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Addl Info on Ginna Rock Anchor Design.
	ML17250A815
Person / Time
Site:	Ginna
Issue date:	11/26/1980
From:	Fulton J, Moreadith F, Pages R; GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
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ML17250A816	List: ML17250A815; ML17309A108;
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 'DDITIONAL INFORMATION ON GINNA ROCK ANCHOR DESIGN PREPARED FOR ROCHESTER GAS & ELECTRIC CORP.

BY GILBERT ASSOCIATES, INC. PREPARED BY: R. E. PQ REVIEWED BY: J. F. 1ton ' APPROVED BY: F. L. Moreadith 8012z80 $ Q+

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 anchor head. If a conservatively low anchor head lift lift off the rock 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 were fully engaged, it would seem that since the procedure required full anchors'reads 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.

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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 suitable foundation for t plant structures with allowable bearing pressures in the range of 3 to 6 tons per square foot for spread o" mat foundations on the compact granu ar soils and of 30 to 40 tons per square foot on bedrock, 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.
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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
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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 stability standpoint, greater bearing pressures cou 1 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 Plot Plan Plate 2 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 8 D) I 07 I 19 lI l I 24 r-- 0 L Rl jl I Qg
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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 fEET SO 0 SO IOO C T I N L N C L ~ 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
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W&( 0 f 4 V l l.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 NATVAAL COMPACT OAAMVLAA SOILS CI L CCNP ACTCO OAAMVLAA FILL
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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 SOIL SAMPLER TYPE U MECHANISM FOR SOILS DIFFICULT TO RETAIN IN SAMPLER U. S. PATENT NO. 2,318,0d2 COUPLIHG WATER OUTLETS NOTCHES F 0 R ENGACIHC PISNINC TOO H EOP R KH E CA5K ET CHECK VALVE5 HKAD VALVE CAGK 5PACE TO RECEIVE DISTURBE D SOII. ALTERNATE ATTACHMENTS HOTE5 HtAO KZTSH5ION CAN St IHTROOVCEO SSTWSSN IltAD'ND SPLIT SARRtL CORE RETAINER RINGS (5.5/gi O.O. ST I LONG) SPLIT BARREL (TO FACILITATE REMOVAL OF CORE 5AMPLt) 5PLIT BARRE LOCK INC ~ CORE RETAIHINC RING DEVICE SPLIT FERRULE BIT CORK RETAINING DEVICE RKTAIHtk RING RETAINtk PLATES (INTERCNANCtASLt WITH OTHER TYI'55) 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 TRIAXIALCOMPRESSION 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 TRIAXIAL COMPRESSION TEST UIIIT FROM THE STRESS-STRAIN PLOT FOR EACH SAMPLE AND THE PRINCIPAL STRESSES ARE EVALUATED. THE PRINCIPAL STRESSES ARE PLOTTED ON h MOHR'S CIRCLE DIAGRAMTO DETERMINE THE SHEARING STRENGTH OF 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 ARTIFICIALLYSATURATED SOILS. IN h TRIAXIALCOMPRESSION 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 MAINTAINEDAT h CONSTANT LEVEL, ALTHOUGH FOR SPECIAL TESTS IT hfhY BE VARIED IN RELATION TO THE MEASURED STRESSES. TRIAXIALCOMPRES-SION TESIS MAY BE RUN ON SOILS AT FIELD MOISTURE CONTENT OR ON ARTIFICIALLYSATURATED . 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-UNDRAINEDTEST. 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 CELL ONE-HALF BORING DEPTH DENSITY CONTENT PRESSURE DEVIATOR STRESS REMARKS (feet) (pcf) (percent) (ps') (psf) 202 30>~ 114 11. 2 1,500 3,900 Natural 110 11.0 1,500 2, 100 Recompacted 2,000 2,900 Recompacted 3,000 4,400 Recompacted 115 10.6 1,500 3, 300 Recompacted 2,000 3,750 Recompacted 127 10.5 1,500 4,150 Recompacted 203 10'- 117 10.8 500 1,400 Natural 1,500 2,700 Natural 124 11.2 500 2,700 Recompacted 1,500 4,300 Recompacted 203 15> 120 12,1 1,500 1, 600 Natural 3,000 3,800 Natural 6,000 8,300 Natural
11. 5 500 800 Recompac ted 1,000 1,800 Recompacted 3,000 4,000 Recompacted 204 20> 112 7.3 2,000 4,000 Natural 7.6 2,000 3,500 Recompacted 205 153; 125 11.6 1,000 3,000 Natural 122 11.8 1,000 1,800 Recompactrd 207 16$ 144 6.5 2,000 5,200 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 on the rock cores are presented below: ONE-HALF { EUREHC DEPT'H CELL PRESSURE DEVIATOR STRESS TYPE OF DESI (feee) (pei) (psi) 201 42 Tension 201 45 50~E Tens ion ~ 201 202 49 47 1,000 4, 700 3, 900 Tziaxial Compression 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 Log oi. Borings (Borings 291 and 202) Plate A-lB Log of Bor ings (Borings 203 t.hrough 207) Plate A-2 Unified Soil Classification System and Key to Test Data 28-16
BORING 201 BORING 202 DEPTH DEPTH
/N SVRFACf ELfVATIOIV 2>4 ~ 31 IN SVRFACE ELEVATIOFF >2'.01 FEE T FEF T 8LOIF 8LOFF CCIV>>VT SYAF8OLS ftfSCRIPTIOrVS CVCIHT S YSF8CIL S CfSCR/PT/VRS saot>. CLAIEY 5>ll r>IH TRACE C> 5A>>io A'<<0 dRO>ri CLAYEY 5ILT WITH POCKCT5 OF F tkt hot ML OCCASI Ot'AL vuALI. GRAVE l SANO ANC OCCA5IONAI. SMALL GRAvtL R TvV,ITDYD ~
40 ~ Ml-SIL'll lo -~- ~ Gh>T CLAY Wt'IH TRACC OF 5AND
/0 GRAY 5ILTV CLAY WITH TRACC OF F INC SANO 20 5 5 ~
Tt 20 - 7 4
~
CL GRADIN>i Wt IH OCCASIONAL SWIALL GWAVCL OitAOINO at TH OCCAstoNAL SIAALL ORAVCL 4 g 80 g RCOOI5H SRGWN SILTY SAND WITH 50uE GS JP I(<< REDDISH SROI>>N sill>> Fit>E 10 Co>t5C 5ANO GRAVEL GM tv 0 GRAvCI. I4:)/6H C 'ItIC CVCK> SICN FILMAllok ALTER>ATING Tt GRAY ANO Wl TH uoitf GRAvf, GRADING STRATA CF Tt<<IN 10 THICK SCODCO Df>ISf
~9S,/- 0:..: VfRY FINK GPAINCD SANDSICPIC> 5lll'I THC OVEfk51ON FORMATION ALICPNATING 51RATA t>F IHIN To THICK SEOOCO OENSC SANOSTONC Ako SAI>>DY SILTSTokf WIIH OCCASIONAL IHIN SCOS 0F FI5SILC 5HALE ~ vERl' INC GRAIWCD 5ANOSTONC ~ SILlY SEDOING IS HONIEDNTAL HITH OCCASIONAl SAN$ 510NC AND SANDY SILTSTONC wlIH OCCASIONAL IHIN OCDS OF FI5$ ILC SHALC ~
I/IS'L CROSS SEODING AND $ HALY PAIITINGS ~ Coloa 50 IS PafooulhA>ITL'I RED ~ CVT >>1/I<<OOW GRCEN 50 OCDDIIIG IS HORIEONTAL WITH OCCASIONAL CROSS SCDDING AND SHALT PARllt>>55 'OLOR OLOICHCS Aho lA'TERS CCCVR THROVGHOVT IHC OEPtH$ EKPLOREO ~ Is PRtoou>NANILY RED> dal Rhkoou GREEN OLOTCHf5 Ako LAYCR5 OCCIIR THROUGHOUT IHE DEPTHS CKPLORED 80 87K 70 70 80 80 I OSS CORING courlttco ON 3-23~ SORINQ COMPLC TCD ON 3 26 66 NO CASING VSED NO CASING VSCO WATER LEVEL NO'I RECORDED 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 Thtt, t,vf
>0 ' W >>>>F Vil. A>>
VF>t(P II> IV

