistance of 25,000 pounds per square foot of vertical contact area can be relied up'on in the sound rock.This lateral resistance applies only to foundations poured in"neat" excavations directly against the exposed rock faces'he 25,000 pounds per square foot value does not take into account the additional resistance which would be provided by any adjacent overburden above the surface of the bedrock.The exposed bedrock should be inspected by a qualified Engineering Geologist in order to examine the condition of the foundation material and to check for any unusual or unanticipated joint patterns.2B 7 TURBINE-GENERATOR FOUNDATION The turbine-generator will be supported on a mat foundation approximately 40 feet by 150 feet in plan dimensions. The base of the mat will be installed at approximately Elevation+243 feet, some four t6 seven feet above the rock surface.The center-line of the turbine-generator will be approximately 50 feet above the base of the mat foun-dation.The dead weight of the equipment and the foundation will impose a pressure of about 4,000 pounds per square foot on the foundation soils.We understand that the turbine-generator will operate at approximately 1,800 revolutions per minute.During start-up and operation, an unbalanced moment on the order of 2,000,000 foot-pounds will be trans-mitted to the soils at the base of the mat.This moment is a steady-state condition and does no" vary with the operating speed.Unbalanced dynamic forces will be negligible. A torque approximately ten times the operating torque will result from a short-circuit load.This short-circuit torque vill be balanced within the equipment foundat'on and will not be transmitted to the foundation 'soil, Our analyses indicate~that the deflection resulting from the unbalanced moment will be on the order of 0.004 inches at the edge of the unit.We believe that there will be no influence from any small unbalance in the equipment since the operating frequency is well above the resonant frequency of the soil-foundation system.-oOo-2B-8

8-The following Plates and Appendix are attached and complete this report: Plate 1 Plate 2 Plot Plan Foundation Design Data Appendix Field Explorations and Laboratory Tests Respectfully submitted, DAMES 6 MOORE Robert M.Perry State of New York P.E.Registration No.35284 RMP-AR:ts Ar'thur Rothman 2B-9 LARS ONTARIO TN SCRCCN HOVSC ROAD I 07 I 24 0 r--L Qg I NAT VNDCR l06 I 250 Cj Rl I 19 8 D)lI l jl+f IV CV OR NC 205 C RVI RtA CORI 0 l5 ll2 T VC 5C l6 2'8 CORI lp 00 244 246 SOAI VCL STO AOC OVILDINR SO SIN 206 2I ROAD SS+I 05 D N D R R C SORINOS DRILLCD TOR THIS INVCSTIOAI INN+CORINSt ORILLCO ARCVIOVSLT +PLOT P.LAN SHOVPllW CONTOURS OF COMPACT ORACULAR SOIL AND UNDERLYING ROCK C T I N L N C L~SO fEET 0 SO IOO CILSCRT ASSDCIATC5 ~INC~~DN0~NO[P 706 GOI~DATCD 2+66y CN'IITLCO ROCHCSTCR CA5 Aho ILCCIAIC COA>OAA!IDL ~CIVIL~SVR SVATACI T)>LOAATIONo RLCT>LAN ICST~I0Lt LOC A 5 ION~" EOAILCCSI ER SISOOftd W&(0 f 4 Vll.h.S>>M A RECOANEHDED HET/IEARIHO PRESSURE IH LBS./SO.Fl.0/000 2000 SOD 0 4000 OOOO EOOD 7000 8000 9000/0000 I/000/2000 S TV IL 4 CI L/'II CCNP AA FILL ACTCO OAAMVL NATVAAL COMPACT OA AMVLAA SOILS/0 NOT CT SCC TCX'I Ot'CPOIIT FOR VSC Of TMIS PLATC~FOUNDATION DESIGN DATA NhTURhL hND FILL SOILS PAMSO CS MOOSSS PLATE APPENDIX FIELD EXPLORATIONS AND LABORATORY TESTS FIELD EXPLORATIONS The subsurface conditions in the plant area were explored during this investigation by drilling 7 supplementary test borings to depths ranging from 35 feet to 90 feet below the ground surface.The locations of the borings are shown on the Plot Plan.The field exploration program was conducted under the technical direction of a Dames&Moore Engineering 'eologist. The borings were drilled approximately four inches in diameter utilizing truck-mounted rotary drilling equipment. Driller's mud was used where necessary to prevent the walls of the borings from caving.Continuous observations of the materials encountered in the borings were recorded in the field during drilling operations. Undisturbed soil samples, suitable for'aboratory testing, were extracted from the borings utilizing the Dames&Moore sampler illustrated on Page A-2 of this Appendix.The sampler is three and one-quarter inches in outside diameter and approxi-materly two and one-half inches in inside diameter,. Rock cores were obtained from the two test borings in the reactor area to a depth of 50 feet below the rock surface utilizing a Series NX core barrel.The"ores recovered are two and one-eight inches in diameter.The soil samples and rock cores were shipped to our New York office and laboratory where they were further examined and subjected to appropriate laboratory tests.Detailed descriptions of the soils and rock encountered in the borings are presented on Plates A-lA and A-lB, Log of Borings.The soils were classified in accordance with the Unified Soil Classification System described on Plate A-2.28-10

DRIVIHC OR PUSHING MECHANISM COUPLIHG SOIL SAMPLER TYPE U FOR SOILS DIFFICULT TO RETAIN IN SAMPLER U.S.PATENT NO.2,318,0d2 WATER OUTLETS NOTCHES F 0 R ENGACIHC PISNINC TOO H EOP R KH E CA 5K ET CHECK VALVE5 HKAD VALVE CAGK 5PACE TO RECEIVE DISTURBE D SOII.HOTE5 HtAO KZTSH5ION CAN St IHTROOVCEO SSTWSSN IltAD'ND SPLIT SARRtL ALTERNATE ATTACHMENTS SPLIT BARREL (TO FACILITATE REMOVAL OF CORE 5AMPLt)CORE RETAINER RINGS (5.5/gi O.O.ST I LONG)5PLIT BARRE LOCK INC RING~CORE RETAIHINC DEVICE BIT CORK RETAINING DEVICE RKTAIHtk RING RETAINtk PLATES (INTERCNANCtASLt WITH OTHER TYI'55)SPLIT FERRULE THIN WALLED SAMPLIHG TUBE (INTERCHANCEASLE LtNGTN5)2B-11~j A-3 The number of blows required to drive the sampler a distance of one foot into the soil utilizing a 500-pound drive weight falling a distance of 18 inches is presented in the column at the left of the log of each boring., The percent of core recovery obtained during coring operations is also presented in this column.The elevations which appear at the top of each boring log refer to United States Coast and Geodetic Survey Datum and were determined by representatives of Rochester Gas and Electric Company.LABORATORY TESTS Soil: A number of undisturbed samples of the natural compact granular soils were tested to evaluate their strength characteristics. Triaxial compression tests were performed on the soil samples in the manner described on Page A-4.In addition to the tests on samples of the narural undisturbed soils, triaxial compression tests were performed on samples of remolded and recompacted granular material.These tests were used in our compacted fill studies to evaluate the variation in strength characteristics with changes in density.A load-deflection curve was plotted for ea-h strength test and che shearing strength of the soil was determined from this curve, Determinations of the moisture content and dry density of the soils were made in conjunction with each strength test.The results of the strength tests and the corresponding moisture and density determinations are tabulated on Page A-5, Summary of Soil Strength Test Data.28-12

A-4 0 ihIETHODS OF PERFORMING UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS THE SHEARING STRENGTHS OF SOILS ARE DETERMINED FROfif THE RESULTS OF UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS.IN TRIAXIAL COMPRES-SION TESTS THE TEST METHOD AND THE MAGNITUDE OF THE CONFINING PRESSURE ARE CHOSEN TO SIMULATE ANTICIPATED FIELD CONDITIONS ~UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS hRE PERFORMED ON UNDISTURBED OR REMOLDED SAMPLES OF SOIL APPROXIMATELY SIX INCHES IN LENGTH AND TWO AND ONE-HALF INCHES IN DIAMETER.THE TESTS ARE RUN EITHER STRAINKONTROLLED OR STRESS-CONTROLLED. IN h STRAINWONTROLLED TEST THE SAMPLE IS SUBJECTED TO h CONSTANT RATE OF DEFLEC-TION AND THE RESULTING STRESSES ARE RECORDED." IN h STRESSKONTROLLED TEST THE SAMPLE IS SUBJECTED TO EQUAL INCREMENTS OF LOAD WITH EACH INCREMENT BEING MAINTAINED UNTIL AN EQUILIBRIUM CONDITION"WITH RESPECT TO STRAIN IS ACHIEVED.YIELD, PEAK, OR ULTIMATE STRESSES hRE DETERMINED FROM THE STRESS-STRAIN PLOT FOR EACH SAMPLE AND THE PRINCIPAL STRESSES ARE EVALUATED. THE PRINCIPAL CIRCLE DIAGRAM TO DETERMINE THE SHEARING STRENGTH OF TRIAXIAL COMPRESSION TEST UIIIT STRESSES ARE PLOTTED ON h MOHR'S THE SOIL TYPE BEING TESTED.UNCONFINED COMPRESSION TESTS CAN BE PERFORMED ONLY ON SAMPLES'WITH SUFFICIENT COHE-SION SO THAT THE SOIL WILL STAND AS AN UNSUPPORTED CYLINDER.THESE TESTS MAY BE RUN AT NATURAL MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SOILS.IN h TRIAXIAL COMPRESSION TEST THE SAMPLE IS ENCASED IN h RUBBER hlEhlBRANEi PLACED IN h TEST CHhifBER, AND SUBJECTED TO h CONFINING PRESSURE THROUGHOUT THE DURATION OF THE TEST.NORMALLY, THIS CONFINING PRESSURE IS MAINTAINED AT h CONSTANT LEVEL, ALTHOUGH FOR SPECIAL TESTS IT hfhY BE VARIED IN RELATION TO THE MEASURED STRESSES.TRIAXIAL COMPRES-SION TESIS MAY BE RUN ON SOILS AT FIELD MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED.SAMPLES.THE TESTS ARE PERFORMED IN ONE OF THE FOLLOWING WAYS: UNCONSOLIDATED-UNDRAINED: THE CONFINING PRESSURE IS IMPOSED ON THE SAMPLE AT THE START OF THE TEST., NO DRAINAGE IS PERMITTED AND THE STRESSES ff'HICH ARE MEASURED REPRESENT Tl{E SUM OF THE INTERGRANULAR STRESSES AND PORE WATER PRESSURES. C S D U DR INED: THE SAMPLE IS ALLOWED TO CONSOLIDATE FULLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE START OF THE TEST.THE VOLUME CHANGE IS DETERMINED BY MEASURING THE WATER AND/OR AIR EXPELLED DURING CONSOLIDATION. NO DRAINAGE IS PERMITTED DURING THE TEST AND THE STRESSES WHICH ARE MEASURED ARE THE SAME AS FOR THE UNCONSOLIDATED-UNDRAINED TEST.DRAINED: THE INTERGRANULAR STRESSES IN h SAMPLE MAY BE MEASURED BY PER-FORMING A DRAINED, OR SLOW, TEST, IN THIS TEST THE SAMPLE IS FULLY SATURATED AND CONSOLIDATED PRIOR TO THE START OF THE TEST.DURING THE TEST, DRAINAGE IS PERMITTED AND THE TEST IS PERFORMED AT h SLOW ENOUGH RATE TO PREVENT THE BUILDUP OF PORE WATER PRESSURES. THE RESULTING STRESSES WHICH ARE hlEAS-URED REPRESENT ONLY THE INTERGRANULAR STRESSES.THESE TESTS ARE USUALLY PERFORMED ON SAMPLES OF GENERALLY NONCOHESIVE SOILS, ALTHOUGH THE TEST PROCEDURE IS APPLICABLE TO COHESIVE SOILS IF h SUFFICIENTLY SLOW'EST RATE~~IS USED.AN ALTERNATE MEANS OF OBTAINING THE DATA RESULTING FROhf THE DRAINED TEST IS TO PER-FORM AN UNDRAINED TEST IN WHICH SPECIAL EQUIPMENT IS USED TO MEASURE THE PORE WATER PRESSURES. THE DIFFERENCES BETWEEN THE TOTAI.STRESSES AND THE PORE WATER PRESSURES hlEASURED ARE THE INTERGRANULAR STRESSES.2B>>13

SUMMARY

OF SOIL STRENGTH TEST DATA DRY MOISTURE BORING DEPTH DENSITY CONTENT (feet)(pcf)(percent)CELL PRESSURE (ps')ONE-HALF DEVIATOR STRESS (psf)REMARKS 202 30>~114 11.2 1,500 3,900 Natural 203 203 204 205 207 10'-15>20>153;16$110 115 127 117 124 120 112 125 122 144 11.0 10.6 10.5 10.8 11.2 12,1 11.5 7.3 7.6 11.6 11.8 6.5 1,500 2,000 3,000 1,500 2,000 1,500 500 1,500 500 1,500 1,500 3,000 6,000 500 1,000 3,000 2,000 2,000 1,000 1,000 2,000 2, 100 2,900 4,400 3, 300 3,750 4,150 1,400 2,700 2,700 4,300 1, 600 3,800 8,300 800 1,800 4,000 4,000 3,500 3,000 1,800 5,200 Recompacted Recompacted Recompacted Recompacted Recompacted Recompacted Natural Natural Recompacted Recompacted Natural Natural Natural Recompac ted Recompacted Recompacted Natural Recompacted Natural Recompactrd Na turn 1

A-6 Rock: Unconfined compression, triaxsal compression and tension tests were performed on selected rock cores extracted from the borings.Iheso tests were performed by subjecting rock cores approximately two and one-eight inches in diameter and four to six inches in height to an axial strain and recording the resist'ing. stress developed by;the rock.A stress-strain curve was plotted for each of the compression tests and the shearing strength of the rock was determined from this curve, The results of the strength tests{EUREHC on the rock cores are presented below: DEPT'H CELL PRESSURE (feee)(pei)ONE-HALF DEVIATOR STRESS (psi)TYPE OF DESI 201 42 Tension 201 45 50~E Tens ion~201 49 1,000 4, 700 Tziaxial Compression 202 47 3, 900 Unconfined Compression 202 50>1, 500 4,400 Triaxial Compression indicates peak tensl le s'.ress normal to beddi.g planes, 2B-15 A-7'lho fol loii~ing Plat.s are attached and comple:c this Append1x: Plate A-lA Plate A-lB Log oi.Borings (Borings 291 and 202)Log of Bor ings (Borings 203 t.hrough 207)Plate A-2 Unified Soil Classification System and Key to Test Data 28-16 DEPTH/N FEE T 8LOIF CCIV>>VT SYAF8OLS ftfSCRIPTIOrVS BORING 201 SVRFACf ELf VATIOIV 2>4~31 DEPTH IN FEF T 8LOFF CVCIHT S YSF8CIL S Cf SCR/PT/VRS BORING 202 SVRFACE ELEVATIOFF >2'.01 hot R TvV,ITDYD~lo-~-~ML saot>.CLAIEY 5>ll r>IH TRACE C>5A>>io A'<<0 OCCASI Ot'AL vuALI.GRAVE l Gh>T SIL'll CLAY Wt'IH TRACC OF 5AND/0 40~Ml-dRO>ri CLAYEY 5ILT WITH POCKCT5 OF F tkt SANO ANC OCCA5IONAI. SMALL GRAvtL 5~20-Tt 5 80 GS g JP I(<<I4:)/6H C~9S,/-0:..: 50 80 I/IS'L GM GRADIN>i Wt IH OCCASIONAL SWIALL GWAVCL REDDISH SROI>>N sill>>Fit>E 10 Co>t5C 5ANO tv 0 GRAvCI.'ItIC CVCK>SICN FILMAllok ALTER>ATING STRATA CF Tt<<IN 10 THICK SCODCO Df>ISf VfRY FINK GPAINCD SANDSICPIC>

5lll'I SANOSTONC Ako SAI>>DY SILTSTokf WIIH OCCASIONAL IHIN SCOS 0F FI5SILC 5HALE~SEDOING IS HONIEDNTAL HITH OCCASIONAl CROSS SEODING AND$HALY PAIITINGS~Coloa IS PafooulhA>ITL'I RED~CVT>>1/I<<OOW GRCEN OLOICHCS Aho lA'TERS CCCVR THROVGHOVT IHC OEPtH$EKPLOREO~7~20--4 4 g 50 CL GRAY 5ILTV CLAY WITH TRACC OF F INC SANO OitAOINO at TH OCCAstoNAL SIAALL ORAVCL RCOOI5H SRGWN SILTY SAND WITH 50uE GRAVEL GRADING Tt GRAY ANO Wl TH uoitf GRAvf, THC OVEfk51ON FORMATION ALICPNATING 51RATA t>F IHIN To THICK SEOOCO OENSC vERl'INC GRAIWCD 5ANOSTONC~SILlYSAN$510NC AND SANDY SILTSTONC wlIH OCCASIONAL IHIN OCDS OF FI5$ILC SHALC~OCDDIIIG IS HORIEONTAL WITH OCCASIONAL CROSS SCDDING AND SHALT PARllt>>55'OLOR Is PRtoou>NANILY RED>dal Rhkoou GREEN OLOTCHf5 Ako LAYCR5 OCCIIR THROUGHOUT IHE DEPTHS CKPLORED 87K 70 70-<<', 80 I OSS 80 CORING courlttco ON 3-23~NO CASING VSED WATER LEVEL NO'I RECORDED SORINQ COMPLC TCD ON 3 26 66 NO CASING VSCO wATCR LEVCL NOT RECOROCO LOG OF 8ORlNGS NCTL S'Iovvts IFIDIR Ikf Go'Vvti tt l>ILED Riot>OIW>l REFCt<<10 IHL>Ah<<PE><<lt ILO*s Pfovl wfo,l 0>': tf Taf 0>uf 5 Ir<<ORT~>"ILcR clif Fool It>TD THf I'I I'RtvPDEN wt'tH A 5 lf~D>>I~'tt I H>>r>it It'Dl.t.Cf WF IW Itlfvfs THC o>>V!5 Fi I>>!<<GAE SAI'Fl fk IS 3>S ST t>>.2'S r I Pr Ctuit>>>>F VF>t(P II>>I ru>>>II t<

ts>I%>><if'<<<<>trt<<IN IH>'OLMutt Thtt,>0'WVil.A>>IV vltf Cfr<<f I~tt<<<<IL WAS U'ED IO,<<I, I<<<<L WCoht~~THC t,vf~>ft<<~>>.I 2!>>~~<

vf It><<suat>ft t'r>>t qkl WT>KA l<<r g GL Di OndvddtS e+CSOSZOT PLATE A-IA I DEPTH/N FEET dLOIP COUNT I TI2~/05 BORING 203 SURFACE ELETSTTIOhr a275 6'YNdOLS ML SM GM Wl IH LCSS OMVCL Of SCITIP TIONS DROWN CLAYCY SILT WITH IAACC OF SA>>0 ANO OCCASIONAL SMALL CAAVCL RCOOISN DROWN 5ILTV PINC 10 VCOIVu SANO Wl TH GRAVEL A>>0 ASCK FRACMCN15 7>>5 980/6." l50/6"~l00!2" 5 3Q-.5 l50/>>" 5 40-GM WTOAISH Adown SILTY LA>>O Al'0 OMVCL Wl IN ROCK PAAOMC>>fd s~IM Moat ROCK FRAGIVTNIS wl fH NAF ROCK FRACMC>>fd THC OVCt>>STON FORMATION RCO 5ANOSIO>>t DOAINO COMPLETED ON 5 2~IKI CASINO VSCO'WAICR LCVCI.Not wtcodoto BORING 204 OE SCRIP TIONS ddoall SILTY CLAY WITH OCCA5lo>>AL SMALL CAAVCI.DEPTH/N g+SURFACE ELEWTION i276.41 FEET dLON'COVNT SYNSOLS BORING 205 DESCRIPTIONS DROWN SILTY CLAY WITH OCCASIONAL SMALL OMVCL DEPTH/N y+SURFACE ELECTION i275e71 FEF T dLOlt'OUNT SrkldOLS 0 5I~/0 CL ACOOISH SAOWN SILTY PINt SANO AND ORAVCL/0--21 CL l06~ZO30,@185/6" GM ACDDI 5~ADMI SILTY FINE To uCDIVM SANO WITH OCCASIDHAL 5uALL OAAVCL MCOIVM SA>>0 ORADINO OVT ACDOISH DROWN SILTY P INC SANO WI TH SM GM ORAVCL ANO ROCK FAACMC>>f5 THC Ovttlv5to>> FORMATION ACO SANOSTO>>t SOAINO COMFLCICD ON 5-24~No CASINO VSCO WATER LCYCI>>01 RTCDROCO 20--5 86 l52/9" 5 30-I94/IC" 200/6"~40-GC'WITH ROCK PRASMC>>15 1HC OVCCNSION FORMATION-ACO 5ANOSTO>>t SORINO COMFLCTCO ON>>0 CA5INO VStD WATER LCVCL NOT RECOADCO RCOOISN dRORN SILTY PINC SAND wl 1H OMVCL SM GM OMOINO YHTH LCSS SILT RCODI5H dRORH CLAYEY 5AND ANO OMVCL-WITH SCAVS OF F INC SANO DEPTH/N FEF T dLOTF COVNT SYNSOLS OfSCRIPTIONS BORING 206 SURFACE EXEtdtTION a 27l.51 DEPTH/P/FEET dLOTF COUNT SrkSSOLS Of SCRIP TIONS BORING 207 SURFACE ELESTSTION I275 I'6 5/0 l5~ZO;-'I O I50/5" o 3g l50/2" o SROAN 5ILTY CLAY Wl IH LI TILC I'INC SANO ANO OCCA5IONAL SMALL ORAVCL 9~/0--I>>lCI~ZD,-5 IN/7"~200/25" 30 INE OVFCNSTSN F>>RMAI IIWI Ato SANOSIONC SORIIO CO'r LCtCD C>>5 28 66>>0 CAST>>O V rn wATtR LCVCI, 1&f ACCOAOCO l40/I" g 40--OAAY SILTY CLAY CL RCOOISH ddow>>SILTY P INC SAND A>>0 OAAVCL WITH ROCK FRACMt>>td SM CL dROWN 5ILTY PINE SANO A>>OWN SILTY CLAY WITH OCCASIONAL SMALL OMVCL RCOOIS~AOIN 5ILTY FINE SANO ANO OMVCL WI1N AOCK FMOMCNTS ROCK FRAOMCNTS THC OVCtNSION FORMATION REO SA>>OSTCWIC voalav covFLETCO o>>5-23~No CAT I>>o VSCO WATER I.tVCL Not AtCOWOCO e C)F SC)Rl NGS 55AaaE55 Ss MooRE gt V/LATE A-IS h/A JOR COARSE GRAINED SOILS GRAVEL AND GRAVELL SOILS NOAC TNAN OF COAASC'TIOle t~at ON AO~A SIC NOAC TRAN OF NATCAIAL IS NP TNAN NOe SICVC SIZC SA"eel AIQ SANDY SO I L5 NOAC'IKAN 5(OF COAASC I'I TIOee~NO, 4 SICVC F I NE GRAINED SOILS 5 ILTS A'eD CLAYS IIOAC TNAAI OI'ATCAIAL IS hm~eA I TelAN NO~SICVC CIVIC SILT5 A'e3 CLAYS HICKY ORGANIC NOTC: DNA DIRECT SHEAR AND FRICTION TESTS F ECD AIDISTCIIIE STS AT CNAIFSSD OIDIS FIDIUS TESTS AT AIITI/IFSACLY r fist NDANAC PICSSVIS W tov>>DS tl>>Sova>>l toot tll sc>>f I>>co Nc>>SIC>>r rfrprssro As 1 trlu>>fur 0 f>>l cwr vr>>rrr 0 soc Olt ol>>serf FIIIlsSlo W IDV>>OS tl1 CVIcC tool tft rr>>r>>osrwr>>rf>> rlsrro ISOV ID/1 AM 158cIHSSFS ItXtBXKCZC>> vv>>H>>mal CLEAN C/IIAVELS (LIYTI.C OR NO F INCS)AVELS TCITH TIDIES (APPRCCIASLC AMOUR'I OF FINCS)GRAPH LETTER SYMBOL SYMBOL GW stiii"..!C".. !i.'ii.".F.GP GM GC TYPICAL DESCRIPTIONS VCLL CRADCD CRAVCLS~CRAVCL SaND MIRTURCSy LITTLC OR NO rINCS POORLY CRADCD CRAVCL5~CRAVCL SAND MIX1VRCS~LITTLC OR NO FINCS SILTY CRAVCLS~CRAVCL SAND SILT MIXTURCS CLAYCY CRAVCLS~CRAVCL SAND CLAY MIXTURCS IJNCONFINED COMPRESSION TESTS tl>>Sr>>f I/SCD>>0/Sfv>>f FIIIfssro ls 1 Iltll>>flsl OI f>>l CHY vro/rf ot SO'C I t-DAF or>>sifr ltt>>rssro w tov>>os tr>>svo/0 Poor tor S TRIAXIAL COMPRESSION TESTS r frff No>>NAC t>>rssvvr W Iov>>os tl>>SCNllsl tsof lt'ADN NONA Cr>>C<rl I Pf>>Sr>>f I/FCD NDVIINF FIIPlssro ls 1 tr>>u>>fau OI DC OIY'FW>>f OI SOC f o>>r ol>>5/fr l>>tllsslo/>>POV>>os tlP CVDIC toof cRBiH~z Sr>>N/r>>0 Sfvf>>SI>>W PCCNOS ICW ONCrrl IOOF IFAOM NO/VI CWCC CI ROCA'OMPRESSION TESTS r r r r KEY TO TEST DATA CLEAV SSSO (LITTLC OA NO F INC$)SW SP NCLL CRADCD 5ANDS~CRAVCLLY$ANDS~LITTLC OR NO flNC5 POORLY CRADCD SANDS~CRAVCLLY SANDS~LITTLC OR NO f INCS~WCNCAfcs Dlf r>>or IIND/SFC/Aoro SANPAC CI WDICAFSS DCPFN Of D/SFUADSD SANPCC 0 P/DIClfls DFPFN Of SANS'5 Wo A f flNPF FIIF>>Iro ACCDVCA f IS WD/CAfls DFPF/I Of SPC IF SPOON SANPCC/NCNCAfrs DCPFN AND Cr>>SFN Of CDADVO IIC>>r KEY TO SAMPLES ANDS ES (APPRC AMOUN1 OF f INCS)SM SC SILTY SANDS~SAND SILT MIX'TURC5 C>>*YCY SANDS~SAND CLAY MIXIURCS LIOOIO Elk/T 0 lO CO SO 10 d0 CO SET d0 tO LCOVI0 LIMIT~THAN$0 LIOUID LIMIT~VA TIIAN 50 I I I I I I II I I ICIII'I I I I I I IC ML CL OL CH OH INORCANIC SIL15 AND VCRY FIIIC SANDS ROCX fLOVR~SILTY OR CLAYCY FINS 5ANDS OR CLAYCY tILTS,wlTH SLICHT PLASTICITY INORCANIC CLAYS OF LOW 10 NCDIUM PLASTICITY ~CRAVCLLY CLAY5~SANDY CLAYS'5ILTY CLAYS'CAN CLAYS ORCANIC SILTS AND ORCANIC 5ILTV CL*Y5 Of LDA PLASTIC I'TY INORCANIC SILTS~NICACCOVS CR DIATOMACCOV5 FINS SAND OR SILTY SOILS>NORCANIC CLAYS OF RICH PLASTICITYAT CLAYS ORCANIC CLAYS Of MCDIVM 10 AIOH PLASTICITY'RCANIC 5IL'15 dO IIV L<<S VI<0 d*~dO OM~~CM RS 5 lO~---4 CL ML CL ML&OL CH MH&OH PT SCAT'VMV5~5>>AMP 50ILS WITH MICH ORCANIC CONTCNTS PLASTICITY CHART SOL5 ARC U5CD 10 INDICA'lC COADCRLINC 50IL CLASS If ICATIONS~IZ CLASSIFICATION CHART UNIFIED SOIL CLASSIFICATION SYSTEM A-2 Gilbert Associates, Inc.Rending.Pennoylvnni ~NA LY S IS/CALCULATION SUBJECT~cc~~+L~oc.z C a'EE+REV.0 M I C R 0 F I L ME 0 ORIGINATOR ~v (i ff(~~OATE P!~Q.g(9 PAGES Z~c=gcc'c: Zucirr V I<'i'cpx<Ir."'cc.Ic P";::, r:~.<<IC5 crI rr I'i'Jc>l w((ccc 4Ic/~/'=z7Za~"/710 4': "/".I: F40 rrr'g, (/4'-ID.~) Sec=IC gnl ('-4c,=a A.m-Cri 1 c~=(IT/~)~')~jrf c'l cc.e',.t'44o~)g 0.p)/0/II JOIIxIo p..>r,'..~c"t Zgr., ,c),((',C Q/J Iy)0 Ter ggJfj(g 24(Q 7(c r%.5 3~('d/0-j'"~>-I,.z.G5~jo (.Zc 22jxrrcl)IZ c i>r9(m.(i'c 2c"cf~4'ccce=j&d'-'i.x 4 d>r.r'-icIr x.r i.,c-c-./>Ic~I(.old.-=gS 7/HT'c/cI,.'.r/il:-crclT':I-::;c.'".c<tc'ccr p/v l~ii<g (8>'f~If>>nnr)--.~-%r'l".3Fr(2'.'";:('i../OAi(..:~7 (j2<<7Z)PROPRlf 1 4 i IIIPOltMA IU)N Ol Oll III IIT AS'OFIA1 I., INC'.4 I Ol INI I'RHAI.IISI'lll Y GAI 446 I I 78 Gilbert Associates, Inc.c Reecfiny,Penneylvania NA LYSIS/CALCULATION SUOJECT~~~/~revel/] P~rg cyrgC=./c'E V.MICROF ILMEO ORIGINATOR C IS ID PAGE z.OF PAGES DAS f h h d t~f>f'5:,(err =("-I'~'--')" g, 0/08>ala.+i P/Z.v~~g,Z'<Z.cl y g~g"i'-..-@7/rlo~o~J i f O/.rZ~'tO)Pi.'%73 Z'IOz.-.'(.Olo 5 zz lo~j (./~/.<7)=tg ,I+~le/W/'c.f(r. k I VC ra/c'/o.mrs A=/2(/via~-'.~6c=(,Oln.=pro'): M la f,l~io 0~/i~W c/(l l/'oi-e7:r~ 8!/'X cgz)/4!i.i:cr. f pl i"oozruc'cz r.rt:.(po/zan g f r[pre cr'y acrv>>Jrrlr res y'r I!gc~cc c r'hr s~~n"c r v r~Iccr-.I Iwr z ivrnrrac~~~c'III v':Al a~r CI va L'"" i-s I Ls 5>" a 4.k I ll:.qi zlnnilirrni gfctniinrnieaiarrri g~srarrir gairnralurie."NCORPORATED 6$/./6'D HUDSON STREET, NEW YORK>N.Y.10013~f212)BE 3.2737 cADLC Aooaeass NSKTIP HLP ORT September 6, 1973 4 M-2871 Xour Re f.: File GINNA Dames 6 lloore 14 Commerce Drive Cranford, New Jersey 07016.)~~Attention: her.Adekunle Oguntala

