INSTALLATION CHARACTERISTICS OF ASTM F1852 TWIST

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FINAL REPORT Phase 1INSTALLATION CHARACTERISTICS OFASTM F1852 TWIST-OFF TYPE TENSION CONTROLSTRUCTURAL BOLT/NUT/WASHER ASSEMBLIESWeiyan TanVladimir V. MaleevPeter C. BirkemoeDepartment of Civil EngineeringUniversity of Toronto TORONTO, ONJune 2005

PREFACEThe evolution of the high strength bolts as alternative fasteners for hot driven rivets has continuedwith the development of sophisticated specialty fasteners and components that assist the user in thedesign, employment and inspection of construction. The tension control or TC twist-off type bolthad been considered an alternative fastener under the Research Council on Structural ConnectionsSpecification until it was covered under ASTM F1852 and later in the RCSC Specification, 2004.Its popularity and broadening usage, particularly in the United States brought forward questionsabout the application of Specification Requirements on the procedures for use, inspection and qualitycontrol of installed tensions for slip critical and pretensioned joints. This research, the second projectfunded by RCSC on these fasteners, is attempting to resolve field practice issues relating to the useof these fasteners and to obtain data on the current characteristics of these fasteners.The current research conducted at the University of Toronto has provided support for one Master ofApplied Science student, Weiyan Tan and the summer support of an undergraduate student,Vladimir Maleev working with Ms. Tan, as a research assistant and later using the data and doingadditional testing as his undergraduate (fourth year) thesis.This research was carried out with direct funding from the Research Council on StructuralConnections and voluntary provision of specimens and services from Walters Inc., Hamilton,Ontario and Tresman Steel Ltd., Brampton, Ontario. Equipment and technical support were, in part,provided by the University of Toronto, Department of Civil Engineering and the inventory ofspecialty apparatus developed over the years with the support of The Natural Sciences andEngineering Research Council of Canada and the Structural Steel Education Foundation of theCanadian Institute of Steel Construction. Test samples were generously provided by various memberproducers and suppliers of structural bolts in Canada and the United States.ii

ABSTRACTINSTALLATION CHARACTERISTICS OFASTM F1852 TWIST-OFF TYPE TENSION CONTROLSTRUCTURAL BOLT/NUT/WASHER ASSEMBLIESWeiyan Tan, Vladimir V. Maleev and Peter C. BirkemoeThe growing use as a popular method of bolt installation of the ASTM F1852 Twist off TensionControl Bolt Assembly as covered in the RCSC Specification for Structural Joints Using ASTMA325 or A490 Bolts has led to issues being raised on the interpretation of the field installationrequirements. The research that is reported here is the culmination of extensive testing of the effectsof variables including field conditions or weather, atmospheric exposure, and installation practice.The goal or this research is to provide information on installation parameters to produce a repeatableinstalled tension in fasteners that meets the level required in the design.Earlier research had shown that bolts placed in the steelwork and left for a period of time, prior tothe final installation to a residual tensile force, experience degradation in the achieved tensile forcethat is attained and this is delay phenomenon forms the principal parameter of concern in thisinvestigation. Other important parameters that were identified are the temperature of and moisturepresent in and around the fastener assembly at the time of final installation, the strength of theassembly and the configuration of the assemblies during atmospheric exposure.The actual lubricant applied to the nut and is only defined in terms of its requirement to be dry to thetouch and by the final performance requirements of the assembly, so several products wereexamined in the study. The results of all parametric variations are discussed and recommendationsfor improved specifications and procedures are made. Special attention is given to cold environmentinstallation as one of the recommended topics for future research.iii