> I vltf Cfr<<f ru>>>II t<

I ~ tt<<<<IL ts WAS >I %>><if'<<<<> trt<< IN IH>'OLMutt U'ED IO, <<I, I<<<<L WCoht ~ ~ THC ~ > 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 BORING 203 DEPTH /N SURFACE ELETSTTIOhr a275 FEET dLOIP 6'YNdOLS COUNT OfSCITIP TIONS DROWN CLAYCY SILT WITH IAACC OF SA>>0 ANO ML OCCASIONAL SMALL CAAVCL RCOOISN DROWN 5ILTV PINC 10 VCOIVu SANO I TI2 ~ Wl TH GRAVEL A>>0 ASCK FRACMCN15 /0 5 SM GM Wl IH LCSS OMVCL 7>> 5 WTOAISH Adown SILTY LA>>O Al'0 OMVCL IN 980/6." ROCK PAAOMC>>fd Wl l50/6" ~ l00!2" 5 s ~ IM Moat ROCK FRAGIVTNIS GM 3Q -.5 wl fH NAF ROCK FRACMC>>fd l50/>>" 5 THC OVCt>>STON FORMATION RCO 5ANOSIO>>t 40 DOAINO COMPLETED ON 5 IKI CASINO VSCO 'WAICR LCVCI. Not wtcodoto 2~ DEPTH BORING 204 DEPTH BORING 205 /N g+ SURFACE ELEWTION i276.41 /N +SURFACE y ELECTION i275e71 FEET FEF T dLON' dLOlt'OUNT COVNT SYNSOLS OESCRIP TIONS SrkldOLS DESCRIPTIONS ddoall SILTY CLAY WITH OCCA5lo>>AL SMALL 0 DROWN SILTY CLAY WITH OCCASIONAL SMALL CAAVCI. OMVCL 5I ~ CL CL /0 /0 21 ACOOISH SAOWN SILTY PINt SANO AND ORAVCL RCOOISN dRORN SILTY PINC SAND wl 1H l06 ~ GM OMVCL ZO ACDDI 5~ADMI SILTY FINE To uCDIVM SANO WITH OCCASIDHAL 5uALL OAAVCL 20 -5 86 SM GM OMOINO YHTH LCSS SILT MCOIVM SA>>0 ORADINO OVT RCODI5H dRORH CLAYEY 5AND ANO OMVCL -WITH SCAVS OF F INC SANO l52/9" 5 30,@ 30 I94/IC" GC 'WITH ROCK PRASMC>>15 ACDOISH DROWN SILTY P INC SANO WI TH 185/6" 200/6" ~ 1HC OVCCNSION FORMATION- ACO 5ANOSTO>>t SM GM ORAVCL ANO ROCK FAACMC>>f5 THC Ovttlv5to>> FORMATION SOAINO COMFLCICD ON ACO SANOSTO>>t 5-24~ 40 SORINO COMFLCTCO ON >>0 CA5INO VStD WATER LCVCL NOT RECOADCO No CASINO VSCO WATER LCYCI >>01 RTCDROCO DEPTH BORING 206 BORING 207 DEPTH /N SURFACE EXEtdtTION a 27l . 51 /P/ SURFACE ELESTSTION I275 I FEF T FEET dLOTF dLOTF COVNT SYNSOLS OfSCRIPTIONS COUNT SrkSSOLS OfSCRIP TIONS'6 SROAN 5ILTY CLAY Wl IH LI TILC I'INC SANO dROWN 5ILTY PINE SANO ANO OCCA5IONAL SMALL ORAVCL SM 5 9 ~ A>>OWN SILTY CLAY WITH OCCASIONAL SMALL /0 /0 I>> CL OMVCL OAAY SILTY CLAY RCOOIS~AOIN 5ILTY FINE SANO ANO OMVCL l5 ~ CL lCI ~ WI1N AOCK FMOMCNTS ZO; ZD, 5 RCOOISH ddow>> SILTY P INC SAND A>>0 OAAVCL 'I I50/5" o O WITH ROCK FRACMt>>td ROCK FRAOMCNTS IN/7" ~ THC OVCtNSION FORMATION REO SA>>OSTCWIC 200/25" 3g 30 l50/2" o INE OVFCNSTSN F>>RMAI IIWI Ato SANOSIONC l40/I" g 5-23~ 40 - voalav covFLETCO o>> SORIIO CO'r LCtCD C>> 5 28 66 No CAT I>>o VSCO >>0 CAST>>O V rn WATER I.tVCL Not AtCOWOCO e wATtR LCVCI, 1&f ACCOAOCO C) F SC) Rl NGS 55AaaE55 Ss MooRE gt V /LATE A- IS h/AJOR GRAVEL AND GRAVELL SOILS COARSE GRAINED SOILS NOAC TNAN OF COAASC 'TIOle t~at ON AO ~ A SIC SA"eel AIQ SANDY SO I L5 NOAC TRAN OF NATCAIAL IS NP TNAN NOe SICVC SIZC ~ NOAC 'IKAN OF COAASC TIOee NO, 4 SICVC 5( I'I F I NE 5 ILTS GRAINED A'eD SOILS CLAYS IIOAC TNAAI SILT5 OI'ATCAIAL IS A'e3 ~ eA I TelAN NO ~ CLAYS hm SICVC CIVIC HICKY ORGANIC NOTC: DNA r STS FECD ISOV AT AIDISTCIIIE ID/ 1 AM DIRECT SHEAR AND FRICTION TESTS 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 Olt ol>>serf FIIIlsSlo W IDV>>OS tl1 tft rr>>r>>osrwr>>rf>> rlsrro CVIcC tool soc 158cIHSSFS ItXtBXKCZC>> vv>>H>> mal FIDIUS TESTS AT AIITI/IFSACLY CNAIFSSD OIDIS r 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 DAF or>>sifr ltt>>rssro w tov>>os tr>> svo/0 Poor I t tor S GRAPH LETTER SYMBOL SYMBOL TYPICAL DESCRIPTIONS TRIAXIAL COMPRESSION TESTS GW VCLL CRADCD CRAVCLS ~ CRAVCL SaND MIRTURCSy LITTLC OR 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 CLEAN C/IIAVELS NO rINCS o>>r ol>>5/fr l>>tllsslo />> POV>>os tlP CVDIC toof (LIYTI.C OR NO f F INCS) stiii"..!C".. !i.'ii.".F. GP POORLY CRADCD CRAVCL5 ~ CRAVCL SAND MIX1VRCS~ LITTLC OR cRBiH~z Sr>>N/r>>0 Sfvf>>SI>> W PCCNOS ICW ONCrrl IOOF IFAOM NO/VI CWCC CI NO FINCS ROCA'OMPRESSION TESTS GM SILTY CRAVCLS ~ CRAVCL SAND r r r r SILT MIXTURCS AVELS TCITH TIDIES (APPRCCIASLC AMOUR'I FINCS) OF GC CLAYCY CRAVCLS ~ CRAVCL SAND CLAY MIXTURCS KEY TO TEST DATA ~ WCNCAfcs Dlfr>> or IIND/SFC/Aoro SANPAC NCLL CRADCD 5ANDS ~ CRAVCLLY CI WDICAFSS DCPFN Of D/SFUADSD SANPCC SW $ ANDS ~ LITTLC OR NO flNC5 0 P/DIClfls DFPFN Of f SANS'5 Wo A flNPF FIIF>> Iro ACCDVCA f CLEAV SSSO (LITTLC IS WD/CAfls DFPF/I Of SPC IF SPOON SANPCC OA NO F INC$ ) /NCNCAfrs DCPFN AND Cr>>SFN Of CDADVO IIC>>r POORLY CRADCD SANDS ~ CRAVCLLY SP SANDS ~ LITTLC OR NO f INCS KEY TO SAMPLES SM SILTY SANDS ~ SAND SILT MIX'TURC5 ANDS ES (APPRC AMOUN1 OF f INCS) LIOOIO Elk/T SC C>>*YCY SANDS ~ SAND CLAY MIXIURCS 0 lO CO SO 10 d0 CO SET d0 tO INORCANIC SIL15 AND VCRY FIIIC SANDS ROCX fLOVR ~ SILTY OR ML CLAYCY FINS 5ANDS OR CLAYCY tILTS,wlTH SLICHT PLASTICITY dO ~ LCOVI0 LIMIT THAN $0 CL INORCANIC CLAYS OF LOW 10 NCDIUM PLASTICITY~ CRAVCLLY CLAY5~ SANDY CLAYS CLAYS '5ILTY CLAYS'CAN IIV CH I I I I I I II ICIII I I ORCANIC SILTS AND ORCANIC L <<S ' I I I OL 5ILTV CL*Y5 Of LDA PLASTIC I'TY VI <0 d* ~ I I I IC dO INORCANIC SILTS ~ NICACCOVS CR DIATOMACCOV5 FINS SAND OR OM ~ ~ CL SILTY SOILS CM RS LIOUID LIMIT >NORCANIC CLAYS OF RICH ~VA TIIAN 50 CH PLASTICITYAT CLAYS MH &OH 5 lO OH ORCANIC CLAYS Of MCDIVM 10 AIOH PLASTICITY'RCANIC 5IL'15 CL ML ML & OL ~ - --4 SCAT'VMV5~ 5>>AMP 50ILS PT WITH MICH ORCANIC CONTCNTS PLASTICITY CHART SOL5 ARC U5CD 10 INDICA'lC COADCRLINC 50IL CLASS IfICATIONS ~ IZ CLASSIFICATION CHART UNIFIED SOIL CLASSIFICATION SYSTEM A-2 SUBJECT ~cc~~+ Gilbert Associates, Inc. L~oc.z C a'EE+ REV. 0 Rending.Pennoylvnni ~ PAGES M I C R 0 F I L ME 0 NA LYS IS/CALCULATION ORIGINATOR ~v (i ff(~~ OATE P!~Q. g(9 P ";::, r: .< Z~c=gcc'c: Zucirr V I<'i'cpx /'= <Ir."'cc.Ic < IC5 'i 'Jc>l ~ crI rr I w( (ccc 4Ic/~ z7Za ~ "/ ': 710 I: F40 n 4 "/" . rrr'g, ( /4'-ID.~) Sec = IC gnl ('- 4c, = 1 a A.m Cri c~ = (IT/~ ) ~') ~jrf c'l cc .e',. t'44o~) g 0 .p ) /0 /II ..>r,'.. JOIIxIo p ~ c"t Zgr.,,c) r ,((',C Q /J Iy )0 Ter ggJfj(g 24(Q 7(c %.5 3 ~('d /0 -j '"~ > I, ( . Zc 22jxrrcl ) z.G5 ~jo .x 4 d > r.r '- IZ c i> r9(m.(i'c 2c"cf~ 4'ccce=j&d'-'i 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>> ~-%r'l" .3Fr( 2 '. '";:('i.. /OAi(..: ~7 (j2 <<7Z) PROPRlf 1 4 i IIIPOltMAIU)N Ol Oll III IIT AS'OFIA1 I ., INC'. 4 I Ol INI I'RHAI. IISI'lllY GAI 446 I I 78 SUOJECT ~~~/~revel/] C IS ID PAGE P~ rg cyrgC=. z. Gilbert Associates, Inc. /c'E OF V. c Reecfiny,Penneylvania PAGES MICROF ILMEO NA LYSIS/CALCULATION ORIGINATOR 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 lo j (./~/.<7) = tg zz ~ ,I le + ~ /W/'c.f(r. I k VC A /2( / via~ -'.~ ra/c'/o.mrs = 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 ew and lateral .strain. 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 lateral. X-X configuration were employed to determin&.axial and 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: LU~US PITKINs INC. A. J. ecc >so y st. Chief Hetallurg ist 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 L'uCf 7 Qi:f:in Date: Sept Oguntala M-287l F inc oratod CO:lPRESSIOi1 T;STS

'NCO'lFINED Scenic Wt. .. ~~a Diam.. ~in Length in Area so ~ in.

Volume cu.in. Dens (g / ity.') Ult ..ib Load Ult. Stl ., Si Rem.ar I'.s 0'-114-1 491 1.87 4.30 2.75 11.83 .-41.50 527500 19, 100 l violent sha 204-10'89 1.86 4.28 2.72 11.64 ." 42.01 60,500 22,240 violent sha 20'-125 483 1.86 4. 25 2.72 11.56 41.78 50,500 18,560 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

'olume S;.:. n le Wt. ~s-.: .l Diam.

Quinn ~~ Length Area

~sc. i . ~cu.i'nl Density Qsms cu. in.

Ult. Load 1bs Ult.

'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 s.