Subject:

COMPRESSION TESTS OF CORED ROCK, SAhlPLES Two'ored rock specimens (204-114-1 6 204-104)were prepared and tested in unconfined axial compression. Strain gages of X-X configuration were employed to determine axial and lateral.strain.ew One cored reel;specimen (204-125)was prepared and tested in unconfined axial compression-creeg. This specimen was.loaded to 10,000 psi for four hours.The specimen was then loaded from 10,000 psi to failure.One cored rock specimen (204-114-2)was prepared and tested in cyclic triaxial compression at a confining pressure of 100 psi.The specimen was loaded and unloaded 10 times to a stress of 6000 psi;10 times to a stress of 9000 psi, and 10 times to a stress of 12,000 psi.At the completion of cyclic loading, the specimen was tested to failure,.Strain gages of X-X configuration were employed to determin&.axial and lateral.strain.'I One cored specimen was prepared from sample 204-125 and returned to Dames&Moore.Cored rock sample 204-86 was cut into two samples and returned to Dames 6 hkoore.Poisson's ratio for each specimen tested in unconfined axial compression was calculated from the linear portion of the stress-strain curve.~Complete results of all tests'erformed are appended.Respectfully submitted, r~Approved: A.J.ecc>so st.Chief Hetallurg ist LU~US PITKIN s INC.y sson l etallurgist Thl~te port I~rendered upon che condition thac ic Is noc to be reproduced wholly or ln part for advertising or othe'r purposes over our signature FORII Ior 11/aa or ln connection with our name wlshouc special permission In writing. 0 Dame.~ore Oguntala L'uCf 7 Qi:f:in inc oratod Date: Sept M-287l F'NCO'lFINED CO:lPRESSIOi1 T;STS Wt.Diam..Scenic..~~a~in Length in Area Volume so~in.cu.in.Dens ity Ult..Load (g/.')ib Ult.Stl., Si Rem.ar I'.s 0'-114-1 491 1.87 204-10'89 1.86 20'-125 483 1.86 4.30 4.28 4.25 2.75 2.72 2.72 11.64 11.56." 42.01 41.78 11.83.-41.50 527500 60,500 50,500 19, 100 l 22,240 18,560 violent sha violent sha viole..t sha 204-125 485.1.85 4.33 2.69 11.65..".41.63 returned to Dames and~<foore TRIAXIAL COi~fPRESS ION TESTS Wt.Diam.Length Area'olume Density Ult.Load Ult.S;.:.n le~s-.:.l Quinn~~~sc.i.~cu.i'nl Qsms cu.in.1bs'Sec.-,,i R.-...*..=i:.= ~04-ll4-2 497 1.87 4.34 2.75 11.94 41.62 52,000 18, 910 v'ole..t sha Con'neng.Pressure-100

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I Dames 6 Hoore'tn: l/r A.Opuntala Lucius Pitt<it1 incorporatod hei)t'ember 6, 1973 H-287 1 File: G irma PSISSON'S RAT'IO~Sam la Stress Range For Poisson's Ratio Poisson's Ratio 204-114 204-104 5090-12,730 5150-11,030 .25.19 HOISTURE CONTENT~Sam la 204-114 204-125 HOISTURE CONTENT'.0951 0.0958 'l Dames 6 lloore Attn: Hr A..Oguntala"-ucIU, Pi"f: n.".o r p o r a t 0 d H-2871 I'i le: Ci nna September 6, 1973 Sample: 204-125 UNCONFINED COMPRESSION-CREEP Axial Load~i'xial S'tl.Gs S~ps i7 Axial Strain (u-inTin)(u-in/in Lateral Strain)El"psed Time (min.)0 1000 2000 3000'000 5000 6000 7000 8000 9QOO 10,000 11,000 12,000 13,000 14,000 15;000 16,000 17,000 18,000 19,000 ,000 21,000 22,000 0 370 740'100 1470.1840 2210 2570 2940 3310.3680 4040 4410 4780 5150 5510 5880 6250 6620 6990 7350 7720 8090 0 180 390 630~830 1030'1250]440 I 1630 1795 1955 2110~2250 2370 2500 4 2605 2715 2820 2920 3020 3i20~3220 3310 0 0 0 10 15 25 55 65'5 95 110 125 140 155 175 190 205 225 245 265 280 0 0.3 0.7 1.0 1.3 1.7'2.0 2.3 2.7 3.0.3.3 3.7 4.0 4.3 4.7 5.0 5.3 5.7 6.0 6.3 6..7 7.0 7.3

Dames 6 l foor e Attn: Hr A.Oguntala U CO.I incor poratod P)k4 D COJ'1P.J;SSIOl J-CREEP H-2871 File: Ginn.September 6, 1973 S ample: 204-125 Emial 1.oad Phial Stress (ps+P axial Strain (u:in7in)Lateral.S t 1".c.in'u-in/in)Elasped Time (min.)23,000 24,000 25,000 26,000 27,000 27,200 27,2QO 27,200 27,200 27,200 27,200 27,2QO 27,200 27,200 27,200 27,200 2?,200 27',200 27,200 27,200 27,200 27,200')p~On 8460 8820'9190 3400 3490 3580 9560.3670 9930 10,000 10,000 3760'q37,85>3830 10,000 3835 10,000 3845 1O,OOO 3845 10,000 10,000'0,000 10',000 10,000 an rrn 3860 3860 3860 3860 3860 3P/~r)10,000 3850 10)000 3860 10,000 3860 10,000 3860 10,000 3860\.10,000 3860 10,000 3860 300 320 345 375.390 400 425 435 44Q 445 450 455-455 455 455 455 7.7 8.0 8.3 8.7 9.0-~10~20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 t t Dames 6 Moore Attn: Hr A.Oguntala'-"~'.f f pa~~~l tps L w&c44 L 4L Li~tl i n c o r;.>o y a, t 0 d H-2871 File: GinlSeptember 6, 1973 UNCONFINED CONPRESSION-CRE P Sample: 204-125/~vial Load Tl~s Axial St ess~vs~7 A"i"1 Strain (unpin z.n)Lateral Strain (uuin in)Elapsed TUile (min.}27,200 27,200 27,200 27,200 27;200.27,200 27,200 28,000 29,000 30,000 35,000.40,000 45,000 50,000.50,500 Ult.Load 10,000 10,000 10,000 10;000 10,000'0,000 1.0,000 10, 290 10, 660 11,030 12,870 14,710 16,540.18,380 18,560 3860 3850 3865 3865 3865 3865+3870'.)'-3925 3995 4060 4450 4880 5335 5860 455 455.460 460 460 460 460.470'485 505 600 755 985 1340 190 200 210 220 230 240'50')250.5 251.0 251.5 253.5 255.5 257.5 259.5 20000 0 17500 (15000 H.C4 Q)1'2500 ATERAL 4-<1 yio'IAL STRAI>tQ M.4 Q'~4 10000 7500)5000 E 2500 t I DhNES&HOORE.UNCOJF I I JED COMP RES S ION SA.'4PLE 204-125 0 1nnn')QQQ', gr hh LUC IU 8 P ITK IN, IiiJC.?1-2071 9-5-73 0 V~~20000 DAl-lES 5 a iOORE UllCO.'1>'I.'lED CO!tPRESSIO:l-CREEP S RESS VS.TI!1E SMlPLH 201-125 15000 LUC IU S P ITi<I~l, Xt'lC.H-.287 1 9-5-73 10000 5000 0 1 4 'I the dome all membrane and shear stresses resulting from.the earthquake oading will be developed in mild steel reinforcing. The loading on the concrete shell of the containment following an accident must be transmitted to it through the liner.The liner attempts to expand under the combined influence of the temperature and pressure.Since the containment structure may be classed as a thin shell, (the diameter to thickness ratio is 30), it is considered that it would have been valid to treat the temperature rise in the liner as an equivalent pressure increase'. , Nevertheless the analysis as actually performed considered an equivalent liner force occurring at the location of the liner.Such equivalent liner forces were established based upon no thermal strain relief at points where concrete is uncracked. The liner temperature increase was.assumed to be l0'F due to accident conditions where the liner is insulated. Based upon no relief of thermal strains with uncracked concrete this effect of this~~~~~emperature rise'was converted to an axial force plus a moment about the entroid of this section.As a design conservatism, the elastic expansion of the concrete shell under pressure and temperature loads has not been used to reduce the temperature induced stresses.Rock Anchors The basic criterion for the determination of anchor length is that the pull of the anchor is resisted only by the submerged weight of rock and that the rock offers no tensile strength., This criterion further assumes'hat the rock breaks out at an angle of 45'o the bond development length of the tendon.This criterion also allowed"for any additional loads on the rock imposed from the inside of the containment vessel.The hold-down capability of the rock in the rock anchor design has taken r into consideration the circular geometry of the vessel.E , 5.1.2-20 4/.69 The design of the rock anchors is based upon the simplified assumption that the rock breaks out at an angle of 45'o the axis of the tendon with the apex of the angle at mid-height of the first stage grout.This implies that the rock failure mode is one of diagonal tension.This assumption of a half<<angle of 45'or rock is not unique as is evident by the following references: M., S.Garrett, Proceedings, I.C.E., Vol.1., Pt.1, No.1, p.23;Discussion, Vol.1, Pt.1, No.4, 1956, p.399.2.Zienkiewica and R.M.Gerstner, Journal of the Power Divi,sion, ASCE, January, 1961.3, 1300-Ton Ca acit Prestressed Anchors Stabilize Dam, A.Eberhardt and J.A.Veltrop, Journal of the Prestressed Concrete Institute, Vol;10, No.4, August, 1965.Further verification of the conservative nature of this assumption was demonstrated by the rock anchor tests'escribed in Section 5.6'.l.l.The sockets for the rock anchors are percussion drilled into the rock through steel pipe sleeves which are welded into the underside of.the bearing plates for the rock anchors and extended through the ring girder.The sockets in the rock plus the pipe sleeves are filled with a neat cement grout in two stages after the rock anchors are installed. Protective steel covers, as shown on Figure 5.1.2-1, are welded to the bearing plates for the rock anchors to enclose the sidewall tendon to rock anchor couplings. The tendon conduit extending above this enclosure is 6 inch diameter"s'chedule 40 pipe with threaded couplings. This tendon conduit is threaded into half coupling welded to the top of the protective steel cover.In order to permit the required.conduit movement, stainless steel bellows are provided.The tendon conduit, including the protective steel cover, is bulk filled with the corrosion protection system described in Section 5.1.2.3.This filler material is in)ected through a connection in the protective steel cover.The exterior surface of the containment structure will bc waterproofed from the edge of the ring girder to Elevation 253'-0" to provide corrosion protection. 5.1.2-20a 4/69 rior to installing any rock anchors, a test was performed by grouting rock anchor in a water fi11ed, clear;six inch diameter tube.This rock anchor contained 90-1/4 inch diameter wires with the grout tube and bottom hardware all identical to the proposed foz'he permanent installation. This test demonstrated that the grout did flow so as to completely enIcase the tendon.However, it also indicated that the use of bleeder holes near the bottom of the group pipe, as well as the.g roup pipe terminating above the bottom of the hole, tended to produce an unacceptable dispersion of the grout.This condition was remedied by deleting the bleeder holes and extending the, grout pip'e with the addition of a bevel to the bottom of the hole.Ho tests could be made on the completeness of grouting of permanent rock anchors.However, procedures used for grouting did comply with those found to be satisfactory in the previously describeh test.The side wall tendons are coupled directly to the rock anchors.When lift-off readings are made on the side wall tendons, this will also provide a measure of the prestress force at the fixed end (i.e.upper anchor head for the rock anchors).However, as in any bonded tendon, it is not~possible to measure the prestress in the full rock anchor tendon.These criteria are identical with those used foz dams in the USA and Euz'ope.onfirming information was also obtained from The Cementation (6 7b Company Limited of Great Britain, a specialty firm whose activity in recent 1 years has b'een devoted, in large measure, to the prestzessing of both existing and new dams, especially in South Africa and Australia. Large capacity,, post-tensioned anchors designed on this basis have previously been used in a number of dams in Europe, Africa, Australia and.this country to provide stability for the structures. One of the early applications was the anchoring of the Cheurfas Dam in France 1935.Similarly, prestressed rock anchors have been used foz tie backs on retaining walls on a.permanent as well as temporary basis and for suspension bridge anchorages. Recent.j major structures for which prestressed rock anchors were used are listed in Table 5.1.2-2.A list of recent major applications of BBRV ninety-1/4 inch diameter wire prestressed rock anchor assemblies is given below.5.1.2-204 0 Wanapum Dam, Washington Mayfield Dam, Washington Boundary Dam, California John Hollis Bankhead Dam, Alabama Ice Harbor Dam, Washington Mangla Dam, West Pakistan-Rock anchors and-Rock anchors for stabilization -Rock anchors for-Rock anchors for trunnion anchors penstock slope rock stabilization dam stabilization -Rock anchors-Trunnion girder anchorage, main spillway The design is based upon the use'of the BBRV system developed originally in Switzerland and used extensively for rock anchor applications. Laboratory tests on core representative of rock in the approximate area and depth of the rock anchor installation indicate a bulk specific gravity of the rock of 2.54.Since the rock participating with the rock anchors is below the ground water table the submerged weight of rock of 96 pcf (2.54-1.0) x 62.45)is used in determining the hold-down capability. The bond development length (first stage grout)for the ni:nety-1/4 diame'ter wire tendon is computed as follows: For 0.60 f 635 kips u 80/60 x 635000 m x 6 x 170 xf12$22.0 ft.Each rock'anchor is initially tensioned to 80K of ultimate strength and the)acking force is then reduced at lock-off to 70%of ultimate, The bond stress assumed between rock and grout is~l70 si.This value was determined to be conservative as demonstrated during the test performed on reduced scale rock anchors as reported here-in and also as reported by the Swiss Federal Laboratory for the Testing of Material (Reference VSL Prestressed Rock and Aluvium Anchors, Losiner&Co.SA dated March 1965)and as documented in Grolversuchemit Spannankern an Talsperran der Asterreichen. Bunderbahnen und die Anwendung der Vorspannbouweise auf den Talsperrenban, Von A.Ruttner, Wien, Austrian Engineering Journal 1964.Test data 5.l.2-21 4/69 0 (obtained for the John Holgis Bankhead Dam, Warrior River, Alabama, also confirm the conservatism of a bond development length developed on the basis of the average bond stress of 170 psi between grout and rock.The diameter of the drilled hole for each rock anchor is 6 inches.The~assumed breakout angle of 45'o the vertical is most conservative as demonstrated during the reduced scale rock anchor test, and in Reference 8.'Weight of rock in kips per ft.circumference =0.096d.~7~P 2 Internal Pressure in kips per ft.circumference 0.072 d (2r-d)The depth d 26.5 ft., was established based on preliminary design.No surcharge beyond the internal pressure of the containment vessel was considered to be effective in determining the rock anchors hold-down capability. Therefore, for varying internal pressures the rock hold-down capacity uniform around the circumference of the vessel, is as'ollows: Internal Pressure (si)0 60 69 75 90 Rock Hold-down Capacity (kips per ft.circumference) 67.4 240.4 266.4 283.7 327.0~.5.l.2-22 10/68

For the combination of operating plus incident loads (i,.e.Load Combination (a)in S<ction 5.1.2.3), tho upli.ft per Coot circumference is constant at 259/0 keeps per ft., less than the assumed rock anchor capacEty of 327.0 kips per ft, Therefore, the factor of safety on pull-out against the factored load is 1.26.por the structural proof test, upliff per foot circumference is constant at 182.0 kips per ittt less than the rock anchor capacity oi 2dg.d kips per ft.for a factor of safety of 1 47.For the combination of operating plus incident plus design earthquake 'oads (i.e.Load Combination (b)), the maximum uplift per foot circumference is 274.1 kips per ft.and the minimum Xs 150.5 kips per ft.This copsiders horizontal and vertical components of ground.motion occurring simultaneously and their effects added algebraically. Due to the group action of anchors, the overcapacity of the rock against lateral loads can be represented by the factor of safety against overturning. This factor, using the rock hold-down capacity based on the pressure load of 75 psig is 2'.38.For the combination of operating plus incident plus maximum potential earthquake loads (i.e.Load Combination (c)), the maximum uplift per foot circumference is 289.2 kips per fte and the minimum is 25.4 kips per ft.The factor of safety against overturning again using the same consideration is 1.96.of safety a Consideration was also given for seismic loading without internal pressure.For the O.lg ground motion (vertical and horizontal components considered ~to occur simultaneously and the effects added algebraically) there is no uplift..Minimum downward'omponent is 0.9 kips per ft.~The factor of safety against overturning is 4.62.For the 0.2g ground motion{vertical//an/.horizontal components considered to'ccur simultaneously and the effects added al'gebraically) the inaximum uplift 69.2 k s per ft.The factor'jainst overturning is 2.31.5s1,2-23 0 e .i The tendons are anchored into the rock socket with an expanding grout.The grout contained an additive designed to reduce the water requirement of the cement, have a slightly expanding action and retard the initial set.The expansion based upon original grout volume.is 8%+2%.This expansion is accomplished by the reaction of aluminum powder with the alkalies of the cements.This reaction results in liberation of hydrogen gas in.the'orm of small bubbles which have an expanding effect.Tests have verified that the molecular form of the hydrogen in the alkaline medium will not adversely affect the steel.(The top (movable)anchor head for the rock anchor is coupled to the bottom (fixed)anchor head of the side wall tendon as shown in the fully engaged position on the attached Figure 5.1.2-12.Dimensions and material will be as shown thereon.The bushing provides for coupling the smaller diameter ixed head to the larger movable (i.e., tensioning) head).The couplingas right-hand threads on each end.During construction, after the rock anchors were tensioned, the coupling was set in place on the top head of the rock anchor.When the sidewall tendon was inserted in the conduit, the coupling was threaded onto the ,bottom head of the sidewalg tendon to the end of thread.The coupling was then turned down onto the top head of the rock anchor resulting in all threads on both anchor heads being fully engaged as shown on the sketch.The design of the tendon hardware ensures that the hardware remains elastic up to the ultimate capacity of the wires.Therefore, at the effective prestress force of 60%of the ultimate strength of the tendon, average strains in the coupling are designed to be no greater than 60%of the yield strain of the coupling material.Details of the anchorage hardware are shown on Figures 5.1.2-13 through 5.1.2-18.5.1.2-2q t I I lIIOS 01 Oli)~)I~, rM K r O I~iOOf SI(fl)~l(S IllS"1 1 0 I f I t I Iu li Qf (II(oiI(I[ ~IIll la I SI((u C(K O(too I 1~Sit((Ot Wf Ol(fiC~wC I ICui f)>II~Ql OCil I Iaaf CI.(i(i1 i II O I a 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INCr FOR INTERNAL USE ONLY Ghl 446 11~78 I~e I'HHI'4~mHHHH Gilbert Associates, inc.Reading, Pennsylvania ALYSls/CALCULATIOH SUBJECT REVH MICROFILMED ORIGIIIATOR DATE CISID PAGE rZ PAGES AW ZP5 I H I I re o<PPP I I H H eIeInnnInvnnv IunI1nII evIIH111 v1n'II neeT kCcbI-IkTFS IMI Ftll INTFPMkl IISF ONLY HGAI 446 ll 78

