ML19206A275

Rept on Grouted Tendon Program,Phase Iii,For Unit 2

ML19206A275
Person / Time
Site:	Crane
Issue date:	03/28/1969
From:	JERSEY CENTRAL POWER & LIGHT CO.
To:
References
NUDOCS 7904190015
Download: ML19206A275 (74)

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{{#Wiki_filter:L i,' :,'.,. h L 4 ggg )L- ~ -) ~ (, N. 8 ~ fj,93 ' W ' C._';.,: REPORT ON GROLTED TENDON PROGRAM PHASE III FOR JERSEY CENTRAL PC'JER & LIGHT CO.TA'Pf THREE MII.E ISLAND NUCLEAR STATION UNIT No. 2 March 28, 1969 [h Prepared by:_ G.A. Harstead Supervising Civil Engineer ( d' J.C. Archer Supervising Civil Engineer r !#)' l Submitted by: 'P.P. DeRienzo Project Engineer l I Chief Civil Engineer p Q gj}]+ j' hj 0 ' !l/ Approved by: as l-E.R. Ku=merle d il l a: n s 2.n -: : 3. ' n O. 2 3., c :. ? v - -- - - - = ,,.. - = =. s .e ~ 790419OO15~

4 GROUTED TENDON PROGRAM Phase III TA3LE OF CCNTENTS 1.0 SU'O!ARY 2.0 INTRODUCTICN 2.1 Previous Testing 2.2 Cbjectives

3.0 CONCLUSION

S APPENDIX A DESCRIPTION OF TEST MEMBER, DCCTS AND TENDONS A.1 Test Member A.2 Ducts A.3 Duct Arrangement A.a '41ndows A.5 Tendens A.6 Tendon Installation and Jacking Arrangenent APPENDIX B FRICTION TESTS 3.1 Procedure 3.2 Results APPENDIX C GROUTING OF STRESSED TENDONS C.1 Preparation for Grouting C.2 Grouting C.3 Results APPENDIX D EOND TESTS D.1 Procedure D.2 Performance D.3 Results APPENDIX E ADDITIONAL TESTING - VERTICAL TENDONS APPENDIX F METALLURGICAL EXAMINATION APPENDIX G FIGURES G _ A en e - -a, L) ' e. bn I

1.0 S'JMMARY The grouted tenden tests (Phases I and II), had dencastrated tha: the configuratica of strands maintains paths sufficient for grout flew regardless of the radial force tending to pack the strands together. In Phase III, this conclusien was further confirmed by greuting two tendons of about 2000 kips ultimate strength. The two tendens repre-sented hoop tendons draped ever and under the equipment hatch cf the reactor containment building. Because of the nature of the grouting test, an cpportunity existed for =aking tests to confira values of friction and bond. While the friction tests were linited, they indicated that a curvature fricticn coefficient, u, of 0.30 is appropriate for large tendcas which are un-lubricated. The bend test indicated that bending of the tenden to the duct is effective for tendcas of large capacity. e e 32-128

d 2.0 INTRODUCTICN 2.1 Previous Testing The post-tensioning tendons selected for the reactor contain- =ent building for Unit 2 of the Three Mile Island

• Nuclear Station, and the selected tenden corrosion protection syste= wera described in

" Report on Grouted Tenden Progra=" of June 1, 1968. That report described the need for a testing progra= because of the lack of data on grouting of large capacity curved tendens, and described the tests perfer=ed in Phases I and II cf the program. Phase II of this program concluded that grouted strand tendons should be used in the reactor contain=ent building. 2.2 Objectives a. The basic objective of Phase III of the Grouted Tendon Pro-gra= was to de=cnstrate reproducibility of the satisfactory results achieved with strand tendons in Phases I and II using, insofar as pcssible, the caterials, eq tipment and procedures preposed f or the struc-ture, in a test =e=ber si=ulating the cost difficult part of the c on-tain=ent cylinder with respect to tenden grouting. b. While reproducibility of the previous tests was being accc=plished, it was decided to check the coefficient of frictica be-tween the tendon and duct and the bend strength developed between the tenden and wall. Confir=ation of the adequacy of the coefficient of friction established on the basis of industry codes, tests and experience was to be obtained through =easure=ents of forces i= posed on the tendens at the jacks utilizing previously calibrated pressure gauges and at the opposite end anchorages utilizing load cells. A reasure of the bond strength developed between the tenden and the test ce=ber was to be obtained by subj ecting the tenden to a series of tension tests at the jacking end; the tensien test was to be

• Formerly Oyster Creek 2

~ 52-129

4 repeated as the tendon was made shorter by burning it through at points progressively closer to the jacking end until the jack extended with-cut increased force, indicating bcnd failure. This would measure the approximate length of e= bedded tenden required to develop the strength capacity of the tendon through bond. 3.0 CONCLUSICNS The results demonstrate that cpt-ibeibility of effective grout coverage of the containment tendons will be achieved; this will provide appropriate corrosica protection of the tendens and an effective bend-ing of the tendon to the concrete structute. Voids such as those ob-served at the top of the vertical curve of tne Freyssinet tenden will be =inimized by the use of vertical standpipes at these locations. This was de=cnstrated by the standpipe at the top of the Stressteel tendon which eliminated voids at the top of the vertical curve. In order to reduce the potential for grout blockages, grout pipe details will be developed to minimize length, avoid changes in direction, and make all connecticns tight under water pressure. Details and pro-cedures will be established in order to eliminate the accunulation cf bleed water at the high points of the tendon duct. The possibility of water being strained from the grout at the bearing plate will be avoided by providing adequate grout passage into the end caps. Except for the above modifications, the grouting procedures which were used in this program will be adhered to in grouting the contain- =ent tendans. 3 32-130

APPENDIX A DESCRIPTION OF TEST.9.BER, DUCTS AND TENDONS A.1 TEST MEMBER The concrete member constructed to enclose the tendons was a seg-cent of a cylindrical concrete wall having the same inside radius as the reactor contain=ent building (65 feet). The arc length of the test wall including anchorages was 114 feet representing tne distence between ad-jacent buttresses. The height of the wall was 16 feet, sufticient to include tendons representative of those to be draped over and under the ll-ft 6-inch radius equip =ent hatch. The thickness of the wall was 3 feet 6 inches to accommodate side-by-side tendons. For the ducts to be grouted, windows (openings in the concrete to the duct), were provided at about 8 feet 4 inches on center so that at each window a section of grouted duct about three-feet long which passed through the window cculd be extracted from the test wall for sectioning and exa=ination. The grouted tendon and duct between windows remained in the wall. Thirteen windows were provided for each tendon. Details of the test wall are shown in the construction drawing, Figure 1. The arrangement of ducts, windows, and reinforcing can be seen in Figures 2 and 3. The co:pleted concrete wall is shcwn in Figure 4. The test member was constructed in the yard of the Stressteel Corporation plant in 'Jilkes-Barre, Pennsylvania. A.2 DUCTS The previous testing described in the Phase I and II report referenced above had included the flexible steel ducts coc=only used in post-tensioned work, the spiral wound sheet steel semi-rigid duct more recently favored for containment structures, and ll gauge smooth wall steel pipe. That experience deconstrated sufficient susceptibility of th flexible sheath to damage to disqualify it from further cen-sideration in the Test Program. Phase III provided experience for a-9 52-131

4 DESCRIPTICS OF TEST MEMBER, CCCTS AND TENDCNS (Cont) selecticn between the two other types. Duplicate ducts for draped tendons, one pair of spiral wound and one pair of s=coth wall, were installed in the test me=ber. The spiral wound semi-rigid duct was initially preferred over the smooth walled pipe because the spiral ridges create additional grou paths and also increase the tendor bond capability. The experience gained in this phase de=onstra:ec that the spiral wound, 22-gauge semi-rigid duct can be placed in the for=s to closer tolerances with less difficulty than the smocch walled pipe. After bending, this duct is not leaktight under high water pressure but it is i= pervious with respect to grout when e= bedded in ccacrete. Hence, spiral wound semi-rigid duct will be used in the structure. The grouting tests _were performed with this type of duct and all test re-sults reported herein are for spiral wound ducts. For better unif ormity of conditions for friction in constructica practice and in tests, the inside cf the ducts will be protected frc= corrosion frc= time of installation. Since protecticn by grout cannot be provided until scre time after installation, a cinc coating is co==cnly used. A recent paper ( } dealing with hydrogen e= brittle =ent of prestressing steel in an alt =inu: tube questicned the use of dis-similar metals. In the experience reported, no dif ficul:y cccurred with these dissi=ilar =etals until an accelerator, sediu carbonate, was added to the grout. On the basis that prevention of this and c:her types of corresien of prestressing steel is achieved by exclusion of aggressive materials and thrcugh maintenance of the passivating alkaline (1) van Loenen, J.H. and Etienne C.F., w' ire Failure in Prestressing Steel caused by Hyd:cgen E= brittle =ent, FIP Sy=posiu: at Macrid, 1968 3Z-132