Lucius Pitt<it1 incorporatod I Dames 6 Hoore hei)t'ember 6, 1973

'tn: l/r A. Opuntala H-287 1 File: G irma PSISSON'S RAT'IO Stress Range For Poisson's ~Sam la Poisson's Ratio Ratio 204-114 5090-12,730 .25 204-104 5150-11,030 .19 HOISTURE CONTENT ~Sam la HOISTURE CONTENT 204-114 '.0951 204-125 0.0958

ucIU, Pi"f: n o r p o r a t0 d 'l Dames 6 lloore H-2871 I'ile: Ci nna Attn: Hr A.. Oguntala September 6, 1973 Sample: 204-125 UNCONFINED COMPRESSION-CREEP

~i'xial Axial Load S'tl. Gs S ~ps i7 Axial Strain (u- inTin)

Lateral Strain (u- in/ in ) El"psed Time (min. ) 0 0 0 0 0 1000 370 180 0 0.3 2000 740 390 0 0.7 630 ~ 1.0

'100 3000'000 1470. 830 10 1.3 5000 1840 1030 15 1.7 6000 2210 '1250 25 '2.0 7000 2570 ]440 I 2.3 8000 2940 1630 55 2.7 9QOO 3310 . 1795 65'5 3.0 10,000 3680 1955 .3.3 11,000 4040 2110 ~ 95 3.7 12,000 4410 2250 110 4.0 13,000 4780 2370 125 4.3 14,000 5150 2500 4 140 4.7 15;000 5510 2605 155 5.0 16,000 5880 2715 175 5.3 17,000 6250 2820 190 5.7 18,000 6620 2920 205 6.0 19,000 6990 3020 225 6.3 ,000 7350 3i20 ~ 245 6..7 21,000 7720 3220 265 7.0 22,000 8090 3310 280 7.3

incor poratod Dames 6 l foor e H-2871 File: Ginn. Attn: Hr A. Oguntala September 6, 1973 P)k4 204-125 S ample: U CO .I D COJ'1P. J;SSIOl J-CREEP Emial Phial P axial Lateral Elasped 1.oad Stress Strain . S t . in 1". c Time (ps+ (u:in7in) in/ in)

'u-(min. )

23,000 8460 3400 300 7.7 24,000 8820 3490 320 8.0 25,000 '9190 3580 345 8.3 26,000 9560 . 3670 375. 8.7 27,000 9930 3760 390 9.0-27,200 10,000 'q37,85 > 400 ~ 10 ~ 27,2QO 10,000 3830 425 20 27,200 10,000 3835 435 30 27,200 10,000 3845 44Q 40 27,200 1O,OOO 3845 50 27,200 10,000 3850 445 60 27,2QO 10) 000 3860 450 70 27,200 10,000 3860 80 27,200 10,000 3860 455- 90 27,200 10,000 3860 100

\

27,200 .10,000 3860 110 2?,200 10,000 3860 455 120 27',200 10,000 3860 455 130 27,200 3860 140 10,000'0,000 27,200 3860 455 150 27,200 10',000 3860 455 160 27,200 10,000 3860 170 ') p ~On an rrn 3P/~ r)
L f f pa w&c44 ~ ~ ~ L l tps tl 4L Li ~ t t i n c o r;.> o y a, t0 d Dames 6 Moore H-2871 File: Ginl Attn: Hr A. Oguntala'-" ~'. September 6, 1973 Sample: 204-125 UNCONFINED CONPRESSION-CRE P

/~vial Axial A"i"1 Lateral Elapsed Load St ess Strain Strain TUile Tl~s ~vs ~7 (unpinz.n) (uuin in) (min. }

27,200 10,000 3860 455 190 27,200 10,000 3850 455 200 27,200 10,000 3865 .460 210 27,200 10;000 3865 460 220 27;200 3865 460 230 10,000'0,000

. 27,200 3865 460 240 +3870 '.)' ') '50 27,200 1.0,000 460 28,000 10, 290 3925 .470 250.5 29,000 10, 660 3995 '485 251. 0 30,000 11,030 4060 505 251.5 35,000 12,870 4450 600 253.5 .40,000 14,710 4880 755 255.5 45,000 16,540. 5335 985 257.5 50,000 18,380 5860 1340 259.5 . 50,500 18,560 Ult. Load

20000 0 17500 ( 15000 H

.C4 Q) ATERAL 1'2500 4-<1 yio'IAL STRAI>

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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 the rock breaks out at an angle of 45'o the bond development 'hat 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 into consideration the circular geometry of the vessel. r 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

' 'onfirming information was also obtained from The Cementation Euz'ope. (6 7b Company Limited of Great Britain, a specialty firm whose activity in recent years has b'een devoted, in large measure, to the prestzessing of both 1

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 structures for which prestressed rock anchors were used are listed major 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 Rock anchors and trunnion anchors Mayfield Dam, Washington Rock anchors for penstock slope stabilization Boundary Dam, California - Rock anchors for rock stabilization John Hollis Bankhead Dam, Rock anchors for dam stabilization Alabama Ice Harbor Dam, Washington Rock anchors Mangla Dam, West Pakistan 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 fu 635 kips 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. 2 Weight of rock in kips per ft. circumference = 0.096d .~7 P

~

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: Rock Hold-down Capacity (kips per ft. Internal Pressure ( si ) circumference) 0 67.4 60 240.4 69 266.4 75 283.7 90 327. 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. 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 of safety a 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 coupling as 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

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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 physical oper 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 d was jacked from, the concrete pier immediately .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
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~m m le HAX. OVERSTRESS = 0.8 (330) = 264 100 4 m TOTAL TENOON LENGTH = 13' 2-1/2" I EFFECTIVE OEPTH OF GROUT = 5'-5" 80 60 NOTE:

40 JACKING FORCE INCREASED TO 208 WHEN SLIPPING OCCURRED AND STOPPED WITH A TOTAL ELONGATION OF 2 I I/16" AND A h0 JACKING FORCE OF 19S ~ JACKING wAS HALTF D TO AVOID POSSIBLE DAMAGE TO JACK. 2 INCHES - DEFORMATION
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hc o ICQ 0 120 100 w m~ ee lMQUR ROCK ANCHOR "C" lÃKRPgg TENDON: 28-1/4" 4 WIRES eaCeaa ULTIMATE TENDON LOAD = 330 40 MAX. OVERSTRESS = 0.8 (330) = 264 TOTAL TENDON LENGTH = 14' 8-3/4" EFFECTIVE DEPTH OF GROUT = 4' 5-1/2" 2 I/ INCHES DE FORMATION
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 PIER DIALS

~ E~ S.'r'. HEAD AVERAGE D" FOR~XTION g~Co ~ Slaw wAC 'AD CORNER COPDER DIAL TO: OF PIER NORT:-: S"".H NIPS INCHES IN'HES TQ~Cl$ >> S 084C 0 .300 .700 0 t /4 7-5/S 9 0955 20 .304 .005 .705 .0045 ] nl 0 40 .308 .009 .709 .0085 1 n2$ 60 .311 .012 .714 .0115 1040 80 . 318 .019 .723 .0185 IC55 '00 .354 .031 .752 .0425 1/4 7-9/16 c 5/8 LIFT OFF A'?PA;~NT ~e 1 .Il<

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This copy to: R

" L'UKEN Be~.acel m

c G l .'. 8 E ll T A S S 0C 1 A T E S. I i% C. READING ~ NEW YORK C) en rn !~ $ 0 (IL',cl]>!l$ SEP 19 l966 i BEGHTEL CORP.

$ ptcrrbkr 'g, ~ ~ ~0 M'>> E, U>> Po reU.~ hanar er Efd-646 Ginna Pro)oct Nestinghouse Atonic Pol'er D'ision X( Cz> Oo Box 355 I Pittebu"gh, Pennsy3vani l523O ~ r ~ l '/~ k Re: Ginna Station Unit No>> Con~mant Vessel - Rock Anc? lors GAT>>4'155

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Dear Hr>> Pc!tell:

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 {fl.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:

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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 fie d i 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

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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 be ¹ternined 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 kortars l,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." T¹ grout 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 filld 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

DKC/HL rP; ~ 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
z~c/>z. 9-12-66 70 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 inJe 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

(
D3~C/HL "9- 9-12-66 III

~

Pevision 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 th' sequence 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 (. 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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' "m-~ ri 320 CENES LASORATORY: E STREET. LAKE XUR:CH. ILLII<OIS 600'7 DATE Hove~ber 20, 1967 AL~PZDIA%'T. Jos ph T. Ryerson & Sons, Xrc. SHIPPED TO 2558 3'lest 10th Street Cnxc "-o, Tllinois 60616 Att n"ion; la< . Fra~'. 3ialas OP,DEP, ~qO. 21T111 .0 VAT Og ROLL gO. ii0-OZ- D'+/0 Huclear Grad -Batch 4775 DATE SHIPPED;Iov. 6, 1967 "6T SHIPPED 4 - 55 gallon driers; AWIOt

'1500 lbs. net N >le h reby c rtifj.cett atre't'nthe G"'lb abov id=ntified material p-as tested in accord" rt Associates, Xnc., Techni al Specification SP-5357 and that the result of such tests hav m t t'." r quir ==nts as follows:

Chlorid s 6 pp~ Hitrates Ho d tectable a o >at Sulfides Ho detect="ble ~unt R.A, L=-rric'< - D'rec "or, Analytical Serac s Subscribed ond sIYorn to beEore me tlIis =K

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SUBJECT:

FILLER - NUCLEAR GRADE clTY Chicago,, Ill . NAME OF ROBERT EZKTT GXNNA NUCLEAR PO! ER PLANT COMP4fdY: ONTARIO, NEW YORK D4TE Feb. 8, 1968 IN RFPLV TO TO: Those concerned with this project ' YOURS OF FROM: Paul E. France COPY IO: 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.

'Paul E. France PEF: ej Product Manager Enc. Maintenance and Production Coatings Hr. icoss Lulcens Bechtel II Corp. % Ginna Nuclear Power Station Mr. Charles Huston Lalce and Ontario Center Roads Hr. John Gilber t V Box 157 Mr, Don Lindsey Ontario Center, New York 1452(

James Hood Gilbert Associates Hr. Ed Cantabene Rochester Xron 6 Hetal Co. E'er. David Tate Vesting'rouse Electric Corp. Hr. R, K pro; Rocheste ff Ga" & Electric Corp. 89 East Avenue Jack Boniface k'r. Roches ter., Ne~. York 14604 Hr. John g.rthur II T. p~ycrson Q Son~ Xiac e P O I o,. 8000 Chica",o, Xllino '..=. 801 f50 P

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0 Rock anchors some design considerations GS. Uttlejohn (UK) INTRODUCTION Table I. Although rock anchors have been used successfully for Geometry of inverted cone many years in connection with thc prcstressing of dams, roof strata control and slope stabilisation, there are still Included angle Position of apex Source many questions concerning their design today that cannot be answered. The usc of rock anchors in construction with Base of anchor USA-Hilf] l973) particuhr reference to excavation engineer(ng is now 90 Base ofanchor USA-White ] l973) Increasing at a greater rate than ever before and this comb(ned with the trend towards higher load capacities 90 Base ofanchor Britain-Banks often associated with poor quality rock has led to a growing [l955] need to establish reliable design formulae with realistic Base ofanchor Biitain-Parker safety factors.