Table of ContentsPREFACE. iiABSTRACT. iiiNOMENCLATURE. xi1. INTRODUCTION.11.1 GENERAL BACKGROUND.11.2EXPERIENCE WITH TWIST-OFF BOLTS .31.3 OBJECTIVES AND SCOPE.51.4 SYNOPSIS OF THE REPORT .72. THEORY AND LITERATURE REVIEW .82.1 BOLT PRETENSIONING METHODS .82.1.12.1.22.1.32.1.42.2Torque Control .8Turn-of-nut Control .14Tension Control .16Stretch Control.18TWIST-OFF TENSION CONTROL RESEARCH.202.2.12.2.2University of Alberta Report (1994).21Virginia Polytechnic Institute and State University Report (2003).232.3 REPORTS ON FIELD STUDIES OF BOLT PRETENSION .242.4SLIP PERFORMANCE.253. BOLT PRETENSION MEASUREMENT METHOD .27b) The technique does not require special handling or modification of the bolt that wouldinfluence the physical parameters of interest;.27c) The measurement technique is portable and compensated for temperature changes. .273.1 BASIC CONCEPT: STRETCH CONTROL METHOD.273.2 BOLT GAGE MEASUREMENT TECHNIQUE.283.3 THEORETICAL ESTIMATE OF BOLT STIFFNESS .293.4 LABORATORY CALIBRATION OF BOLT STIFFNESS .324. EXPERIMENTAL PROGRAM.384.1 BOLT GEOMETRICAL AND MECHANICAL PROPERTIES.394.1.14.1.24.2Bolt Geometrical Properties .40Bolt Mechanical Properties .41INSTALLATION OF ASSEMBLIES WITH VARIABLE THREAD/WASHERCONDITIONS .464.2.14.2.24.2.3Various Treatments to TC Bolt Assemblies .47Test Specimen and Test Apparatus.47Test Procedure for Assemblies with Variable Thread/Washer Conditions .48iv

4.2.4Pretension Results and Test Observations for Various Levels of Lubricant Removal.494.3 DEMONSTRATION PILOT TEST FOR FIELD MEASUREMENT.524.3.14.3.24.3.34.3.4Test Specimen Description .53Pilot Test Category .54Test Procedure for demonstration pilot test for field measurement.55Pretension Results of Bolts Installed in a Structural Connection .554.4 DELAYED INSTALLATION AND RELATED WEATHERING EFFECTS .584.4.14.4.24.4.34.4.44.4.54.5Test Apparatus: 3-plate steel joint .59Test Parameters (delayed installation samples) .61Test Specimen Description .64General Test Procedure .66Results and Discussion of the Tests from the Delayed Installation and RelatedWeathering effects .68SLIP TESTS.864.5.14.5.2Test procedure .87Slip Test Results and Analysis .894.6 ROTATIONAL CAPACITY INVESTIGATION.904.6.14.6.2Observation of Turns during Installation of Twist-off Bolt .914.6.1.2 Experimental Results and Analysis.92Rotational Capacity Test .934.6.2.2 Test Results from Rotational Capacity Test.944.7 REINSTALLATION OF REMOVED BOLTS.954.7.14.7.2Reinstallation Test Procedure .95Results of TC Bolt Reinstallation with Turn-of-Nut Method.954.8 COMPARISON OF BOLT GAGE AND SKIDMORE LOAD RESULTS.974.8.14.8.2Skidmore-Wilhelm Torque-Tension Test.98Skidmore-Wilhelm TC Bolt Twist-off Installation Test.994.8.2.3 Test Procedure for Comparison of Bolt Gage and Skidmore Load Results.1004.8.2.4 Comparison of Bolt Gage and Skidmore tensions .1004.9 BOLT WITH STRAIN GAGES- LOAD VERIFICATION .1024.9.14.9.24.9.34.9.44.9.5Strain Instrumentation .102Experimental Procedure for Load Verification with the Strain Gaged Bolt.103Determination of the Strain Gage Calibration Factor and Bolt Stiffness .105The Skidmore-Wilhelm Calibration Results .106Relaxation Investigation Results and Analysis.1084.10 ELASTIC INTERACTION EFFECT INVESTIGATION.1094.10.1 Test Procedure for Interaction .1104.10.2 Elastic Interaction Effect Observation.1104.11 INVESTIGATION OF BOLT HEAD PREPARATION .1114.11.14.11.24.11.34.11.4Calibrated Tensions for Bolts with Various Amount of Head Material Removal.111Test Procedure for Investigation of Bolt Head Preparation Effect .112Analysis of Test Results and Comparisons .113Examination on Bolt Head Preparation Effect in Skidmore-Wilhelm Calibrator .1154.12 ESTIMATION AND COMPARISON OF THE STIFFNESS OF THE 3- PLATE STEELJOINT AND THE SKIDMORE CALIBRATOR.1164.12.1 Test Procedure for Stiffness Comparison .116v