DESCRIPTICS OF TEST '!D!EER, DUCTS A2:D TENDONS (C:nt) environment, it was decided that no basis exists for departing frc= the ( past successful practice of using galvanized ducts. All the ducts placed in the test member were galvanized, the s coth wall by hot dipping, the spiral wound by utilizing electrogalvanized strip. A.3 DUCT ARRA';GDIENT Ducts were placed in the wall to si=ulate those for the hcop ten-dons nearest the centerline elevation of the hatch in the structure since those are the =ost severely draped to avoid the hatch, both over and under. Two draped (one over and one under), and two hori: ental ducts were used for the testing in Phase III. These established the approximate dimensions of the test wall. Therefore, space was avail-able to acco==odate additional ducts. Several different sizes and arrangements may be observed in the photographs, Figures 2 and 3; these mee for future tests unrelated to the Three Mile Island Unit 2 reactor containment building. The 5-inch dia=eter spiral wound duct used for the grouting tests was available in 20-foot lengths. Couplings used were two-foot lengths of duct of a dia=eter suitable for threading on the outside of the typical duct. Couplings in place were epoxied and taped to prevent (2) A puncture (described in paragraph C.1), of the duct for Tendon V, due to a test window, at the apex provided an opportunity to check the potential for hydrogen embrittlement. If hydrogen e= brittle- =ent of the tendons was to occur, tendon steel in co=bined flexure, shear, and axial stress would be cost susceptible because of the high tensile stress in the extre=e fibers exposed to the grout. A steel wedge was inserted in Tendon V at the apex in such a way as to induce severe bending in one strand. This is shcwn in Figure 13. If hydrogen e= brittle =ent causing wire failure had oc-curred, the cause would be i= plied by the type of fracture. Ooviously, such a test can only be conclusive if the undesirable result, fracture, occurs. Since no failure occurred, the con-ditional conclusion can be drawn that in this particular tendon under deliberately aggravated conditions, hydrogen embrittlement sufficient to trigger wire failure did not occur. 9 dkf ~ r7 _1 * } U ') AL

4 DESCRIPTION OF TEST MEM3ER, DCCTS AND TENDONS (Cent) grout intrusion during concreting of the test member. Grout injectice and discharge pipes and vent and drain pipes were installed as shown in Figure 1 and discussed in paragraph C.2, Grouting, belcw. The spiral wound duct could be bent by hand to a radius of 65 feet. Sending to a radius of about 20 feet required a pipe bender. A.4 WINDOWS It was intended that cross sections be cut through the grcut filled duct enclosing the stressed tenden at regular intervals alcng the tendon and be examined to evaluate the effectiveness of the grout-ing. Windows were provided to permit re= oval of sections of the tenden after grouting, without destruction of the test wall.

Windows, typically 1 foot high by 3 feet long, were spaced along each draped tendon duct at intervals of about 8 feet a inches to leave the ducts exposed after construction of the wall. At these windows, radial bear-ing pressure was imposed on the ducts by the curved tendons during s t re s s in.c. The details for reinforcing and drypacking are shewn in Figure 1.

The radial torce i= posed by Tendon V which is located near the outsice face of the curved wall, was transferred to the wall by drypack in bearing. Figure 5 shows a drypacked window fer Tenden V. The radial force exerted by Tenden II, which is located near the inside face of the curved wall, was carried by reinforcing ties back into the wall. Figure 3 also shows windows of Tenden II before concreting and d rypacking. The windows of Tenden II were later completely filled with drypack which was keyed into the concrete wall supplementing the support provided by reinforcing ties. Bend between vall and fill concrete (acypack) was reduced by a bond-breaking ec= pound to permit subsequent chipping cut of the fill. These windows alsc provided the points of access for cutting the tendons progressively closer to the jacking end in the test to determine the approxinate length cf tendon recuired to develop the bond strength of the tenden. 52-134

DESCRIPTION OF TEST MEMBER, DUCTS AND TENDONS (Cont) A.5 TENDONS The previous testing included strand tendons having an ultimate capacity of up to 1500 kips, the largest then generally available. Tendons of 2000 kips ultimate capacity which were being developed allow a more practical spacing in the containment structure. Tenden suppliers participating in the previous testing were develaping the larger tendons but only Freyssinet Cc=pany had a previcusly developed syste=. Stressteel Corporation was able to improvise an anchoring and jacking syste= in order to provide a large capacity Stressteel tendon for the test. The tendens used in Phase III were: Sucolier Tenden Descriction Tests Freyssinet 36-0.6" diameter, 7-wire strands Friction Grcut-in 3 groups of 12, each group ing Eend anchored by a forged fluted = ale plug in a forged fluted fe= ale cone bearing on a baseplate. The 3 groups to be stressed si=ultaneously but with separate jacks. Ultimate capacity: 1944 kips Stressteel 49-1/2" diameter, 7-wire strands Friction Grout-in 7 groups of 7, each grcup ing Bond unchored by a swaged-on sleeve bearing on a baseplate. All strands to be stressed together with two jacks acting together en a single pull bar. Citi= ate capacity: 2024 kips A.6 TENDON INSTAI.I.ATION AND JACKING ARRANGD!ENT The magnitude of the force in these large tendons is in the order of 1500 kips. The eccentricity of that force in the draped tendons re-quired that the two sy==etrically draped tendons in this structure be stressed simultaneously in order to keep the stresses in the test nen-ber within allewable limits. Curved tendens such as these in the con-tain=ent structure will be stressed si=ultaneously frc= both ends to minimi e and balance friction losses. 5 O SZ -135

4 CESCRIPTICS OF TEST MEM3ER, DUCTS AND TENCCNS scent) The hecp tendons in the containment structure will have a hori-zental included angle of about 180 degrees compared to the 90 degrees provided in the test wall. Therefore, with respect to fric: ion icsses, one end stressing of the test tendons simulates the two end stressing of the actual tendons. The jacking of the 36-0.6-inch dia eter strand Freyssinet :enden was accomplished by means of three acparate jacks each simultanecusly pulling 12 strands (Figure 6). This is the same size tendon and the same procedures as were e= ployed on the Freyssinet tendens used at the Wylfa PCRV. Equipment for jacking other large capacity strands has been de-signed but was not available for the test. Therefere, Stressteel in-provised a syste= utilizing a large cylindrical pull bar and ycke so that two jacks could be utilized to obtain :he required prestress force. This system is shcwn in Figure 9. The 49-0.5 inch diameter strand SEEE tendon made up for the test had 7 individual extruded heads gripping 7 strands each. This anchor will be =cdified for production use such that one extrusion will have seven holes. Figure 8 shows the 49-0.5-inch diameter strand SEEE Stressteel tendon prior to installation of jacking rig. Reels for handling tendons of the size used were not available for the test. As an expedient, the strands were laic cut en the grcund at an end of the wall and pulled through with a power winch. Assembly of the strands is shewn on Figure 10. Figure 11 shows the device used to pull tendons into the duct. c e fa4' -136

e = w APPENDIX 3 FRICTION TESTS The possibility of unbalancing of the prestressing forces during tensioning of the two draped tendons to be grouted required that twc horizontal (single curvature) stressed tendons be in place in the centroid of the test nenber. Thus, a total of 4 tendens was installed prior to the grouting test. Of taese, the two draped tendons and one of the hori ental tendons were in spiral wound ducts and were available for friction tests applicable to the p:2nned structure. The three tendons and ducts used in the applicable friction tests are identified in Table 3.1. The fourth stressed tendon in the test nenber enplayed the Stressteel SH anchorage shown in Figure 7. TABLE B.1 (} Tenden No. Tendon II Tenden IV Tenden V Supplier Freyssinet Freyssinet Stressteel SEEE 49.5 Shape Draped Hori: ental Draped Strands 36-0.6" 36-C.o" 49-1/2" Duct 5" spiral 5" spiral 5" spiral Length 128' 102' 12S' Angular Change Horizontal 90 90 90 Vertical 192 192 The objective of the friction test was to experinentally deter-nine the value of u in the standard ( } relation. = e (k1 _y) i o x (1) Tendon nunbers ref er to those assigned en the ccnstruction drawing, Figure 1. (2) ACI-318-63 10 S 52=137