* ]l958]

When a pouted anchor faBs, it must be by one of the ~60 .90 Middle of groused Britain-Littlejohn foBowing modes: fixed anchor, where ]1972) load is transferred (see Figure I) (a) Failure of thc rock mass by bond (b) Failure of the grout/rock bond Base ofanchor (c) Failure of the grout/steel bond where load is (d) Failure of'the steel tendon transfcrrcd by cnd wedges or plate and in order to determine the actual safety factor I'or the anchor; cons! dcration must be given to all of these aspects. .90 hfiddle of anchor for Germany-Stocker bond. Base of [(973] The purpose of!his paper is to describe some current anchor for wedges anchor design concepts, and then question the validity of or plate the basic assumptions in order to highlight topics for I'urthcr Base of Anchor Canada-Saliman discussion and investigation. and Schaefer ] l968) V OVERALLSTABILm'F THE ANCHOR Base of Anchor Canada-Brown

])970)

The assessment of the overall stability of an anchor is 90 Top of grouted Australia-Standard carried out in order to ensure that Mure of the rock mass fixed anchor, or CA35 ]l973) surrounding the anchor does not occur. 60'0 Base of Anchor Where it is possible to place an anchor in a perfectly Base of Anchor Csechoslovakia-homogeneous rock mass this aspect of the design would Hobst ](965) appear to present little difficu!ty in practice. However, in many cases hcterogencous rock masses containing joints '60 employed primarily in soh.heavily Aissured or and fissures of unknown geometry restrict the application weathered rock niass of the simp) e methods described below and necessitate modifications by the experienced rock mechanics cnginecr The uplift capacity is normally equated to the weight of using his enpneering judgement. the speci(led rock cone, and where the ground is saturated and beneath the water table, the submerged weight of I svariably, an inverted cone of rock Is consideied to fail in rock is used. If the anchor is inclined then the same the simple cases but thc ange and position oi'h>> apex of geometry is often applied and t)>> effect of groups of the cone <<iih respect to the grouted or Axed anchor length anchors invobdng interaciion is io produce a Aat vertical are chose<<differently by various engineers in different plane at the (nter faux ot'adjoining cones (Fipuc 'l. As countries (see Table I j. the spacing for ~ singl>> line nf anclsors reduces foiiher a
simple cominuous wedge failure in the rock is ultimately and groups tested over a range of inclinations. Some assumed. standardisation on sai'ety factors for temporary and permanent anchors it also desirablc together with agreement Often no a;;ount is taken oi the oveibuldcn piessuie on what allowances should be made for unconsohdated from uncanlo!idated deposits or thc shear strength of the overburden and the upper layers of weathered rock. rock at the failure plane. Of the engineers mentioned in Table I only Hilftakes direct account of the shear strength In general it is clear that in order to calculate the by rating that a value of 500 lb/frz (24 kN/m>) may be anchorage length accurately vrith a known safety factor, aHowed for in design. Little data is available on thc safety it is necessary to utHite aU thc tools of rock mechanics, factors employed when analysing the weight of rock in e.g. detailed mapping of joints, assessmcnt of joint filling the assumed puH out zone, but it is known that some materiaI properties, thicknesses and dips of bedding planet designers apply safety factors of 1.6 to 2 while others and other inhomogeneities. Tlds approach H cunently the equate the weight of rock to the rcquircd anchor working rare exception rather than the sul>> and discussion should be load and assume that other rock parameters ignored in thc held on what type of rite investigation and field data are calculation e.g: shear strength, wiU produce a sufficiently required to facilitate rock anchor design. large safety factor in thc design as a matter of course. The above analyses only apply to anchors at angles below the BOND BETWEEN THE CEMENT GROUT AND ROCK horizontal and obviously the shear strength of'he rock becomes the major factor when dealing with overhead Basically there arc two types of Injection rock anchor being anchors.'In roof strata control anchors are generally of constructed today: low capacity and rock bolts, using quickset ting resins, are often instaUed on a trial and error basis, this being the (I) Straight shaft quickest and cheapest way to 'stitch'ogether a newly (2) Sbrgle or multi underream exposed rockfacc. Thc length of rock bolt is often decided on the basis of observed spaUing by the mining engineer The load transfer mechanism for these two categories is and in general the larger the excavation the longer the completely diffcrcnt. Thc straight shaft anchor relies mainly length of bolt. Bolt lengths of 3' are very common but on the development of skin friction or shear in the region of as a further gtddc Fender ct al [l963] suggest L) 3 times the rock/grout interface while the underrcamed anchor width of jointed blocks. Thercaftes the rnaxhnum spacing depends morc on the mechanical interlocking of the grout between bolts is taken as L/2 approximately, in order to cones and the rock. This section concentrates on the provide a continuous zone of compression in thc rock. This . straight shaft anchor. approach to spacing has been described by Beomonte [1961) Pendes et al [1963] and Hilf [1973]. Estimation of the magnitude and distribution of the bond stsength rnobilised along the straight shaft rock anchor is There is a dearth of data on anchoi faHures in the rock mass without doubt a major problem facing the design engineer. but a set of tests which provides some results on the overall It is cuncnt practice to assume an equivalent unii'orm stability aspect is presented by Saliman and Schaefcr [1960) distribution for bond stress or skh friction along thc fixed in which they describe the failure of giouted bais on the anchor i.e. Trinity Clear Creek 230 kiUovolt 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 irxDxa aH cases, failure occuned when a block of grout and rock sldn puHedwut. At failure the propagation of cracking to the rock surface gave an indication of the cone of inAuence where L ~ fixed anchor length (Figure 3). P ~ required anchor load D ~ effective anchor diameter Assuming a bulk density of 125 Ib/fP (2 Mg/m>) for the a rock analysis of the failure loads suggests that the 90 cone skin ~ value of worldng, bond stress from the sniddle of the anchor length gives very conservative results with safety factors ranging, from about Where shear strength tests are canied out on representative 7.4 to 23.5, wldle the 90'one from the base gives safety samples of the rock mass, the maximum average working factors of 0.9 to 2.9. 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 Bearing inmlrid rhe engineer's desire to optfmise any where the unhxial conlplestiv>> strength it lest than design there it little evidence to substantiate the current 1000 lbf/ing (7 N/mm>), and the holes have been drilled approaches shown in Table l. While it Is appreciated that using a rotary percussive teciurique. In the absence of shear several miUinn tnnt of working anchorage capacity has strength data or field puH out tests. the uhimate bond been prorided to date without serious IJHurc. it is srsest is often taken as I/IO of the unconfined compressile t considered shat much effort should now be expended in strength of massive rocks up to a.maximum value of askin the form of field tesiing in a wide range of rocks to study ~ OOO lbf/in> (4.2 N/mmg ), where the crushing the shape and position oi'he rucL 'wcdges'ubdivcd at strength of the ccmcnt grout it equal lo or grcarci titan fJHufe. Tile plr "lJn)lne ShoUIJ J vrunlnllldJle tingle anchors WOO thfsin- t42 N/min'. Applying an appuenl safety

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factor of:, which is conscrvaiive bearing, in mind the lack where So shear stress at the top of the anchor of rcie}unt data, ihe working bond stress is limiied to S~ shear stress at a distance X from the top 200 lbf, in> (1.4 N/mm>). A minimum fixed anchor length d ~ anchor or rod diameter of 3 m is also generally recommcndcd. A ~ a constam relating a}dal stress in the rod to bond stress in the anchorage material. lt Is hoivever more common to find the magnitude of bond sncss simply being assessed by experienced engineers, This theory has been dcvcloped by Phillips [l970] where and ihe value adopted for working bond stress normally he shows thai theorctically lies in the range 50.200 Ibf/in> (0.35 1.4 N/mm2). In this connection Koch of BBR Australia reconunends bond S}id> -Ax/4 stresses for three categories of rock (sce Table 2). ~ Ae (Figure 6) p Table 2. This type of bond distribution has bccn verified most Rock type ~ Bond stress recently by Coates and Yu [1970[ whose conclusions are sufiicicntly close to those of Hawkes and Evans to suggest Ibf/in> (N/mm>) that their approach is applicable to rock anchorages. Coatei and Yu used a finite element method io calculate the stress Weak 50- 100 (035 0.70) along the anchor in a cylindrical hole in a triaxial stress Mcdiun}" 100- 150 (0.70 - 1.Q5) field. They showed that the stress distribution Is dependent Strong 150 200 (1.05 I 40) upon the ratio of the elastic moduli of the anchor (E ) and the rock (E,) [Figure 7j. Comparisons of Figure 6 and 7 The Australian Code CA35-1973 states that a value of show the connection between the two analysis ifp~ is 150 Ibf/in> (1.05 N/mm>) has been used in a wide range of proportional to-'. t A igneous and sedimentary rocks, and confirms that site testing has permitted values of up to 300 Ibf/in> From Figure 7 it can be seen tha! a modular ratio of 10 (2.1 N/mm>). Coates [1970) allows a value of 350 Ibf/in> could be taken as being sufficient to give a reasonably (2.4 N/mm>) with a safety factor of 1.75, for a hard coarse even stress distr}7}us!on. Considering the elastic modulus of pained sandstone. 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, Care must bc taken however before applying the above and 1.45 x 10+< Ibf/in> (1.0 x 10+< N/mm>) given by values since the degree of wcathcring of the rock whatever Boyne [1972) for a 035 water cement ratio expansion its classification Is another major factor which affects not grout, suggest that before an even stress dhtribution can only the value of bond stress at failure but the load. be assumed, rocks should have clastic moduil ln thc range deflection relationship during service or test loading. - - 0.15 030 x 10+6 Ibf/in> (O. I 0.2 x I 0'4 N/mm>). Figure 4 illustrates the latter effect. These results arc for Using a statistical relationship derived by Iudd and Huber square bars grouted into 2 in. (50 mm) diameter holes [1966] wldch relates the compressive strength to the 4.75 ft (1.45 m) deep, and tested for use on the Currccanti. elastic modulus 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 Se (compressive strength) ~ E available on grout or rock strengths but it is signiilcant 350 that the equivalent uniform bond stress at maximum jack capacity is scarcely O.l N/mm>. It may be established that the compressive strength should be 850 Ibf/in> (6N/mm>) or less. For the majority of rock ln general, few failures are encountered at the rock anchors Insta! Icd to date, normal.values of wou! d be in,>

<i anchor interface and new work is based on the successful the range of O.l to I and hence it is suggested thai the bond completion of former projects, i.e. former 'working'kin distribution for these ratios apply to many anchorages in frictions are re<mploycd or slightly modified depending rock. Beraidi [1967j has carried out an exhaustive series of on the judgement of the designer. In reality however this tests on this aspect, and some typical results in marly assumpiion of uniform dhtribution of bond is unlikely to arc shown in Figure 8. As expected the main 'imestone bc true except I'or very soft rocks. results show that the distriburiion of stress is most uniform for high values of ~~,

K rock but the distribution varies Since there is liule information available on field anchors rcfercnce must be made to investigations into bond in for low values of th!s ratio I.c. rocksofhigh

'onsiderably reinforced concrete. Hawkes and Evans [1951 J show that elastic modulus.