4.12.2 Test Observation and Stiffness Comparison.1175. CONCLUSIONS AND RECOMMENDATIONS.1205.1SUMMARY.1205.2 CONCLUSIONS AND OBSERVATIONS .1245.2.15.2.2Conclusions and Observations from Preliminary Tests.124Conclusions and Observations from Primary Tests.1255.3 RECOMMENDATIONS.1315.4 RECOMMENDATIONS FOR CONTINUED RESEARCH.132REFERENCES.134vi

List of FiguresFigure 1.1 Shear connection in a bracing member .1Figure 1.2 Typical twist-off bolt assembly (ASTM F1852) .4Figure 3.1 Bolt Gage 3.28Figure 3.2 Bolt tension vs. machine stroke relationship in direct tension .32Figure 3.3 Loading vs. unloading curves for bolt stiffness calibration .33Figure 4.1 Bolt Dimensions .41Figure 4.2 Hardness readings test locations. 42Figure 4.3 Illustration of the Rockwell hardness test .43Figure 4.4 Tensile bolt testing adapter.43Figure 4.5 Tension vs. Elongation (direct tension test) .46Figure 4.6 Picture of prototype 3-plate joint.48Figure 4.7 Installed tension / specified minimum tension for various bolt friction conditions .51Figure 4.8 Comparison of untreated bolt (left) and bolt washed in white vinegar (right).52Figure 4.9 Picture of the connection on University of Toronto Teaching Design Aid Structure .53Figure 4.10 Detail of the TC bolt connection,University of TorontoTeaching Design Aid Structure.54Figure 4.11 Comparison of φ 3/4” x 3 1/4” bolts (A)installed in the connection and in the 3-plate joints.58Figure 4.12 Dimensions of 3-plate joint (unit: in.) .60Figure 4.13 Typical 3-plate joint .60Figure 4.14 Typical weathered sample on the roof.62Figure 4.15 Arrangement of assemblies from test parameter three .63Figure 4.16 Skidmore pre-installation verification.67Figure 4.17 General test procedure for bolt installation in the steel joint.68Figure 4.18 Assemblies with the bolt, nut and washer weathered separately for 2 weeks(Company A) .69Figure 4.19 Assemblies with the bolt, nut and washer weathered separately for 4 weeks(Company A) .69Figure 4.20 Assemblies with the bolt, nut and washer weathered separately for 8 weeks(Company A) .70Figure 4.21 Calibrated tension /specified minimum tensionfor φ 3/4” x 3 1/4” bolts (A) from lot 1 shown as a function of time .74Figure 4.22 Calibrated tension /specified minimum tensionfor φ 3/4” x 3 1/4” bolts (A) from lot 2 shown as a function of time .74Figure 4.23 Calibrated tension /specified minimum tensionfor φ 3/4” x 3 1/4” bolts (A) from lot 2 shown as a function of time .75Figure 4.24 Calibrated tension /specified minimum tensionfor φ 3/4” x 3 1/4” bolts (A) from lot 2 shown as a function of time .77Figure 4.25 Calibrated tension /specified minimum tensionfor φ 3/4” x 3” bolts (B) shown as a function of time .79Figure 4.26 Calibrated tension /specified minimum tensionfor φ 3/4” x 2 3/4” bolts (C) shown as a function of time .80Figure 4.27 Calibrated tension /specified minimum tensionfor φ 3/4” x 2 3/4” bolts (D) shown as a function of time .82Figure 4.28 Installed tension as a function of bolt tensile strength .84vii