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INC.FOR INTERNAL USE ONLY---r'-GAI 446 II~78 SUBJECT'kk kt t C IS ID PAGE Gilbert Ass'ociates, IIIc.Reading, Pennsylvania A LYSIS/CALCULAT ION REVt MICRDFILMED ORIG IN AT 0 R DATE c5eE~~y t I t I~W cP~k!~+~(pi~l'g;~g/g l l+l ,AgjgII pg g'gipc o~~I k I i I k l k" I I l'i k I~It I lf I I t I k~I I k*k II I t I t I t t At t~PPrkPPIPTkPY IMFrkPVATinlti nF rII REPT ASSOCIATES. 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.t r l , I Il I I I~', (I I~I BOCK A C:"QHS 3y Jo>m Gilbert i~)ry qi~~roI Qo a 1'~r~~oo'is S'J3JZC2:~~st on Rocz Zzchor.';~bar 45, Hol 2-~er 18 U-.D: v=-50""'"c'"~./'8" c>>=>>.c'=t rest>>~g on rock c cnor D sc~><="ulic C..s-":vo in w."." e el h~a-m">>"a r-"6~~of 10 W lbo/.xc~2'I~-sn~Co~>utc j, area o..r~~<13 29 oc~sn e inc+,, a.,~I'~'.*'P TJi~~osses: J'c'gcy, Bill Eall:inoon~"Q.L'rcciz-v.T.&@croon fe~no Poss V..I en John Gilb rt-:~=cht 1 Coemption~.itial 9 st-10 A;N.\~Euttonheacs vie checked fro.a top o" c'tton to top of anchor heM.Avc~~~e height cn ppm~w+~ly 80 ton6ons~as g/15" a""v 1/16".About five tendons vere a~thin tolmacc-g/15"~bov~encho" ho~8.~we r=-".~~"<<ng five tendons vere r~rM v/yells cha1h to 1"t'.ic te any subseouent mwx=~n~i'~uromnts ann loc tion vere t"~th~: 1-,.Kl." Secon~ro-11/16" ,2-h.Z.=First rov-ll/16" 3~S~~~+First<<ov>>1/2 4-S.4'.~PL~A roe-7/16" g-S.Vl.>Second rcv-3/o" Presa~"e>~~s applicQ at~~A.t!.-Gage re>>m~$,000 lbs/sqi inch when 1/16" shim ver loc M uncer ichor heac~34 5'ono.A~ro: 'ately tventy tendons v"r loose-p.>>sing vith a sory~>>ver"'3 ('le lX 3 tl~4 a 4f ApprorWtely g/8tt g/8<<7/16" 3/8ii g/16" Lg tendons vere loo"e at~~s s~~e.SecoaD Stage-1:4g P.N.Pressure apolic8 to loo cn 1/16" ohirs>2~100 lbs/sg,.~~oh,~ 14 ton, 1/8" shM u Ger anchor-Pre ou~8>-'00 bo/see ance I ,'~~'I I'I I I Ghir6 Stage:, Prcssure a~liM to loosen 1/8" shim.4,100 lbs/sg.i"ch >28 ton Z forts to~1/16" o~>>=s with 1/8" ohi~vere partially successful Pressure a lie2 9,5GO lbo/sg.>>~ch ~,"tons.!'" asure""n."s on bu tonheaPs vere:~I~~1"-2<<3=4=5=Appro:0"~ly Fu."thor toots 9/16" g/16tt 1/2"~,~1/4 0'cn tendons acre loo"e-ocr;.riv r u"eR.I v re not cont:lu"ive as 3/'6"~~i~vore'not alit eh at tm level.B=ovccl 1/8" oh~-loft 1/16"ohi~u"0c anchor vhcn Tcd B"own in~toe co clu"ion.Jo~m Gilbert 'A P 0 BOX 1)7""';,"-'".';Auylst 25>'i/66;.; .:.""'OHTAREO CEIPlTR>"H 7:":"~:""'~"-'-'.'"~fr.'~O'":Povell ':Propre'ct".Ãanager;:';.<<,>~--'..'"-",'-':"..'.,!=;,:,":,,-".:"i:,-.,,i ',": '.'.--:~",".",-,~~'-,.-,';.',':,-:;.-:,-:-'-'=..Westinghouse",Atomic Pover 1)'avis'1on -:-:-'-::4';~..~ '~,",'-..~.; Ve,'aie'tranmfttin j~hexevtth j",'one-')1},';ioyj each'of the follovfug,'; -.';;.;.',f-;:,,-'~-,-".,', q=,.")"~'is'nf o~tion'eras.x'eguested,by kh;,',p i',Bex'g'of;,GLI on=-Augus..+9@-,'.',",~,:,",.".,':.ig~,.;;:,,~;.:-

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='.~;-:-",-, 1966~for evaluation by.his ox'~nisatione.'-.,,.'~6:: ~j;...J!p~$,.~.-'.;:;..'-i .:5:j'~:;.<<,"",,:.".;,.')jj ',,;;g.~'I~-,~C F9 ,,~~l U'~'S 0 ,~~'P flhPOtl HWncV.SSewag't A~P NSIONlNG DlVISlOH'BYERSON l('SAN, iNC,'44 t~I~4 t*,'t~4~~h p I h g h Ih ttA 4 t 0'b~I...-"'"-REMARKS.Pt[tgtrsso/ WorJt~'A~)h.'"/gf)p q g~~-g',~t)C[4 I~h t t.t:.".'p.~~','~~~t)h'~.P/Cxf.r.~~rt~~'Sv[ttti[nod er.!P~t~h~t-51u C1h['l.t CCo%7 IMFnu T[tv=oCcW J.et'ut e i i/rr r)r)/-/s r'r~c/r//s./r.'-'/- ql~//G l Lf 3T ASSOC f ATES l t~C*Ellt (Ms.EA5 i: IF'0:('sU<TAls T Avl ss AZC sssswlssG No, Kt.v%HI~%0 Cl'S'sss C s s sS SS r r~r%-~4'c m sssS i~M/st.%4/A/VD-ssf V, w O./r rr ssssvC/i/R-e r<r~~.'r"/~r/F7f'l.o/-+/" n/in e r'r"crÃ,hrrrr'r P~~/cga/hF-'ArJ J oc', c-g/i/47, eo/2a'//io isaac.PCS/YC rCkr)Z/~~/rC'CAN grog vJdr~3'Vd'//2s/bd'7/i'.+2/P'so7~Dr?W i r'~r/lFP/ri/t.l 7w/n/8&i2&~a/i+sos/c=so s~gl sl~f,+<4'2'4 /furr/r.>fs ggl4'P~C 5 s/~r fan@~~.C/rn/,/i,cr'r/ pro/;n>>.u/2 rr'd'..s/'sis2> +=t.Zs~I/2.'D'</.'in svic/rn///n.,/o!n/='/o,-n.Dg/i@a)=Ra d7/2>'r~./o~s.'.ibn/y 8=/2>4 n.'i'sE>>./4d',5k/i' 7 r~JC/7y Q=/ZPg-0/25=//u9'q l 79.kr', l~/E~g'-+%<<a=/~sr-D.'r/= ilo<S in/6~.hi iver"-<<kl/sI+/g ri/I Q r (r'pg pZ~r-.s': '74/ly)r~jJ!r..g<<fgg'=,'-yr=d.PyP y b'g.5'hr.!C:-,pP>~'C4P,./ D WI1/r'.rr'7.~Pffft//gQ,~fr pC'r" f C Wr7rjrrj ill r/Of&On p++~-~z4 Og rc>+rer)Pa 7<<I'rrd5',~l"~ryan f"ra~<sr/d'eir .."<&debar'ts(.J r!: I/7 7 s'ljfi4r/+!~I'l j(i<+/+J rs/ii gj j g//2'g c7/J p(//ri/<p rg PplC/'/r~,"r/ i'r'4f-'rr/c.?iD</r,.r+r'~;/;./.';'-./r =7-u//r, r.~, C 4 r~g r'.:,r,/~cg"..~i pp sr)p/r I 7 I~'./r s'rAr.'Gi s~CrC~~Cy s r r Pr,p/~.<~r>r.'"nl r C4 A r r~~

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RcaaiRC G'tL RT ASSOCf ATES t HC KcIR'oRK""*Egrt,.Eg<AND C085ULTAN7 MADC C~Irh 11~II CC Cl'III Al'I'D rrIZC DIIAWIIIG NO.Ih~hI Sill tT~P IICV lV, 0+l JI.DATC 4r W I'/~p I~~-I I~~~I~\~$20~~/go I I I I~~gC'C~Cp~', I I ,'e.~Ir~I I~~~V~(O SP ,0 I ql I~h~I~I I l I 1~I'I I~I~, 0 X+5'T~<aT(y 8 CF ROc.<gnrceops~g"-ab-g$..I 4 Ee.uH I-c,)r 5 Pact=@Ec eyRvioqz Qgg~7g WEN slc A'I/V g dw R~c.g Ph cog s, 58coyO g EA D (N g~u8S T44~P 4FFZg 1 g E5'D'/,T5./7PPKAA', g g Lb&I ld-~d-.65/'Cn.puqR wo'-iFnr s/un rag ,~r Ho>6 N~.~~ti g~.5'2'~-':..Io~.... '-(.1']g s~P 12.2.I 52~1+2 I 9'2'/RE'ADl AQ Q2.7<44 2.2 7-4(...227..6 7 2 2 7'7d 2271 7d.2-2 7.'/.'.227.'..Pl... 2$77+4 2 772 227'7/'22.7'7/2 27-Cg',, 227.C7'.2 X7..g 8.'W 2~7" 7d 227'd'Re~v I~2mv.Cc'zz7 6%"~.-2.2.7..44'22.7.4 8'2 27-70."..2'27~8/':..x2 7':C 0'2,2p'68':": 22 7 dg'227", C 7 227..6 7 jg 7-gg'2 7-4 5"'.: 2, x7 68 z2 7.4 r.'~~1 I p 1 r~, I~,'I,~'1'I~r r II~~~~ A NC!NOR,S I I I I A*~F>,VR Itrrr'<A'h'h'd'RS I4 EgD Pr'IE'WA'Xk C<~D I\~>>LJ<..I-..(I,F'+ '7 HE ghee y rIN EI.Z...~EE~~RE c&RP'E'P E E.....8 s pe~c 4 ur~4$g 2 pigs'ssu~~s lnpicn~~~: I r H-cia No., f..-'5;roe'~I~'E I I....Hex'o4l -iron':: '.;:]r~'r I E H vie/I/aa)=5dcp I ,~H p~e/V~.l,=-~@~--rc-r-C g.I C Hu~p A'c 0-t-" Eg&o-ldŽI+-gggyc.'g P<$'/=5'Fc o.',.lp-.F I~'I I'.H.>~2,Nd,/24"=+Zoo-./g-.p-g~E i I H~c~A'u.I2I.!..=.s,<>>~,, I I PZLVi~cr<i y (8'Z llr=7-OFi"~aS gZCoRPZg,'pS FC<<'uurS'II 4 r 4 t'E~I E l/r"I I I I l'~~

pe II cement, modified for low heat of'hydration, is used to minimize rinkage."Grab" samples are taken periodically at the batch plant, upon delivery of cement.Each sample is tested by the Testing Laboratory for conformance to ASTH C 150, and the results are also compared with the certificate supply with each delivery of cement.Elastometer Bearin Pads Tests are performed on elastomer specimens to ensure compliance with requirements for (1)original physical properties in~luding tear resistance,"rdness, tensile strength and ultimate elongation, (2)change in physicaloper ties due to overaging, (3)extreme temperature characteristics, (4)ozone cracking resistance, (5)oil swell and (6)shear modulus.In.addition, two full size pads are tested, one for creep and one for I ultimate load.Specimen No.1 is initially placed under essentially onstant compressive load of 1000 psi (the design pressure)for'I ur days to measure creep.This pad is then loaded up to 2000 kips (5.3 times design load)when the test was terminated without failure.Specimen No.2 was similarly loaded up to 2000 kips without failure, The rebound of the pads after the 2000 kip load was removed is essentially complete.A summary of the test results is shown in Figures 5.6.1-(and 5.6.1-4.Rock Anchor Tests Three scaled down test rock anchors were installed to demonstrate first the hold-down capacity of the rock and second the capacity of the bond between rock and grout.5.6.1-4 4/69 4 heal/hfdf

Two tests were made on rock anchor"A" which was installed at the center of the proposed containment vessel.The first test, called test A-1 was to determine rock hold-down capacit'.y, The set-up for test A-1 is illustrated in Figure 5.6.1-5.The beam support piers were located beyond the assumed influence circle of rock having a diameter of 23 feet 6 inches.An independent frame was erected to obtain deflection measurements on the concrete pier at the anchor.This placed all supports for lifting as well as measuring devices outside the influence circle of rock.Dial gauges were used to measure the movement of the concrete pier and the anchor head.The test load was applied with a 150 ton jack mounted on the beams spanning the test anchor.Measurements of the jacking force were made with a dynamometer, calibrated immediately before the test.The second test on rock anchor"A" (Test A-2)and the tests on rock anchors"B" and"C", also installed near the center of the proposed containment vessel, were made to demonstrate bond capacity.The set-'up for test A-2 and for rock anchors"B" and"C" was an arrangement whereby the jack was supported directly by the concrete pier adjacent to the test anchor.5.6.1-4a 4/69 li)(k<nch<)l A"<<)<)sists<)f:w<.nty-e<<;hi. i/4 inch<liam<'I<r wir<>>grout<'d f<)r a length of 4 feet 5-1/2 inches in a 3-3/2 inch.diameter hole.All test rock anchors were oversized so that the'est load of 100 kips would develop only abnut 30/oi'he u]timate capacity of t<n<ion wires whi I<.<1<v<'loping<i bond stress of 170 psi which is the design stress for the.containment rock anchors.This permitted testing bond:.tresses well in excess of design (170 psi)without exceeding ultimate wire stresses.The test procedure for test A-1 was as follows: The anchor was loaded in 20,000 pound increments to 100,000 pounds.The load was maintained at each increment for 15 minutes prior to taking measurements for elongation of the tendon and clevations of the concrete pedestal and adjacent rock surface.Because the anchor heyd appeared from visual observation to not have lifted off at the 100,000 pound load, the load was increased to 110,000 pounds at which point lift off was apparent.Subsequent review of measurements on the movement of the anchor head indicate that actual lift off occurred between 80,000 pounds and 100,000 pounds as would be expected.In test A-2,"B" and"C", ten<)on was jacked from, the concrete pier immediately d.adjacent to the tendon.Table 5.6.1-1 lists measurements taken during test A-1.figures 5.6.1-6, 5.6.1-7 and 5.6.1-8 show plots of load vs.elongation deflection for all tests.The application of'test load of 110 kips to rock anchor"A" (as indicated by the results of test A-1 shown on Figure 5.6.1-6)is equivalent to 137.5%of the calculated hold-down capacity assumption used in the design is valid.The plot of load vs.elongation deflection for rock anchor"A" tests A-2 (see Figure 5.6.1-6)and"B" and"C" (see Figures 5.6.1-7 and 5.6.1-8)indicate a factor of safety against slippage by the grout and rock of at least 2.0 (200 kip load vs.100 kip design load)for rock anchor"B".If slippage occurred within the grout the factor of safety against failure is even greater.The plot of load vs.elongation for rock anchor"A" shows an apparent dis-continuity which is indicated by a dashed line on Figure 5.6.1-6.This represents settlement of the concrete pier adjacent to the rock anchor when the load was transferred from the lifting frame used in test A-1 to the lock'ut which bears on the concrete pier.5.6.1-5

f pg'D~'C SAC.K, puu-Ro>LOP gled 0 pCAmS'GRHg ~~~C'I'ig I al I ('II I.)AEASV Clb<C~-bwTUQ:-.=.-A-~i".~i.-~cg l()f()ll Roc&~CHo~Cow ewe.~E P i K~.I,)~l()~~Ill'>~'i"'g"" I',i,V>>ya,~~ec c.~~CIHOag I~4~/i-/Y//-.=-//P'C P J~)Q: I 1 Ql:zoos Awc+~ 281i 280.80 Io=284 24b 22~200 180 160 C.<140 C 0 120 TEST A I Iol MOVEMENT OF PIER Ib)MOVEMENT OF TENDON HF AI'~o Oz: h g 7C~V1 m+W m~Ill~xz 0~I IT'll V-I m I RZiMf KZ"%~3 E2o2m~i dC~RQI 80 o0 0 i0 I I I ROCK ANCHOR"A" TEt)DON: 28-1/4" y WIRES ULTIt1ATE TENDON LOAD=240 (1-372)=330 MAX.OVERSTRESS LOAD=0.8 (330)=264 TOTAL TENDON LENGTH=12'8-3/4" EFFECTIVE DEPTH OF'GROUT=4'5-1/2" 0 I I II INCHES~DEFORMATION 0 280 260.80 fv=26'4 240 220 200 SEE NOTE 180 160 54 o 140 O 120 100 80 ROCK ANCHOR"8" TENOON: 28-l/4" y WIRES ULTIMATE TENOON lOAD=330 HAX.OVERSTRESS =0.8 (330)=264 TOTAL TENOON LENGTH=13'2-1/2" EFFECTIVE OEPTH OF GROUT=5'-5" n R Q n~7C~Z nm KK 0~R7~m m le 4 m I 60 40 h0 NOTE: JACKING FORCE INCREASED TO 208 WHEN SLIPPING OCCURRED AND STOPPED WITH A TOTAL ELONGATION OF 2 I I/16" AND A JACKING FORCE OF 19S~JACKING wAS HALTF D TO AVOID POSSIBLE DAMAGE TO JACK.INCHES-DEFORMATION 2 0 e 2eQ 260.80 Iv=264 2cQ 220 200 160 O.hc o ICQ 0 120 100 ee 40 ROCK ANCHOR"C" TENDON: 28-1/4" 4 WIRES ULTIMATE TENDON LOAD=330 MAX.OVERSTRESS =0.8 (330)=264 TOTAL TENDON LENGTH=14'8-3/4" EFFECTIVE DEPTH OF GROUT=4'5-1/2" w m~lMQUR lÃKRPgg eaCeaa INCHES DE FORMATION 2 I/ TAPLE.5.6.1-1 t'INNA STATION-UNIT NO.1.ROCK ANCHOR"A"-UPL"FT TEST VTTH AC:-:leap FPJvc DPTE OF TEST-~AY 19, 1965 084C'AD NIPS 0 PIER DIALS~E~S.'r'.CORNER COPDER INCHES.300 HEAD DIAL INŽHES.700 AVERAGE D" FOR~XTION TO: OF PIER TQ~Cl$>>S 0 NORT:-: t/4 g~Co~Slaw wAC 7-5/S S"".H 9 0955]nl 0 1 n2$1040 IC55 1.Il<5~e a+5 20 40 60 80'00'10.304.308.311.318.354.3SO.005.009.012.019.031.039.705.709.714.723.752.767.0045.0085.0115.0185.0425 1/4 LIFT OFF A'?PA;~NT.0595 7-9/16 c 5/8.-349.025 739.037.334.016.724.025 40.326.0'0.715.01S C'0 UK~~@vg e6:~20 0.318.3'2.003-.002.706 6aa.0105.005 c/w 6 0 0 This copy to: R" L'UKEN Be~.acel G l.'.8 E l l T A S S 0 C 1 A T E S.I i%C.m c READING~NEW YORK 0 (IL',cl]>!l$ SEP 19 l966 C)rn!~$en BEGHTEL CORP.~~M'>>E, U>>Po reU.~hanar er Ginna Pro)oct Nestinghouse Atonic Pol'er P>>Oo Box 355 Pittebu"gh, Pennsy3vani k

Dear Hr>>Pc!tell:

i$ptcrrbkr'g,~0 D'ision X(l523O Efd-646 Re: Ginna Station Unit No>>l Con~mant Vessel-Rock GAT>>4'155 Cz<I~r~'/~Anc?lors~rQ.Folded herelu.th are seven{7)copies of the revised sp ifications for ins~lation of Rock I:nchorso Pil SEQcification is 0 Qtyi3'ting of the entixe Xnsta3!ation procedure'roi.udina thar,.o oior~~c!", t aca.".oo ara aaraeu u!an a>><@job a te r'aet" ns on sairagnts~~>>al5. This ssaoiiic" ion M o ino'uncs t'.le deletion of th-reouirepent for perfoxTi.,g the consistency {f l.ov cone)teste Your attention is invited to the fact that tha requirelxent as detailed.in th's spec" fication and'actua3'ly psrfora d in the field is to deterIIIins t,he proportions of grout lhich have tho lowest possible;.rator-cerent natorial xatio as is consistont. lrith pulip r oui"clronts, These PrOPOrtiOnS are then aPPFOVed by the agineer (PZ>>H nry"'~l"Or)~The testing laboratory field p rsonnel nust then insure that, actu'Q.proportions rel..sin as approved, By cooy of this letter this svecification is".l o d"st ibutod os folio!>s: J~AD Ro Rs Rs Hs Hs I;o Ta?1>>4ddresllee HCConneU.(FIGPv)Kopa olts!zi{?TIsfcFi) Lu?.en (Bechtel)Par.".iok (I.".r'Ii D)Bro-.n{Ryerson)~urnxlt itV a 1 3 6 3.3 At t?lc Jo.I sit-i:eetinP 0;1 So'"..CI153r ~.1~/D6 c.r'=.'.ill devi."-.t1ons l!e""0 reQU38tcd ZroE the t".Isionin~n'iro 'du a3 st!'rlot od on tho spot:if icztior'Pi~a Vi31 COnfi..'.> ay;>Z~V~n'I. O" thee3 dOVi"tione ~"Or your I'O"d, 6)cop.'.-3 0>>the 1nstcillation a,;d ten')ic'a" n,: sccucncc",.e attach:3I?s ~PY cop-.;o~this",ett'~L~,, T~j'.-'"o!,~l~<,"..:.'goq3 is rr!ouaststt to or',s..a to Lls OAQ Vill opt 0 0 j:: 3.Qt of u.e a."ectio 1 0"~arly shov6ag idcnt&ic~ion Of I'Octa thee!!G~~B bV 1'ill.'PQSPs MC."bac Za tC lOSUP4~3 COD Eo tJ~J~AQ Pio Ro Ro Mo Ho A To Mb PO'.i 1'53 cICCO.-.1Cl~ KGB,GUS~i Luken ParZick Bro;~