theoretically thc distribution of shear stress along thc rurface of an anchored steel reinforcing rod loaded in Berardl concludes that the portion of the fixed anchor tension at its exposed cnd can be expressed in an exponential which actua! Iy transmits thc force is independeni of the form: anchorage length. but dependent on its diameter and the engineering properties of the surrounding rock, especially Ss -Ax/4 the modulus of elasticity. e (Figure 51 5 PCgg gp(g gp(
REMARKS Table 4. Since thc validity of the uniform distribution of bond, I Characteristic strength ivhieh is most commonly assumed by designers is clearly of concrete fc In question. ii is recommended that Instrumented anchors shn ld be puied to failure in a wide range of material Ibf/in> 2850 3570 4280 5720 whose enpneering properties have been fully dassified, (N/mm ) (20) (25) (30) (40>) in order io ascertain which parameters dictate anchor performance. In this way it should be possible fn due course Maximum bond stress to provide more reliable design criteria. Plain bar Ibf/in> 171 200 214 272 BOND BETWEEN THE CEMENT GROUT AND CABLE (N/mrna) 0.2) (1.4) (I 5) (1.9) Little information is readily available on this subject Deformed bar related to rock anchors and thc general feeling of engineers Ibf/in> 243 272 314 371 is that this pact of the design is not critical since the fixed (N/mm>) anchor length, necessary to mobilise sufficient resistance (1.7) (19) (2.2) (2.6) at the rock/grout interface, usually allows a large safety For a group ofbars, the effective perimeter of the individual factor against failure of the grout/steel bond. bars is multiplied by the following reduction factors. In practice it is common to find anchorage or transmission Reduction factor lengths for bars and wires quoted as some number of diameiecs since this method ensures a constant value of 0.8 apparent avecage bond stress for various diameters. It OAi should be borne in mind however that the transmission 0.4 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. While there is an appreciable amount of information avaUable concerning the mechanbm of bond transfer in The British Code of Practice CPI IO {1972) specifies a the field of reinforced and prestressed concrete, it fs minimum anchorage length of 100 diameters for plain wire, considered that much more study is required in thc field where the cube strength of the grout is not less than or rock anchors with particular regard to load transfer in 5000 Ibf/in> (35 N/mm>). Bearing in mind the minimum groups of strand cables and the hAuencc of lateral restraint. fixed anchor length of 3 m then the Code is satisfied for The use of spacers and centralisers, leading possibly to bars up to 30 mm diametec. For small diameter strand, decoupling, also warrants investigation. recommended transmission lengths are given in Table 3. No allowance is apparently made for groups of strands. CABLE DESIGN Table 3. A designer usually has accurate information on the ultimate strength of the tendon material which he has chosen and Diametcc of Strand Transmissfon Length having decided on the anchor working load it is a straight-forward procedure to apply the required safety factors and in. (mm) in. (mm) arrive at the cross sectional area of steel required. Basically there are three types of tendon to choose from, namely: 0.37 9.3 8 200 bar, wice and strand and as a result of recent developments 0.50 12.5 13 330 in prestrcssing equipment and general ease ofhandling, 0.70 18.0 '\0 500 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 While the market for temporacy anchors is now expanding 150 lbf/in2 (1.05 N/mm>) for the bond stress for a clean wice tendon and 300 ibffin> (2.10 N/mmZ) for a dean rapidly throughout the world the same cannot be said for strand tendon. permanent anchors where there fs a dearth of published information on long term behaviour and we lack a good 'With regard to permissible bond stresses for plain and understanding of stress/strain distcil>utfon around the mechanical or grouted zone reisting puUaut. Until these deformed bars in concrete, Table 4 iUustrates the values issues ace resolved and in order to niaintain a steady, but stipulated by the British Code foc different grades of safe growth in the use of anchorages in soils and soft <<oncrcre. These values aie applied to neat cement grouts on rocks the writer recommends that aU permanent anchors occaifmls. 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 difiicuhies in construction, or endanger safety follows. through loss of prestress with rirne. Permanent anchors Only in this way is it believed that permanent anchorages will continue to dcvclop safely and become fully utilised (including temporary anchors where faUure would be very over a wide range of'applications. serious e.g. temporary anchors for main cables of a sus pension bridge). REFERENCES Design force (T~) 50% fpu BANKS, J*. The employment of the prestressed technique on Test force (Tt) 75% fpu Alit Na Lairige Dam Paper presented to the Fifth Congress on Large Dams, Paris. 1955. Factor of safety against breaking the cable (Sb) 2.0 BEOhiONTE, M. Criteri per il calcolo c la posa in opera di bulloni hfeasured factor of safety (Sru) 1.5 dl ancoraggio. Gcolcchniar No. I, February 1961. pp 5.13. It Is noteworthy that this recommendation willnot only increase the measured safety factor on each anchor but the BERARDI, G. lower stress levels In the steel will reduce the bond stress Su!! omportamento degli ancoraggi immersi in required in the fixed anchor zone which should be of terreni diversi. University of Genoa, lnsthute di interest to those engineers who have experienced bond Scienza delle construzioni, Serie Hl. Pub/ 60. failure at the grout/tendon interface. 1967. . Temporary anchorages BOYNE, D.M. Use of skin friction values in rock anchor design. (consequences not sevcrc if failure occurs e.g. temporary Thesis presented In partial Milment of Honours anchors for ground preloading or pipe jacking) Degrcc at Urdversity of Aberdeen. 1972. T u 625% fpu BRITISH STANDARDS INSTITUTION Tt 78% fpu CPI 10: Part l. 'Ihe structural use of concrete. Desfgn Sb 1.6 materials and workmanship BSI, London. 1972. Srn u 1.25 BROWN, D.G. The Importance of safety in ground anchors cannot be Uplift capacity of pouted rock anchors Ontario overarm phasfsed as it is the post tensioning, operation which Hydro. Research Quar! crly. Yol 22. No.4. 1970. pre tests thc anchor thus ensuring its safety. It is considered that ground conditions are never sufBiciently COATES, DS. homogeneous or predictable to allow engineers to ignore Rock mechanics principles. Department of Energy, this cheap insurance. hbnes and Resources. hfines/tfonogrrrph iVo. 874 Ottawa. 1970. GENERAL CONCLUSIONS COATES, D.F. and YU, YS. lt is clear from the rapid development of grouted anchors Three dimensional stress distribution around a that s!gniBcant savings are being made on contracts cylindrical hole and anchor;Proceedings of Second pertaining to a ivide range of applications but there is a Congress of international Society for Rock hlechanics. growl.g need for investment in the form of instrumentation Belgrade, 1970. on new anchor contracts which wBI allow investigation of such important aspects as: HAWKES, J.M. and EVANS, R.H. Bond stresses in reinforced concrete columns and Stress/strain distribution around the lixed anchor beams. The Srrrrcrural Enginccr,29, 1951.

2. Long term behaviour 10. HILF, J.W.

Rock anchorages. Private Communication. 1973.

3. Interaction between anchors and the structme being tied. since tlds affects stability calculations HOBST, L Vircpirmenyrk Eilrorgonnrrrr Vizugyl Aozlemrnyck

4. Loaddispiacement relarionships for fixed anchors in Ar4, 1965 p 475 515. 1965.

;i<<crent ground conditions, since these relationships influence choice of safety factor which should be 12. JUDD, W.R. and HUBER. C.

belated to permissible movement as well as uhimate Correlation of rock properties by statistical methods. Iuad. 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 f

~ I I '. Ll I'ILEIOHN. G.S.

Quesionnaire on rock anchor design. Private Communication. 1972. 15 PARKER Pl su IN

. The raising of dams with particular reference to the use of stressed cables. Sixth Congress on Large Dams, New York. 1955. Figure l.

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. I I

17. PHILLIPS, S.H.E. I I

Factors affecting the derign of anchorages in'rock. I I I I Cementation Research Report R48PO Ccmcntation I I I I Research Ltd., Rickmansworth, Herts. 1970. I I I IS. SAUK1AN R. and SCHAEFER, R. Anchored footings for transmission towers. American Society oi'ivilEngineers. Preprint 753, October 1968. Figure 2.

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

/ I r'/ /I 8/ ~ 90' 62o / 1004 1000 / / / /

534 62o Test No 1 Test No. 2 Test No. 3 Test No. 4 Ficurr.t. /itarcd rm rrsr res uirr ar Trinirv Clear Crrcki.

~Sr io Ai 0 6:S 2 Oro 0.5 5rsltrtcne tterrorlttVo it root uteri) Ortper Norr Ates 4

Sock aooeirs Rhtorr t 60XO 6 Ororite [veo rnS 0100 C r ordrrrrle ttorrison Figure 6. (Aftcr Phillipsj. Load distribution along an C460 anchorage assuming AL fs bsrgc. io Sonrtstooe D O i torrent i Rhtrtrle cs ) i el nlee 30000 f'<k<<* 0 Q1 Q2 Q3 Ol Oesi6n to 06

~ 0.1 EA soli) poco~

so EA 0 N GZ OJ 06 OS Deflecticn in inches j Figure 4. (Aftcr Saliman dr Schacfer Currecantl-midway transmission line f ~ 10.0 6SIS, E Arto Ae0,5 I A ~ CLS5 Figurc 7. (After Coatcs and Yuj. Load distribution along an anchorage. As 0.1 d AI Oar F'rtn r .e. l 1 ft<'r lieu Lcs and Erarrs j 71rc lrctiurlstress rllrbrr'artrlvr rrlvrrg all vv lrvf .
e 1m . 2m 3 1e 2 3 ~ 4 10 FT. 2 s 6 B 10 F1. 2 Distribution of skin friction alon fixed anchor le th Type AC - Diameter ~ 120 was Length ~ 5.9 m Type AL - Diameter ~ 120 mme Length ~ 11.0 m Figure 8. (Afser Berardi/. Distribution ofskin frie(ion aiong fired anchor iengsh.

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Post-Tensioning Manual POST-TENSIONING g INSTITUTE

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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 Round (dia.) 10'/2 13 16 18'/2 20 22 23'/2 26 (inches) Square 9'/4 11'/2 14'/2 171/2 191/2 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) 41/2 51/2 6'/2 7 7'/2 Fixed Rock Anchor Head Diameter (inches) 31/4 32/4 4'14 42/4 5'/4 52/4 6'/4 6%

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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 the horizontal. 5'elow 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
' TENTATIVE ~ ". '.. QI;:;-; "..'i;>ATIONS COMMENTARY 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 gM allowance for time, dependent losses. hCP 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- In order to better define a soil as cohesive or erally defined as composed of material more noncohesive it is necessary to know the percent-than half of which is smaller than the No. age of fines and also to know the Atterberg limits 200 size sieve. of soils containing more than 12 percent fines. 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. 4 3 ROCK ANCHORS 4 3.1 Description A prestressed rock anchor is a high strength Ptlg,q II@())~

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TENTATIVE RECOMMENDATIONS COMMENTARY 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.

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.

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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 ENTATIVE R ECOMMENDATIONS COMMENTARY

b. Proof loading of every anchor of not less than The duration of the proof loadingis usually 115 percent of its, transfer (lock-off) force. up to 15 minutes, in which case, the prestressing During the proof loading operation, the pre- force is held by the jack. If longer duration is stressing force shall not be more than 80 per- required, it is recommended to transfer the force cent of the guaranteed ultimate tensile to the anchorage and remove the jack.

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.