Figure 4.29 Wet bolts vs. As-received bolts .85Figure 4.30 Temperature effects on achieved pretension .86Figure 4.31 Graphic Representation of the Compression Slip Test.87Figure 4.32 Slip Test Procedure.88Figure 4.33 Load Displacement Curves for Blast-Cleaned vs. Weathered/ Rusted Specimens.89Figure 4.34 Comparison between twist-off installationand turn-of-nut reinstallation of TC bolts .97Figure 4.35 Skidmore load vs. Bolt Gage elongation for torque- tension loading .98Figure 4.36 Skidmore load vs. calibrated tension from the Bolt Gage.99Figure 4.37 Strain gaged bolt.103Figure 4.38 Comparison of tension results from the Bolt Gage, the strain gages and theSkidmore-Wilhelm calibrator .107Figure 4.39 Relaxation of bolt installed in the 3-plate joint shown as a function of time.109Figure 4.40 Details of the bolt head (φ 3/4” x 3 1/4” bolt from Manufacturer A).112Figure 4.41 Comparison of calibrated stiffness of bolts with various head heights .114Figure 5.1 Frequency distribution of pretensions from Kulak and Birkemoe (1993) fieldstudy of A325 fasteners installed in bridges by the turn-of-nut method.126Figure 5.2 Frequency distribution of pretensions from this study of F1852 twist-off boltsinstalled in simulated steel joints (TORONTO 2005) .127Figure 5.3 Comparison between pretensions from this study and Kulak and Undershute, 1994 .128viii

List of TablesTable 3.1 Bolt stiffness calculation.31Table 3.2 Determination of parameters in bolt stiffness calculation .31Table 3.3 Bolt stiffness laboratory calibration results .36Table 3.4 Comparison between bolt pretension calculation results with two methods .37Table 4.1 Bolt lot information .39Table 4.2 Dimensions of TC bolts .41Table 4.3 Bolt mechanical properties .44Table 4.4 Direct tension test results for bolts with variable grip length .45Table 4.5 Average tension results from Skidmore pre-installation verification.49for various bolt assembly friction conditions.49Table 4.6 Tension results of various threads and washers friction conditions .50Table 4.7 Bolt pretensions for φ 3/4” x 2 1/2” bolts (1 1/4” in grip) in the connection onUniversity of Toronto Teaching Design Aid Structure.56Table 4.8 Bolt pretensions for φ 3/4” x 3 1/4” bolts (2 1/4” in grip) installed in theconnection on UT Teaching Design Aid Structure.57Table 4.9 Plates and bolts numbering scheme .65Table 4.10 Pretensions for φ 3/4” x 3 1/4” bolts (A).71from lot 1 snug- tightened in steel joints .71Table 4.11 Pretensions for φ 3/4” x 3 1/4” bolts (A) from lot 1 in Skidmore .71Table 4.12 Pretensions for φ 3/4” x 3 1/4” bolts (A).72from lot 2 snug- tightened in steel joints .72Table 4.13 Pretensions for φ 3/4” x 3 1/4” bolts (A) from lot 2 in Skidmore .72Table 4.14 Pretensions for φ 3/4” x 3 1/4” bolts (A) from lot 2 loosely placed in steel jointsduring exposure to environment .72Table 4.15 Pretensions for φ 3/4” x 3 1/4” bolts (A) from lot 2,.73initially snug tightened in steel joints and re-snugged before installation.73Table 4.16 Pretensions for φ 3/4” x 3” bolts (B) snug tightened in steel joints .78Table 4.17 Pretensions for φ 3/4” x 3” bolts (B) in Skidmore.78Table 4.18 Pretensions for φ 3/4” x 2 3/4” bolts (C) snug tightened in steel joints .79Table 4.19 Pretensions for φ 3/4” x 2 3/4” bolts (C) in Skidmore .80ix