DYClHL P-12-6o Revision IXX~VA hlr~~rr 1 cllcshJ c~c'r i~rr I'Y i"4 a'w'c J'hr!J).'.I')rcr',vc4.L"."!COt'3'D,.l'l'I JC"'s 1 0 0" 0.'"'E ZaQO8.l'OC';.iCRt OFO C~$%j t:;8 rtQtR~m~v'~OX i, Occ.crnc.;OP irke'.ioi)~-3r c!3nt 6G 9'oi AOQc".'t t",P)Mtt c:i.;cr.~n AC'.C JR=A Woc'iQtc'5 On r U;mt."",'"">i.o shchaot..Q=...@~a"::ec..roc uc:r: say 2 0 H.'-':: "K"".CODE!.MD Rrh Lc'ZCk'"'r.O!l." FahCGQt ch j,!jgci.i8('.i!Qc)~!'~'rr:h c+11 AQ 3 u3 p in QCCCZ Q@lce'ritn S'~~dox'J Sj!Cci icG'tiovB Zo":Pi"clctQPR'oncFote Zol'Qild-'::g~G A'ccl 30.t.66 c!sd t;!9 7'a.'Kc ti.'6 2'.;.Col...'.8Q(LOP ~8'"""C85'.O.;Qc OVacrinV PCS" t.n ion'Q P."".:.=g cd Co;".Cp-e".3 0~'i'l':.'R.:(Li S c'Cih"=FcQU"'o".Lord Ce!Gnt Al" ce:'.ont?~11 ho pa"t3a.ci co:!~nt corZorrw>>g to"S!;aci=.'catioas ~OP i O'l'G~n+CO-"~n'-," c.S'Qz C-ljDQ-Qq~ 'l~Ce T..'~~cnn"crOP One Very:ccent3J wan~"'act@:.=-zi 'c-t".cl.Ai"-ort,:'ncd cer."nt ok:all not Le ll9C~~>n 3 cc'.:r-.tOP j>~~-i np c;:cctnh c~t,g.!1 c,g q~tc'l~en gyJtn c>QQO'+gee coni ent no ppente't?:-n~GO c.'ra la 3~~crl~~c*c~'J hp,chch lrr'~~, rr'4~r'~I cl~(8 c Q'hr'.rh r.,p~~I r,~ch4 r,r~rp cr,h(!.rrvl fly', l

~~~Hi Y" DKC/HL 9-l2-66 Revision IIV'oiw~I'r, i i ii,".g 1~)tip i.i~ge)<,'Nt~0%hY'1 5r,l Li'\)vs<'l l veau i>>cr'w'lLGL~sc" J~'ic (il ui~ic i'a c oJ u')iL 4 AO 1$Ai~c 6)q'qual'i)elhi.1 1'l.g 4'i.'Qw~'i Ai)~'ke'~Tl 7 h7i 3civu~4 i.w 1:i."l...iw.i ~l g.J 4i',i a~~~'ii-c'i.<<vc.t.wo-zi 3ii Q'n't i.11"icn il id BS 2'NM'i acfiL':"~d D)~fib~"re+'i'a.t Co,c<G'uo CQ~QBa dd aim'l be p,"oportions:1"nd 1..".izd=:n"ecordal.co 1!ith"no:..".";l1-facuQrc"~Q 3nptrl'i~on3ii r'hG Ggijc u.'L!ilnbitf Qx cRg~loivG BQdi.u-vG 1 i'vii e i to b3 11"Gd S)aLl LG def Gr.fM'1 b;f uhe O Gp<lratio?l OX uri~'atchGS ga in'<ul1q~aglpc pic~Qr j>0 Q ag><0~uo bo,~v Gd gn thG MorZ t Q ON~1~v."G firogGri': GQ GJ':c f Gd hGreLI'~x tGr U'ldQr 2L c M-oil r o0 JJ~iiJGHVi 7'L;is i n>i<~i Q+0 j.QP'i~>Q j>P~I j'QP'i'T(j~J><'he c~cn-'=-Gd Zor~not,~~~~ro 1~ale!lors'hall bG a n=at cG."n~rt.tpo~u The pro;".Qrb'cns QS.'ollt~c-.g i",."torialo aha"..bo b3"'Gd upon lrbor tory fiGSt9 F~'g9 Cn'.Gjh.i'd+)~'Q"i~enod~cc QNp3 4, Qr uo thoi.9 1G 3A~r1ie f ie i d p The a,'..Qu'1 QZ.."'"mg pater'J-,Qlo~'G< ghsl~bG"~ch eg uo g odl'ce a puJLJ:able carol:" leaving the con i".t, rcy QS;.hic!'.cx'om or heavy Qaint.~'len p N!iutGc, to st Qvd Dentil Sct uinp'A~~O- <)~cDJ, the g Jvu GholQQ ezlabiv$)rmtica~>y no bleoaing Qr GGpequation 'and sho11&1 a-,.,oand not la a ikwJ 6 nor i",e-'G thea"0 gerconf.QZ ito original vol:mrs.File E'.~c.tQL'~Q.L"'s %~2"!'.Duor~~l '=.etio 6$F.U.bc cs.-.ci;'f cia>.'QO ib 8 consiQtont with 1'Avr>h'.gz reals'G;;"nto aiiuh a.,.vm;1'" Gr-con"nu rat'o QJ, 0.40 to 0.45 by mGight.5iQ MCBP;2C.(Y '::~ax.'3 5 l C.,"~~~>.Vie Q.;Q:.<1 uio:la f;O:"Q V.-.-..C}f~r~ho C;"O"'.!l bo tGSfod i@a svuu,L a<d l)~i uo i uD g la'i'C Qi iJ~~~ie 71 ft i ciao vI wCJ A Ivy

~~WZ/HL 9-12-66 Revision III prop rti" of consistency and expansion. The Testing Laboratory sh-ll be provided, representative samples of the m=terials to perform thes tests.Reimbursement for;he Testing Labo"atory's services vill be oy the Purchaser.

5.2 Plastic

Vo3.ume Chang The expan ion of a test sp cim n of grou.'.of the proposed pro-portions shall be¹ternined by rr asuring the change in volum of a grout column.Thc expansion of th sample shall be periodically observed.. L'nding upon th t>-e of grout test d, the test may be discontinued. at eith r 3 or 4 hours hen it is evident that<expansion has practically ceased., At the end of this period, the bleeding water, if any, shall be poured from the surface of the grout into a small graduated. cylinder x!here its volume is observed.The grout expansion measured a percent expansion based on original grout volume shall be 8 p rcent+2 percent.Any bleeding water collected on the sur""ace o the grout shall be neasured and.report d.as pere nt of oleeding based.on original volum of grout.In no event shall the grout exhibit bleeding in excess of 0.4 percent.5.3 Compressive Strength The compressive strength of th grout~!ith the proportions to be used for the d'or!<shall be determined by the Testing Laboratory. The test molds used to determine comprc sive strength shall be provided~!ith end plates and rods that>!ill insure complete restr int of th grout after p cimens are cast.

Dl<C/F.L 9-12-66 Revision III Thc standa'm method for t sting two'nch (2")cubes is found.in AS M C-10)-64"Standard. i'.thod.of Test for Compressive Strength of Hydraulic Cem nt kortarsl,using ttso inch (2")Cub Specim ns).6.0 t tZXTttG l Care shall be taken to remove lamps, oversize nmterial and.foreign a matter prior to introducing materials into th-mixer.The temp rature of the cern nt whee placed into the mixer shall not exceed 140'1.To produc a uniform grout mixture vith a minimum of mixing tim, a mixer that produces a shearing action in mixing shall be used..This may be accomplished. by paddies, discs, or doris running at high speed.in a vertical or horizontal position.Mixing time sh ll be approximately 1/2 minute per bag of cern nt.Due to the shearing action, a considerable amount of heat is gen rat d.and.mixing at high speed shall be limit d to about 2 minutes.Standard mortar and, concrete mixcrs or hand mixing is not sati factory." T¹grout mixture shall be screened.arith an 8-mesh strainer imm diately after it leaves the'rtixer. Under no circumstances shall grout be retempered.. The proportions of the grout shall be such as to have as lour a crater-cementing materia1 ratio as is consistent t<ith pumping reauir ir nts.Th s proportions are subject to approval by the Engineer.7.0 PLACI'fG GRDUT 7.1 General Immed.iately before grouting the abater in the bottom of the hole shall b agitated, an~pumped.out to remove any silt clay and fine rock debris.Pu".>ping stmll be termir~t d uh n the effluent is vi ibly f ce of susp nded,."-t rial.3:f th rock surfac in the hole i not damp, the hole sha3.1 be fill d with water to thoroughly wet th roc!'urface. Each hol shall be inspected to determine if there is a flow of eat r into th hole sufficient to disrupt proper grouting.Any serious problem shall be c lied.to the attention of the Engineer to det rain if prcssure grouting and.re-dri3.ling of the hole is reauired.Vater shall be p rmitted.to ris in th hole until a steady level is attained.. The hol shall then be grouted as sp cified her~inafter.-Vo more than two terdons shall be grout d.under water unti3.it has b en ascertained. by tensioning th initial anchors that the grout develops the required, bond capacitv.At the Contractors option the holes may be pump d out completely and, if the influx of water dces not exceed one foot per hour, and groutcd as dry ho3.e Uithout waiting for tensioning the initial t~'o anchors.Standby water flushing equipment shall be provided with sufficient capacity to flush out a partially grouted hole if the grouting equipment brea!cs down during grouting.The placing of grout for each stage shall be a continuous operation. A list of all equipment and.a description of the frequency and.means for calibrating gages shall be submitted, to the Purchaser for approval.Ho grout shall be placed.during heavy rain or when there is heavy rain expected within six hours.Th=Grcut being placed is subject to inso ction and,""mpling by the Testing Laboratory to ensure continued. compliance with the r nuiretmnts of Section 5.0 LABORATORY TESTS.Th"=e r ortar cubes"hull be cast for"irst stage grout plac d, in e ch hole.hes"-cu'a s shall b bros'en, two at seven days and)I

rP;~DKC/HL 9~,-og H v sion XII one immediately b fore the anchor is tensioned. The final cu"e snail not b tested mor than 24 hours bo ore tensioning the anchor in the hole repre nted by the cub.Sine consistency , tests re not b ing perform d, the Testing Laboratory ~rill ensure proportions are.as approved by the Engineer.The rock anchors shall be installed in a simim~r seq ence to that specified, for tensioning the cendons under Section 8.0 T""NSIO'lIHG SEQUEilCE to avoid an excessive time interval b tt'een installation and tensioning. Mhen th shipment of anchors is received at the jobsite, all t ndons shall examined for snipping damages and location of spacer.As the tendon is lot;ared into the hole, the tendon shall also be examined for any inconsistencies app rent in the arrangem nt of the vires.After the anchor is insert d into tho hole and prior to pl cing the first smyth grout, the button heads shall be examined to insure trire lengths are as specified. Prior to inserting ea'ch tendon, the depth of the hole shall be deter-mined sml the grout'pine extension protruding below the bottom anchor hes6 cut to length so as to eng attha.lowest extremity no higher then\tcso inches (2")above the bottom of th hole.The grout pipe shall have a 60'evel.7.2 First Stage Grout The depth of each hole shall be determined and.the volume of grout computed to provid the required emb dment length.The grout shall b placed.by gravity in a mann r to displace any ground eater in the hole up~;ard trithout producing any s'gn'ficant disp rsion of the rout.Special care shall b exercis d to grout 70 z~c/>z.9-12-66 R vision III approximately the first too feet at a slo'.1 speed to avcid, excessive mixing of the g out uith~he~rater, Grout shall be placed.to an elevation approxirutely on".foot above the desired level.llithin thirty (30)minutes and, after the grout feeder'hose has been vithdra~n, the pump shall b lovereQ to an elevation of ll'-0" b low th top of the gael-r~plate anQ op rateQ lowly until it is evident that no grout is being removed,.A hydrostatic heal of water shall be mintaineQ constantly to within one foot (1'j*of th jacking plate by aQding vav r through the hole in the nchor head.Too hours later the pumps shall be lovereQ to nine inches (9")above the previously pumped grout level, (i.e., 10'-3" beloxr the top of the)acking plate)anQ, While pumping, shell bo lowered slo~sly until the grout level is Qet cted.Xf grout level is more than six inches (6")helot the original level, adjacent boles shall be inspect Q for grout.If grout level I is within the specified tolerances, no further action is reouir Q pending tensioning except to maintain the hole full of water.PericQic ch cks shall be rude to ensure that the hole remins filled.>'ith eater, If the grout level is not~rithin the specifieQ toler-ances, the tendon ha13.b removeQ anQ the hole flushed.The cause of abnonaal grout rise or foll shall b det rmireQ b fore re-grouting. 7.3 S conQ Sta~e Grout After tensioning the rock anchor anQ imr diat ly before in)ecting seconQ stage grout the hole shall be cleaned anQ fiU.ed vith eater"s Q scribed h r before.The second.s~~.':c grout shall b in)ected as scon as practi'cable after the tendcn is tcnoior Q.Eia vrea~a c"-rc should be exercised o cncure thot adjacent holes are not 0 DXC/FiL o>: 66 H.vision X3'T.prcmature1y filleG uith grout by using exc-ssive grout pressures. The~rout sh=ll b in Je ct" d by a positive 6i spl=c nt pump o f the"progressing cavity" type.P3.'!hos s, valves>and.fittings shall b~rater tigh.Prior to g.outing, the entire system (i.e.pump, hoses, valves and.fittings)shall b pressure tested~ath eater to ensure;rater tightress. Provision shall be nade to properly vent the cavity a!hen grout is inJecteh.The grout shall be pumped continuously at a slower rate until the c vity is filled.Th use of a pressure pot is not p rmissible. After grout appears at tie vent opening.the grout hose shall be srlthdra~m as grouting continues (wasting excess grout,)until it is clear th"t all en-trapped air has b en removed,, an6 the duct is complet ly filled.tjith grout of gook auality.One pressure guage shall b placebo within three feet of the pump discharge and.a second, gauge vithin 15 feet of the rock anchor head..After second stage grouting is completed. the top anchor head.shall be protected. with a coating of HO-OX-lD"CN" or approved, eoual and with a natal cover.8 0 YEOSXOHXHG SEQUENCE Bock anchors shall not be tensioned. until the concrete supporting the tendon hard."ar (oasep3.ate, inovable h ad and, shins)has attained a minimum ultinwte compressive strength of 4000 psi.Mhen a tendon is locatecl within 3'-0" of a construction Joint in the ring girder, the minimum ultimate compressive strength of the abutting pour shall also b.4COO psi.i!o roc!: anchors shall not b t nsion d until the grout sp"ci!!ns exhibit a minimum con'inect compressive str ngth of 4COO psi ( ~"9-D3~C/HL 9-12-66 Pevision III unless otherwi"e approved by tha En~.-inaer no, shall t¹y b,tensioned b fora the grout has cured a minimum of 10@ys.Tha sacuanc for t nsioning th anchors shaM~b as folio':rs: a.Initially, tension every fourth nchor.There are no limits ions on the s ouanc for tensioning these anchors.b.Secondly, tension the anchors located mid tray batw en the tensioned anchors.There are no limitations on thŽsequence for tensioning thas anchors.c.Third3.y, tension remaining anchors.~~in, there are no limit tions on the sequ nce for tensioning these anchors.Elevations shall b obtained by th Constructor {5 chtel Corporation) on a minimum of 12 equally snacad, locations on the ring girder immediately before and after the tensioning operation. This data shall ba submitted to the Engineer.One~reek after tha tensioning of all anchors is comoletad, four equally spaced.anchors shall ba jaclmd to ascertain th ma~tude of losses.This data shall be submitted to th Engineer.Each rock anchor shall ba jacked to eighty percent (8')of the minimum guaranteed ultimate capacity of the wires.Tha gacM.ng force shall than ba reduced to seventy percent (70~~)of u3.timat capacity shen finally anchored.{shim.~d)'n p3"-ce.The stress<<strain curves for the production lots used.hall be submitted to the~r'neer along with the fina3.gage xc ding and elongation for each stressed anchor.If the loss of prest-ass force dua to failure of wires or buttonhc ds exceeds one lmlf pere nt (0.5), tl:e]zginaer std%.be imm diately so advised.ised upon stress-strain curves for tha wire used, the cnticip ted elongation slmH.b dater:a:nad considering fir"t, th affective length to the A ,-10-(.D",C/H.9-12-66 R vision III elev tion of th top of first stage grout and second, the effective length as the complete tendon length.Ti e Engineer shall h advised if any slippage is discern=ble during the tensioning operation. Deviations from the sp cified.secuence sh ll not be p-rmitted. without the prior approval of the Engineer.The Zngin er'hall ba provided load, and.elongation readings at 1CCO psi jack pressure, at eighty.p rcent (80~)of the minimum guaranteed ultimat capacity of the T~ires and at the finally anchored position. 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I;.1 I<<~,j-r v'I~J.<<~<<J'~I'4 I~-rv'->>~'I': i:;.{:;..).~'y~.JJ , jC~:.,~5>>I':::{(,~I!~~."~,I I I ,-~<<I,~,~<<y~<<~I I 5~e J*I>>~~~~~I.I.~"'{~~I'.~'1~'~I (I~~~I:(,"v-'{."'I I"f':'.I I I i (~i'~I~1 ,'r e~~I I~e'~t I~<<I~l I'I~~,.'.({:..j~~~I~i V 4 f'I:~'.I ere I<<..I~~I~e I I~~I~~~1~r I~'I (';.:~~j.I'~j...~j" r.I i;I" 1 (~~~~I*t h<<(>C'~~'I-:, r-~I"..!'".('"), I~CP~OAIJ a+4;c Z'i rr r>r P8 G>>f8"''Jy(y!; I<<,i.: I i.,:.i.--":: .=<<Je.vcv'=v i-=px~ey>>>5>>r= <wi('z'!1 J~+yvaev v>='.Ii!"','.'i.'a'=a ~~~I~I I<<I (<<I~Q ROCHESTER GAS ANO ELECTRtC CORP.oATE August lgt 1966 John J rthur Subjects Ryerson Roc'nchors (Grouting Operation) SHEET NO.Space rekaining for Second Stage Grout belov top of sleeve.(Hole 1 2 3 5 6 7 8 9 10 11 12 15 14 15 16 17 18 19 20 21 22 23 24 25 26,"..92 113 147 160 er Tendon tttnabor 77 65 71 6 60 69 44 70 64 68 62 5 72 63 66 75 46 45 84 102 93 92 87 16 100 58 61 79 59 e corded 4p Otl 7ll 3 II Oll Os 8 II Qlt 8n Olt Ip>>7tl 10" 10" 6tl 6ll 5tl 2k" 7ll 7lt 8ll@II 10'.lit 91 gt gt gt 91 10'1 91 91 8'I 9I 91 Il't gt gt 8'0 11'1'l'}I 101 ll'21 12't 10'oight R 1'5" 11 2 ll 3" 1'" 1'" 1'0" 1 g" 10" 1h 1P>>1'l" 10" LOF GOOD J, x 10" 10" Plans and Speoifications inaicato height of Second Stage Grout to be lll 6" with an allcrvable tolleranoe of plus one foot to zd.nus throe inches of this design reouirment-10'" to ll'""easurments taken this date by R, Murray , J.Boniface R.G.h E.Field Office Robert Bunett Ginna Nuclear Power Station h t0 SHEET OF'r r'ra'/'Q!lyr err~CT r ,.CHTEL.CORPORATION Vc.<>!5,7-Io-6G~PEF0RT occ ack&'cHc/c') s7Rc;<k'(7c/7 Ccrc@'E gg'HEET-~lYilLl-:.I, gC7~~~/TE.p+7C'Pr)'CA~.~gpyg, p//r5,-IY>-")/~.O~<.~c.T</<</>CI<gC'<<EP7h'4 P/.r CEO'AC/Vran R/=%4/CICVrj )gP~g'gg/gg P gPPg~48 I 77:=.8-9 8-//./(.'Z-/S-dC jV-'~",,3 79O'-I)-C4 2:.b>"-8'-+.Z-)2.~C,2./g /I'-+": 2'7>>'9'I~D;+ac"a '8>"Cay-)I-l P I-)2-L$'."Il I<<-'f: 7/3 7-8$8-b" 8'/4'6r 8'/S'l C./>lg'/5 (6: 8~/>=g~~~g'-+3)2-Gd.'g/2 ccrc,/n'-c 3<<I-(y: Z l'4,(.;3/~-~C(-7!'3sŽc.~!~>$9 7,'4/'0 O!C)r8)=s!DP.)zc T/pg';g 9 6 2.I 4~<A: 8.Ap 70 6+Q7)0 38"-O:P>>-CG$+46 8">>~8: 6'I)"-tl'0~//!2675!P.9de 4/25 8$'))-Gr))('8-)2'-bg'2 4!62!',Z I2(4: 8 I>C.('-'/o"! 3/Too l28'oo~3<</o(y, zs" g/3 I(!6(37+.S"/c'c'cl! //'/c cc I/'/3.'3/5'o.'lZ/2 3 l II!I-IS./r(r: l'/4"'CC I/O-3 133///'3+l 7.'.'3'-/5'(C >'/4 CC 1"'I 8!3+0 o 36/5-/4-/r!I I3 (4: 5,'7.ll/4 4(, rI./5 44.,<<.S."!p(CT/rry/o;3/CS -/PCS'I'-I/r.Q~ig;37-'r/,'g-/S/r(i II~/3'(rC!/0'-/r ,'DCSTCC/'Crr, gg3'l 2(y i 3+37-g 37-Z 37-0 8-/c-dd 8-/s-4c I$-~.'g/0 4.'2)z:.gewa!2.)C!/c/'X P I Pr(j3 3'7-4!g-u-gC,I 8-ra-gg I/r-'w 37-p g-rc dj g-zc.Q.g-/C.z,S'.-r~.4C /)-r AW7 35m 3 GS'p 4 C'5 i 3+25 2<-8'7-)//-/$',b Q I C>7 Z7-4 g(-/y'-//.Cs S--/C-r'C//-r~parO!p SV~J'-/4 CC 3-/4/C,/'g ir!2>"6 5 g7/7$'-/I/.4!r 8'./g C:Io'/"C!g+S O 2 9'>"8'278 3Q'-0 37 (3C-3'g.Ppg), y.pp.gg;/I'-u"';3'4b C.362K;g/1~4 9 7-/C: II-CI: CINE'I 2rr 44.'9.2.ry.cc'o'-('75'0-+/25 5/zs.'6 37'~a Cd 9'-'~~6'6'/-'e"',+ot'o'cia, 5'o~"g 2Q r!I'I o!r I~~~ ueyaV~~ry V SHEET OF IOB i'~O CHTEL-CORPORATION (58'i'RE!Blah NUC/ERR M4:0 PLQI'T Oerwalo Ceop.N Y, ST DATE:/4/0 FlE'pc'ev ae Pc:vie BNc oa 1 r~e wrac.zv.~r-" jV/cP->>lI'CLQ PQ jE~PR iZ~SPBCF., 7 PRY5'P RYS;.Pygmy~""~'ll.">>".Alp.Teuton/k.PFPrii'Pc.hcEP gj?Dslp-s pgnI!iaipc l cuGE 2..cu8F'3 cc'BE I'.r I,n i Z!96 Z8'o q-g.bC q-g-(.C/i 2~~/>'..Ze~o:yba-; .'y-'o g-iS-zs/-~c-s~,//-'z'.+ac 2.I 987-':+8~~ I 28.A,~?-.C:9-2O CC'q a~-C('l-;+65@.+S'~b;h-34!a 3+.'Ir I 38.>>0-'I-6d!-0-C6: il-'Z~~,'3Z5: 84S3:+xiii>i I 2&I'38'I i I~e~/-g P~)4-g 9-2@I.44/l'/5-l 0-l(~~4'='C lt'-I:8-24.(C'ao"4d'l.+':44 8'7'.<5'O4'.+Z pp.'3'7~@!l3f2~;5-cd~ I i~>p I/33 P/'>8-'"37'4 9 IVC 6~/4<'C4'l-g l 3h 6 2!3bod 0 20'6(p,9 2d dd!/l-0 i~>(pgd 3 i+bSP$"6'75'554'W lg'25 I)-2X-i&i~pg!RZbP i Z(A~~4p'o'8'-9!37-0 i 3'7-"P I I 3 8 138.0/do'0>Id Gled;'+/54 i4izs!5 7S'P i+/fg i+>5 Q',WI25'I!80 22~g'/l-03-t F 5g-Zg-b$'3'tl@(35 76 Izing 5" l7 I 4, 57.ld.g'>-4'7-$7i('3@Sf ,'+I 2.g:/5'4'C'5'425'f'S' p~r l7

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SUBJECT:

NAME OF COMP4fdY: TO: FROM: COPY IO: INITIAL PUHPXNG OF NO-OX-XD'H CASING FILLER-NUCLEAR GRADE ROBERT EZKTT GXNNA NUCLEAR PO!ER PLANT ONTARIO, NEW YORK Those concerned with this project'Paul E.France clTY Chicago,, Ill.D4TE Feb.8, 1968 IN RFPLV TO YOURS OF My report covering the initial pumping of NO-OX-XD"'H Casing Filler-Nuclear Grade at the Ginna Brookwood Pro'ject is enclosed.. Xts intent is to keep all interested parties abreast of deve'lopments. PEF: ej Enc.'Paul E.France Product Manager Maintenance and Production Coatings Hr.Mr.Hr.Mr, icoss Lulcens Charles Huston John Gilber t V Don Lindsey Bechtel Corp.II%Ginna Nuclear Power Station Lalce and Ontario Center Roads Box 157 Ontario Center, New York 1452(James Hood Hr.Ed Cantabene Gilbert Associates Rochester Xron 6 Hetal Co.E'er.David Tate Vesting'rouse Electric Corp.Hr.R, K pro;k'r.Jack Boniface Hr.John g.rthur Rocheste Ga"&Electric Corp.89 East Avenue ff Roches ter., Ne~.York 14604 II T.p~ycrson Q Son~Xiac e P O I o,.8000 Chica",o, Xllino'..=.801 f50 P~IO(Q(III,II lW II TE jv Ddt)40 C 9'2......72........ .:....,0 C...:..tg2.-.'72....8'7.....,/g (OO Sa.Lz.'I-.543+BR 2.88/D7 f~D Ru~J P>R C.F'9-/C-d~Q-l2 C4 g lk./0 8-J~--Cc F/s-sc OJ2-bb g-rs-bb g.I Z-6 S g-/S.gS 8'I 2-6C 9-I2-Cd 8-(~-sa S->>-dC, 8'-/C-44 S-/s-64 8'/5" dC S-/~-cb h-a.-Sd g-jb-Cb 9-ls-6b g-ts-bd S.-rs dC-'j-2u-dC 9-g-2O-8(9-2a-Cd Q-g-$(I'I-<<y-zu-4C z-0-cc'-aa-6 d.q/5/vC.Hc Q QRour g.-i~-~c 8-12.64"/2.-C 4 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OVERALL STABILm'F THE ANCHOR The assessment of the overall stability of an anchor is carried out in order to ensure that Mure of the rock mass surrounding the anchor does not occur.Where it is possible to place an anchor in a perfectly homogeneous rock mass this aspect of the design would appear to present little difficu!ty in practice.However, in many cases hcterogencous rock masses containing joints and fissures of unknown geometry restrict the application of the simp)e methods described below and necessitate modifications by the experienced rock mechanics cnginecr using his enpneering judgement. svariably, an inverted cone of rock Is consideied to fail in I the simple cases but thc ange and position oi'h>>apex of the cone<<iih respect to the grouted or Axed anchor length are chose<<differently by various engineers in different countries (see Table I j.Geometry of inverted cone Included angle Position of apex Source 90 90~60.90.90 90 60'0 Base of anchor Base ofanchor Base ofanchor Base ofanchor Middle of groused fixed anchor, where load is transferred by bond Base ofanchor where load is transfcrrcd by cnd wedges or plate hfiddle of anchor for bond.Base of anchor for wedges or plate Base of Anchor Base of Anchor Top of grouted fixed anchor, or Base of Anchor Base of Anchor USA-Hilf]l973)USA-White]l973)Britain-Banks [l955]Biitain-Parker ]l958]Britain-Lit tlejohn]1972)(see Figure I)Germany-Stocker [(973]Canada-Saliman and Schaefer]l968)V Canada-Brown ])970)Australia-Standard CA35]l973)Csechoslovakia-Hobst](965)'60 employed primarily in soh.heavily Aissured or weathered rock niass The uplift capacity is normally equated to the weight of the speci(led rock cone, and where the ground is saturated and beneath the water table, the submerged weight of rock is used.If the anchor is inclined then the same geometry is often applied and t)>>effect of groups of anchors invobdng interaciion is io produce a Aat vertical plane at the (nter faux ot'adjoining cones (Fipuc'l.As the spacing for~singl>>line nf anclsors reduces foiiher a simple cominuous wedge failure in the rock is ultimately assumed.Often no a;;ount is taken oi the oveibuldcn piessuie from uncanlo!idated deposits or thc shear strength of the rock at the failure plane.Of the engineers mentioned in Table I only Hilf takes direct account of the shear strength by rating that a value of 500 lb/frz (24 kN/m>)may be aHowed for in design.Little data is available on thc safety factors employed when analysing the weight of rock in the assumed puH out zone, but it is known that some designers apply safety factors of 1.6 to 2 while others equate the weight of rock to the rcquircd anchor working load and assume that other rock parameters ignored in thc calculation e.g: shear strength, wiU produce a sufficiently large safety factor in thc design as a matter of course.The above analyses only apply to anchors at angles below the horizontal and obviously the shear strength of'he rock becomes the major factor when dealing with overhead anchors.'In roof strata control anchors are generally of low capacity and rock bolts, using quickset ting resins, are often instaUed on a trial and error basis, this being the quickest and cheapest way to'stitch'ogether a newly exposed rockfacc.Thc length of rock bolt is often decided on the basis of observed spaUing by the mining engineer and in general the larger the excavation the longer the length of bolt.Bolt lengths of 3'are very common but as a further gtddc Fender ct al[l 963]suggest L)3 times width of jointed blocks.Thercaftes the rnaxhnum spacing between bolts is taken as L/2 approximately, in order to provide a continuous zone of compression in thc rock.This approach to spacing has been described by Beomonte[1961)Pendes et al[1963]and Hilf[1973].There is a dearth of data on anchoi faHures in the rock mass but a set of tests which provides some results on the overall stability aspect is presented by Saliman and Schaefcr[1960)in which they describe the failure of giouted bais on the Trinity Clear Creek 230 kiUo volt tsansmlsrion line.Four tests were carried out on deformed reinforcing bars pouted Into 24 in.(70 mm)diameter holes to a depth of 5 ft (1.52 m)in a sedimentary rock which was mostly shale.In aH cases, failure occuned when a block of grout and rock puHedwut.At failure the propagation of cracking to the rock surface gave an indication of the cone of inAuence (Figure 3).Assuming a bulk density of 125 Ib/fP (2 Mg/m>)for the rock analysis of the failure loads suggests that the 90 cone from the sniddle of the anchor length gives very conservative results with safety factors ranging, from about 7.4 to 23.5, wldle the 90'one from the base gives safety factors of 0.9 to 2.9.Bearing inmlrid rhe engineer's desire to optfmise any design there it little evidence to substantiate the current approaches shown in Table l.While it Is appreciated that several miUinn tnnt of working anchorage capacity has t been prorided to date without serious IJHurc.it is considered shat much effort should now be expended in the form of field tesiing in a wide range of rocks to study the shape and position oi'he rucL'wcdges'ubdivcd at fJHufe.Tile plr"lJn)lne ShoUIJ J vrunlnllld Jle tingle anchors and groups tested over a range of inclinations. Some standardisation on sai'ety factors for temporary and permanent anchors it also desirablc together with agreement on what allowances should be made for unconsohdated overburden and the upper layers of weathered rock.In general it is clear that in order to calculate the anchorage length accurately vrith a known safety factor, it is necessary to utHite aU thc tools of rock mechanics, e.g.detailed mapping of joints, assessmcnt of joint filling materiaI properties, thicknesses and dips of bedding planet and other inhomogeneities. Tlds approach H cunently the rare exception rather than the sul>>and discussion should be held on what type of rite investigation and field data are required to facilitate rock anchor design.BOND BETWEEN THE CEMENT GROUT AND ROCK Basically there arc two types of Injection rock anchor being constructed today: (I)Straight shaft (2)Sbrgle or multi underream The load transfer mechanism for these two categories is completely diffcrcnt. Thc straight shaft anchor relies mainly on the development of skin friction or shear in the region of the rock/grout interface while the underrcamed anchor depends morc on the mechanical interlocking of the grout cones and the rock.This section concentrates on the.straight shaft anchor.Estimation of the magnitude and distribution of the bond stsength rnobilised along the straight shaft rock anchor is without doubt a major problem facing the design engineer.It is cuncnt practice to assume an equivalent unii'orm distribution for bond stress or skh friction along thc fixed anchor i.e.irxDxa sldn where L~fixed anchor length P~required anchor load D~effective anchor diameter a skin~value of worldng, bond stress Where shear strength tests are canied out on representative samples of the rock mass, the maximum average working bond stress at the fixed anchor/rock interface should not exceed the minimum shear strength divided by the relevant safety factor (normaVy not less than 2).According to current usage this approach applies prisnarily to soft rocks where the unhxial conlplestiv>> strength it lest than 1000 lbf/ing (7 N/mm>), and the holes have been drilled using a rotary percussive teciurique. In the absence of shear strength data or field puH out tests.the uhimate bond srsest is often taken as I/IO of the unconfined compressile strength of massive rocks up to a.maximum value of askin~OOO lbf/in>(4.2 N/mmg), where the crushing strength of the ccmcnt grout it equal lo or grcarci titan WOO thf sin-t42 N/min'.Applying an appuenl safety'0gP0PaPfla,g//jI~ 0 0 Table 2.Rock type~Bond stress Ibf/in>(N/mm>)Weak Mcdiun}" Strong 50-100 100-150 150-200 (035-0.70)(0.70-1.Q5)(1.05-I 40)The Australian Code CA35-1973 states that a value of 150 Ibf/in>(1.05 N/mm>)has been used in a wide range of igneous and sedimentary rocks, and confirms that site testing has permitted values of up to 300 Ibf/in>(2.1 N/mm>).Coates[1970)allows a value of 350 Ibf/in>(2.4 N/mm>)with a safety factor of 1.75, for a hard coarse pained sandstone. Care must bc taken however before applying the above values since the degree of wcathcring of the rock whatever its classification Is another major factor which affects not only the value of bond stress at failure but the load.deflection relationship during service or test loading.Figure 4 illustrates the latter effect.These results arc for square bars grouted into 2 in.(50 mm)diameter holes 4.75 ft (1.45 m)deep, and tested for use on the Currccanti. Mddway transmission line.Good and very poor results were'produced by the same rock type, Rhyolite Tuff, in sound and weathered conditions respectively. No data is available on grout or rock strengths but it is signiilcant that the equivalent uniform bond stress at maximum jack capacity is scarcely O.l N/mm>.ln general, few failures are encountered at the rock anchor interface and new work is based on the successful completion of former projects, i.e.former'working'kin frictions are re<mploycd or slightly modified depending on the judgement of the designer.In reality however this assumpiion of uniform dhtribution of bond is unlikely to bc true except I'or very soft rocks.Since there is liule information available on field anchors rcfercnce must be made to investigations into bond in reinforced concrete.Hawkes and Evans[1951 J show that theoretically thc distribution of shear stress along thc rurface of an anchored steel reinforcing rod loaded in tension at its exposed cnd can be expressed in an exponential form: Ss-Ax/4 e (Figure 51 5factor of:, which is conscrvaiive bearing, in mind the lack of rcie}unt data, ihe working bond stress is limiied to 200 lbf, in>(1.4 N/mm>).A minimum fixed anchor length of 3 m is also generally recommcndcd. lt Is hoivever more common to find the magnitude of bond sncss simply being assessed by experienced engineers, and ihe value adopted for working bond stress normally lies in the range 50.200 Ibf/in>(0.35 1.4 N/mm2).In this connection Koch of BBR Australia reconunends bond stresses for three categories of rock (sce Table 2).where So shear stress at the top of the anchor S~shear stress at a distance X from the top d~anchor or rod diameter A~a constam relating a}dal stress in the rod to bond stress in the anchorage material.This theory has been dcvcloped by Phillips[l970]where he shows thai theorctically S}id>-Ax/4~Ae (Figure 6)p This type of bond distribution has bccn verified most recently by Coates and Yu[1970[whose conclusions are sufiicicntly close to those of Hawkes and Evans to suggest that their approach is applicable to rock anchorages. Coatei and Yu used a finite element method io calculate the stress along the anchor in a cylindrical hole in a triaxial stress field.They showed that the stress distribution Is dependent upon the ratio of the elastic moduli of the anchor (E)and the rock (E,)[Figure 7j.Comparisons of Figure 6 and 7 show the connection between the two analysis if p~is proportional to-'.t A From Figure 7 it can be seen tha!a modular ratio of 10 could be taken as being sufficient to give a reasonably even stress distr}7}us!on. Considering the elastic modulus of grout, values of 3.04 x!0+6 Ibf/In>(2.1 x 10'<N/mm>)quoted by Phillips for a neat water/cement ratio of Q.4, and 1.45 x 10+<Ibf/in>(1.0 x 10+<N/mm>)given by Boyne[1972)for a 035 water cement ratio expansion grout, suggest that before an even stress dhtribution can be assumed, rocks should have clastic moduil ln thc range 0.15-030 x 10+6 Ibf/in>(O.I-0.2 x I 0'4 N/mm>).Using a statistical relationship derived by Iudd and Huber[1966]wldch relates the compressive strength to the elastic modulus E Se (compressive strength)~-350 It may be established that the compressive strength should be 850 Ibf/in>(6N/mm>)or less.For the majority of rock anchors Insta!Icd to date, normal.values of>wou!d be in,(N/mm)Maximum bond stress 2850 3570 4280 5720 (20)(25)(30)(40>)BOND BETWEEN THE CEMENT GROUT AND CABLE Little information is readily available on this subject related to rock anchors and thc general feeling of engineers is that this pact of the design is not critical since the fixed anchor length, necessary to mobilise sufficient resistance at the rock/grout interface, usually allows a large safety factor against failure of the grout/steel bond.Plain bar Ibf/in>(N/mrna)Deformed bar Ibf/in>(N/mm>)171 200 214 272 0.2)(1.4)(I 5)(1.9)243 272 314 371 (1.7)(19)(2.2)(2.6)For a group ofbars, the effective perimeter of the individual bars is multiplied by the following reduction factors.In practice it is common to find anchorage or transmission lengths for bars and wires quoted as some number of diameiecs since this method ensures a constant value of apparent avecage bond stress for various diameters. It should be borne in mind however that the transmission length varies with grout strength as well as size and type of tendon, and it is still advisable on ocassions to measure experimentally the transmission length for the known site conditions. The British Code of Practice CPI IO{1972)specifies a minimum anchorage length of 100 diameters for plain wire, where the cube strength of the grout is not less than 5000 Ibf/in>(35 N/mm>).Bearing in mind the minimum fixed anchor length of 3 m then the Code is satisfied for bars up to 30 mm diametec.For small diameter strand, recommended transmission lengths are given in Table 3.No allowance is apparently made for groups of strands.Reduction factor 0.8 OAi 0.4 While there is an appreciable amount of information avaUable concerning the mechanbm of bond transfer in the field of reinforced and prestressed concrete, it fs considered that much more study is required in thc field or rock anchors with particular regard to load transfer in groups of strand cables and the hAuencc of lateral restraint. The use of spacers and centralisers, leading possibly to decoupling, also warrants investigation. CABLE DESIGN Table 3.Diametcc of Strand in.0.37 0.50 0.70 (mm)9.3 12.5 18.0 in.(mm)8 13'\0 200 330 500 Transmissfon Length A designer usually has accurate information on the ultimate strength of the tendon material which he has chosen and having decided on the anchor working load it is a straight-forward procedure to apply the required safety factors and arrive at the cross sectional area of steel required.Basically there are three types of tendon to choose from, namely: bar, wice and strand and as a result of recent developments in prestrcssing equipment and general ease ofhandling, strand is increasing in popularity, although for low capacity anchors of limited length bars are most common.The Australian Code (1973)stipulates a maximum value of 150 lbf/in2 (1.05 N/mm>)for the bond stress for a clean wice tendon and 300 ibf fin>(2.10 N/mmZ)for a dean strand tendon.'With regard to permissible bond stresses for plain and deformed bars in concrete, Table 4 iUustrates the values stipulated by the British Code foc different grades of<<oncrcre.These values aie applied to neat cement grouts on occaifmls. While the market for temporacy anchors is now expanding rapidly throughout the world the same cannot be said for permanent anchors where there fs a dearth of published information on long term behaviour and we lack a good understanding of stress/strain distcil>utfon around the mechanical or grouted zone reisting puUaut.Until these issues ace resolved and in order to niaintain a steady, but safe growth in the use of anchorages in soils and soft rocks the writer recommends that aU permanent anchors and temporary anchors, where the consequences are severe if failure occurs, should be tested to a least 1.5 times the working load.In Britain since aU stress levels and factors of safety must be related tn the clracactcristfc strength of the pcestcessing steel (f>>)as described in CP 110, Pact I.70 POOg O"gCP~/I~ 0 197" thc above recommendations'may be summarised as follows.Permanent anchors (including temporary anchors where faUure would be very serious e.g.temporary anchors for main cables of a sus pension bridge).difiicuhies in construction, or endanger safety through loss of prestress with rirne.Only in this way is it believed that permanent anchorages will continue to dcvclop safely and become fully utilised over a wide range of'applications. REFERENCES Design force (T~)Test force (Tt)Factor of safety against breaking the cable (Sb)hfeasured factor of safety (Sru)50%fpu 75%fpu 2.0 1.5 BANKS, J*.The employment of the prestressed technique on Alit Na Lairige Dam Paper presented to the Fifth Congress on Large Dams, Paris.1955.BEOhiONTE, M.Criteri per il calcolo c la posa in opera di bulloni dl ancoraggio. Gcolcchniar No.I, February 1961.pp 5.13.It Is noteworthy that this recommendation will not only increase the measured safety factor on each anchor but the lower stress levels In the steel will reduce the bond stress required in the fixed anchor zone which should be of interest to those engineers who have experienced bond failure at the grout/tendon interface. .Temporary anchorages (consequences not sevcrc if failure occurs e.g.temporary anchors for ground preloading or pipe jacking)T u 625%fpu Tt 78%fpu Sb'>1.6 Srn u 1.25 The Importance of safety in ground anchors cannot be overarm phasfsed as it is the post tensioning, operation which pre tests thc anchor thus ensuring its safety.It is considered that ground conditions are never sufBiciently homogeneous or predictable to allow engineers to ignore this cheap insurance. GENERAL CONCLUSIONS lt is clear from the rapid development of grouted anchors that s!gniBcant savings are being made on contracts pertaining to a ivide range of applications but there is a growl.g need for investment in the form of instrumentation on new anchor contracts which wBI allow investigation of such important aspects as: Stress/strain distribution around the lixed anchor 2.Long term behaviour 3.Interaction between anchors and the structme being tied.since tlds affects stability calculations 4.Loaddispiacement relarionships for fixed anchors in;i<<crent ground conditions, since these relationships influence choice of safety factor which should be belated to permissible movement as well as uhimate Iuad.10.12.BERARDI, G.Su!!omportamento degli ancoraggi immersi in terreni diversi.University of Genoa, lnsthute di Scienza delle construzioni, Serie Hl.Pub/60.1967.BOYNE, D.M.Use of skin friction values in rock anchor design.Thesis presented In partial Milment of Honours Degrcc at Urdversity of Aberdeen.1972.BRITISH STANDARDS INSTITUTION CPI 10: Part l.'Ihe structural use of concrete.Desfgn materials and workmanship BSI, London.1972.BROWN, D.G.Uplift capacity of pouted rock anchors Ontario Hydro.Research Quar!crly.Yol 22.No.4.1970.COATES, DS.Rock mechanics principles. Department of Energy, hbnes and Resources. hfines/tfonogrrrph iVo.874 Ottawa.1970.COATES, D.F.and YU, YS.Three dimensional stress distribution around a cylindrical hole and anchor;Proceedings of Second Congress of international Society for Rock hlechanics. Belgrade, 1970.HAWKES, J.M.and EVANS, R.H.Bond stresses in reinforced concrete columns and beams.The Srrrrcrural Enginccr,29, 1951.HILF, J.W.Rock anchorages. Private Communication. 1973.HOBST, L Vircpirmenyrk Eilrorgonnrrrr Vizugyl Aozlemrnyck Ar4, 1965 p 475 515.1965.JUDD, W.R.and HUBER.C.Correlation of rock properties by statistical methods.International Symposium on hlining Research.1966.5.G."u>>d thrcshnlds where u>>vluussiop icing nuuufcul lliluupil 14>>u fund lluldfng capacity or

I:..KOCH.l.L BBR Australia Pry.Ltd.Private Communication to P.hbt t.Losinger 6: Co..Berne, Switzerland. 1972.I'.Ll I'I LEIOHN.G.S.Quesionnaire on rock anchor design.Private Communication. 1972.15 PARKER Pl.The raising of dams with particular reference to the use of stressed cables.Sixth Congress on Large Dams, New York.1955.Figure l.~i f~I su IN 16.FENDER, E.~HOSKING, A.and hlATTNER, R.Grouted rock bolts for permanent support of major underground rocks.Jotunal of rhe lnrrirurion of Engineers.(Australia) 35, 1963.pp 12945.17.PHILLIPS, S.H.E.Factors affecting the derign of anchorages in'rock.Cementation Research Report R48PO Ccmcntation Research Ltd., Rickmansworth, Herts.1970.IS.SAUK1AN R.and SCHAEFER, R.Anchored footings for transmission towers.American Society oi'ivil Engineers. Preprint 753, October 1968.Figure 2.I I I I I I I I I I I I I I I 19.STANDARDS ASSOCIATION OF AUSTRALIA SAA Prestressed concrete code CA35.Section 5 Ground anchorages. 1973.pp 50-53.20.~STOCKER.hl.F.Reply to Littlejohn's questionnaire. Private communication. 1973.21.WHITE, R.E.Emprical design methods.Private communication. 1973.22000 Lb 22000 Lb 15000Lb 48000 Lb/r'/~90'534/I 62o/8//1004//I 1000/62o Test No 1 Test No.2 Ficurr.t./itarcd rm rrsr res uirr ar Trinir v Clear Crrcki.Test No.3 Test No.4 6:S~Sr io 2 Oro 0.5 Ai 0 60XO tterrorlttVo it root uteri)Sock aooeirs Rhtorr t 5rsltrtcne Ortper Norr 4 6 Ates Ororite[veo rnS 0100 C460 O cs 30000 r C ordrrrrle ttorrison io Sonrtstooe i torrent i)Rhtrtrle nlee i el 0 Q1 f'<k<<*Q2 Q3 Ol Figure 6.(A ftcr Phillips j.Load distribution along an anchorage assuming AL fs bsrgc.D Oesi6n to 06 soli)poco~so EA~0.1 EA 0 N GZ OJ 06 OS Deflecticn in inches Figure 4.(A ftcr Saliman dr Schacfer j Currecantl-midway transmission line 6SIS,~10.0 f E I d Arto Ae0,5 A~CLS5 As 0.1 AI Oar Figurc 7.(After Coatcs and Yu j.Load distribution along an anchorage. F'rtn r.e.l 1 ft<'r lieu Lcs and Erarrs j 71rc lrctiurl stress rllrbrr'artrlvr rrlvrrg all vv lrvf. e 1e 2 3~1m.2m 3 2 4 10 FT.2 s 6 B 10 F1.Distribution of skin friction alon fixed anchor le th Type AC-Diameter~120 was Type AL-Diameter~120 mme Length~5.9 m Length~11.0 m Figure 8.(Afser Berardi/.Distribution of skin frie(ion aiong fired anchor iengsh.

I~I'~I~I'~~-'i~~Post-Tensioning Manual POST-TENSIONING g INSTITUTE Pf~(7'c~vga~~i-4 V lib V,U POST-TENSIONING INSTITUTE 1701 Lake Avenue, Suite 375, Glenview, illinois 60025 (312)7-966 2.2.8 NORTHItES'< UF'i Bf.AB Cr'e:<'1PANY -continued BBRV WlRE ROCK ANCHORS Anchor Capacity (No.of wires, max.)30 46 62 116 144 170 208 Bearing Plate Size (inches)Square 9'/4 Round (dia.)10'/2 13 16 11'/2 14'/2 18'/2 20 171/2 22 23'/2 26 191/2 20'12 23 Trumpet O.D.(inches)4'/2 5'/2 6'/2 7 7'/2 Stressing Anchor Head Diameter (inches)41/2 5'/2 6'/4 77/8 8'/4 9 93/8 105/8 Bore-Hole Diameter (inches)Fixed Rock Anchor Head Diameter (inches)31/4 41/2 32/4 4'14 51/2 42/4 5'/4 6'/2 7 7'/2 52/4 6'/4 6%~~~~~~'bq~(7~r~~4 I~~o~~q',%l~~~~I~0'~t 1 p~~'.~i,'~~o Grout pipe Spacer Rock surface Second stage grout (optional) b,'o'o,"o.~//'b-'First stage grout Solid Rock ,o,:o',".0~',~0