Typical Bond Stresses for Rock Anchors Ultimate Bond Stresses Between Rock and Anchor-Grout Plug Type Sound, Nondecayed Granite & Basalt 250 PS I 450 PSI For small load strand anchors (such as single Dolomitic Limestone 200 PSI 300 PSI strand) the bond between grout and strand might Soft Limestone" 150 PSI 220 PSI govern. The bond capacity between grout and Slates & Hard Shales 120 PS I 200 PS I strandis about 450 psi. Soft Shales" 30 PSI 120 PS I Sandstone 120 PS I 250 PS I Concrete 200 PSI 400 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- Core drilling, rotary drilling and percussion eter, depth, line, and tolerance as specified by the. drilling may be employed as the conditions war-engineer. The hole shall be drilled so that its rant Core drilling is generally slower and less diameter is not more than 1/8 inch smaller than economical. the specified-diam ter. 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 Holes are water tested to insure limited grout tested for watertightness, if specified by the loss for proper anchoring of the tendon, and to Engineer. When specified, the entire hole shall be insure corrosion protection by limiting loss of tested for watertightness by filling it with water either anchor grout or secondary grout. Con-and subjecting it to a pressure of 5 psi. If the sistency of consolidation grout depends on the leakage rate from the hole over a period of 10 results of the water test. Should the water test minutes exceeds 0.001 gallons per inch diameter indicate a high volume of leakage in the hole, a per foot of depth per minute, the hole should be stiff consolidation grout should be used, such as, consolidation grouted, redrilled and retested. a maximum of five gallons water per sack of 170-
TENTATlVE RECOMMENDATIONS COMMENTARY hould the second watertightness test fail, the en- cement. Should the water test indicate a low ire process should be repeated. volume of leakage, a very lean consolidation grout Holes adjacent to a hole being tested for should be used, such as eight gallons of water per watertightness shall be observed during the test so sack of cement. that any inter-hole connection can be more easily It is normal practice to redrill a consolidation detected. 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 A light coating of rust on the anchor material field fabricated in accordance with approved de- is normal and will not affect the ability of the tails, using personnel trained and qualified in this anchor to perform its function. Heavy corrosion type of work. or pitting should be cause for rejection of the Anchors shall be free of dirt, detrimental rust anchor. or any other deleterious substance. The sheathing material can be either steel, Anchors shall be handled and protected prior plastic or any other material nonNetrimental to to installation in such a manner as to avoid cor- the high strength prestressing steel. 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
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 Centering devices are normally provided at length of the anchor is centrally located in the about 10 ft. centers throughout the bond length. 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- It should be recognized that water separation cordance with Section 3.2 (pages 143 to 149.) or bleed creates a layer of water at the top of any and in accordance with the recommendations of grouting stage. For strand tendons where bleedis the manufacturer. more pronounced, bleed water could be over 6 Primary grout of the proper consistency shall percent of the vertical height of the tendon. be pumped into the anchor hole through a grout Chemical additives are available that will control pipe provided for that purpose until the hole is the bleed. Collodial (high energy) grout mixers filled to the top of the anchorage zone. The grout will reduce this phenomenon. In the case of two shall always be injected at the lowest point of the stage grouting, it is normal procedure to fill the bond length. void caused by bleed water at the top of the Provisions shall be made for determining the second stage by regrouting after the second stage level of the top of the primary grout to assure grout has set. adequate anchorage. In the case of sheathed anchors, the first stage After grouting, the tendon shall remain un- grouting covers the full length of the anchor be-disturbed until the necessary strength has been tween the sheathing and the periphery of the obtained. hole, and may fill the space between the sheath-The following data concerning the grouting ing and tendon throughout the bond length. operation shall be recorded: Second stage grouting may be used to fill the Type of Mixer space between the sheathing and the tendon Water/Cement Ratio throughout the stressing length or throughout the Types of Additives entire anchor length. Grout Pressure For sheathed anchors, consideration should Type of Cement be given to force transfer through the groutin the Strength Test Samples annulus around the stressing length. Volume of first and second stage grout 4.3.7 Stressing Stressing shall generally be accomplished in Stressing is normally carried out seven days accordance with the provisions of Section 6.3.4. after grouting for Type I or Type II cements and The anchor shall be first stressed to an initial three days after grouting for Type IIIcement. At load of about 10 percent of the test load, which is these times, grout with a water-cement ratio of the starting point for elongation measurements. 0.45 will have a compressive strength of about 172
/ TENTATIVE RECOMMENDATIONS COMMENTARY Immediately thereafter, the anchor shall be 3500 psi. stressed to the proof load and elongation is to be Movements of the bearing plate in excess of recorded. The magnitude of the proof load is to 5 inch shall be takeninto consideration in com-be determined by the engineer. If measured and paring measured and theoretical elongations. For calculated elongations disagree by more than 10 temporary rock anchors, elongation measure-percent, an investigation shall be made to deter- ments are not usually required. mine the source of the discrepancy. Usually, the proof load is specified as 115 When the above requirements are met, the percent to 150 percent of the transfer load. The anchor force shall be lowered and anchored at the proof loading of anchors is part of the stressing transfer load. This load may be verified by a lift- operation and occursjust prior to load transfer. off test and recorded, if required by the Engineer. 4.3.8 Testing The stressing anchorages shall be capable of if The lift-off, required, is usually done on a lift-off during the period of installation, in order random basis. The Engineer is to determine the to check the force. percentage of tendons tested. Meaningful lift-offs The lift-off test, if any, is to be specified by can be taken as soon as 24 hrs. after the anchoris the Engineer. Allowances shall be made for time stressed. It is poor practice to require that the dependent losses when comparing the lift-off jack be left on an anchor since thejack bleeds off force with the previous transfer load. 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 lichen in rock where there is no apparent dan-anchors shall be based on the intended service life ger of corrosive attacks, temporary anchors with a of the anchor, and on the corrosion potential of service life up to 3 years are sometimesinstalled the environment in which the anchor is to be in- with no corrosion protection along the stressing stalled. For wedge-type post-tensioning systems, length. However, normal practice for temporary protection shall be applied to the anchor head anchors requires use of a ferrous metal or suitable and wedge holes prior to insertion of wedges and plastic sheathing covering the stressing length to stressing of tendons. Corrosion protection of tem- keep the prestressing steel dry and protectit from porary anchors shall be inspected and maintained contact with the surrounding rock. A watertight throughout the service life of the anchor. 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- Centering devices are normally provided at ter the tendon in the hole throughout the bond about 10 ft. centers throughout the bond length. length to insure adequate cover. 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 R2iGMlviEiiDAi'IONS COMMENTARY 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 A "lost point" on the bottom end of the cas-this type of anchor a 3" to 6" diameter cas- ing is used in this method. The point remainsin ing is either drilled or driven into the ground the ground during and after casing withdrawal.

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- For large diameter holes, augered anchor pendent on the soil conditions and upon the'type bond stresses in the bond length are normally of anchor used. Use of test anchors to determine about 10 'psi although there can be a wide varia-175
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TENTATIV E R ECOMMENDATIONS COMMENTARY the necessary bond length is strongly recommend- fion in this figure. Itis not practical to give typi. ed for augered anchors and is essential for pres- cal bond stress values for pressure bulb type soil sure bulb type soil anchors. 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. Minimum stressing lengths of 20 to 25 ft. are The minimum stressing lengths recommended 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 Augered holes are the fastest method of drill. inches in diameter and lengths may be as much as ing a soil anchor. 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. 4.4.3.2 Pressure Grouted Anchors Pressure grouted anchors are installed by Ramming is usually only employed in fairly Qi either ramming a casing with a detachable point loose sands and gravels. using an air track, or by augering a small hole with a hollow stem continuous flight auger. 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 A light coating of rust on the anchor material field fabricated in accordance with approved de- is normal and will not affect the ability of the tails, using personnel trained and qualified in this anchor to perform its function. Heavy corrosion type of work. or pitting should be cause for rejection of the Anchors shall be free of dirt, detrimental rust anchor. or any other deleterious substance. Anchors shall Spacers are normally provided at about 5 ft. be handled and protected prior to installation in centers in the bond length of augered anchors. such a manner as to avoid corrosion and physical The sheathing material can be either steel, damage. plastic or any other material nonNetrimental to Anchors may be either sheathed or un- the pres tressing steel. sheathed. 4A.5 insertion and Anchor Grouting 4.4.5.1 Augered or Belled Anchors Soil anchors are manually inserted in augered 178 II

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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- Itis common practice to withdraw the casing ing and driven.to its final position with the casing, and continue pumping grout at pressures high or the tendon may be inserted after the casing is enough to result in a grout requirement of one driven. Grout, under pressure, is pumped into the bag of cement per foot of hole. However, the sealed casing as the casing is withdrawn from the grout requirement depends greatly on the hole hole by means of hydraulic jacks. After the casing diameter, and the permeability and density of the has been withdrawn from the bond length, pres- soil. sure grouting is discontinued and the casing may be withdrawn. 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. C. Upward Sloped Soil Anchors Pressure type soil anchors may be installed on Oi 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 IIIcement. 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- Lift-offtests are sometimes performed on se-quire more testing than rock anchors since co- lected anchors; these may be of 8-hour duration hesive soils may creep under sustained load. Con- in the case of granular soils, but 24-hour duration tinuous monitoring systems may be employed may be called for on anchors in cohesive soils. when specified by the Engineer. The average monitoring system consists of a load cell placed behind the stressing anchorage. 4.4.8 Corrosion Protection This load cell has SR4 strain gauges installed on Measures to provide corrosion protection for it, and the results can be directly read o'n a IVheat. soil anchors vary depending on whether the an- stone bridge. A separate payment item should be chor is intended for temporary or permanent use. set up for monitoring. 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. 180
0

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iA FRANE IS AMOUNTED GN 7HE TsP BASE 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~ 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

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THIS TEST PROVED THAT THE THREADS NAY BE SUBJECTED GREATER THAN'HE TU ~ T S GF THE TENDON WITHOUT UNDUE ELASTIC TG A LOAD 20 PERCENT '..

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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

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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 July 20, 1966 aericooie "-) J 0 4 0 P tl T, R Y C 8 0 0 R I f 0 h, I h C ~ i.r ~ D~ w~ C G..aber .a>> Gila art AI!So e io 1 P.O. "=o: 1-'r98 CgP t .w issC s i>> gas c"v' Ra"din0, Pa"" ylv n'" 10630

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" vawi"g "nd cc=-ant'ng 's o " of the office this weal:, i heva t"ke" "'.". l=barty 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" x'zox ation.

( Zn tne design of this ccupler, we have used the follow ng values for loads end stressing: a" 'weble tensile stress . n C1018 steel -- 26.4 ksi el lGwaola lo c on th"e ds in C10'8 steal = 1.55 kips on each

'ncn of thread -easurad on the 0.D.

e

. 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"

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APPENDIX 5A PITTSBURGH TESTING LABORATORY REPORTS 5A-1'
RTT-'"'=:U::~LCH T:=GTI)"-3G L WBORATORY CSTAMISHLD I ~ SI

,Q '=I-::.'I P1TTGBURGHI PA.

AS

llVTUAL tao>>

Alit TUSH!IT".D TlOH TO CLICHTSe THt rVLLto AHD OVSstl Vase ALL Srroava l COHrlDTHTIAL Faornfv or CI.!..ITS ~ AHD AVTHOS!tATIOH AS a AHO rail SUSLICATIOH O. STATtllgHTS~ COHCLVSI HS OII t .t.CT1 rlloll Oll l!CCAIIDIHO

~ OUll lltroaTS IS $ 11rkvao rtHDIHO OUll WAITTCH ArraovAI LABORATORY NO. Q~CQOQ Fw-.M 29~ X~~v7 ORDER N4.