Table 4.20 Pretensions for φ 3/4” x 2 3/4” bolts (D) snug tightened in steel joints .80Table 4.21 Pretensions for φ 3/4” x 2 3/4” bolts (D) in Skidmore .81Table 4.22 Summary of Slip Test Results .90Table 4.23 Installation of twist-off bolt by turn-of-nut method.92Table 4.24 Results from twist-off installation and turn-of-nut reinstallation .96Table 4.25 Comparison results between calibrated bolt tension and.101the tension from Skidmore-Wilhelm bolt tension calibrator .101Table 4.26 Bolt stiffness calibration for torqued tension in the Skidmore .101Table 4.27 Strain gaged bolt stiffness calibration results .106Table 4.28 Theoretical bolt stiffness variations with different threads in grip.106Table 4.29 Tension results of strain gaged bolt installed in the Skidmore .107Table 4.30 Load relaxation data for bolt installed in the 3-Plate joint .108Table 4.31 Results of interaction effect investigation test.110Table 4.32 Stiffness calibration results of bolts with various head heights.113Table 4.33 Calibrated tension results of bolts with various head heights.114Table 4.34 Grinding effect observation in the Skidmore-Wilhelm calibrator .116Table 4.35 Estimation of the stiffness of the Skidmore and the steel joint .118x

NOMENCLATUREAb body cross-sectional areaAs effective cross-sectional area of threadsβ the half-angle of the threads (30o for UN or ISO threads)D nominal diameterDU multiplier that reflects the ratio of the mean installed bolt pretensionto the specified minimum bolt pretensionE Modulus of elasticityFp preload created in the fastenerHh thickness of the head of the bolt measured from the bottomHn thickness of the nutK nut factor (on the order of 0.2 for high strength structural bolts)Kb the stiffness of the boltKu bolt stiffness obtained from linear regression analysis of unloadingdataK uo average bolt stiffness obtained from linear regression analysis ofcombined unloading data with the best fit line being forced throughthe originks slip coefficientΔL bolt elongationΔLc combined change in length of all sectionsLb body lengthLbe effective body lengthxi

Ls length of exposed threadsLse effective thread lengthNb number of bolts in a jointP pitch of the threadsRn nominal strength (slip resistance) of a slip planern the effective radius of contact between the nut and joint surfacert the effective contact radius of the threadsT tensile preload in the boltTc pretension achieved in steel jointTin torque applied to the fastenerTm specified Minimum Pretension (28 kips)Tu ultimate strength form Direct Tension Testsμ mean slip coefficient for class A, B or C, faying surfaces, asapplicable, or as established by testing in accordance with AppendixA of the RCSC specificationμt the coefficient of friction between nut and bolt threadsμn the coefficient of friction between the face of the nut and the surfaceof the jointY the Y-intercept obtained from the linear regression analysis ofunloading dataxii

1. INTRODUCTION1.1 GENERAL BACKGROUNDBolt pretension is crucial in attaining the desired behavior in many structural connections used insteel construction. The slip critical and pretensioned (slip is not a criterion) connections require thata specified value of pretension be achieved during the installation phase. Specifically, the use of boltpretension improves the behavior of connections subject to impact or cyclic loading, connectionsusing oversized or slotted holes, shear connections proportioned for seismic requirements and allconnections resisting crane loads (CSA S16-01 Standard, 2004). An example of a connection in abracing member is shown in Figure 1.1. Splices in bridge girders, column splices, and tension hangerjoints are additional specific examples.Figure 1.1 Shear connection in a bracing memberIn general, to obtain proper pretension, high strength bolts must be used. The preload is achieve

INSTALLATION CHARACTERISTICS OF ASTM F1852 TWIST-OFF TYPE TENSION CONTROL STRUCTURAL BOLT/NUT/WASHER ASSEMBLIES Weiyan Tan, Vladimir V. Maleev and Peter C. Birkemoe The growing use as a popular method of bolt

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