FRICTICS TESTS (Cont) where steel force at. j acking end T = o steel force at point x (in this case at the load cell at T = x the opposite end) base of Saperian legarithms e = k = wobble friction coefficient length of prestressing steel element 1 = curvature friction coefficient u = total angular change of prestressing steel profile in y = radians from jacking end to point x. Assuming k as zero, which is approximately correct fer the ci-rigid ducts used, a can be established for a given tendon-duct syster from measurements of force applied at the j ack, and force in the tendon at the end opposite the applied force as ceasured by a load cell. 3.1 PROCEDURE The load cells used were recently calibrated against laberator> standards; the 1000 kip load cell used with the Freyssinet tendons by the Structural Research Laboratory of University of California, Berkeley, on August 29, 1968, the 2200 kip load cell used with the Stressteel tendons by the Frit: Engineering Laboratory of Lehigh University on M.ay 15, 1968. The jacks were calibrated at Wilkes-Barre as a part of this test by J r.: king agains t the load cells. Tendon III in the test member was used as an anchor for the calibration of the Stressteel jack, with the load cell installed between the jack and the = ember bearing p! ate. For the calibration of the Freyssinet jacks, 3 of which would be used in the test (each to stress one third of the 36 strands), it was cen-venient to calibrate two jacks at a time with the load cell installed between the two j acks. This procedure was repeated so that all three jacks were calibrated. ~~ O r -~ _ o q b, t) '

FRICTION TESTS (Cont) After calibratien, the jacks and load cells were installed at opposita ends of the test tendons. Figure 14 shcwe the installation of load cells at the dead end of the tendenc. The load cell used en the Stressteel tendon, (Tenden V), =easured the full lead en dead end anchorage. The load cell used for the Freyssinet tendons =easured the load on the inner group of twelve of the 36 strands. The total load at the dead end of the Freyssinet tendens was assumed to be three ti=es the load =easured in the load cell. This is considered conservative in view of the slightly shorter radius of curvature of the inner grcup. Load was applied in incre=ents of about 10 percent of tendon capacity. The jacking pressure, lead cell reading, and tendon elongatien were recorded at each incre=ert. The peak load during tests was about 80 percent of the ultimate strength of the tendon. In all the friction tests, two cycles of leading were =ade. The most significant data are those which wera obtained frc= the first cycle because of defor=ations of duct and drypack at windows and because the tendens in the actual structure will be stressed only once. 3.2 RESULTS The curvature friction coef ficients calculated f rc= the data developed in each of the four tests are listed belcw: Tenden II .23 IV .20 V .17 The deter =ination of the value of u, curvature f riction coef fi-cient, for Tendon V is somewhat obscured by the fact that the duct and drypack had been damaged and defor ed during both installation and stressing during the friction test. Theref ore, while measurements were =rde for loads up to 80 percent of ulti= ate strength, only measure- =ents up to about 53 percent of ultimate strength were used to calculate tha curvature friction coefficient. Althcugh the sa ple is small, these tests confirm the censervat s= of 0.30 being assumed in the design. 12 8r (34) 1 t.<3( , a

APPENDIX C GROUTING OF STRESSED TENDONS C.1 PREPARATION FOR GROUTING Based on the experience gained by this phase of the testing pro-gram, it appears that the different provisions required in the test member for obtaining friction and grouting test data were prone to re-sult in some adverse e;#? cts on the results of both tests. The fric-tion tests must be made first with one end stressing. The grouting tests require provisions for specimen removal at the critical high and icw points. These high and icw points are the locations of greatest radial force imposed during the friction test. The windows, needed to tendon specimens, which were filled with drypack concrete, were remove structurally vulnerable points at the most disadvantageous locations. During tenden installation, the duct for the over-draped tendon was punctured near the vent pipe, i.e., at Window H in a zone where the duct was deliberately not encased in cencrete. (This cendition would not prevail in the containment structure.) Some patching was dene en the duct. However, during the friction test, the drypack was crushed and spalled most severely at the high point causing further distortien and further tearing o' the 22-gauge metal duct. This is shewn in Figure 12. At all polats of maximum curvature, distortien of the ducts took place where the duct was surrounded by relatively soft drypack. Under a hydrostatic test of Tendon V, the ducts at all windows other than Window H appeared to be reasonably leaktight with only slight seepage being observed. Nevertheless, in order to protect the partially exposed ducts, the remaining windows of Tenden V were ccm-pletely filled with drypack. The window at the apex shewed water leakage during the hydrostatic test. (Figure 15. ) 13 52-14o

GROUTING OF STRESSED TENECNS (Cent) While no damage to the duct for Tendon II was observed during stressing for the friction tests, a hydrostatic test revealed that con-siderable leakage occurred at the windows which were previously com-pletely drypacked. An epoxy seal was applied to the surface but did not completely seal the leakage. No water leaked thrcugh the cencrete and no grout leaked through either the drypack or concrete. Preparatory to grouting, the two draped tendons (II and V) were again stressed simultaneously, each f or the third time. During the stressing, the continuous cc:pariscn of jack pressure and tenden elongation indicated that Tendon V was being restrained frc= elengation to a greater extent than could be attributed ta fricticn, probably due to distortiens in the duct at windows co=bined with crossed strands *. In an atte=pt to relieve this " hang-up", the jack was brought to a load greater than 90 percent of ultimate. This procedure, which would net be permitted on the actual containment tendens, was under-taken in order to save cine. The har g-up was released and the tension strain on the jack side of the hang-up was reduced suddenly while on the dead end side the strain increased suddenly. Release of load was accc=panied by wire breaks which were heard and resulted in a bewing out of broken wires frem the bundle of strands between the jack and the bearing plate. Subsequent examination of cut sections indicated that the wire breaks occurred at Windcw E which is that part of the vertical curve closest to the jacking end where axial stresses were at a maximum. All seven wires of one strand were broken. That strand was crossed under the top strand which was bearing on the top of the duct. The radial force exertea by tendon strands resulted in high bending, shear, and bearing stresses. The high bearing stresses in turn caused high friction to develop and thereby increased the axial stresses above the average in the strands between Windcw E and the j ack. The

• I provements in installation procedures including cembing of the strands will be employed for the containment structure to =inimi:e the possibility of strand cross-overs.