CLIENT's No. PQ 1QO$ 9 21yllg~3 RE< ORr 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 cGGc Qto 'EQ33 PXQcQ iQ cccazt" ~co H &~ 0 h DX'~L3 6~IX 1 dQ 1/'3/~7. h, concrete aIz d o~.,v, ro~~m".cLg has, ha"a plate ed tv=pnt: ezra su~~itted for f-arico-t&n oc She concrete boas plaCe. The folloukxg corcrete prop rties m ro recorded. C~ Itllgvg mg r ZSZ08 Tgg. m. TD. Type III PortlexB C~ nt 611 3.bs. Dravo Corp. Siliceous Sand PBX8 C-33 1240 lbs S.S D. Bravo Corp. Siliceous Gravel 1" Sim 1850 lbs. S.S.D; Vster 300 1bs. Sluap 4 Laches Gate of Testfa Birch 8, 1M7 Birch 8D 1967 28.27 28.27 I .. CCQ'RESSXVE SX~';O'ZHS Sectional Ares Cashing Load CrmhfLng Strength b 92,000 81,000 PSX 3250 2870 Age

~Ca 2

2 a 3080 Average March 9, 1967 28.27 115,000 4070 3 March 9, 1967 28.27 120,000 4240 3 4150 Average P~ch 10, 1967 20.27 124,000 4390

~ch 10, H67 28a27 L~1,000 4280 4340 Ave"-age 5A-2

gSTlRO PITTS BU RGH TESTING LABORATORY C CSTASLISHCD IS ~ I I S O PlTTSBURGH, PA. lS AS A NUTUAL fROTCCTIDN TO CLICHTS THC fUSLIC AHD OURSCLVCS, ALL RCSORTS 4~ ARC SVSHITTCD AS THC COHI'IDCHTIAL fltOfCIITY Of CLICHTS, AND AUTHORIZATION

+~ St f f Olt I'U ~ LICATIOH Of STATCMCHTS. CONCLUSIONS OR CXTRACTS RON DR RCOARDINO ~aSARO<+ f OUR RCfORTS IS RC ~ CRYCD CHDIHO OVR WRITTCH AffROYAL LABORATORY No. Q~C9QQS Hach 29, 1967 ORDER Nv.

cuENTs No. 21N 3 REPORT 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. the third cycle, dial gage readings cere recorded on3y Lp to Oa 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 cmeresskve or a~y~~s$ ve,

~v dasSon. N so ~~t xmasmc=its, either 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

/

5TIA'g PITTSBURGH .TESTING LABORATORY I CSTASLISHCO ISSI S O D PITTS8URGH, PA. vS IT

'O AS A KUTV*L ~ ROTCCTIOH 'TO CLICNTS, THC RUSLIC AHO OURSCLVC ~, ALL RCSORTS 4/y +g S ARC SVSKITTCO AS THC COHI'IOCNTIAL I'ROSCRTT OR CLICNTS, ANO AUTHORICATIOH C SOR SUSLICATION OR STATCKCNTS, CONCLUSIONS OR CXTRACTS FROK OR RCCAROIHO ~+SANO <+ OVR RCPORT ~ I ~ RCSCRVCO JCHOIHO OVR WRITTCN API'ROVAL.

LABORATORY No. 6524@8 Yeech 29, 1967 oRDER No PQ 10619 cuENT's vo 21TL14 3 REPORT LC49 W~D~ATX03 M~UM"RES O F 000 000 ~ 009, .8$ SMO Ml) oQQO -.COL F 000 ~ 092 001 -000 212,0A 002 .001 ~ 005 ~ 004 -.001 316,000 -.002 F002 ~ 009 .M5 -.004

~IO OG30 " 003 .M2 .011 .007 - 007 530,6t!0 00@ 003 .013 ~ 009 -.CQ9 635,009 -.005 F 004 .015 ~ 011 - s010 742,600 -.096 .004 010 .013 -.OQ 636,000 -.005 F 004 ~ ~ 017 .0? > - 013 $ 30,000 - SM5 004 016 .012 -.013 &~6,ceo -.ON F 094 .015 .011 - 012 318,009 ~At) .093 014 .OM -.012 2XC),QCQ 0+ 003 ~ 012 .008 -.OlR 105,MQ - 003 ~ M2 F 009 .005 012 0 -600 F 900 .M3 ~ 002 -.002 BLOOPÃ 2nd Loadie=

0 ~ 000 000 ~ GOO ,009 -.002 lS,CM -.002 ~ OOK .OQS .003 -.007 2XR,CGQ - 093 OOR 094 .094 -.009 318,000 -.QC4 M3 .099 .OQS -.011 424,6M - 005 ~ 093 ~ 019 .007 ~ DQ

-.005 ~ 003 012 .003 -.OD 636,0& - 035 .CPA] ~ 013 .OXQ 014 742,0M <<CM> ~ CW ~ 015 ~ 011 -.915 636,099 --006 ~ 094 ~ ON .010 ~ QLk5 $ 30,090 - OQS .094 013 OiO .014 424,OOO .003S 012 ~ 0085 -.013 318,8QQ - M5 603 911 .M7$ -sOXR5 2D,Q~O 0 A~l 003 .MI9 005 - 01XS 105 QGO ~ soi~3 .COP.'000 ~ M5 ".DlO 0 .QX ~ OR/ ~ Q.)Q -.002 5A-4

0 ( 4T C 4l ROTI g P r, p PITTSBURGH TESTING LABORATORY

'IH 407 RCV.

S 0D CSTASLI ~ HEO I ~ SI 0 PITTSBURGH, PA. AS A HUTUAL tAOTCCTION TO CLIENTS ~ THC tUSLIC AHD OVASCLVCSo ALL IIESOCTS Ci+4C 4 + AIIE SVSNITTCD AS THC COHfIDCHTIAL tlIOI'CATV Of CLIENTS, AND AVTHOIIICATION fwsAxOO~ fOll I'VSLICATIOKOf STATCKCNTS, CONCLUSIONS OII CXTN*CTS fAON Oll IICOAIIDIHD OVII NCtOIITS IS CESCNVCD tCHDIHO OVII WRITTEN AttlIOVAL, LABQRATQRY Na. 652408 r Naxch 29 ~ 1967 cLIENT S 21>114-3 QRDER No. PQw 18yilg Ncs. REPORT LOAO DW092fATIOB %MS!BPKHTS 3rd Lcmdi 0 F 000 ~ 000 ~ 009 .000 ~ M2 MS,ctN i003 .092 ~ 004 ~ 003 -,099 212,000 o004 s002 ~ 007 ~ OWS - 011 318,000 - 004 o003 .009 .096 ~ 012 424,000 s005 ~ 003 ~ 011 .007 - s013 530,0M .006 c 635,000 742,OM s006

~ 007 s0035 o004 ~ 004 ~ 012 ~ 013$ ~ 01$

S0085

.010 .011 ~ 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 '3D wi'ie Tewotow. Vi.( i'ma" e. St."a~el.4 lOGO ~ Ov'i st'(8 .since Fo Ycc il i'ti'aL F'once. F le&L Folc8. $g Y Porc e For Base pLo Le. ool l8'h." ~ 2GB D" ( i cf 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, ~CS QQ YLC'L Ot ~t O~: Thg. >~Ct'r!'< mL~+t. c=

t 0 %+t siz e (see l3 ) is i~ accord a~ ce V it@ <he RC l - CCd VaC~L 'rG~=-~t Q hl 8 o> as usmc! cv f~i's Prr j ec i. XN 5A-7
) BADE P LA-l E TEST r S 6 n To verdi'fy Ll e Aoleqv acti o(-'La(e. (D el iolaus esz avgl pLa<e. - Hc Le~i'aL Q7 LQ 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, g3),' tg I/ a g3/~II 2 ja" QIg I)2 23/y" H." Ba ~epl.a%~ Tru~'~ PE I-I: O g'll,

=

R,lw fOr Ct29t Conc r= tg Ster 4 g] iglI 2'-4-" 2'- l"" 2" ELevc'kiov S 4l(Q I-Co< ceca~ OM f:~ V~ ~00psi PLan 5A-8

~~t~ \AIEH&el~~CI%5% RSCVRCl%

2 ) A!opL>cd L'i 0'A o f Lo&ol P 6 U I TPS'LNC~<IA~ C!'OKI,~~~1 0 yak.'A'L9Kh ('7 67 Shim 0 od 8'1~" Q) COnCrQt &- Gas pl.aQ 0 Stra~q<g 6 V) F ~

~)~ I+000psl Concrete Slav ot 0 (5

0

~

9, Tes'irnocki'~e Table a) App!~/ Loact in increnne< ts o'f H"; lOG ~: to 742 max. g

4) Release Load in ingres>>ends of lOZ! 4p 2~~. g:

c) Repeat a) c>>d b) Qli

~

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 WQ I-Qodn Loco' i>>ore~went o{- a~i, h) ~c). C 0 i I far Cracks ) 5A-9
g) Defoe)~iaLi'on - Heas>rav~enkS 6 Th@ iv sit'u)~8nt:uk)o~w is skOUA onL/ fee, Y'8aM) YBC~ YE&Ot),")QS, 0 go )')[uSt.yang 1GP gt Q Cop C)""-'~ Stc>> (i W v) r~ Bas pLate. 0 c" 0

~1 V

0~ r i~ PLAN Pro(ze DiaL- ~dica~ 0'eS Fl)(cp, SUpfM> a.s

, ko'ioL) f~<oi.oL)

ELEvATIGN 5A-10

'R f 4I~

Cw O~ cl uQ C~
otiose TeS4 Res~ Lt S V a) oberv g f Concrete Stoic(

) I: iS O~ I: l<~ P Q4 &5 %Bah the Cga Cr'Ck< C')

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 L'. to cLase .after rewove'vg of the Lead, 0I-0 SpaLLl>g of the timbrel vfovc eol (avlH D 0 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') w(g P recovery duvincl unLoadincl, 0 iN The a~auv4 of t4e clef crv at<ov ~CA>L,t fg~@~6 ~ tC b8 dGt.8r r-~i'~QGJ

( ts Up Lc te.v. (r cx. Iteadi'net '/tc" ) C X q

~

5A-11
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 I Clnr Ling u p i~chl't"Q L M~ gf.esivc b L8 m~gv~ ~ beuri wc~ tY'QSS Oti&tY>4lit l O>a. 0

8) CGnCYQKQ N1X.