Tentative Recommendations for Prestressed Rock.and Soil Anchors

TENTATIVE RECOMML'.NDATIONS: ":~-:,;COMMENTARY

4.1 SCOPE

This chapter has been prepared to provide guide-ance in the application of permanent and tempo-rary prestressed rock and soil anchors utilizing high strength prestressing steel.It represents the present state of the art and outlines what are con-sidered the most practical procedures for instal-lation of prestressed rock and soil anchors.4.2 DEFINITIONS Permanent Anchor: Any prestressed rock or soil anchor for permanent use.Generally more than a 3-year service life.Temporary Anchor: Any prestressed rock or soil anchor for temporary use.Generally less than a 3-year service life.Downward Sloped Anchor: Any prestressed an-chor which is placed at a slope greater than 5'elow the horizontal. Upward Sloped Anchor: Any prestressed anchor which is placed at a slope greater than 5'bove the horizontal. Horizontal Anchor: Any prestressed anchor which is placed at a slope between+5'ith the horizontal. Anchor Grout: (Also known as primaryinjecton) Portland Cement grout that is injected into the anchor hole to provide anchorage at the non-stressing end of the tendon.In case of a sheath-ed anchor, also included in the grout between the sheath and the anchor hole.Resins are also used as anchor grout.Their properties are not covere'd by these tentative recommendations. Corrosion Protective Filler Injection: (A/so known as secondary injection) Material that is injected into the anchor hole to cover the stres-sing length of the prestressed anchor, providing corrosion protection to the high strength steel.This material may be grout or other suitable materials. Consolidation Grout: Portland cement grout that is injected into the hole prior to inserting the tendon to waterproof or otherwise improve the rock surrounding the hole.Inserting: The physical placement of the anchor tendon in the prepared hole.Lift-Off Check: Checking the force in the pre-stressed anchor at any specified time with the use of a hydraulic jack.p 'gM hCP TENTATIVE~".'..QI;:;-;"..'i;>ATIONS Proof Load: Initial prestressing pyr anchor, repre-senting the proof loading, Transfer (lock-off) Load: Prestressing force per anchor after the proof loading has been com-pleted and immediately after the force has~been transferred from the jack to the anchor-age.Design Load: Prestressing force per anchor after allowance for time, dependent losses.Tendon: The complete assembly consisting of an-chorage and prestressing steel with sheathing when required.Anchorage: The means by which the prestressing force is permanently transmitted from the prestressing steel to the rock or earth.Prestressing Steel: That element of a post-tension-ing tendon which is elongated and anchored to provide the necessary permanent prestress-ing force.Coating: Material used to protect against corro-sion and/or lubricate the prestressing steel.Sheathing: Enclosure around the prestressing steel to avoid tern'porary or permanent bond be-tween the prestressing steel and the surround-ing grout.Coupling: The means by which the prestressing force may be transmitted from one partial-length prestressing tendon to another.Sheathed Anchor: An anchor in which the stress-ing length of the high strength steel is encased in a grout-tight sheath.The annulus between the sheath and the periphery of the drilled hole may be grouted together with the an-chor grout.Un-sheathed Anchor: An anchor in which the stressing length of the high strength steel is not encased in a sheathing. Coheisve Soils: Soils that exhibit plasticity. Gen-erally defined as composed of material more than half of which is smaller than the No.200 size sieve.Non Cohesive Soils: Granular material that is generally nonplastic, composed of material more than half of which is larger than the No.200 size sieve.COMMENTARY In order to better define a soil as cohesive or noncohesive it is necessary to know the percent-age of fines and also to know the Atterberg limits of soils containing more than 12 percent fines.4 3 ROCK ANCHORS 4 3.1 Description A prestressed rock anchor is a high strength Ptlg,q II@())~~4~'Qrc~i TENTATIVE RECOMMENDATIONS steel tendon, fitted with a stressing anchorage at one end and a means permitting force transfer to the grout and rock on the other end.The rock anchor tendon is inserted into a prepared hole of suitable length and diameter, fixed to the rock and prestressed to a specified force.The basic components of prestressed rock anchor tendons are the following: (see Fig.4-1).1.Prestressing steel which may be a single or a plurality of wires, strands or bars.(see Guide SpecificatIons for Post-Tensioning Materials, pages 133 to 183.)The total length of the pre-stressing tendon is composed of two parts: a.Bond length (socket), is the grouted por-tion of the tendon that transmits the force to the surrounding rock.b.Stressing length, which is the part of the tendon free to elongate during stressing. 2.A stressing anchorage is a device which per-mits the stressing and anchoring of the pre-stressing steel under load.3.A fixed anchor is at the opposite end of the tendon than the stressing anchor and is a mechanism which permits the transfer of the induced force to the surrounding grout.4.Grout and vent pipes and miscellaneous ap-purtenances required for injecting the anchor grout or corrosion protective filler.COMMENTARY

4.3.2 Design

Considerations -Rock Anchors Rock anchors can be installed in downward or upward positions, however, close to horizontal positions are not recommended because of grout-ing difficulties. Recommended Bond Stress: The ultimate bond stress values given in the table below are guide values only.Core drilling to explore the rock quality is an absolute necessity, and core testing together with pull-out tests of test rock anchors are strongly recommended to verify the design assumptions prior to installation of pro-duction anchors.The values presented in the table must be used with a Safety Factory which will depend upon the type of application. The following are suggested methods of obtaining safe working loads: a.Safety factor applied to the ultimate bond stress obtained from either pull-out tests or bond stress table.Safety factor should range from 1.5 to 2.5.-1G8-GROUT TUBE~~0~~o~0~~0 I STRESSING ANCHORAGE Sc BEARING PI.ATE PRESTRESSING STEEL SECONDARY GROUT (OPTIONAL) PRIMARY GROUT Fig.4.1-Rock Anchor

I ENTATI VE R ECOMMENDATIONS b.Proof loading of every anchor of not less than 115 percent of its, transfer (lock-off) force.During the proof loading operation, the pre-stressing force shall not be more than 80 per-cent of the guaranteed ultimate tensile strength (GUTS)of the high strength steel..The duration of the proof loading is to be specified by the Engineer.Transfer (lock-off) the prestressing force at a level of between 50 and 70 percent of its guaranteed ultimate ten-sile strength.The difference between transfer load and design load shall include allowance for time dependent losses.COMMENTARY The duration of the proof loadingis usually up to 15 minutes, in which case, the prestressing force is held by the jack.If longer duration is required, it is recommended to transfer the force to the anchorage and remove the jack.Typical Bond Stresses for Rock Anchors Ultimate Bond Stresses Between Rock and Anchor-Grout Plug Type Granite&Basalt Dolomitic Limestone Soft Limestone" Slates&Hard Shales Soft Shales" Sandstone Concrete Sound, Nondecayed 250 PS I-450 PSI 200 PSI-300 PSI 150 PSI-220 PSI 120 PS I-200 PS I 30 PSI-120 PS I 120 PS I-250 PS I 200 PSI-400 PSI For small load strand anchors (such as single strand)the bond between grout and strand might govern.The bond capacity between grout and strandis about 450 psi.'Bond strength must be confirmed by pullout tests which Include time creep tests.4.3.3 Drilling Holes for anchors should be drilled to a diam-eter, depth, line, and tolerance as specified by the.engineer.The hole shall be drilled so that its diameter is not more than 1/8 inch smaller than the specified-diam ter.Core drilling, rotary drilling and percussion drilling may be employed as the conditions war-rant Core drilling is generally slower and less economical. Drilling tolerances are controlled by the size of the drill steel, weight of the drill rig, the method of drilling, and the nature of the ground.Holes can be drilled to an angle tolerance of 3 percent of their planned location.4.3,4 Watertightness The holes for some'or all rock anchors may be tested for watertightness, if specified by the Engineer.When specified, the entire hole shall be tested for watertightness by filling it with water and subjecting it to a pressure of 5 psi.If the leakage rate from the hole over a period of 10 minutes exceeds 0.001 gallons per inch diameter per foot of depth per minute, the hole should be consolidation grouted, redrilled and retested.Holes are water tested to insure limited grout loss for proper anchoring of the tendon, and to insure corrosion protection by limiting loss of either anchor grout or secondary grout.Con-sistency of consolidation grout depends on the results of the water test.Should the water test indicate a high volume of leakage in the hole, a stiff consolidation grout should be used, such as, a maximum of five gallons water per sack of-170-

TENTATlVE RECOMMENDATIONS COMMENTARY hould the second watertightness test fail, the en-ire process should be repeated.Holes adjacent to a hole being tested for watertightness shall be observed during the test so that any inter-hole connection can be more easily detected.cement.Should the water test indicate a low volume of leakage, a very lean consolidation grout should be used, such as eight gallons of water per sack of cement.It is normal practice to redrill a consolidation grouted hole after the grout has had 24 hours to set up.Payment for consolidation grouting, redrilling and testing should be based on unit prices since these quantities are unpredictable. Typical pay-ment units would be: water tests (each);cement (CllIIT);redrilling (lin.ft.).4.3.5 Fabrication 4.3.5.1 Materials Anchor material shall be in accordance with Guide Specification for Post-Tensioning Materials~~(see pages 133 to 163).Anchor material shall consist of either single or multiple units of the following: a.Wires conforming to ASTM Designation A421,"Uncoated Stress-Relieved Wire for Prestressed Concrete." b.Strand conforming to ASTM Designation A416"Uncoated Seven-Wire Stress Relieved Strand for Prestressed Concrete." c.High alloy steel bars, either smooth or de-formed conforming to ASTM Designation A722"Uncoated High-Strength Bar for Prestressing Concrete." Stressing anchorages shall be capable of devel~oping 95 percent of the guaranteed minimum ulti-mate tensile strength of the anchor material when tested in an unbonded state.Mill test reports for each heat or lot of pre-stressing material used to fabricate tendons shall be submitted if required by the Engineer.4.3.5.2 Fabrication of Anchors Anchors shall be either shop fabricated or field fabricated in accordance with approved de-tails, using personnel trained and qualified in this type of work.Anchors shall be free of dirt, detrimental rust or any other deleterious substance. Anchors shall be handled and protected prior to installation in such a manner as to avoid cor-rosion and physical damage thereto.Anchors may be either sheathed or un-sheathed.The sheathing may consist of tubes surround-.ing individual anchor elements (bar, wire or A light coating of rust on the anchor material is normal and will not affect the ability of the anchor to perform its function.Heavy corrosion or pitting should be cause for rejection of the anchor.The sheathing material can be either steel, plastic or any other material nonNetrimental to the high strength prestressing steel. TENTATIVE RECOMMENDATIONS COMMENTARY strand)or a single tube surrounding the elements altogether. A seal shall be provided to prevent the entry of grout into the sheath prior to stress-ing.4.3.6 Insertion and Anchor Grouting Anchors shall be placed in accordance with~the recommendation of the manufacturer.. Anchors shall be securely fastened in place to prevent any movement during grouting.Grout tubes and vent networks shall be checked with water or compressed air to insure that they are clear.Care shall be taken to insure that the bond length of the anchor is centrally located in the hole.If multi-unit tendons are used without a fixed anchorage at the lower end of the tendon, provi-sion should be made for adequate spacing of the tendon elements to achieve proper grout cover-age.Grouting operations shall generally be in ac-cordance with Section 3.2 (pages 143 to 149.)and in accordance with the recommendations of the manufacturer. Primary grout of the proper consistency shall be pumped into the anchor hole through a grout pipe provided for that purpose until the hole is filled to the top of the anchorage zone.The grout shall always be injected at the lowest point of the bond length.Provisions shall be made for determining the level of the top of the primary grout to assure adequate anchorage. After grouting, the tendon shall remain un-disturbed until the necessary strength has been obtained.The following data concerning the grouting operation shall be recorded: Type of Mixer Water/Cement Ratio Types of Additives Grout Pressure Type of Cement Strength Test Samples Volume of first and second stage grout Centering devices are normally provided at about 10 ft.centers throughout the bond length.It should be recognized that water separation or bleed creates a layer of water at the top of any grouting stage.For strand tendons where bleedis more pronounced, bleed water could be over 6 percent of the vertical height of the tendon.Chemical additives are available that will control the bleed.Collodial (high energy)grout mixers will reduce this phenomenon. In the case of two stage grouting, it is normal procedure to fill the void caused by bleed water at the top of the second stage by regrouting after the second stage grout has set.In the case of sheathed anchors, the first stage grouting covers the full length of the anchor be-tween the sheathing and the periphery of the hole, and may fill the space between the sheath-ing and tendon throughout the bond length.Second stage grouting may be used to fill the space between the sheathing and the tendon throughout the stressing length or throughout the entire anchor length.For sheathed anchors, consideration should be given to force transfer through the groutin the annulus around the stressing length.4.3.7 Stressing Stressing shall generally be accomplished in accordance with the provisions of Section 6.3.4.The anchor shall be first stressed to an initial load of about 10 percent of the test load, which is the starting point for elongation measurements. Stressing is normally carried out seven days after grouting for Type I or Type II cements and three days after grouting for Type III cement.At these times, grout with a water-cement ratio of 0.45 will have a compressive strength of about-172- / TENTATIVE RECOMMENDATIONS Immediately thereafter, the anchor shall be stressed to the proof load and elongation is to be recorded.The magnitude of the proof load is to be determined by the engineer.If measured and calculated elongations disagree by more than 10 percent, an investigation shall be made to deter-mine the source of the discrepancy. When the above requirements are met, the anchor force shall be lowered and anchored at the transfer load.This load may be verified by a lift-off test and recorded, if required by the Engineer.COMMENTARY 3500 psi.Movements of the bearing plate in excess of 5 inch shall be takeninto consideration in com-paring measured and theoretical elongations. For temporary rock anchors, elongation measure-ments are not usually required.Usually, the proof load is specified as 115 percent to 150 percent of the transfer load.The proof loading of anchors is part of the stressing operation and occursjust prior to load transfer.4.3.8 Testing The stressing anchorages shall be capable of lift-off during the period of installation, in order to check the force.The lift-off test, if any, is to be specified by the Engineer.Allowances shall be made for time dependent losses when comparing the lift-off force with the previous transfer load.The lift-off, if required, is usually done on a random basis.The Engineer is to determine the percentage of tendons tested.Meaningful lift-offs can be taken as soon as 24 hrs.after the anchoris stressed.It is poor practice to require that the jack be left on an anchor since thejack bleeds off and the results are incorrect. For most rock anchor applications, the primary time dependent loss is steel relaxation which can be as much as 3percent of the transfer load in seven days depending on the type of steel.More exact values can be obtained from the rock anchor supplier.4.3.9 Corrosion Protection Prestressed rock anchors shall be protected against corrosion by procedures suitable for the intended service life.-4.3.9.1 Temporary Rock Anchors Corrosion protection provided for temporary anchors shall be based on the intended service life of the anchor, and on the corrosion potential of the environment in which the anchor is to be in-stalled.For wedge-type post-tensioning systems, protection shall be applied to the anchor head and wedge holes prior to insertion of wedges and stressing of tendons.Corrosion protection of tem-porary anchors shall be inspected and maintained throughout the service life of the anchor.lichen in rock where there is no apparent dan-ger of corrosive attacks, temporary anchors with a service life up to 3 years are sometimesinstalled with no corrosion protection along the stressing length.However, normal practice for temporary anchors requires use of a ferrous metal or suitable plastic sheathing covering the stressing length to keep the prestressing steel dry and protectit from contact with the surrounding rock.A watertight seal should be provided between the sheathing and the groutin the bond length on one end and between the sheathing and anchorage device at the other end.The annular space between tendon and sheathing may contain preplaced grease or powder corrosioninhibitors. Asphalticpaintingor grease corrosion protection of anchorage hard-ware is recommended. For wedge-type post-ten-sioning systems, a small amount of movement or travel of t'e wedgesis required to develop force in the tendon above the transfer load.To develop-173-TENTA7IVE R ECOMMENDATIONS COMMENTARY the full tendon capacity, the required wedge movement may vary from approximately 1/3g inch to 1/8 inch depending on the wedge type and the transfer load level.Therefore, to assure that the tendons have capacity to sustain unantic-ipated loads substantiallyin excess of the transfer load, it is important that corrosion protection of anchorage hardware be provided and maintained. Appropriate spacers shall be provided to cen-ter the tendon in the hole throughout the bond length to insure adequate cover.Centering devices are normally provided at about 10 ft.centers throughout the bond length.4,3.9.2 Permanent Rock Anchors Permanent rock anchors shall be provided with protective corrosion seals over their entire length.For tendons utilizing sheathing over the stressing length, the annulus between sheathing and tendon in the stressing length of the tendon shall be protected with a preplaced grease, pow-der corrosion inhibitor or grout.A grout plug shall be provided to seal the end of the sheathing adjacent to the bond length.Grout shall be ap-plied from the bottom of the anchor hole cover-ing bond length and the annulus between sheath-ing and rock in the stressing length in one con-tinuous operation. Permanent rock anchors utilizing a two stage grout system may be fabricated without the use of sheathing above the bond length.Grout shall be injected from the bottom of the anchor to the top of the bond length.Grout quantity shall be continuously monitored. Secondary grouting shall be applied to the stressing length after stressing and any required stress monitoring are complete and accepted.Special attention shall be given to assure cor-rosion protection of the tendon at the connection to the anchorage hardware.The anchorage hard-ware shall be protected by embedment in con-crete or other suitable material.4A.SOIL ANCHORS 4.4.1 Description A prestressed soil anchor is a high strength steel tendon, fitted with a stressing anchor at one end and an anchor device permitting force trans-fer to the soil on the other end.These anchors, which are used in clay, sand or other granular soils, are inserted into a prepared hole or driven into the soil.Concrete is gravity placed to form-174-TENTATIVE R2iGMlviEiiDA i'IONS'anchorage, or grout is injected under pressure o form a bulb of grout to anchor the tendon.pressure bulb soil anchors are usually equipped with a casing, which is withdrawn during the grouting operation. Subsequent to placement of anchor grout, the soil anchor is stressed and an-chored at a specified force.Soil anchors may be classified as follows de-pending on their use in cohesive or noncohesive soils.Soil anchors in noncohesive material are gen-erally pressure grouted (See Fig.4-2).They may be installed by two procedures: 1.Auger drilled-using hollow stem continuous flight augers normally of 6" to 10" diameter, the tendon is placed through the hollow stem of the auger before or after drilling is com-pleted.Concrete or grout is then pumped under pressure through the hollow stem and the auger is withdrawn as the grout fills the hole.2.Drilled or Driven Casing Pressure Grouted.In this type of anchor a 3" to 6" diameter cas-ing is either drilled or driven into the ground to the final depth.The casing is then cleaned out and the tendon inserted.The anchor is then pressure grouted over the anchoring zone as the casing is withdrawn. Grout pres-~sures used vary from 50 to 200 psi.Soil anchors in cohesive soils are generally of the following types: 1.Auger Drilled (See Fig.4-3)-using either con-tinuous flight augers or short augers on a Kelly Bar type of machine.These anchors dif-fer from those drilled.in cohesionless soil only in the way they are grouted.The auger is withdrawn before gouting, and pressure , grouting is not used.2.Belled Type Anchors (See Fig.44)-Drilled either by a Kelly Bar type machine using augers and a standard caisson belling bucket or the drilled casing method which employs a small air or mechanically activated under-reamer.The cuttings are removed by air or water flushing.Belled anchors rely on the bearing of the underream cones against the soil for resistance to pullout.4A.2 Design Considerations The design of soil anchors is largely de-pendent on the soil conditions and upon the'type of anchor used.Use of test anchors to determine COMMENTARY A"lost point" on the bottom end of the cas-ing is used in this method.The point remainsin the ground during and after casing withdrawal. For large diameter holes, augered anchor bond stresses in the bond length are normally about 10'psi although there can be a wide varia--175-