14 52-141

GROUTING OF STRESSED TFNDCNS (Cont) six-inch separation between the broken ends of the strand indicates the uniform axial stress had approached the ultimate tensile stress of the strand. The excessively high axial stress cc=bined with high bending and shear stresses resulted in the breaking of the crossed strand. A =etallurgical laboratory examinatien revealed the failure was a typical ductile everstress failure. (See Figures 16, 17 and 18 and Appendix F.) The contributory causes of the strand break are as follows: 1. Crossed strands which caused high local bending, shear, and bearing stresses. 2. Drypacked windows which, under high local bearing stresses, perr.itted points of high local f riction (hang-ups). 3. Use of excessive jacking force (greater than the li=it of 80 percent of ulti= ate usually specified for stress relieved strand). This cc=bined with the hang-up increased the severity of axial load. 4 Two previcus cycles of loading up to 80 percent of ulti= ate tensile s:rength during friction tests. It is likely that the presence of all four of the above conditions were necessary to cause the strands to fail. Nevertheless, the occur-rence of crossed strands will be minimized by the use of ege:p=ent and procedures designed to maintain strands parallel to one anotner. Ncne of the other conditions will exist for the contain=ent tendons. After finally locking off Tenden V at 65 percent of ultimate strength, the bearing plate of Tendon V at the dead end was observed to have been cracked through. The cracked plate continued to perform its structural function; grout leakage at the crack was prevented by applying an epcxy seal as shown in Figure 19. The bearing plate was 4 inches thick and 24 inches square made frc= AISI 1040 steel. The 9-3/4-inch die =eter hole in the center of the plate was fla=e-cut in a rough fashion. The flame cutting resulted in two notches at the peri =eter of the hole. Examination of the plate indicated that the crack propagated frc= the notches (see Figure 20). 15-52-142

w GROUTING OF STRESSED TENDONS (Cont) that the =aterial had a sc=ewhat coarse grain si:e, and that the frac-ture surface appeared to be of the " classic transcrystalline brittle fracture type". The centributory causes of the bearing plate cracking, mest of which vere imposed by the testing requirements, are as folicws: 1. The plate was not cast into the concrete thereby resulting in non-uniform contact. 2. A perimeter-type gasket was used which induced added bending stresses in the plate. 3. Hot rolled 1040 steel has a relatively high NCTT. 4 Notches on the peri =eter of the hole were left after fla=e cutting. 5. The application of impact load during the sudden relief of the hang-up. Ncne of the above conditions will exist for the centainment tendon anchors. C.2 GROUTING Both draped tendons were provided with 1-inch diameter grout pipes at each end. Tendon V had a 1/2-inch dia eter vent at its high point. Tendon II had a 1/2-inch diameter drain at its icw point. The planned grouting procedure was to have grout inj ection at one end with discharge pipe at the other end, and vent and drain open. As the grouting proceeded, the drain for Tendon II and the discharge pipe for Tendon V were to be closed when ficw cone tests of grout ejected at these points shcueo efflux time about equal to that of the grout being injected. The grout discharge pipe for Tendon II and the vent for Tenden V were to be closed on the sa=e indication. Pu= ping was to be continued until pressure reached 60 psig at which point the grout inlet valve was to be closed. Based on the results of Phase I and II, greut was to have an efflux time as measured by the ficw cene test of apprcxi-mately 16 seconds. The grouting of each tenden was to be a continuous operation. The greuting of Tendons II and V is discussed separatel:. in para-graphs C.2.1 and C.2.2 belcw. The data pertaining to both are presented in Table C.l. 16 5Z-143

GROL~ RING OF STRESSED TENDONS (Cont) TA3LE C.1 _ Tendon No. Tenden V Tendon II Tenden supplier Stressteel Corp. Freyssinet Co. Tendon 49 - 1/2" strands 36 - 0.6" strands Date of installation October 12, 1968 October 19, 1968 Date of last stressing Neve=ber 8, 1968 Nove=ber 8, 1968 Date grouted November 9, 1968 Nove=ber 27, 1968 Radius of curvature Hori: ental 6-' -6" 66' -0" Vertical 20' -0" 20' -0" Length of tenden 128'r, 128';, Angular change Horizontal 90 90 Vertical 192 192 Duct 5" ID, 22 ga. 5" ID, 22 ga. Spiral wound Spiral wound Electro-galvanized Electro-galvanized Ratio: Area of steel / .382 .395 Area of duct Anchoring force 1300 kip 1145 kip Grout Cement mfgr. and type Penn-Dixie Type II Penn-Dixie Type II Cement fineness 1920 cm /gm 2005 cm /g= (turbidi=eter) Admixture Intraplast RD4 In traplas t RD4 1 lb/ sack 1 lb/ sack Water / Cement Ratio 4.73 gal / sack 4.28 gal / sack Temperature F A=bient 44 44 50 Water 56 30 50 Ce=ent 56 64 66 Grout 66 61 66 17 52-144

GR0t.~ RING OF STREbSID TlNECNS (Cent) TABLE C.1 (Cent) Tendon No.

• Tendon V Tenden I_:

Efflux Time (seconds) Entering 16 16 Out flow at =id-point vent / drain 9.5 15 Out flow at dis-charge end 13.5 12 Flow rate (fps) Av. 123/13.5 x 60 =.16 12 S/ 20 x 60 =.11 Grouting equipment Mixers 1 - Quick-Stir (2 Eclipse Air Propeller Type driven 290 rp=,

• blades 2 Eclipse air driven 10C0 rp=,

3 b_ade, 10C0 rp=, 3 blade, single prep single prep Pu=p Robbins & Myers (Same) 3L4 (Moyno type) 6 gpm Grout pressure At lockoff 60 psig 60 psig Lockoff + 2 hrs. O psig 30 'O psig Lockoff + 20 hrs. O psig 30-34 psig Grout strength psi Outdoor curing 1760 (7 days) 2690 (9 days) 5580 (27 days) 4625 (14 days)

• Tendon nu=bers refer to those assigned on the construction drawing, Figure 1.

13 ar L3 _4,9 g-) aw 'a t

s GROUTING OF STRESSED TE';20NS (Cent) C.2.1 Tendon V The =ixing of grout for Tenden V was =ade in one batch, using two air and one electric drive' 1ropeller =ixers as shewn in Figure 21. In order to ensure that a suffn 3nt and uninterrupted supply of grout was available, a 30-bag =ix was 1. 'e. After the addition of the 4 xture, Intraplast RD4, the flow cone time was 16 seconds. Greut cction was started with both the top vent and the valve at the dis;.rge end of the wall open. The 1-inch dia=eter grout inlet pipe had a right angle turn in it before it joined the trumpet at a point about 2 feet from the end bearing plate. The epoxying of the cracked anchor plate had also sealed of f the duct and tru= pet fro = the end cap, except for passage through the entrusion anchors which prc=oted grout dewatering in the vicinity of greut inlet. After satisfactory grout was obtained at the discharge end, the valve there was closed. Pu= ping was continued with the top vent open. (The top vent was located at the window where the duct and drypack were previously dc= aged.) After a short ti=e, grout ejection at the top vent ceased and it was clear that a grout blockage had occurred. An atte=pt to free the blockage by increasing greut pu=p pressure to 100 psig was unsuccessful and the grout pu= ping was switched to the opposite end of the tendon. An alternative existed of washing cut the grout if the condition was considered unsatisf actory. Sc=e flow was resumed and the grout then ej ected frc= the top vent had a flew cone ti=e of 9-1/2 seconds. When the ficw rate at the top vent appeared to be diminishing, the tendon was locked off under 60 psig at the pu=p. Flow cone tests of the grout at the pu=p shcwed no pre =ature setting; hence the stiffening of the grout in the duct is attributed to loss of =ixing water at the epoxied end cap and at the point where da= age to the duct allowed the water to pass cut of the grout. 19 d.^,4db .o.

e a CROL'!ING OF STRESSED TENDONS (Cent) After grouting was ccapleted, no leakage of grcut could be ob-served en the outside surface of the drypack in windows or concrete surface. The contributory causes of the grout blockage in the Stressteel tendons are as folicws: 1. The epoxied bearing plate inhibited grout filling of end caps and thereby promoted the dewatering of the grout. 2. The drypacked windows which permitted duct distortion and water leakage in the ducts which further promoted dewatering. 3. The use of a long grout pipe with a rir.t angle turn cen-nected into the tru= pet. 4. The difficulty in obtaining a large quantity of thoroughly mixed grout in a large tank by means of a small propeller type mixer. None of the above conditions will exist in the containment structure. C.2.2 Tendon II A hydrostatic test of the duct revealed that efforts to obtain leak tightness were only partially successful. Figure 22 shcus the leakage which occurred during the water pressure test. The greuting of the tcndon was co==enced after the tendon was blewn out with com-pressed air. Figure 22 shows the grout mixers -. sed. The setup cen-sisted of two tanks with capacities for a nine-sack batch of greut anc a six-sack batch. Two air-driven propeller-type mixers were used. It was planned to mix one batch and, while it was being pumped, to mi:< the other so that continuous pumping could be maintained. Hcwever, seme delay was experienced in obtaining proper ficw time for the second batch and pu= ping had to be stopped for several minutes between batches. Two nine-sack batches and one six-sack batch were mixed. No problem was apparent in resuming flow; satisf actory greut was discharged from the drain and discharge end in that order and the valves were closed in the same order. The grout pressure was increased to 60 psig anu locked off. No grout leakage was observed at the windcws, inclucing 'O 52*147