0 See GktaCLB ch Letter )YO~ P achene L l-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 g fgC'n$ Qy L49,hn +OC'I) > f 0v w e.ol. a,l uP x% 5A-12

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
l07 RC T, 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. ~i ol Lf9 <<V TPC 1 L?l 'w<< ORDER No. 2L, '343. D3-3. '. REPORT

~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) '. Ho cap l lf 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 b vv' o )PI 0 Qnihc a> $ I 1~ g'lr) rd PCQv 1 Oi Q t~'v'+ gsg'Q 2't)" . 'Vii r ~ iI ~ Ii i rilwn

~

5A-14
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 reS AMOS. FOR I'USLICATIOH Ol'TATCHCHTS, CONCLUSIDHS Olt CXTRACTS fltOH Olt IICCAIIDINO OUlt ltCPOltTS I ~ RCSCIIVCD PCHDIHD OUlt WRITTCH APPIIOVAL. r LABORATORY No. vL.r r

.~

CLIENTrS NO. ':.. I'.>;:.:-.- . l>> '? ORDER No. REPORT

<<rr>>%>>r ~ 4>>>> err A>>>>1 i A'ter>>>>rb r>> rrr prr >>Ar %A ~ \'\ 4.~ ~ ~ ?8 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'.. Ti) I I. 4 LT ' ',A ~ Ie CI6tL'OXubi 6, f.(H'!AI >>st v <<A as a 'L:Cd aaCV~+ ~,2M,C>)9 Xbl;. QQ CiPg",i.'Ca?L tiI.'.FDIC';IN'",l.XODG ( r>>r tl Qrr l P 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~Ih ) 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 NIACHINEPEP DPA WING '7O-PT-IA l APPl. Y'OMPh~ESSION TO DESICNATED DAD (SEE TA8lE 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

//fACg/AfE bfAP'IMI/M Rh'7'-8-G vo-eT-(

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Z-/ LO/t/6 'iill::5 - s-/4 LOAN SH/M

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i-P<<IONG SNM A@CA'OR'EAD ClhfD AOAPTcR / CR goPT-I 8dsF P(ATC FOR TESTS 70 PT/ 'll/-PEA-OTE: CPAIIIGE lAf SERIALS 70 8EAPPiiED MADE BY P,A7 OAT j l0- II- t'.4 MC JAN 0 0 ICS semi REt,iSiOe . CUBTOMElt 0 S C I H T 8 Y ~ 8 S 0 H i 5 0 N, ~ H C, Vo-P7-ix.ZA Ao
J r

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Q W;(

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I~ I

~Col~ ~ J l ~J gNp~~'Ip~ ~~ pi "~>> +4~A! =:Ot ~ ~l t-~" 4~n

90 W<eE p~ztg g,C t '~~ > Ptb i~g j)~x i~ Tlh P CGA TEA 'THROVCM,5P~Ct if<<,S Stte~~f

'Clt-L.

r j'c.~o A~ o t4c Xa~

~~ - tC <s, SHawQ ~QT7'AV H'EAD SEA g/Qg gggpggg OClLI 'AOl E, QI. L>>-

CH A, a rJd,g

~ '1 r Dern,a " i.

Talc:~ V4lP.e Hat F Pr Z.zt J K~-I,C~ 3o ~tRE. A~)cHDc~ HE.Ao 4 Son, lac.

&hXag.l K' I!.Is dre~nd hes not hda<<pabltsheC, il rs t!." <t:eeperty of Joseph T. Hymen lr is tent ro Ihe rerrptent for nis confident: ~ I usr oely, arrl econ the rsrndt!ions end ygn~gants L(4$ 5qOJ4 lip, PCJ>t.>C>

toiwng. In consrderetro<<ol the teen or !hi drsrrtn"..!hn n.ripienl prrmes or specs and lo reyodwed, teptec. teat @Unwise rerum rl vpon reevcst, ano tbel rl s.".e!I oot bc 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. HEhg <PT,.;~~ MAPK BT PATE L (GC -( (g nre rncooroe Jor ~ e ~ w r <<ra<<oos n <<os ~ ceo CUSTOMEyt

+gG "ftCy et

NC rA C 0 0 IC5 ADAPT'OC< ii' J 0 S C P H T IO V C II ~ 0 00 L 0 0 N ~ N C ~ custodian
~ 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 MC 1A C OOIC5 ru8E Sw MS J 0 5 C ~ H T II Y II S 0 I4 1 0 H, I N C, 90- P7-7S S IC c-o~ rzsT OW V
SEC. A-A 0-'4 I

/IQ TERA L: Pixel: E H'FP 2%0 c MAOE ST Wh7 l OQTK J 0 5 P H C R S 0 N k S 0 H H C ~C fA( 0 dlC8 8 le SKATE ~Oh'ED/

C 1 ~ OAR Y
EST IHg PITTSBU RGH TESTING LABORATORY

~

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 I'Rs ANOC+ FQR SUSLICATIOH Ol'TATCHCNTS, CONCLUSIONS OR CCTRAC'TS TRON OR RCOARDIHO OVR RCSORTS IS RCSCRVCD SCHDINC OVR WRITTCH APRROVAL, LABORATORY No. 6~2438 Z- .o-..o Zv, 3.'Acb ORDER No,. Ch-9583 cuENT s No 21l3L<13';1-6{} REPORT Report of: Load Tests of Co pier and Adapter 90-11 Rcport to: Joseph T. Ryerson 6 Son, Inc.

p. 0. Doz 8000-A Chicago, Xllinois, 60880 Attention~ Nr M. A. Corson 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, QQa 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 difficult:y.

The results of these tests are es follows: Load Lbs. Remarlco 742,009 Lod to edaptor Hard turn easily.

&Captor to coupler Hand turn eas>> ly.

848,000 Rod Co adsptor Hand turn eao'ly. Adaptor to coupler Hand turn easily. 954,000 Bod to adoptor H'ad turn easily Maptor to coupler Hand. turn easily. 5A-23
gy 51I IIg TESTING LABORATORY

<+.'ITTSBURGH 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 9S PRO OUR REPORTS IS RESERVED I'ENDING OVR WRITTEN APPROVAL LABORATORY No.

~ th ~ ri ~ '\ F' ORDER NCI.

CLI E NT'S N 0. REPORT l"a

~K T I ~ Ja! ~ ~

k x,e";,~,o"o B9".C CO 82I D<OZ Tk BITL'IC')vIPrj tT.T:. t'C 8'tS".'k ACAEIfatQL'.O CO:tPXCZ c')CD, C'ilHT.J.P A gi )i I '

<<4 r1I ~ ~4 FtpI"I O'V'LF ~'-0 p"fe'."o" ifQn@ 1".1T.VQ S dC;pC;0X'O eo::o.'I.e= ;.JR>>1 I t:GK'il 1,2QC,GQO tFCd CC~ a.~a;~to=. gP.QG~ tv:+n 8;Tf) I JTr ~

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)t4 COt3PLF ~g.F Ao F'Z~SggE,~~png ~ 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<

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s4m Vr K BY i OAT K 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/' A ~" 1LA If%~~~ 18el 'ALE Ol Pv ~ '
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0 YiL':t!~S < IAT PITTSBURGH TESTING LABORATORY

'iS CSTASLISHCD 1441 O.

II~l I 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 RS Cga@ VVII IIXI'OHTS IS IICSCIIVCD CCHDIHO VVII WSITTCH ASI'IIOVAL, Ci '. 5'i LA8ORATORY No. 6 z~G~ ORDER NCI. PG-2>J6L~ cLIENT'> No rtr M/0 6/ 4 REPORT R pert o2: SO V5xe 'Zon.'on Te"t Report to: J0$ 8g?'4 Rp'Orson 6 Son D Xnc ~ P. O. Eo= 8000-Zi CLTicc..eo, X22~~m~s H~ rece9vca a:Iazplo mhf.ch vw8 idantiD~d to.as as 60680'-: 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 bu'ton 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 +me lnstclled 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 ffCXQQt 438tQ to p2ot M~"6 QttacQed cQ v84 PXTXSFURRi CBST..V~Q Ui"QQ"MP~Y c e ~
ULTIMATE STRENG'.EH OP TENDON 1,084,000 POUNDS (PIRS7 WIRE BROKE AT THIS POINT) ELONGATION 4.49 INCHES OR 3.74X 120 MINIMUM GUARANTEED ULTIMATE STRENGTH 1 I 060 ~ 000 POUNDS 108 I 3% ELON ATION MEASURED UNDER LOAD) 96 I QR WIELD STRENGTH 974,000'POUNDS 8 1X ELONGATION (MEASURED UNDER LOAD) Q

~ x$

72 Q %0 5 ,g Q. Lll V Q Ea 60 oQ 48 p Pl Q 00 I 36 l 24

.1X ELONGATION 81l 2" 1 .6 0 II 2 3 6II 4.0 tl 4.4 II 4, 8 II ELONGATION IN 120 INCHES

0 90 VVlPiE TENOON IEG t t The. puv poSC Df kh}s Tes'L s 1 CJ) perh Fy klnat chh Te~ol'c ~, cost st ~oi I Gl 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 > to n eas ~re t4 e h f~r the ~ aLL ovvs 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 Hh 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'.)

I pc U bl~ p~ 5A-31
r />, LGA Q /I C" lvlip, alp,oi(oint ir c) ul ti'wio,t e stre.no~t I

~0 V , a f P 'iri" wive. (see ASTI i- 4.2I )

240 0~6'"si Cr QLnarA&tl&gt ~t.k lmQ4Q StYC~L $ 44 5 6 C (-'IG W i're Ie. dan ~ ~

~D" O,o49oB 2%ii'out - t'0l;"G CcO" 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" (7."

Anti'ci"pate.d Test Res>Lt Vo w i'e loreo k wi LL occ vv he f oir e I: Kine Load o f'OGO ~ i's v eoioheoI. B. E-LGM GAY l,GN Min. 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 WQ OW

( See PC I, proposeol Post- tendai'avii'ng I ioter! QL SP ci'; c -'0 5 ) 5A-32
Thz El,ov chai, i'on i s t.o he rreos+vcc:l C Alovev gv h bzKwee~ Ar cho~- 0 i cc'n 6 s . 1 The. Wive Langt.ln (ov 44e Test'. tan oIov is IO' 0" -+ I20" 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+ PITTSBURGH TESTING LABORATORY II4 r I 0 YI ToN EETADLIEHED I 44 ~ r PITTSBURGH, PA. AE

NUTVAL rAOTECTION TO CLIENTE, THE WELIC AND OUIIEELVEA, ALL NEAONTE AAE EUDNITTED AE TNE COHEIDENTIAL rNOrENTT Or CLIENTE, AND AUTHDAIEATIOH QSAEOC< TOA rU ~ L>CATION OP ETATENEHTE, CDNCLVAIOHA VIII EETNACTE FNDN OE NEDAEDINO VVII NEAOETE I ~ NEAEIIVED PEHDINO OVA WIIITTEH ArrNOTAL, LABORATORY No. 640730 hugust 25, 1966 cIJKNT B No 2LT34 1891-48 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, I1linois 60680 httenthm: Hr. M. h. Corson 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 c 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 Hand turn top of pulling rod. Hand turn bottoci of pulling rod. 1,007,000 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
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 LABORATORY No. 640730 August 25, 1966 cu~ ~ 21~1891<<48 RE POR'F

'RDER No. 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
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