GROUT TUBE 0~~~~~~1~~~':.<I~'.:.I~.'0;~~e~0;~g a~Q'~f 4~STRESSING ANCHORAGE Sc BEARING PLATE SHEATHING 8c PRESTRESSING STEEL GROUT (WITHDRAW CASING OR AUGER SIMULTANEOUSLY) 4'p~Sg~GROUT BULB Sp~Cgp Cg Fig.4.2-Pressure groused soil enchor o~(pp'$io~jf j$",g'+4l~("'0"0 p)~i<<otgti~~1(4<<o(<<'. i<<>>~red.l o>o<<il~.~gQlor.'i 'lp('dQ 1<<>><<o o o>>o o oo o4At>>GROUT TUBE O p)~D~~Q 0~'q 0 oy~o Q~~SECONDARY GROUT (OPTIONAL) PRESTRESSING STEEL+op 0 PgO Cg~STRESSING ANCHORAGE&BEARING PLATE PRIMARY GROUT FIXED ANCHORAGE Fig.ol.3-Augered soil anchor TENTATI V E R ECOMMENDATIONS COMMENTARY the necessary bond length is strongly recommend-ed for augered anchors and is essential for pres-sure bulb type soil anchors.Minimum stressing lengths of 20 to 25 ft.are recommended. fion in this figure.Itis not practical to give typi.cal bond stress values for pressure bulb type soil anchors.Pressure bulb anchors develop the ten.don force partially through bond and partiaoy through bearing of the bulb of the soil.The re.sponse of soils to the pressure grouting varies widely, and, for this reason, field anchor tests are necessary to properly design pressure bulb an.chors.The minimum stressing lengths recommended are necessary so that small movements of the stressing anchor will not resultin large changesin load.4.4.3 Drilling 4A,3.1 Augered holes Augered holes may vary from 6 inches to 24 inches in diameter and lengths may be as much as 100 feet.Some augers have attachments which permit belling or enlarging the bottom of the hole.More than one bell may be provided in co-hesive soils.Augered holes are the fastest method of drill.ing a soil anchor.Qi 4.4.3.2 Pressure Grouted Anchors Pressure grouted anchors are installed by either ramming a casing with a detachable point using an air track, or by augering a small hole with a hollow stem continuous flight auger.Ramming is usually only employed in fairly loose sands and gravels.4.4.4 Fabrication 4.4A.1 Materials Soil anchor materials shall conform to the re-quirements of Section 4.3.5.1.4.4.4.2 Fabrication of Anchors Anchors shall be either shop fabricated or field fabricated in accordance with approved de-tails, using personnel trained and qualified in this type of work.Anchors shall be free of dirt, detrimental rust or any other deleterious substance. Anchors shall be handled and protected prior to installation in such a manner as to avoid corrosion and physical damage.Anchors may be either sheathed or un-sheathed.A light coating of rust on the anchor material is normal and will not affect the ability of the anchor to perform its function.Heavy corrosion or pitting should be cause for rejection of the anchor.Spacers are normally provided at about 5 ft.centers in the bond length of augered anchors.The sheathing material can be either steel, plastic or any other material nonNetrimental to the pres tressing steel.4A.5 insertion and Anchor Grouting 4.4.5.1 Augered or Belled Anchors Soil anchors are manually inserted in augered-178-II -GROUT TUBE~~0'o~I ,,~].o SECONDARY GROlJT (OPTIONAL) ~~O 0 PRESTRESSlNG STEEL~~~O~tl~~~~~~~~STRESSING ANCHORAGE&BEARING PLATE PRIMARY GROuT Fig.44-Belled soil anchor NOfF.: AN ANCHOR NAY HAVE NORE THAN ONE BELL 0 TENTATIVE RECOMMENDATi'ONS COMMENTARY holes.Concrete or grout is pumped or gravity placed into the bond length of the anchor.4 4.5.2 Pressure Grouted Anchors A.Rammed Ancliors The prestressing tendon is inserted in the cas-ing and driven.to its final position with the casing, or the tendon may be inserted after the casing is driven.Grout, under pressure, is pumped into the sealed casing as the casing is withdrawn from the hole by means of hydraulic jacks.After the casing has been withdrawn from the bond length, pres-sure grouting is discontinued and the casing may be withdrawn. Itis common practice to withdraw the casing and continue pumping grout at pressures high enough to result in a grout requirement of one bag of cement per foot of hole.However, the grout requirement depends greatly on the hole diameter, and the permeability and density of the soil.B.Augered Pressure Anchors A small diameter continuous flight auger is used to drill the hole.Theprocedure forinstalling this type of anchor is exactly the same as the driven anchor described above with the exception that the auger is always completely withdrawn. Oi C.Upward Sloped Soil Anchors Pressure type soil anchors may be installed on upward slopes.4.4.6 Stressing Stressing shall generally be accomplished in Stressing is normally carried out seven days accordance with Section 6.3.4.after grouting for Type I or Type II cements, and three days after grouting for Type III cement.At.these times, grout with a watercement ratio of 0.45 will have a compressive strength of about 3500 psi.Soil anchors are normally stressed to 15 to 50 percent above design load, held at that load for 5 or 10 minutes, and then relaxed and anchored at the design load.4.4.7 Testing Soil anchors in cohesive soils normally re-quire more testing than rock anchors since co-hesive soils may creep under sustained load.Con-tinuous monitoring systems may be employed when specified by the Engineer.4.4.8 Corrosion Protection Measures to provide corrosion protection for soil anchors vary depending on whether the an-chor is intended for temporary or permanent use.In both cases, protective measures are similar to those for prestressed rock anchors presented in Sections 4.3.9.1 and 4.3.9.2.Lift-off tests are sometimes performed on se-lected anchors;these may be of 8-hour duration in the case of granular soils, but 24-hour duration may be called for on anchors in cohesive soils.The average monitoring system consists of a load cell placed behind the stressing anchorage. This load cell has SR4 strain gauges installed on it, and the results can be directly read o'n a IVheat.stone bridge.A separate payment item should be set up for monitoring. -180-0 'e'TR~~"RSOiu CG 312-265-1460 CLG SECHTE'ORP R N LUKEN 2/2S/68 OuTARIG C N f ER iu Y CC-b:ESSERS K T 1 eGYi+J>E/D K CRGuEB~RGER C/G GILBERT ASSOCIATES INC REDING PA TWX--510-651" 0420 V~'J G STuLL BECHTEL CORP ONTARIO CEiuTER N Y TWX~7]Q 828 97Q4 D B TATE lESTINGHGUSE A PLD GNTAQI O CEiu TER N Y TWX-5 1 0" 250-23 54~~E U PG l)ELL WESTINGHOUSE A P D PITTSBURGH PA Tl"X-" 710-797-3658 J 0)HALLOl)ELL WESTINGHOUSE A'D~~ITTSBURGH'A TWX--710" 797-367S H OG D~~~GI LBERT ASSOC IiuC C/G BECHTEL ONTARIO CEiuTER N Y TWX 510" 250" 2306 J GRGSCH G E G NFGCG"'7227 l'eEST WILSON AVE.CHICAGO ILL.E CAiuABEiuE ROC.,ESTER IRON Z, NETAL'r P G BGX 565-,.ROCHESTER. N Y Re-)Ceeee~ee 1, Cgt~'i oval v e o y]e'r g;,5.i ye'C'>>'-t!tel;h.'- -'Ad>.t]PL t CPent~~~t (-1('<e P~gQ et 1 I 1 I~~~~A JGd SI sE IiuVESTIGATIGN WHI CH BEGAiu Gi)FEBRUARY 13 AND WAS ANC DIFFICULTY Iiu NAKING U CGiMSU.teAsED Giu FEBRUARY 27 AND FEBRUARY 28>>AS A RESULT r P THE WALL TENDON CGiuNECTIONS TO THE ROCK aF THE AORS REVEAl.ED A TlPa FOLD PROBLEM~BUSHING I~Do~]-COi)TRGL SYSTEi]ALLOWING TGG TIGHT A PITCH DI DIANETER I iN THE ter.,r u.AL ACTI GYiN--RETURN BUSHINGS TG RYERSGN STEEL~GAUGE L~~~~N~FUi.L LENGTH GAUGE AND REi~iACHINE TG ACCEPT F ULLENGAGENENT ON Gr 8'.1""." 4I TH IN N G GG GAUGE LIY(I TS~I e.v,i DAi'~GE TG BrJ TTGt~i ANCHOR HEAD THREADS~e."-e E UP i HREAD CHASER AiuD CLEAN ALL T iuDr uS NSTALLED PRIOR TO THEIR~R i'S]AL A]ION IN J HeE STRUCTUR'l'I H 1 S Na)Nuit't INSTALLED WILL HAVE ANCHOR HEADS.";""""':-'1'~R~'.GVc.BURrlS~FGR THE F IRST LGT GF TENDONS TG BE~-iALLED>>.- A REPRESENTATIVE BUSHIuG WILL BE SCREWED ONTO THE~'~~.e~e+ee a~~e e~rp'T4(TP'.MAreh. 1 0 I retJi Pi ri Ted 1 rs T T8 0 ~~'-:--'--'"'f~QGR 55-r5-9~)~9Ã5TRATED= F)Bi-5 T75rAG'rQD~mUK~AD"-.5 J~h-"'~~*' ': "ELI SINATKD UPON,'PPROVAL'Y BECHTEL-"---""".":~4~4">>4i'.*4'4~~44cc>>r kglqc.>~c vol 4 q p~vcac'cc c.Pcl,A,~4~44>>'~'.C~>>,4~.'4,*.~, 6>>>i>>'WORK WILL RESUI}E GN TENDON YiARKS 1 3 1 AiND I 33 WH I CH ARE HUNG UP AS SOON SCAr FOLDING IS AVAILABLE AND AN iA FRANE IS AMOUNTED GN 7HE TsP BASE'4 LATE~PI TTSBURGH TESTING LABORATsRY HAS RUN A CG PRESSION TEST GN YGNDAY", i EBR)sARY 27r GN THE ANCHORAGE CGYiPGNENTS WHICH ARE REPRESENTATIVE Or THE RE!1EDIAL ACTION BEING TAKEN BY G E G Yir G.CG~THIS TEST APPRGXIYiATES THE NANNER VERY CLOSELY IN WHICH THE LOAD l')ILL EVENTUALLY BE APPLIED ON THESE PARTS DURING STRESSING~THE FOLLOWING IS A PRELIi~fINARY REPGRT GF THE RESULTS GF THE TEST AS RECEI VED OVER THE PHsNE FROM HR~CssPER OF PTL BY r RANK BIALAS~~I Ar TER LOADING PARTS TO 1 F000>700 LBS~AiND RELEASING LOADS'THERE 1')AS A.SNALL INITIAL RESISTANCE TG TURNING BY HAND WHICH WAS GVERCGNE VERY EASILY AND THE PARTS i41GVE EFFORTLESSLY ~'AFTER.LOADING TG I 060 000 LBS~AND RELEASING THE SANE ANGUNT OF'.RESISTANCE WAS OBSERVED THIS.WAS rsVERCGNE WITHOUT UNDUE EFFGRT THE ANCHORAGE CGYiPONENiTS WERE THEN LOADED TG I 200 000 LBS~THE CAPACITY sF'HE MACHINE~AFTER UNLOADING THE PARTS TURNED EASILY~WITHsUT ANY INITIAL RESISTANCE ~C~I*THIS TEST PROVED THAT THE THREADS NAY BE SUBJECTED TG A LOAD 20 PERCENT'..GREATER THAN'HE TU~T S GF THE TENDON WITHOUT UNDUE ELASTIC" DEFORMATION ~BASED ON iTHIS TESTr IT HAS BEEN iAGREED THQAT A TOTAL DAYiAGE'-'" F 20 P RCENT GF 7HREADS IN THIS ANCHORAGE COMPONENT IS ACCEPTABLE CERTIFI CATIGNS hlI LL BE SUPPLIED THAT ALL TENDON AiNCHGR THREADS HAVE BEEN.SUBJECTED TG Ik)SPECTIGN AND ARE WITHIN PUBLISHED TGLERANCESl DGCUYiENTS ..'"',.L')ILL'ATATE DIMENSIONS GF GG AND NG GO GAUGES TGBE USED GN BUSHINGS,-'ND THAT EACH BUSHING REL)GRKED HAS BEEN CHECKED~A DETAILED REPORT EXPOUNDING UPON THE PROBLEM GF ANCHORAGE CGNPGNENT-'- ':.-,;-" ENGAGEHENT AND REMEDIAL,AC7ION TAKEN'HREAD DIMENSIONAL TGLERANCESp CERTIFICATION GF'IMENSIONAL CHECK'OF REWsRKED BUSHINGS~PHYSICAL TEST-,.; REPORT FRGYi P T L GN TEST PERFORYiEDi WILL FOLLOW IiN 30 DAYS AS~AGREED IN THE JGB SITE NEETING WITH BECHTEL GN~FEBRUARY 28'968~JrsS T RYERSGN AND SGN'INC FRANK.J BIALAS-PROJECT ENGR CHGG ILL,.,:,'F n 4 I S~,I'E4D TU BECHTEL GNTR 4~4 c~4 p~"4 44, M elan~"'d~c'4444 0'44 4~co~c>>&Arrl~@cd),44 gc J4%&4~wheal~&% 1~1 I I r i'i L'(L'>1-Bj'C:..'lL'L CG.:.l".1".510-250-239C .": "..(:...':,',."'.;~~i~'~'U6 TJ c(.'1" tfOiirj-t'/0 li 0: 'Jh!"BE:.GL:8 >~:~".XiILJ3L!"T ASSGC'Ib!C~"-'.r-",-;itEADIiXG.i h.'KX 5 1 v-'51"5 420 TtjLL.BL-Cit j i.L CGf j~~'.~~.'.~,.....~"-"~:.,'-:..'QrI gA;(I J.>CENT!'<'ii Y'l.:cN 7 10 pL>ji g/Qc.',~."','~',.'.~.~~~;:,';-"..-'.-".-', 0,1.:-.'RAFF'i ESTIi'!GH J'E A rg':;.-;.~jig f A'rII 9.'QE",!T:: 'Y'j'ti<>4 5]p-2'50-2354t> i;;"-":.~'""h,'0".iOj:j=LL":.~SirNGHGtj-E A.P 5.'.:":-.:,"=,'i'.";,'-':--'-"-'.'-=';,--::.'.".-:.:,-'.-,:::.'j';-'. ~.fg T l bBL}RG.,PA ~TMf.71'0-.l77-.3650'"'p'-}}WYEr'S Jiij Cfi6'J r>1lIA AS T Bj'Gt'IiY'.tj (i J}'Gik'JQT fE'DEPT,;>':,""'~"., 1.-19,-68 1'03SA CS'i':,:: I"."I.'I""'p'"'"-"'GF'!AL "-"4" AS GtiALLY'JtvAiYSY}IT'1'ED'Yr."HG>'Lr 'AND.SL}R~EQUE'XTLY; t!IRE}).'-,:"::-'-": .-'f.";~,,":.'..TG ~fHI8'GVfjICE'0}X '1/18/68<<HGLL'D'-i".EAD"AE.'r rJLL0!;"'-""'.:-ALL.&"LL.Li"i>jCiTH l"ALL'l'F.ND~JA 5 A'i(E;CrJILh5'~'. 1}GLBLL'SAGGED'AMD liACKEID>PAR>'GAL=,J,".E =.Il'D AND i LL (1 l}:Iv}:;BY,.:r'.",=4 '", A'!D, I"S}L,"<T'iD I}lf.j.:->}"'"'-'TEL'DDT TUBES-.'IF S fGj'AGE,rjij 'fHI'ITE I',K'}UI:>ED THE.TENDGNS>.'iiILl"BE"::-'"'.'. '~<z5~"'LNLGADE.D;:F}irj;"i"---'V}'i VCR>Gii't>0.:"iAI Kl"&LA fFGj"~h, Iih LAYD6"i~'Sl ACE;AND-':-.i'."-",'",:.'.;-:-".""..":.- ',~'~p">CG VQ)EO."x rt9kl L'if".ELL:j E'!l":,'Y:fA rir'P<LI}J 8-',br'L}}((lGEI'. jILL Pt: CHAj'GED,'-.'-":j';-".;-' ,-~'i~.--';- '-.Qi3 6 DAI1: Y,OA'~.I~~i-~~~~8'l'}'t i'H O'Fe~'(A fc~I t;}>'IF-TBHfi&4 S--:%r'I Lh-,mi': M~J~F9-'>>:.'-'". 2':--'ÃJNCGXLf i2 F l:;A'lF.'.",ILL'OF"'O'D.iG 0" COAL'FN6rJVS"'6)"JD Pa'-,";,'.""!".: 1;-'j<~PL'EVENT'".fH~.T"l J."J'F'0" i3F'I NG,t J"'TAi~I"A'f Ltjj'-Y'+'t}:.t~i J'D."'1'0 f E"~.-:;".'":."',:j";..": ~-:<<14~StjP'. <JJt;->fbi>jY. 0 fHi"R9 E'It.i/i iiAT}j'rc':<Jlw'BJLQL... .i'-."..;,'-.:,~'"~;+i"':":",,'g".H.".:-;8-!~I ,, A.LIF'fIl'JG CGii}LIi>j6 i'ILL fiF SUi>lEtrf'D .6"'}GP.HEAD:.Oi'. THF-TENDGi>j"A'i 0-'-'-'i""'.""- }y',..-'"..A 'f'RJTL'CTIiIE'}Pi:il. t;9'.l." FlLr'LACf'D 0".'iHf: BG'j"}'9'.'j GF.'1H!Ti"..".i)9'".'==;-':- j'};GT: C j'IG i GiHJ'trt.'rE(jU" t)';iI Af~'iHij'O':C01LI'>C rJPj..iATIrj'j ~A C.",A'!E-"';.-.:;;..I': THE>'TTACj<LrD i0'1'i'.i;.TE.'.j'jpli LIlr J'I}JG FtE ib,AH}'jlL'l:iiorj"'I'. NCGIl j'9'.r'=-"..'.:~:-~,'-.-.8't'i J J t.J'IblG I a Vl..'iJICA>LLY V~>1L I C.XS i t>LLY.SUSPL;ADUa "'r~~-~'"."~'-':1:.~>'.'"~.L~J 1"ER j'21!TG ITS't l,.:11.>j J TL~~A CG;'sf'hiHLA~ I VE I'!+PEC TI 0bj P,}06!>IA4' .,';;.-.;.'INS'J':LM" i:FATA"LI'ltVD I;!TjiLr i.A".}.'i'AC'i U L," Jl JET'D'j'T J GtWii}'ATES,;.::-...';THE TJ J.E.;ITHI';-."L C}'Ic't.u LI;jI.T'.'~W,~'I~~'}iii'}'i}j9".I'i ilia.A}'}.lj I w 1i'.'=:}}rj.i'Qir A'L'r LG>;t'.!it j)t'9'j'tt4 i."jt;:!>'Cil'J'>;i..1,: G.i!i..L}H}'.h CAr'l'~I'L}1 Y I i'~f'LACE~6"'EA'E rI 9....PLACl'D I"j itic<aGI D t'}'ll'.;.:Gt:l(A;i(:ri0 (lGL'PLI.'Ll }'.10:.'J j.'i/'.!<INC'JH'. ll j J'}Gi}UG'!'}.U}10 l~fi}r..}9'9'i il" AO I','tHj'.ii t:.r.'}!L}j Iii l J.}hR}LATf'.~""}Arly At.'>'1>'l i,;l:.'i}I L J i'.:": T rl.i!.A'}.'.1 A>.i:.}t LL l.':!}>('>t;;i.:}1 ~l il>;0 J LPI.I Xi-'AS~i.'i>ULY I~"'i HEi!CG:".}'L!"J'l-L Y Ci,"I;Cl>!:4 F9 i'i"0}'."'... I,i ALL'}}I'0'l fi Y JHE'":,'."'"i~>!~) J.'>Iii a'}/BALLL}.> ~v'r'~rM+C'ac/er>>.4"4'a <-~-.~-Y G~y H4~c n wg/,,~~~1*I i)':.'>j:}:Yi.I:.rj.'>: 6.'i9:j'iC~o Fa:A".>J<'t31s".j A'.1 Cc!LCAf'0 CONSTRUCTION PRO D I S aa a'VIC 8 DI VISIGN PHONE)RO 2 2121~PI ANTI 1CTrI C ROCKWELL.CHICAGO t(AIL ADDRESS: P.O.GOX CCOO A, CHICACO.ILL.GOCOO J 0 4 0 P tl T, R Y C 8 0 0 R I f 0 h, I h C~aericooie"-)July 20, 1966 i.r~D~w~C G..aber.a>>Gila art AI!So e io 1 P.O."=o: 1-'r98 CgP t.w issC gas s i>>c"v'Ra"din0, Pa"" ylv n'" 10630" zr~r.Cron b radar: ad Ero~~'s o" of the office this weal:, i heva t"ke""'.".l=barty G" vawi"g"nd cc=-ant'ng on drew'ng 3-400-606-1 per your'e""ar of.i ly 13,'9o6.Based on-y discus$iors w.th ifr.Brown+tha 2 4 d'I..ansion 'uld b to t}e Gp of tha co?crete'Dot b4 bo"tca of-thc baarin pl" ta.Al 0 tha access cove-on ti coup 1 in'rotection"can" shou>d b et tec" ad to a tu"rad up o" welded on lip (see Sect.Q.in red panci")on tha sides inc es shown'tGp znd bott'>o'Z cava="de e copy of hall of drawing 3-400-606-1 end marked tha above in rad,".an'"~ l.T~a enclosing a copy of the present drawi=0 o=the coupler fo=you" xŽzox ation.(Zn tne design of this ccupler, we have used the follow ng values for loads end stressing: a"'weble el lGwaola e'ncn tensile stress.n C1018 steel--26.4 ksi lo c on th" e ds in C10'8 steal=1.55 kips on each of thread-easurad on the 0.D..ra stran~th of 90 w'ras=-240 ksi=1060~ma..it"..u jacking force for 90 wres=192 ksi=-848 k.~.irma ransfer force o" 90 wires=.168 ks'742 k-...vivum a~ective prestress for 90 wires=144 ksi=636.c"-c uel tcrsile stress on coupling 6 8-'IS k=22.4 ksi 6 742 k=19.5 ksi-c" 1 load on th aads@48 k--1.23 k/in.:iota th'=th's coupler is c rrantly being tasted by tha Pittsburgh Resi-n Labo="-tory. Vary truly yours, pf E.Clyde Lath op C¹af D'aftsnan post-~ansionin" 2 r>>~y i r O4~~o' tl if sl~~~~~t~I\t~~~.~..-',-'.'.=::.'.':-~':.~."~:~~-,,::-."."~:~-'..f'.:-..';.'-.ll t~tont lo tin fo~ilont (of ll~jl'.'"'" n'"n~~oi~o~ih Tg~~~~o~~~o t;.;:I o owing.'tnfoonsldotalion ol lIsf t~q'f nl I'~.the oondilions and agfoofnonl> ~,,",.;.~...:.":,,".".: : ".-.-'l lj" 8.p,ogTRE54:,Pgftk~';.C.lfo,ffflef~ol.>.~ g,'li~,Z'n <<~'I~'~~I~~I Iv I C (./..'I t I'r~~'i~I g, t f I'//-'I/*~t s.'Q~'...I's t~,'.,~"'I~,'"~l C'"'I I I I I~~'C.~RIG'.*~....HAQD/.t~'hh Jt~~\.'I ,t I'I~I:I f.t'.i!f jtf i t f'f f't I~t~jjj j'.!j',:ji ii , Cs ,C" C r I s~'I I I'gl@A~,4A.~P: t~I r r'~r I~'s~~r CIW'~o I I I I t C,~~r r~QQ(gggggPL+ I~ps sr f"+I r tsf~4CI~I~5 I sV C"'~s.'t f~~t f'I MADE,SY DE'P.'sogii TOOtfn<-I!.DATE.., (g~,.~I~CTACOOlcS I x""~',~s~is s CUSTOMER...:,;, ziT i4~85 5';.-:.',~I ~h Clamp Gasket/lnlec'.+cccni Punch Bar%'*I'~c~-~e!'Wck/b I ficfl7 Zo'IAcng.s I l r,~~l'0l.'r.,Service " Geckef-Jg k""';:.':..'1 "~~~.0),i i 0+i(110, l 0 0'.0 0 0.I ,',.'."./.6S'QDJ:;-.'.",'IVa/I/ Tha+naa./////'I I'hi'4 g rig.I t A.','I,.'t I p r'S 3IP rt;:;!ct>>C.t>>10>>I i\~I~I~r ,'r I r'.r I~'t'0 0>>tt I IIIX C Ot"I'I~I;~tt t th A I~....~jc-I J~.GtLBEn7 ASKS'i-5, ZC'0~rNoarrcs ue ceo sv.".At ts~5 I I I I I I I~Stttctttt~$~~~~~~4~5;IJ'Qt IA/,S'-~I Ji'+II'th>>tt vhV.>> TC VM<<i+I%tW>i<<OWE Mi~23/jc Typrca(brie Bus Ar'ny-gr'yh f hana 7ha 7g'-'B 9uA'ress i.(l'7enckn ncaa He 8'oc Anc H p8 t Eij'h 8 bern c/'Tdc/7~p"-8'julfrcss 7Ai'7/8~X 7yprca(Abre Coupliny/Ag'er('a C/0~AD OP H,FS,/K 7ube-C/Ot8 Rubor fleua'~teyrol: CRc f.J'reason'ny Sh'O-2 l t il&~'K>Jacking For'ce 8'4/+Egg.ecPrvc pr~st'ress Force 635+'II h

w.os t g~rg 40'g-~~~-,oQI blas Spac.e.d CS Shown~nd g oj.ed Ll~QQQ w>\t~~A~i Q A+<ox 1/4'u i'<oS.'"QQ rrr v C)0 OCO 0 0 ag 0 OOOO OO 0 OO OC~O.OOCC'~QO c..-O.-0 SQ 0~~V--.6-9.6 j-I rg!C'OO'OCO: s COOG GOCC C:OGOOO GOOG GOOQOO OOO OO Q-OOO GOO-$gpical hole Spic>ng t~.Ola VTl+)(~V)C 8 0 ihP Cf.tlat H~zK 7>g o<<>I~5-SHE MI4 Qi(>L<AC-<~H~i<.~r p Q'+0 9'48 Q 9+&9-8 8'.--".~j g~l':-QGGBG i~'<Bi, DE TRvL-R l skag~,p<e~k gung~Cpd g v 548'Og RCCjcf k CG f)ng Suer/AC F PP~.~)A4 K C 3: C>4 J z r~l I~l J (v~p=v~)g.""J PLEg w.~-f-T~lg'f'., F Q, Yu@,~P g, i 7 lk'=T t s.'g g~'l P Q v j C D~~l Ql~I I.1 4 I,~l I I o.f I I II~'I!i+0 I e l)I~I f$,6 c.Tg r4 P 4K 4Q;fZ,H.BUTT~THD5 2---RRK.~A~~ CC g wC4s-'7 Ll h-ala-i t g"5 RH.QuT i TNT%I (5g-p, Q Q 6u'TT z r gi~I Q.I d~cQ Iii I I I I SCc<LoA/C)-C 1 i~l i gjltR<l I 4 0'~>>z CaEP EQoh~cf>~wc g p Fe rz.~C.-r<~t'~i>>C>i APPENDIX 5A PITTSBURGH TESTING LABORATORY REPORTS 5A-1'

,Q'=I-::.'I a AHO RTT-'"'=:U::~LCH T:=GTI)"-3G L WBORATORY CSTAMISHLD I~SI P1TTGBURGHI PA.AS*llVTUAL tao>>TlOH TO CLICHTSe THt rVLLto AHD OVSstl Vase ALL Srroava Alit TUSH!IT".D AS l COHrlDTHTIAL Faornfv or CI.!..ITS~AHD AVTHOS!tATIOH rail SUSLICATIOH O.STATtllgHTS ~COHCLVSI HS OII t.t.CT1 rlloll Oll l!CCAIIDIHO ~OUll lltroaTS IS$11rkvao rtHDIHO OUll WAITTCH ArraovAI CLIENT's No.21yllg~3 Fw-.M 29~X~~v7 RE<ORr LABORATORY NO.Q~CQOQ ORDER N4.PQ 1QO$9 Rcport of: C-.-=~"eaoive EeM Tcs4s oK~9 T)i-o TI"-..'."a L">a Pince a-"3c.OQ L>>;." v O GM'Da.-~st to: s 3.i~a%Ta L>'~"'t 6 SGQD XQca P 0.Lu L,".'"~~CZc..'o, Xll'.-.;a~a QO'.QQ U3 U'~20 LL;L"~QCQQ to 2" i>>ACQ G H&~0 h DX'~L3 6~IX 1 dQ ro~~m".cLg has, ha"a plate ed t&n oc She concrete boas plaCe.cGGc Qto'EQ33 PXQcQ iQ cccazt"~co 1/'3/~7.h, concrete aIz d o~.,v, tv=pnt: ezra su~~itted for f-arico-The folloukxg corcrete prop rties m ro recorded.611 3.bs.1240 lbs S.S D.1850 lbs.S.S.D;300 1bs.4 Laches C~Itllgvg mg r ZSZ08 Tgg.m.TD.Type III PortlexB C~nt Dravo Corp.Siliceous Sand PBX8 C-33 Bravo Corp.Siliceous Gravel 1" Sim Vster Sluap CCQ'RESSXVE SX~';O'ZHS Gate of Testfa Sectional Ares Cashing Load CrmhfLng Strength Age I..b PSX~Ca a Birch 8, 1M7 Birch 8D 1967 March 9, 1967 March 9, 1967 28.27 28.27 28.27 28.27 92,000 81,000 115,000 120,000 3250 2 2870 2 3080 Average 4070 3 4240 3 4150 Average P~ch 10, 1967~ch 10, H67 20.27 28a27 124,000 L~1,000 4390 4280 4340 Ave"-age 5A-2