e dip GROUTING OF ST?lSSED TENDONS (Cont) those which leaked water during the hydrostatic test and a relatively high pressure was maintained for over 24 hours after lock off. Al-though the effect of the expansion agent in the grout =ixture helped to maintain pressure, it was evident that the grout was effective in sealing leaks. C.3 RESULTS The effectiveness of the grouting operation was evaluated by examining cross sections cut at regular intervals through the grout filled ducts enclosing the stressed tendons. Cuts were made at each end of the windows previously described thus providing cross sections at alternate intervals of about 2 and 6 feet along each tendon. Repre-sentative cut cross sections are shown in the photographs, Figures 23 through 41. In Table C.2, the results of examination of cross sections are described. Referring to Figure 1, the windows are located by grid lines 3 through P. The jacking end of the test ce=ber is at A; the dead end at Q. The sections are identified in the photographs and in the tabulation by the letter designation of the window and additionally by a letter J or D cepending upon whether the section within that win-dow was toward the jacking or dead end of the test member. Tne examination of the cut sections of the two stressed and grouted draped tendens again confirms the greutability of large capacity tendons. Grout filling of the duct was achieved in spite of several adverse factors. These adverse conditions were not created intenticnally, but were i= posed by the nature of the tests desired and time. These conditions may be su==arized as follows: 1. Windows. The ducts at the windows were prene to damage and the perous drypack dit not provide the leaktightness af forded by cast-in-place concrete. 2. The fact that the grouting was done using equipment no rmall - used for mining relatively small cuantities of greut. In grouting of the centain=ent tandons, equipment designed for mixing large batches of grout will be used. 5'2-148

CROUTI!;C OF STRESSED TE; DONS (Cont) 3. The anchorages of the Tendon V did not per:1t the use of grout pipes attached to the end of the end cap. Therefore, long greut pipes were used which had a right angle turn and were attached to the tru= pet about 2 feet frc= the end plate. 4. During the greucing of the Freyssinet tendon, it was nec-essary to stop grcuting for periods of several minutes. C.3.1 Voids Frc= the observations during the course of the testing progra= of the separation of water frc= fluid grout, its subsequent reab so rp tion into the hardened grout, and the location and configuratien of voids, it is concluded that void for ation is predominantly the result of water which separates from the grout rather than a result of entrapped air. The water tends to seek the top elevation in the duct, althcugh occa-sicnally, the water is trapped and prevented f rc= rising. An exa=inatien of the cut cross sections for Tenden II, the under-draped tendon, reveals that in general, the few voids within the strand bundle are isolated, vary in depth frc= 0.05 to 0.6 inch, and interrupt grout coverages of wires of only one or two strands. The voids at the top of the duct are larger in cross sectional area and deeper (up to about 10" in depth); however, they are remote frem the strands. The gec=etrical sy==etry of Tenden II is reflected in sy==etry of results. The horizontal ends of the tendon which are the highest points of the tendon contain only a few s=all isolated voids,

ewever, u

at the points of tangency between the hori ental high points and the top of the vertical curve (windows M and D), larger voids at the tcp of the duct are seen. In the re=ainder of the vertical curve, includ-ing the point of horizontal tangency at the bottc= of the curve, again only a few isolated voids are seen. This sy==etry of results suggests that the for=ation cf uater voids was not randc=. '4ater which was separated frc= the grout in the vertical curve tended to rise resulting in water collected at the top of vertical curve at 41ndows M 2nd D. 2: g a1 at s

P GROUTING OF STRESSED TENDOSS (Cont) Thus, the location of cencentrated void space is consistently in the top of the duct at high points of duct curvature. This loca-tien is necessarily re=cse from the strands within the duct, the strands being packed toward the bottom of the duct by the resultant of the prestress force. The strar.ds will be at the top of the duct at the point of hori: ental tangency, at the bottom of the duct curvature, a zone consistently free of void concentratica. In the sections of Tendon V, only a few voids were observed, none of which are continuous. The voids, characteristic of the high points of the other tendor., were not found in Tendon V. This is to be expected since Tendon V included a vent at its high point whereas Tendon II did not. The vent pipe provided an escape for separated water; the volune deficiency due to escaping water being made up for by expansion and settlement of grout from the vent back into the duct. Provisions for bleed water removal will be =ade at all high points of all doce, vertical and draped hoop tendons. 23 52^150

GROUTING OF STRESSED TESEONS (Cont) TABLE C.2 TENDON II Max. Depth of '41ndow Void (in) Cc==ent J .4 Small void at tcp of ducts adjacent to strands B D .1 S=all void within strand bundle J .1 Small void at top of ducts adjacent to strands C D .2 S=all void within strand bundle J 6.4 Void at top of duct re=o te f rom strands D D 10.1 Void at top of duct re=cte frca strands l J .1 Stall void within strand bundle E D 0 No observable voids J .05 Scall void at bottom of duct not adjacent to F strands D 0 No observable voids J .1 Small void within bundle G D .1 Small void within bundle J 0. No observable voids l D .05 Scall void within strand bundle J .05 Small void within strand bundle J D .05 Small void within strand bundle J .1 Small void within strand bundle I K D .1 Small void witnin strand bundle J .05 Stall void within strand bundle L D .1 Small void at edge of duct remote from strands J 9.1 Void at top of duct, remote frca strand bundle M D 10.2 i J .3 Small void within strand bundle I N l D .6 Small void within strand bundle D .05 Small void within strand bundle J l .3 Small void within strand bundle 52-151n

Il> GROCING OF STRESSED TENDONS (Cont) TABLE C.2 (Cont) TENDON V Max. Depth 'a'in d ow of Void Cc==ent J .8 Small voids within strand bundle 3 D 1.2 l J 2.4 Void at tcp of duct adj acent to strands C D 1.6 Small voids within strand bundle J 2.5 Scall voids within strand bundle D D 2.2 Small voids within strand bundle J 3.9 S=all void at top of duct, small veid E within bundle D 4.0 J 2.0 S=all veid at top of duct not adj acent to F strands D .1 S=all void with strand bundles J .3 Void at top of duct, remote trc= strands, G small voids within strand bundle D .25 Scall voids within strand bundle i J 1.5 Small voids at top of duct re=ote from H strands D 4.2 J .05 S=all void within strand bundle J D .05 Sca11 void within strand bundle J 2.6 Void at top of duct, remote from strand K bundle D 0 No observable voids J 0 No observable voids L D 0 No observable voids J 1.4 Void at side of duct adj acent to strands M D 0 No observable voids J 4 Small voids with bundle l N D .9 Small voids with bundle l J .9 Sca11 void at top of duct adjacent to a i P strand D 3.5 Void within strand bundle 25 52-152

a APPENDIX D BOND TESTS The process of obtaining ss=ples of a grouted tenden at intervals along its length for examination involves, in effect, detensioning the tendon at these several points. If the cutting to detensien proceeded progressively closer to the jacking end, it would be possible to deter- =ine the approx 1: ate length of e= bedded tenden required to develop the strength capacity of the tenden through bond. This could be done by perfor=ing a lift-off test at the jacking end each ti=e the tendon was =ade shorter by cutting at a window. To avoid a tension failure which =ight pre =aturely terminate the sequence of bond tests, the lift-off load to be i= posed was limited to about 60 percent of ulti= ate capacity, i.e., the effective prestress force nor: ally assigned to tendons. D.1 PROCEDURE As in the case of the stressing operation, it was necessary to detension the two draped tendons si=ultaneously to balance the forces in the test =e=ber. Hence, jacks were reinstalled en both Tendens II and V at the start of the bond test. Because of the nature of the Freyssinet anchoring syste=, it was necessary to place a specially =anufactured shi==ing foot, such that the reaction of the jack force on the tendons would be transferred to the bearing block instead of the male plug during retensioning. Detensioning was acco=plished by burning through the tenden steel previously exposed by chipping away the drypack concrete at the end cf the windcws. The procedure of alternate detensioning and jacking was started at the win-dow sc=e 50 feet fro = the jacking end. At each cycle, the lead in the jack was taken to 1450 and 1150 kips for Tendons II and V, respectively. Measura=ents of lift-off under jacking loads were :.de by =eans of feeler gauges and dial gauges for Tendons II and V, respectively. 26 k3k) *i E!

tl> 30;D TESTS (Cent) D.2 PERFO RMA ;CE The sequence of detensioning and jacking described abcve proceeded without significant slippage at the anchorage for either tenden through the test at the far end of Window S, the win,'cw nearest the jack, a point 9.5 feet frc= the stressing end of the test wall. The final bcnd test was made by chipping out the drypack at the other side of Window 3 and making a second cut 3 feet closer to the jack. For Tenden II, the tests shewed that under a load of 1450 kips, lift-off readings for the cuts =ade at the far ends of Window C (about 18 feet frca the end of the wall), were only slightly increased when compared to the f ar end of Window G (about 50 feet from the end of the wall). This indicated that only slight bond slippage (about 0.001"), had occurred between cuttings at Windows C and G. For the cut at the far side of Window B, further slippage occurred, but the lift-eff read-ings attributable to bond slippage were on the order of 0.01 inch. Finally, a cut was made at the near side of Windcw 3, a point about 7 feet from the end of the wall. The increase in ifft-off from the far end of Window 3 to the near end of Window 3, a =easure of the increase in slippage, was on the order of 0.03-0.04 inch. Flaking of grout at the cut end during the last stressing cycle indicated that sc=e move- =ent wan taking place. The load was increased to 92 percent of ultimate strength and the test was terminated without evidence of bond failure when some wire breaks at the jacking grips occurred at a lift-cff of about 0.25 inch. The jacking grips are, of course, only required to support the anchorage load during the jacking operation. The recordings of lif t-off from Tenden V indicated a similar be-havice during cutting and stressing from tho far side of Window G through Windcw 3. The data indicate virtually no increase in lift-off readings between cuts at Windows G and C and an increase in lift-off of caly about 0.01 inch between cuts at the far ends of Window C and B. When the tendon was cut at tha near end of Window 3 (7 feet from the anchor plate), a steady slippage occurred under a load of 1150 kips. Observations at the cut end of the duct showed that bond failure was 27 r - 1 r; A O s Jk

BOND TESTS (Cont) between the grout and the inside surface of the duct, but the bond between the strand and grout was still intact. In the actual contain-ment structure, the bond anchorage would be opposite to that in the bcnd test and the hardered graut within the trumpet would provide positive anchorage at each end even greater than that indicated by the bcnd test. The bend anchorage is in addition to that provided by the bearing plate anchorage which is designed to carry the guaranteed ultimate tensile strength of the tendon. D.3 RISCLTS The performance described abcve demenstrated that for these large capacity strand tendons grouted in spiral wound electrogalvanized ducts, the usual assigned effective prestress force of 60 percent of ultinate strength can be transferred to the concrete nenber in a length between 7 feet and 10 feet. 23 r r7 - A r:L^ ~ dt6 Aud

} APPENDIX E ADDITIONAL TESTING - VERTICA1. TENDONS Vertical tendons to be used in the contain=ent structure, being for the most part without curvature, would be expected to present no such potential difficulty in grouting as had been postulated for the curved horizontal tendons. However, it was recognized that the vertical colu=n of fluid grout would be susceptible to cu=ulative sedimentation and therefore, that some special feature, probably in the for= of a standpipe, would need to be developed for the top anchorage. The next phase of the Grouted Tendon Test Progra= now in progress is intended to meet this need. The initial observations of grouted vertical ducts without tendons showed a tencency for the expected sedimentation to accumulate in a li=ited height, some 5 feet, of vertical duct producing dome-shaped 'enses of bleed water. Further tests more closely simulating actual conditions in that a bundle of strands representing a tendon was placed in the duct, resulted in greater accenulations of bleed water at the top of the duct and no intermediate lenses. These investigations are being continued to establish sufficient data upon which to develop procedures for successfully grouting vertical tendons. 29 52 S.56

APPENDIX F METALLURCICAI. FXAMINATION W rY' n - 4 t 4 d

O TECHNICAL REPORT NO. 6097 BURNS & ROE, INC. FAILED SEVEN-WIRE UNCCATED STEEL STRAND DATE: 2-6-69 LUCIUS PITKIN, INC. e W

1. 4-158

g Lucius Pitkin iNCOR PQRA TCO ilitalytial, diciallurgicalaird Raarcit Laboratvia 50 HUDSQN STREET, PIEW YORK N. Y.1001; * (214 BE 3 27?.7 m.m...... -, TECHNICAL REPORT T.R.No. 6097 L P. No. M-1027 Your P. O. Februaty 6, 1969 Burns & Roe, Inc. 700 Kinderka=ack Road Oradell, New.Tersey Attention: Mr. Paul DiRienzo Subj ect: FAILED SEVEN-WIRE UNC0ATED STEEL STEAND A 14-inch long section of failed uncoated seven-wire steel strand and seven 6-inch long wires containing the mating wire fractures were submitted to the LPI laboratories for cetal-lurgical examination. The submitted wires exhibited both'~ partial cup-cone anc 45 degree fractures. The fracture mode, that is, the cup-cone and 45 degree failures are generally characteristic of ecmbined tensile and bending loading beyond the strength of the material. The wire surfaces at the fracture exhibited severe indentations as would occur if adjacent strands had overlapped the failed strcnd. In general, the wire surfaces were found to be free of any cerrosion or surface defects which may have centributed to the failure. Fig.1 is a photograph shcwing the sub=itted strand scc-tion and wires in the as-received condition. Fig. 2 is a close-up photograph showing the fracture surfaces. Longitudinal specimens were cut from two of the wirac which exhibited c cup-cone fractures and two frca wires which ex-hibited 45 degree fractures. These speci= ens were counted in sake-lite, carefully ground and polished. Ln the as-polished, unctched condition, the specimens ex-hibited a nor=al quantity of non-=etallic inclusions. The wire surfaces were fcund ro be free of any pitting corrosion or other form of corrosion attack which might have acted to initiate the W ro mas ea.ii-se-ase g J s. us7 s

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wy 2. ""Ya ,_ _,1 -- = - fgg$.$y% ~ WiGf h ~w F IG. 1 FAILID SZVZN-WIRZ STRAND AS RZCZIVZD 3/4 X Photograph showing failed seven-wire strand in the cs-received condition. A portion of the 14-inch long unconted seven-wire strcnd which frcctured is shcwn at the left. The mating frcc-ture surfcces of the seven wires are shcwn at the right, the seven wires appcrently having unraveled cfter being cut frc= the rc=cining 1cagth of strand. W UTd '161

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FIG, 2 CLOSE-L? FRACTL2E SL2 FACES 2X Close-up photograph showing the fracture surface of the teven-wire strand. The cup-cone type failure exhibited by the wires cnd the 45 degree shear fcilure cre charccteristic of a~ tcugh-cuctile material which has been loaded in tension and bending ay .d its strength. The wires adjacent to the fracture surfccc c::hioited severe indentations which apparently occurred as a result of adjccent strands overicpping the su'oj ect strand. 52-162

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APPENDIX C FIGURES Figure 1 Working drawing of test wall Figure 2 View of test wall under construction Note reinforcing bars, ducts, and window blockouts rigure 3 Detail of construction in vicinity of Window F Figure 4 Test wall after stripping of forms Figure 5 Drypacked window on outside f ace of test wall (Tendon V) Figure 6 Jacking of 36-0.6" diameter strand Freyssinet tendon. Note the use of three jacks. Figure 7 Dead end of SH 54-0.5" diameter strand Stressteel tendon Figure 8 Stressing end of anchorage of 49-0.5" dia eter strand Stressteel tendon (Seven SEEE 7-strand tendens bundled together) Figure 9 Jacking rig for 49-0.5" dia=eter strand Stressteel tendon. Note the use of two jacks for this test. Figure 10 Assenbly of tendon strands prior to insertion in the wall ducts Figure 11 Pulling device for installing tendens Figure 12 Dasaged duct at Windcw H, Tenden V Figure 13 Spacer inserted into strand bundle at Window H, Tendon V Figure 14 Dead end showing load cells installed for friction tests on Tendons II and V Figure 15 Leskage at Window H Tendon V, during hydrostatic pressure test Figure 16 Duct removed from Tendon V at Window E. Note broken strand which was twisted under top strand. Figure 17 Closeup of broken ends of strand. Note the 6" separation between the broken ends of the strand. Figure 18 Closeup of broken wires. Note ductile appearance of failure. 32-164