gSTlRO C I S O lS 4~+~St~aSARO<+PITTS BU RGH TESTING LABORATORY CSTASLISHCD IS~I PlTTSBURGH, PA.AS A NUTUAL fROTCCTIDN TO CLICHTS THC fUSLIC AHD OURSCLVCS, ALL RCSORTS ARC SVSHITTCD AS THC COHI'IDCHTIAL fltOfCIITY Of CLICHTS, AND AUTHORIZATION f Olt I'U~LICATIOH Of STATCMCHTS. CONCLUSIONS OR CXTRACTS f RON DR RCOARDINO OUR RCfORTS IS RC~CRYCD f CHDIHO OVR WRITTCH Aff ROYAL cuENTs No.21N 3 Hach 29, 1967 REPORT LABORATORY No.Q~C9QQS ORDER Nv.PQ>>18619%hen the concrete ia the stand hM reached the requested stealth, the otand vm tested by the foll~iag a thod.A c~~essive los of 742,000 lbs.-was applied Xa, iacz~ents of 106,COD W~s,, m8 than rol oed in inert=nts of XQS,OQO Lb.".The gage randia s t bulatod baal~v-;ere obMinM us&g a deflecta~ter desigoad ao shown on Pa e 5 of Eyer on inot~ctioos dated 2/2/6?~Cycle Ceo was repeated, recording.the.sm gaga readiaoo.Oa the third cycle, dial gage readings cere recorded on3y Lp to 7t2,e~u lbs.me leave.-cont~~~in Mt',000 ibm.i ex~ants to 1,'200,GQD lbs.At 954,08)lbs.hairline czechs appeared om M~e sidm of the st~.&era mere ao.other apparent defects at 1,209,000 lbs.Yha 0" sl G.~~e inoCrU-=ant ~dasSon.N so~~t xmasmc=its, either cmeresskve or a~y~~s$ve, v e recorded mC, a specS.Hed dieesnce free the center linc of the cez.'crete stand o-metal ba e plate.~Lotion Oa the concrate 3 inches free edge of base plato.Ca the base plate 7-1/2 inches fx'aa cantor 1ina oi 8tand~On the ba"e plate 4-3/4 inches frca center line of stand.On the base p?ate 6 inch s freya center linn ef stand s Oa the concrete 1 inch Fram edge of bass plate.5A-3 /PITTSBURGH.TESTING LABORATORY 5TIA'g<I S O D S v IT'O 4/y+g C S~+SANO<+CSTASLISHCO ISSI PITTS8URGH, PA.AS A KUTV*L~ROTCCTIOH'TO CLICNTS, THC RUSLIC AHO OURSCLVC~, ALL RCSORTS ARC SVSKITTCO AS THC COHI'IOCNTIAL I'ROSCRTT OR CLICNTS, ANO AUTHORICATIOH SOR SUSLICATION OR STATCKCNTS, CONCLUSIONS OR CXTRACTS FROK OR RCCAROIHO cuENT's vo 21TL14 3 LC49 W~D~ATX03 M~UM"RES OVR RCPORT~I~RCSCRVCO JCHOIHO OVR WRITTCN API'ROVAL. LABORATORY No.6524@8 Yeech 29, 1967 oRDER No PQ 10619 REPORT O Ml)oQQO 212,0A 316,000~IO OG30 530,6t!0 635,009 742,600 636,000$30,000&~6,ceo 318,009 2XC),QCQ 105,MQ 0 0 lS,CM 2XR,CGQ 318,000 424,6M BLOOPÃ636,0&742,0M 636,099$30,090 424,OOO 318,8QQ 2D,Q~O 105 QGO 0 F 000-.COL 002-.002" 003 00@-.005-.096-.005-SM5-.ON~At)0+-003-600~000-.002-093-.QC4-005-.005-035<<CM>--006-OQS-M5 0 A~l~soi~3.QX 000 F 000.001 F002.M2 003 F 004.004 F 004 004 F 094.093 003~M2 F 900 2nd Loadie=000~OOK OOR M3~093~003.CPA]~CW~094.094.003S 603 003.COP.'000~009,~092~005~009.011.013.015~010~017 016.015 014~012 F 009.M3~GOO.OQS 094.099~019 012~013~015~ON 013 012 911.MI9~M5~OR/.8$001~004.M5.007~009~011.013.0?>.012.011.OM.008.005~002 ,009.003.094.OQS.007.003.OXQ~011.010 OiO~0085.M7$005~Q.)Q SMO-000-.001-.004-007-.CQ9-s010-.OQ-013-.013-012-.012-.OlR-012-.002-.002-.007-.009-.011~DQ-.OD 014-.915~QLk5.014-.013-sOXR5-01XS".DlO-.002 5A-4 0 (ROTI g 4l P p r, 4T C S 0 D 0 Ci+4C 4+fwsAxOO~PITTSBURGH TESTING LABORATORY CSTASLI~HEO I~SI PITTSBURGH, PA.AS A HUTUAL tAOTCCTION TO CLIENTS~THC tUSLIC AHD OVASCLVCSo ALL IIESOCTS AIIE SVSNITTCD AS THC COHfIDCHTIAL tlIOI'CATV Of CLIENTS, AND AVTHOIIICATION fOll I'VSLICATIOK Of STATCKCNTS, CONCLUSIONS OII CXTN*CTS fAON Oll IICOAIIDIHD OVII NCtOIITS IS CESCNVCD tCHDIHO OVII WRITTEN AttlIOVAL,'IH 407 RCV.r cLIENT S Ncs.21>114-3 Naxch 29~1967 REPORT LABQRATQRY Na.652408 QRDER No.PQw 18yilg LOAO DW092fATIOB %MS!BPKHTS 3rd Lcmdi c 0 MS,ctN 212,000 318,000 424,000 530,0M 635,000 742,OM F 000 i003 o004-004 s005.006 s006~007~000.092 s002 o003~003 s0035 o004~004~009~004~007.009~011~012~013$~01$.000~003~OWS.096.007 S0085.010.011~M2-,099-011~012-s013~014-o015-.0155 954,000 Hair Xiaa crachs visibla.PXTXSSQRGR TESTXHC IAEORAVORT Ear Ga@he Imager Physical Tasting bopnz'event 1 cct 3 Ryoreon Steel 1-PXL Chicago 5A-5. Loads deveLoppeg by tl e Tewotow.'3D wi'ie Vi.(i'ma" e.St."a~el.4 Ov'i st'(8.since Fo Ycc ili'ti'aL F'once.F le&L Folc8.lOGO~$g Y Porc e For Base pLo Le.ool i cf l8'h."~2GB D" (2B n" IVet Benz-iv g Area PL.a4 e th'ck was 5 g i/ll 5A-6

ppp C)BEAR IN G STRESS ES 1)Act~o L A Ver age, 742.Goo/24D 3OBQ p=i 2)ALLowaLiLe, f'r Bioise-SLaLi (use ACt Codes 4Ho psi Ai,'4 2-'8"-SPY o" (Te do.sp-ci') 3)ALLowaLiLe for WaLL and Dories.F,'=F'000 psi Ag (MSc~>ni~w~~" clear ai~ce+v oat d PLa<t s 4 2.0'i2."-350 u G,G'000/3 2GB'-3.'2.lG p 0'=tc4~ta L P,f, QQ YLC'L Ot~t O~: Thg.>~Ct'r!'<t mL~+t.c=siz e (see l3)is i~accord a~ce V it@<he RC l-CCd VaC~L'rG~=-~t as usmc!c v f~i's Prr j ec i.5A-7~CS 0%+t Q hl 8 o>XN )BADE P LA-l E TEST To verdi'fy Ll e Aoleqv acti o(-'La(e.- el iolaus esz avgl pLa<e.-Hc Le~i'aL-s<rev cl'4<4e, FoLLowi'~g Test>s pm p os zc'I.i)Test Set~p See.l2iie.:esgv dsowi vg S PT-I dc (ed I-'ZO-G7, r S 6 n (D Q7 LQ O g3),'tg I/a g3/~II 2 ja" QIg I)2 23/y" Ba~epl.a%~Tru~'~PE I-R,lw fOr Ct29t Conc r=tg Ster 4 H." I: g'll,=g]iglI 2'-l"" 2" 2'-4-" ELevc'kiov S Co<ceca~f:~V~~00psi 4l(Q I-OM 5A-8 PLan TPS'LNC~<IA~ C!'OKI,~~~1 Shim 0 od 8'1~" COnCrQt&-Stra~q<g F~~)~I+000psl Gas pl.aQ Concrete Slav ot~~t~\AIEH&el~~CI%5% RSCVRCl%2)A!opL>cd L'i 0'A o f Lo&ol P yak.'A'L9Kh 6 0 Q)0 0 0 U I ('7 67 6 V)(5 9,~Tes'irnocki'~e Table a)App!~/Loact in increnne<ts o'f lOG~: to 742 max.4)Release Load in ingres>>ends of lOZ!4p 2~~.c)Repeat a)c>>d b)ol)Apph~Loaol in increr.ento of (OG':O Fa>'t.W I" P.Gy-7~t.t-<aC!~I'.iC CA P Q c i 4 i)R)!vlegswre De f'or>>>agio nsoFI.er Qodn Loco'i>>ore~went o{-a~i, h)~c).(Set up see L)}f)Ob Serve.Con ere%e Stand I far Cracks)5A-9 H";g g: Qli~I-WQ C 0 i g)Defoe)~iaLi'on -Heas>rav~enkS Th@iv sit'u)~8nt:uk)o~w is skOUA onL/go)')[uSt.yang fee, Y'8aM)YBC~YE&Ot),")QS, 6 0 1GP gt Cop C)""-'~Stc>>Bas pLate.W 0 0 Q (i v)r~c"~1 V 0~r i~DiaL-~dica~0'eS , ko'ioL)PLAN Pro(ze Fl)(cp, SUpfM>a.s f~<oi.oL)f 4I~Cw O~cl ELEvATIGN 5A-10'R uQ C~ TeS4 Res~Lt S a)oberv otiose g f Concrete Stoic()I: iS O~I: l<~P Q4&5%Bah the Cga Cr'Ck<Stan@I dogs v'ut cvacl((othe">.-than Haiv Li've C'raCh~s)up to<he alescled Load o f 742.".The llc'rLi'ne. cracks to cLase.after rewove'vg of the Lead, SpaLLl>g of the timbrel vfovc eol (avlH nc v strict wvaL}Cov ere<e.avcunal%he Suscp[c~c. v~i~occ.vr a~a>S InSiO>ni fi Cant..b)Observctioh of EasepLote. lh Is antIci patet, that the PLat,e-5a"L.~>.r i'C..l I S WC 4 Sub~e.C<Cd k.G'tYGSS~<3 cJFQ&tPY$4@~%48~/ieLd stv~~v Oj'.4 up to olesic v~Lo ad o f VAR",'The deFov n at io~measure~e~hs sl o~Lcl there fore vav~~Lin'euv with the Load and indicate.con piete.(~Of')recovery duvincl unLoadincl, The a~auv4 of t4e clef crv at<ov~CA>L,t fg~@~6~tC b8 dGt.8r r-~i'~QGJ Lc te.v.(r cx.Iteadi'net ('/tc")5A-11 L'.0 I-0 D 0 P w(g 0 iN ts Up C~X q V C') The edge of tl e Ease pLaLe Shoh Lot sLoi])L~sl will<he edcle ot-Cgi ClC.~P.SL)'C)l t Zemi('W.g per ml&Sible Clnr Ling u p i~chl't"Q L I M~gf.esivc b L8 m~gv~~beuri wc~tY'QSS Oti&tY>4l it l O>a.8)CGnCYQKQ N1X.See GktaCLB ch Letter)YO~P achene Ll-o~pc vah~on to R~J Gi'so~oh a 4 col 1/2g/@7~SEC.C<V;5C. OI-646.SPCCl~8~Si 2~.Limit kine hnoÃ.o oh'<rec>a%e 4 0 l'I Per tov v~kL e Test ir-Co~crete T~5t.Ci/Ll'nd Ci~)WOE>'C&4.C Q$Y CnCj h g Q fgC'n$Qy L49,hn+OC'I)P<i Test CyLIv olevs s4aLL be.broke~ov<he sax e chal ns b4e bear('~ol pLat e.test is pe.>>f 0v w e.ol.0 0 5A-12 a,l uP x% 6)pic;sgpLc,te -Hat ei.i'c.L See.c htac4eol I-leat Test Re pox t yeqavd ing the she~i'ea.L Co~po-sinai'o<.(whiz(meets hSTM-A 3G'The, pxess i'c'c L l&st-Report of te Pr<Se~<l'6 'V SCl~P Le<W~'L 5 f'oLLow.5A-l3 PlTTS BU RGH TESTlNG LABORATORY CSTASLISHCO l 441 P!TTSBURGH, PA.AS A HUTUAL tllOTCCTION TO CLICHTS, THC FUSLIC AND OVIISCLVCS ~ALL IICFOIITS ASC SUSHITTCD*4 THC CONFIDCNTIAL FAOFCSTT OF CLICNTS, AHD AUTHOIIICATIOH FOII FV SLICATIOH OF ST*TCHCHTS, CONCLUSIONS Oll CXTIIACT~FIIOH Oll IICCAIIDINO OVII IICFOIITS IS IICSCIIVCD tCHDIHO OVII WSITTCH AFFIIOYAL LABORATORY No.TPC 1 L?l'w<<l07 RC T,~i ol Lf9<<V 2L,'343.D3-3.'.REPORT ORDER No.~8/0>>>>08-+Q'l<<{'>>""Qrl g Gr" QC 99-7F"?L Q""cXCCWOI{; lc833 BSOT.nLTJ.Q P(-loe>KO:<<7d~>>QPx Y~P)<<<zGI?TI Cii ScQD Xxlc+P.O.E{?z tlQGO-.<C~-'<~(gog X~'X~.a03.S 601i89 roc race)ve{',';so lC2~oO'-'ve ax:ctlov heao QosmÃ)L s'.Ror cc'p-en>390n iQOLG iQ 8CCGZQPA'lCQ 03.T.'Lc i'%4dns+ro-FA'" LthD re>>PZ 4A 8:l?Q BCiXlQXlF)EG z::{.a zo/xxfe6.ah9sza end sc.hsx'.roc:.s -'>;Are..".".":!b'{l8,).:.""r2=d &i".@vs u'xv..tef: Q flag{rUlb3.(I=.{$ f0': C capri',.QL~'k'cl iQ (Ccfci-F:BOCA ~IS.Qs the da..aFF?ir.gs ~PoU0~9og aasmvat.~cr.s w:.ra x ccc.{-;cd. .'iKCRQ" 0::J 9 A.8"i'Pt'CLX CO-PT->Fd"QI<<%~, Z~i~,COO rom.Petto x headed x~ix'{s d'Formed aa&c h">>aC.'5'/.I.LV.r!J, j./8 Gb.5IL:9 dcS{'F'-Apl 8UgbC1$'Anch{?r, heed)oo"eas by S~c.r.d f 0m adopeor lack nue.GL'8>4399 lbs~r';O apraVelt.2{?.;..atZCm e;.Ca~a aS ncted abOVa.Ar~bgz f>0:'8 lcL?sects by b{.nd, g,"-.~capp'T:ar>Oem r!ug.L"I)'.lf Ho cap l en<'efozva'=ima c c1-:">l?oI-a>.'have Ar!Cr'Q3'i('? ~i XO"ns"SAG 0~i-'LTGQ 4',".G"'?L;~3$PR:Ci~Qck DQC 1097,000 XLB.kQ)"-pp<<".;;c".Sc c4~Fo-..:".":c'.oa"..- c-cG>>"..e~aeLed aLsvc.Elr'Cl4ia,. Flo36'AF'{?.".".6 by P;:.".r'+:".C'm ."={".".!Pe>>.r. XOCi: nut.y<a>>n+orp BPP':0'~L'2:;i e.2;';Os(!CKCGI0"-i!., iQ".f'0~'OT t~'v'+b vv'o)PI 0 Qnihc a>$I 1~g'lr)rd PCQv 1 Oi Q gsg'Q 2't)".'Vii r~i I~Ii~i rilwn 5A-14 reS AMOS.r PITTSBURGH TESTING LABORATORY CSTASLISHCD I~OI PITTSBURGH, PA.AS A MUTUAL PROTCCTION TO CLICNTS, THC PUSLIC AND OUII~Ct VCS, ALL IICPORTS ARC SUSIIITTCD AS THC CONPIDCNTIAL PROPCRTV OI CLICH'TS AHD AUTHORIZATION FOR I'USLICATIOH Ol'TATCHCHTS, CONCLUSIDHS Olt CXTRACTS fltOH Olt IICCAIIDINO OUlt ltCPOltTS I~RCSCIIVCD PCHDIHD OUlt WRITTCH APPIIOVAL. LABORATORY No.vL.r r CLIENTrS NO.':..I'.>;:.:-.- .l>>'?'.~: REPORT ORDER No.<<rr>>%>>r~4>>>>err A>>>>1 i A'ter>>>>rb r>>rrr prr>>Ar 4.~~?8%A~\'\~a.AJI a'4WOAP lrP~l~P.>>>>k>>rr>>t&l'farl>>>>IhliFP 41VA>>rrlt~PO.re>>rNAl 0'>>WV>>>>VA>>CVetsAT% "'"8 UI"0 3.be L4'<>('I (r ('.CQ C)Jl Al/J II Pr1 C'.VO'LQ l 9-':,OJO Xh..(.,",Cc..gj: QO QDQ80 I)JG l,!F97,0f'."9 XT" a.~S'.ROXPQf d.(:L"9'.~CGPS.S,f)f:Qt:U6 fkL'Lli>~a 3.,0?viP OUO 44'..~,2M,C>)9 Xbl;.Ti)I I.LT,A~Ie 4 CI6tL'OX ubi 6, f.(H'!AI QQ CiPg",i.'Ca?L tiI.'.FDIC';IN'",l.XODG v>>st<<A (r>>r tl Qrr l P as a'L:Cd aaCV~+QG GGCP 41 Q.bO;C.PXX'XS~cYit'-"4 '~2Gz'i-'if' ~~MRS'c p%%1pv~Ab l'r~<<r~.~'~<<>>>>>>Irt>> r>>r>>r>>I~C>4 lao b+2el LI~I h)A'AAIQPrPC>> .SLAT f.-'A...I<'lr'C.'.It i<TI,.ILTQPSÃfZ25f 5A-15

COMIPRESSION TES/PROCE E'ES 7 OF IO VYXRE ANCHOR HEAD ASSEMBLY SE'T UP TEST/iV NIACHINE PEP DPA WING'7O-PT-IA APPl.Y'OMPh~ESSION TO DESICNATED l DAD (SEE TA8l E 8ELOf I')(TA'IS IS A STATIC TE$T, APPLV'RHEA SEi OAOS ACCORD/Nil/'/ HOLD ABACI/L'OAD FOP A Pi.q/OD OF'VVO NIINUTES RELEASE LOAD AND DISASSEMBLE CIIECk'ND Rc PORTO/V ALL DE;GR/Y1A TIONS>CPAS>OP OTHER S/C/t/S OF FA Il, GAPE/IY TAEANCIIOP h'EA D)A DA PTOR LOCK N'l/'T, ANDI/OR TU'BE SHIMS.REASSEMBLE AND REPEAT AT NEXT H'/CHER/GAD.lOA D TABLE 74Z,OOO i8$.to<oooo//fA Cg/AfE bfAP'I M I/M Rh'7'-8-G vo-eT-( 0 /-~g l.O/VG S/Ilb'/</-~j SOAK SFllb//-~g LOM SA'//8 r Z-/LO/t/6'iill::5/i-P<<IONG SNM A@CA'OR'EAD ClhfD AOAPTcR/CR goPT-I-s-/4 LOAN SH/M 8dsF P(ATC FOR TESTS 70 PT/'ll/-PEA-OTE: CPAIIIGE lAf SERIALS 70 8EAPPiiED MADE BY OAT j P,A7 l0-II-t'.4 Vo-P7-ix.ZA Ao MC JAN 0 0 ICS 0 S C I H T 8 Y~8 S 0 H i 5 0 N,~H C, semi REt,iSiOe.CUBTOMElt J r~)e r~e~~~Q W;(:Oil tt Q I~I)~Col~l~J gNp~~'Ip~~~pi"~>>+4~A!~J=:Ot~~l t-~" 4~n Tlh P CGA TEA~~-tC j'c.~o<s, SHawQ OClLI'AOl E, CH A, a rJd,g 90 W<eE p~ztg g,C t'~~>Ptb'Clt-L.'THROVCM,5P~Ct if<<,S Stte~~f r A~o t4c Xa~~QT7'AV H'EAD SEA g/Qg gggpggg i~g'j)~x i~QI.L>>-~'1 r Dern,a" i.Talc:~V4lP.e Hat F 3o~tRE.A~)cHDc~HE.Ao Pr Z.zt J K~-I,C~&hXag.l K'L(4$5qOJ4 lip, PCJ>t.>C> HEhg<PT,.;~~MAPK BT L (GC PATE-((g nre rncooroe Jor~e~w r<<ra<<oos n<<os~ceo CUSTOMEyt I!.Is dre~nd hes not hda<<pabltsheC, il rs t!."<t:eeperty of Joseph T.Hymen 4 Son, lac.lr is tent ro Ihe rerrptent for nis confident: ~I usr oely, arrl econ the rsrndt!ions end ygn~gants toiwng.In consrderetro<<ol the teen or!hi drsrrtn"..!hn n.ripienl prrmes and specs lo rerum rl vpon reevcst, ano tbel rl s.".e!I oot bc reyodwed, teptec.teat or@Unwise ohnesed ol, directly or lndirtc'.ly aithorrt Joseph T.Ity rson L Soo, Irv'ertttea conseat, eros he vied in any reey detrimerrlet lo the Interests ot Joseph T.Ityerron t$orr, Ioc.+gG"ftCy et NC rA C 0 0 IC5 J 0 S C P H T IO V C II~0 00 L 0 0 N~N C~custodian ADAPT'OC<ii'

~t r~A)..i>" uctcwsaw mv ABATER/A/: TL/8/IV<//SSA1 80D<</~y&YALE'O-/0 AOK BY!OATE i<MT[/0-/0-60 90-P7-7S MC 1A C OOIC5 J 0 5 C~H T II Y IC II S 0 I4 1 S 0 H, I N C, ru8E Sw MS c-o~rzsT OW V I 0-'4 SEC.A-A/IQ TERA L: Pixel: E H'FP 2%0 c MAOE ST l OQTK Wh7~C fA(0 dlC8 J 0 5 C P H 1 C R S 0 N k S 0 H~H C 8 le SKATE~Oh'ED/OAR Y EST IHg~I'Rs ANOC+CSTASLISHCD I~4 I PITTS8URGH, PA.AS A HUTUAL SROTCCTION TO CLICNTS,'TKC SUSLIC AND OVRSCLVCS, ALL RCSORTS ARC SUSKITTCD AS TKC COHFIDCKTI*L SROI'CRTT OS CLICKTS, AHD AVTHORIZATIOH FQR SUSLICATIOH Ol'TATCHCNTS, CONCLUSIONS OR CCTRAC'TS TRON OR RCOARDIHO OVR RCSORTS IS RCSCRVCD SCHDINC OVR WRITTCH APRROVAL, LABORATORY No.Z-.o-..o Zv, 3.'Acb REPORT ORDER No,.cuENT s No 21l3L<13';1-6{} PITTSBU RGH TESTING LABORATORY 6~2438 Ch-9583 Report of: Rcport to: Load Tests of Co pier and Adapter 90-11 Joseph T.Ryerson 6 Son, Inc.p.0.Doz 8000-A Chicago, Xllinois, 60880 Attention~ Nr M.A.Corson QQa Me received at our laboratory one bushing, measuring 11" long, 7-7(8" z 8 buttress threads on the 0.9.and 5-1/8" z 8 buttress threads on the X.D., along with a pulling rod measuring l8" long, with 3-3/4" of 5-1/8" x 8 buttress threads.This bushing+os to be uoed in con)unction tH.th the coupling identified in our Laboratory Report Ha.649730.The set up+as made as shown on Ryerson drying, that: is, the busld.ng tras threaded into the 10-1/2" diamet r coupling+5th a 5-1/4" pu3.1 rod on one end and the 8" pull roil on the other end.The assembly+as thea loaded and tensionod to the required loads, then released and disassembled and the threads checked bath inside and outside the bushing for visible defects.Xt eras also checked whether or not the pulling rods turned easily or mith dif f icult:y.The results of these tests are es follows: Load Lbs.742,009 848,000 954,000 Lod to edaptor&Captor to coupler Rod Co adsptor Adaptor to coupler Bod to adoptor Maptor to coupler Remarlco Hard turn easily.Hand turn eas>>ly.Hand turn eao'ly.Hand turn easily.H'ad turn easily Hand.turn easily.5A-23 gy 51I IIg 9S PRO<+.'ITTSBURGH TESTING LABORATORY CSTASLISHCD I GO I PITTSBURGH, PA.AS A MUTUAL I'ROTCCTIOH TO CLIENTS, THC PUDLIC AHD OURSELVES, ALL REPORTS ARC SUBMITTED AS THC CONFIDENTIAL PROPFRTY OF CLIENTS, AHD AUTHORIZATION FOR PVGLICATION OI'TATEMENTS. CONCLUSIONS OR EXTRACTS FROM OR RCGARDING OUR REPORTS IS RESERVED I'ENDING OVR WRITTEN APPROVAL LABORATORY No.~'\F'~th~ri CLI E NT'S N 0.REPORT ORDER NCI.T l"a I~Ja!~~K~k x,e";,~,o"o B9".C CO 82I D<OZ Tk ACAEIfatQL'.O CO:tPXCZ BITL'IC')vIPrj tT.T:.t'C c')CD, 8'tS".'k C'ilH T.J.P A<<4 r1I FtpI"I gi)i~~4 I'O'V'LF~'-0 p"fe'."o" S dC;pC;0X'O eo::o.'I.e= if Qn@;.JR>>1 I 1".1T.VQ t:GK'il 1,2QC,GQO tFCd CC~a.~a;~to=. AQQfa<QK CCI QQI.'II)lGF gP.QG~'"..-TI'C, tv:+n i VT'Fi 8;Tf)I JTr~Q;10;I)rPX'>ZQ.':l(i-'I '<KS';I" XHQ iZ~EQP~'i" QRY'C.~i VvkkkV kkkkek~kvvkVV ~Vk k~P~'V'V~Ca<3.8(!uI'<<IAI.'ua'FC.'~' I'dlJ Jl CFI1 TC".SC'dl'- .>Ž$8i."a"Ski 5A-2P ~~P, Fl~DP TE.=w ltd'.~P c.~';id=.PE p Dg+A (i',+PASI 0IJ~O DE~LC.14+"'. Q\&WZk 6 S';.'" ikRi C.i'="'-'wi> {7i'i~~is<~z::w:vc.",v,~-~..0 gpss y 5 F<<I=..i<GG i naos Ac.;c>RoiHQL+) ic wz~Ac o~6 Asst~vc V~PC K s'.PKWGS A,r V wq-k4 E.~)Q w<=c'GaP<E.R.Kc&r.~p v~q<~~l 8~EF c.HE.c.K.Fc R.Xo.g.+DE z.acyl~RE 0 Tc TORA R.QD'~)t4 COt3PLF F'Z~SggE,~~png ~g.F Ao~Ae.C.E.SEKP-Y >Q0K~l7KW>'lE R'E'MARKS (pdkh)S EK&ii'C)0'I'Fplc.dl& YQ YURt i)F CC)ARE O'F 7 Y~~~tO'T~~"=b,~s~,~~gE 6>>>R~pE~~wi~i~x T Hlr:-.,WF; P..<.aA c.LD450 l4.$)otal gO i i-4)Qc-i)OOQ,G<\@fQ Hhc&~df.HAvlHvg HtWIE HtSj@PM Mt1ACOOICS cosrov~R~>>l><~c~~a F:i.~;-.>C, 0 NEMCOOICS J 0 S C O'T It V C Il S 0 N 4 S O l, s 4 C~Ct~YP%CTaaseoee~ s4m Vr K BY i OAT K A~" 1LA If%~~~NC1A(04ICS J 0 S C S'r e v C a S 0 N~C 0 H~H C QC53RXds&cvsvow a V s S.g/'18el'ALE Ol Pv~'

1 c r~l~L)~I~IP Qt~IC,g~~ggggQ L+ywc9~~a C~'4$~~l I QWv! 0 YiL':t!~S<T IA'iS O.~l II I RS Cga@cLIENT'>No rtr 4 M/0 6/REPORT ORDER NCI.PITTSBURGH TESTING LABORATORY CSTASLISHCD 1441 PITTSBURGH, PA.AS A HUTUAL ShOTCCTION TO CI.ICNTS, THC SUV IC AHD OUIISALVCS, AI.L IICSOIITS ASC SUSIIITTCD AS THL'OHSIDCNTIAL SAOSCIITT OC CLICNTS, AND AVTHOSICATIOH FOII CUSI.ICA'TIOH Ol'TATCIICNTS, CONCLVSIOHS Oli CXTHACTS CSOH OII IICOASDIHO VVII IIXI'OHTS IS IICSCIIVCD CCHDIHO VVII WSITTCH ASI'IIOVAL, LA8ORATORY No.Ci'.5'i 6 z~G~PG-2>J6L~R pert o2: Report to: SO V5xe'Zon.'on Te"t J0$8g?'4 Rp'Orson 6 Son D Xnc~P.O.Eo=8000-Zi CLTicc..eo, X22~~m~s 60680'-: H~rece9vca a:Iazplo mhf.ch vw8 idantiD~d to.as as G 99 etre tension.He merc reqccstod to tost the.,angle 1n tension aensm'ir~slongetkoa odor e 120" gage Length.'Xho s~xplo conraf.ated or": 90 w9 et.>>, 2/'4" ia diaretm, v~th anchor heads vn each end.5hz anc'ur h~~a var@held on th vitro by the uXre buŽton heads.The anchor head.had external threads tPai"h thread&~.into a coupler.The coup2er t¹a mc"cdei cato quD rods, 6" in 4kecstax, which+melnstclled fn the eppes and love-cx'oso headls of oI""-l,260,000$ testf.ag, asch5~.en mate~!aom~ter, eodl.fked to@Aver a L70" gTame Xeag~W, eras ueed tm x U'.cores BULE f f CXQQt 438tQ to p2ot M~"6 QttacQed cQ v84 PXTXSFURRi CBST..V~Q Ui"QQ"MP~Y c e~ 120 108 ULTIMATE STRENG'.EH OP TENDON 1,084,000 POUNDS (PIRS7 WIRE BROKE AT THIS POINT)ELONGATION 4.49 INCHES OR 3.74X MINIMUM GUARANTEED ULTIMATE STRENGTH 1 I 060~000 POUNDS 96 3%WIELD STRENGTH 974,000'POUNDS 8 1X ELONGATION (MEASURED UNDER LOAD)E LO N AT IO N MEASURED UNDER LOAD)I I QR 5 Lll Q Ea 72 60 Q~x$Q%0 ,g Q.V o Q Q 48 36 l p Pl 00 I 24.1X ELONGATION 81l 2" 1 tl II 8 II 0 II 2.6 3 6II 4.0 4.4 4, ELONGATION IN 120 INCHES 0 90 VVlPiE TENOON IEG t The.puv poSC Df kh}s Tes'L 1 s perh Fy klnat chh Te~ol'c~, cost st I~oi o f'vvi'res, tine vvi've,s avo c e.o\ak each ev d iv a~chovhec ols by r eo~S of f3~ttov bee ols is 90 t ir es)cs sk-rowg as one w>f 0, lHe~est h f~r the~aLL ovvs to n eas~re t4 e endow-8LOv cjo tio~.The coo p)etc Ewolav ol orS have.bee~pYe v h o~8 L'h/L.osLe Gl'e i/o>'h ol t+Q LIL L I'~a Le st.Ye&/t4 0 f tlnQ The lnd ow, (see Ryeego n 90-PT-l olateol 7/26$G 80-Pr-2 7/z~/cc>md<He cgrvesponoling Test YCFo~4 f~ow PT'da.teol iD/24/G6'.)t CJ)Gl Hh I pc bl~U p~5A-31

/>, LGA Q lvlip, alp,oi(oint ir c)ul ti'wio,t e stre.no~t I , a f P'iri" wive.(see ASTI i-4.2I)240 0~6'"si QLnarA&tl&gt ~t.k lmQ4Q StYC~L$44 C (-'IG W i're Ie.dan~D" O,o49oB 2%ii'out-t'0l;"G CcO" r/I C"~0 V Cr 5 6~~Min.VieLd strength of BD wi've Tc,~of o~,~QAS&t Q cf AwQQY Lggt t,O'/o ex tee:sior, 5g'J'~x uI.t., St;redokk -845'GOO" Anti'ci"pate.d Test Res>Lt Vo w i'e loreo k wi LL occ vv he f oir e Kine Load o f'OGO~i's v eoioheoI.(7." I: B.E-LGM GAY l,GNMin.Teinol an aLonolotion 3%wil"l-.s uv a.'d wn de,e Lot 6!Y vni'n..Cjolnge Lc.nr t&.o(10 ft (See PC I, proposeol Post-tendai'avii'ng I ioter!QL SP ci';c-'0 5)WQ OW 5A-32 Thz El,ov chai, i'on i s t.o he rreos+vcc:l Alovev gv h bzKwee~Ar cho~-i 1 cc'n 6 s.The.Wive Langt.ln (ov 44e Test'.tan oIov is IO'0"-+I20" C 0 The.rne<lnoole of'nenstnrinol alon-g@h<gn ShO LL k)C Slnni Lot y t0 KhC one speci'Faol in AST H-42 I.Ir iLi'L aLongof ov'O.l%~0.l2"~'Ja'>i'i'a L Stress 29'900 psi~128<~jieLol al: l%'extension ml'V i(ieLd St('e.V Cj<h Min.ELoncjation 3 k~~<o"~S l<" is to be veaWed bef'ove furs L.wive loreohs ft l~5A-33

Up p8.r Crossbar.vol 90 Wi<C Co+F LGt 90wire Aechophe~oI ~<~~~4~s ELo<gctb'0~ ~eOSuvi'~q OleVi'Ce ot;t:oc4aot <o A~ol or-he&otg ace<~ac y'/az RQ~g~gll'30 tI'~J+" wi'rm Low pr Crossbar 9

4 g%sag (d r 0+I4 r 0 YI I To I N r QSAEOC<PITTSBURGH TESTING LABORATORY EETADLIEHED I 44~PITTSBURGH, PA.AE*NUTVAL rAOTECTION TO CLIENTE, THE WELIC AND OUIIEELVEA, ALL NEAONTE AAE EUDNITTED AE TNE COHEIDENTIAL rNOrENTT Or CLIENTE, AND AUTHDAIEATIOH TOA rU~L>CATION OP ETATENEHTE, CDNCLVAIOHA VIII EETNACTE FNDN OE NEDAEDINO cIJKNT B No 2LT34 1891-48 VVII NEAOETE I~NEAEIIVED PEHDINO OVA WIIITTEH ArrNOTAL, LABORATORY No.640730 hugust 25, 1966 ORDER No.CR-9583 REPORT Report, of: Xoad Tests of 90-X7 Coupler Report to: Joseph T.Ryerlon 6 Son, Inc.P, 0 Sox 8000 h Chicago, I 1linois 60680 httenthm: Hr.M.h.Corson c 8ubeaitted to our laboratory for load teste was an asseably identified m 90-X7 coupler.Me vere instructed to set up the coupler asseibly as shcwn on Ryerson drawing Chat shoved the coupler that aeasured 10-1/2" 049., 8" Long, siCh a 7-7/8"-8 buttress thread and be 8" diameter pulling rods at either end threaded into Che coupler.%e thread engageaent at each end was 3-1/2"o hfter the assembly vas coaplete, ve vere to apply designated.tension loads and release the loads accordingly. hfter releasing the loads we vere to disassemble the assembly and check threads at both ends of tbe coupler for visible defects and check whether or not the pulling rods vould turn easily or vith difficulty froa the coupler.5m results of these tests are as follows: d Lbs.RANAZks Threads lubricated vith oil.142,000 Hand turn top of pulling rod.Band turn bottoa of pulling rod.848,000 Hand turn top of pulling rod.Mand turn bottcu of pulling rod.954,000 1,007,000 Hand turn top of pulling rod.Hand turn bottoci of pulling rod.Rand turn top of pulling rod.Hand turn bottan of pulling rod.Approximately 3 turns, strap vrcnches used fram then on.Evidence of thread cutting on rod.Threads on botten rod dressers vith file, Threads lubricated with"Fluoro Glide" dr ric n.5A-35 cu~~21~1891<<48 August 25, 1966 RE POR'F LABORATORY No.'RDER No.P)TTSBURGH TESTlNG LABORATORY DDT~IDNCD I M I PlTTSBURQHI PA AD A ttMTOAL DOOTDCTION TO CJCNTD, TNt WDLIC AINI ODOOCLVCT, ALL NCWNTD AND DttDtttTTCD AD TNt CONTTDCNTIAL tR4PPITT Ot CLICNTD, AND AIITNOAITATNNt TOO WDLICATION Ot CTATDNCNTO, CONCLIIDIOND OR CNTNACTD ttttNt ON NDDANDINO Ott~ITCtOITID ID OCARVCD NTNDINO ODD NNITTDN ATTNOVAL 640730 CH-NS liNO,OOQ Sml~top of pelliag~Saad tern hottau of pelliag zoC.lPAO,OOO Baod teen top of pulling rod 8@ad tern bottaa of polling Axe.PZTXS SQRCR T88TIBG ULSORhTORY Earl Ga1.1aghe Manager Physical Testing Department ccs 3-Client Attn: Nr.M.h.Coraon 1-PTL Chicago 5A-36 f)t/0~I}}