~ APPENDIX G (Cent) FIGURES Figure 19 Sealing of cracked bearing plate at dead end anchorage of Tendon V Figure 20 View of cracked bearing plate recovered from test wall. Note cracks propagating from notches resulting frca fla=e cutting of center hole. Figure 21 Grout mixing for Tendon V Figure 22 Grout mixing for Tendon II. Note water leakage at Window K which occurred during hydrostatic test of Tendon II Fig res 23-rendon II - Sections Figure 32 Tendon II - Specimen at Window M showing effect of water bleeding at top of vertical curve. Fig res 33-Tendon V - Sections Figure 42 Tendon V - Specimens at Windows K and G. Note water bleed void. O 5Z^165

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Figure 3 Cerail c f construcTico in vicini v :f,vinccw ; 52-1E7

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== 5 ^ c Figura 4 Test wall after stri;cing of form.s 2 .a L,.. n , i qqg,ggs p a s p. s ~ - * ' ' ' ' ' ' s [hfNU.Di .. ~. , n'N [',r h 's*v,L' .i :mte, w4s. ~c,.en. q 4 1.. % k .g a ,m,.s.c A c R!w#bvm pg +.-x u- ..'%g n - Rp$CS ,^n v .~ w_xm- ~ y,& -d 2.

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W 5.%@_M_ W pf'wyff Wg4'f#U' &gyh M {. $$O .:.s.N c., E!}Ur8 3 2F/03C4e2 # Indow Cn Out3IOe f3Ce Of 795T wall ( TendCn '/ ) S 52^168

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u 4 ,I 5$ 3,.t.. a t Figure 8 Stressing end of anchcrage of 49-0.5" diameter s' an: I? ess-steel tenden. (Seven 3.E.E.E. 7 strand tendens ::un:lec tager9er. ) G2-1?1

'. h hY ' k b h:?ff k m _3v Y s?. n g/;.w w .aw-1 e 1 4 ^" % a. e,+> r c. twn -e q A '.I 1. *r, 4 Q h s-fl%( -) &jl7 ^~ ~ tQf*Q,IR h 6 W-M A s.ap- - - ' M(&h x: y. r S$ iy.%* gn g _- hirtf3:1 dj h ? 'bb i i { ydb ss n bh, C_~ 4,; Figure 9 Jacking rig for 19-0.5" diameter strand Stresstee: rencen. Nere the use of Tuo jaci<s for inis resr. =- + d r'. y e : a n dM. LYN, '10 aw y -{, 4-*'..3 W y-4$ n., S. ), f k T ,_N ~=E..- d' 3 1 i l <l _A y ,,f.--' -A g*q I 's RN .R- ;,Q%Q_ t 4 ..n '%i6SY*Qe- -g di" -IN_4 '*5,; 5IT@yA$ !b '.j.r: Smit-? L. pf a ?- If Ni t ~ w=%c .n..eg4 ek W-A og- ' , _ h. ~

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sdwM 'g M sd,I,.T Ley Iv$5'M..Mn Nd a .J ,f. j Figure 10 Asserc ly of Teqcen sTrancs ::ricr 70 inser?icn In TP,e dali OucTs. 32^172

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f s e.,. s' s as Figure 13 $::acer inter?ec into s ranc buncle ar ninccw. ", '-enacr V 32-174

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.' ' 2 Figure 15 Leaka;;e at re i n ccw H, Ten:cn V, curing hycrc2rati

ressure rest Mb

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.s Y$i Figure 16 CUCT rePCVed frOm IeC000 V ?T dinCOW E. NOTE OrOken 3?r3nd whiCN a3s Twis7ej under 700 strand. 52^176

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g ;*,Ti p

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i a e 3 T P1 I n,,.y w.+ q. ..w-.> o s~h_%;l ~,. ex:vmqp%.j s viv-3._,g 3 i e. p y. s a ti y.. ~ [ ( 'S Y.: -M b k 5 N-8 .$iQi gt-M$ i'hS%,. h$$%. ~ ~g3f-1'5: W /D 7 13rf. . g:> t4 'l'*sf,' G 2.. [ j ~ L) l y f ,, i h . ~. ';. h?!Ch h k? i ^ f u.}; .. s v f~$$l\\p{h f f.! e-y t a x. .c.. hh l f. j M di.: ' ' ? h-f,ING e '43 ' - 4 te[ ').p N"gN

h4,7ld2 7

q-1 4 k,hQ'.# ,o x-r. 1. b a.,..sW,.;pNg mp q L .W::>--j: e Y' ^ ? Figure 19 Sealing cf c acked tearing plare at dead end anchcrage of Tencon V h5',y).,__ 3:, g;, .-gg '.,. ! s=' :Q L y ? R .1 r-y > }"* [ (, Ah, dh.M d ..~9 EML i / ', y v.g /.$3. 5 "s v 4 e ./ v o .., < -r ~ l,1,,9-h~ ^ p'%{ v~ aht'?'. 1 . %f si A A'0 Q i g !bl'T Figure 20 View of cracked :: earing plate recovered from Tes? 31' Note cracks ;ropagating frcm nc?:Nes resulting ' rem fla e cut-ing of center ne l e. 32-178

y r ,/ A7 mce-ab x / p sv - ~~.. y 'f f'4 v 'j. hf hf r M9)h i-khF$$Eh [kq&'sh b' n R;p A /! G {[ g'M9,',) - {(h~. ' ~ 2,2% v ,af

• I

... ro c a;,: < W*]{:v {[v 'd Y g. &W ^'[ %j.. e;y. s g,4 gy A, 7., 'e sA e,4 s ~, m ,e r ~ .q ; h b!:: hkh(y HB$hlh Figure 21 Grcur rnixing fcr Tencon '/ j ?*~ f a @~ 3W g

%ff.y/- &:

a. g g N ?f(f* f&[j;kjg rf _ ? i Ny AY gp pe Eig =~" g$ b h s* gll ud %. $, g 1 1, 4 ( N 4 l ,/ 'y ~ Y_ % W ' t m b. ' + - r - :. w rf $.Rf ~ *' _%x_ Figure 22 Grou? mixing fcr Tencen I!. Note nater leakage 27 esi-dc. < anicn cccurred during nycros aric test cf renten iI GZ-179

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~ rc ~ u 'ep.., ', . ;j. k w ~. rf s.. ~ .'.y - Section 3r Wincew C nearest cea: e.c FIGURE 23 - PHASE III - TENC0" NO. II FREYSSINET TENDON 0.6" DIA. STRANDS b2:-180

~~~=s W '?% j wir . N. - _7_f ) .f 1 h/ ._.., f + e ~l f Secticn er windcw D nearest jacking enc N j,' i )' 4 T f. g,' .g 4;:Qg. ~ '? Section 3r.vincew : neares; ceac end FIGURE 24 - PHASE III - TENDON NO. II FREYSSINET TENDON 0.6" DIA. STRANDS 52--181

+ m T~[.?---_&j.- 3jy-. 'f. .i 'y 3+.n.-n:: Q> + - .h Section er wincew E nearest jacking end g, ~ n.. (9-s:. g,f M l 1 4, ) q 1 v, p N~._ - es :L: Section ar Wincew F neares7 jacki.g end FIGURE 25 - PHASE III - TENCON NO. II FREYSSINET TENDON 0.5" DIA. STRANDS b2-182

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*. y w f M. = : + :

.,T " K'; a ~ t t U. .,;,a 1 .. rji .3., . s ~ k a $' Iecrico a 3incca 3 nearest ceae end FIGIT.E 26 - PHASE III - TENDON N0. II FREYSSINET TENCCN 0.6" CIA. STRANCS 6Z-183

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a

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9 ,1 F 4. Section aT Windcw K neares? dead end f.'y.;;- -jQ? Y i. v3' ib'h' ' i 1 ..Q ^ ~ ty- ^ ',1 '1-.Q a .3s:s Secrien er windcw L nearest cead ene FIGURE 29 - PHASE III - TENCCN NO. II FREYSSINET TENDON 0.6" DIA. STRANDS s}r -1 cc nwu

4 ^I% 2 -E's,*'h.g.i sjrgft. 2 9 ^ E ~) . r s w ; y ~ n r ps. o 'T Section at winCCw M neares? Jacking end m-n; h?, ; 1m,

6. A.* *: y. -

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' p. ' mi. Secrien at,vinccw P neares; jacking end FIGURE 31 - PHASE III - TENCON NO. II FREYSSINET TENDON 0.6" DIA. STRANDS

G i:% " j%i%, ?','< 'f!yQ Q ; y q. 'i.c(*=lfr.'Q -~ f g. L. 3 .4.. ..-- 7 % ' :'..J A 'Y. D A?S l%-:,IM-N,\\ M,% k l ' D Nli M 8 M M $^ # $ $ z. V ! *I E " '.j. I &5, 6 E U$ $ E. D g % M M Q %

• f-m$.myiD*

k'] ,vf Jag g p ?,."*' -A h f'.,l,-lWlG%%R* V.+Y+e ??llXE%VU <s ,_' '.a,.y n!<t/. fbfl3Qg=g-;g,+ 2 s y, f,'j, '" * *' e-c- .: s = t. j i . j.,. * *) f ",j. t. g l h*.'s_.,';y. r yd,, . f,,,,.., ^,. ;; _74p 7,, g v m l' y !g-l. . : fe,. . ' i?.* i Y l* ' ! /.' (h/dsn % :J:f J; i ~ .c ..r - g ~r 'd .l : ea V a-,. ~r' v 17/s.... s: - t *> '.. ;i g f a. e a,. ~ . ~. .=

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' F8 d

• N P pN ' f [.' ' '

e -- _ - y ' 7+.fffk'r"Jd[ p.5% (fFA < # hk n i Speciment at n:ndcw M shcwing effect of water bleecing at ?co of vertical curve. FIGURE 32 - PHASE III - TENDON NO. II FREYSSINET TENDON 0.6" DIA. STPANDS dc-189 S

s a r? " ry ~ ~ c If2t[, WdiA f p ~ %M?*.2hv ~ ' ' N'

3.. py N.'f h

$"Y - yfp? .9 , Nt' ? Section at Windca e neares? cead enc MN: $ ' ~. petr l Y x ? Yp Dj > > y y, 9.: A. f g, Section at Winccw C.earest deac enc FIGURE 33 - PHASE III - TENDON NO. v U2^190 STRESSTEEL TENCON 0.5" DIA. STRANDS

4 a s,. 5 as jINl h*ht i 1 'g..:. 1 r: .- 4. 7 .g- .r.; k'} vk[N, 7.- '~ Secticn at wince. O nearest jacking enc I:" yt R gl /

** p y

a 7" r.- 3' 4 Section at winc:w D nearest ceae end FIGURE 34 - PHASE III - TENDON NO. V STRESSTEEL TENDON 0.5" DIA. STRANDS 3<g 11 Of

l,',.

f:.,4

~,k, ~' ~ -~ * . N s P s h h..i}$, Q ( F .i kh?f'[, -g ,sxA-Ir q Secticn at Windcw E nearest Jacking end n> w . ; ~ ic h is ':Q .g

(,V-g A,

..a M i'# .:W_1 x k T' $N .N. .D s Section at wi nden F nearest jack;ng end FIGURE 35 - PHASE III - TENCON NO. V UZ~192 STRESSTEEL TENDON 0.5" DIA. STRANDS

e d f e i -u D 4 lrRiv SeCTICn ai Window F nearest deac erd B&3..., T ^

Y xy

~. Section ar Wince. 6 neares, dead enc FIGURE 36 - PHASE III - TDCON NO. V STRESSTEEL TENCON 0.5" [IA. STRANDS O.2 ^ 1 f1 3

~ j' fd

Q-

'h. 'i f&(.. f Y ^- Y s L l- $i W. : 3ection at Windcw H neares? Jacking end + g. =". .my .w aa ; c~ w ^ -plh; ( -Y_ ~ ~;[ e." 9 4 ~ Q@. 'N [%%. h pe s y'N-j..d } X l #g k N-N NNT.h 4 -,T 11.1 Section er.vindcw H neares ceac enc FIGURE 37 - PHASE III - TENCON NO. V b2 ^184 STRESSTEEL TENDON 39-0.5" DIA. STRANDS

e s c .? v.c. N* %fM ~ N:! .# 4%h ;. y.. Eecticr. at win,:cw J nearest jac<i % end pn ff$ :fl'gy" ^ - Ih k f ...,t'fd 'D $Q_ a ifNf ?: T' ~%)' secticn at Wincew s nearest je: sin: enc FIGURE 38 - PHASE III - TE:lDC?l flC. v di ^1.95 STRESSTEEL TENDO 1 05." DIA. STPAI4DS

.. g .L. .hy 4. .R& ,s * '.. lt 4 ~~ _

• &&y z

f.. p : '

~ i [# %sf Section at Wincou < nearest cead end a ?+ xg>. 'y k_ [ f.. i4

N.. -

y :.. h h %' 4 s. e Secricn at Wincew L neares

eac ena FIGl'RE 39 - PHASE III - TEN 00N NO. V STRESSTEEL TENCON 0.5" DIA. STRANDS d'd^196

O .Z.:[ ,\\ e.- ' f.' ~ r AU. ff$ W;h j m...i gl' yr. V I.'

• [' I

d. %

k!' secticn at winccw M reares Jac<!,g en I E m$;h 4 sdhli!2N d

Y f k1 meyy:s

~ 'f' secticn at sinccw u -eares ceaa end FIGURE 40 - PHASE III - TENDON NO. 7 STRESSTEEL TENDON 49-0.5" DIA. STRANDS UZ^197

.m ..,g 3 .~h. . &g(, 4 4,<..; .i,. .p: e .a .. $..*7 r g {y P h '5$+ Q a. ? 9 ?.:.s _._. y AM Secrien 3r,$indca N nearest j3cki,; ene / .L. N ,,s" 9 j , 4 y, .- 4

f..

k i pc .Y f $.h [l+N 3ecti:n 3r.4i :, = e:res: J acxi ;.3ne FIGURE 41 - PHASE III - TE'lDON NO V STRESSTEELTENDON-49-0.5"DIA.STkANDS UE *1[JS

+ % ~S-y,- m ye:; g g rrR q ~'. ' acaTtp f w,~1 - m-,g q py G hk ,I Ub7.UN W K*W-UntQ "t&*y & % !",. fw4&qyrge.^

• T4Qfh

% Y'9 h M A R 't: Q ( M p* kL ' ~'W $ jf$ rh$ ((1 j'iY;;;5 ; Y '. ~ ' ', gg%&{a u m,h ,A,hij- ' c d_=2 n,ro d t6$ ?. (. xp .3 Q y;;a, a a.m-t* . - -A c;,Lwy m \\ + Q, + '~ \\ \\ 'D* 7T _ j, E % % M h'% M Uh W M W A N M f M I3iJlPI" _y, ie 3 h j qi p.,,n, i i.., ,p,.,,.

j..p. < y i

i.,

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j. f!! .p j -sed., Y... { f,} n n pr, whQl.Q/ Y, .

• 1; SSn Y'

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5 7

8 9 - 10 A '*"2 "-A - m c,f hN Q 3",", L + ^ f[;;g.? ' *y Y'..'I{F.

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. sep y q .r&un m, ;a ~4,r.;, tp. \\. v 1 l$ Qc n. y t, . p-., u 3 =. - - u. s. e 5 ^ M ,,j -Q*~A? %~ <;Ihyt.. n,bg,

• 's y

>Q e. ? $Q .b%uR peQ $00Ci'*Sns 3? Vin 0Cw 3.

• C?s wa7sr 0109: VCid3.

FIGURE 42 - PHASE III - TENCON NO. V STRESSTEEL TENCON 0.5" DIA. STRANDS 5'd^1.99

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