ML20211E225
| ML20211E225 | |
| Person / Time | |
|---|---|
| Site: | Susquehanna  |
| Issue date: | 04/30/1986 |
| From: | Causey M, Karoly J, Kieser W HILTI FASTENING SYSTEMS |
| To: | |
| Shared Package | |
| ML20211E206 | List: |
| References | |
| NUDOCS 8702240268 | |
| Download: ML20211E225 (19) | |
Text
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HILTI KWIK-BOLT CONCRETE EXPANSION ANCHOR TOROUE/ TENSION TEST Performed for DRAVO CONSTRUCTION at SUSQUEHANNA STEAM ELECTRIC STATION in BERWICK, PA on March / April 1986 Test Conducted By: James P. Karoly Michael K. Causey William Kieser HILTI, INC. Test Witnessed By: Frank J. Bleakley U.S. TESTING COMPANY 0702240268 DR 860916 ADOCK 05000387 PDR
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TABLE OF CONTENTS Introduction 1 Objective 1 Test Program 1 Scope 1 Concrete 1 Bolt Description 1 Bolt Materials 1 Test Assembly 2 Testing Procedures 2
- Expansion Bolt Installation 2 Initial Torque / Tension Test 2 Confirmatory Torque / 3 Ultimate Tension Test Test Data Appendix A Reference Information Appendix B i
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1.0 INTRODUCTION
1.1 Objective The objective of the testing was to establish the installation torque range for proper setting and 's the ultimate tension capacity of the HILTI Kwik-Bolt expansion anchor. 2.0 TEST PROGRAM 2.1 Scope I Tests on the HILTI Kwik-Bolt expansion anchors were - performed in 4300 psi concrete. The sizes tested - were 1/4", 3/8", 1/2", S/8", 3/4", 1", 1" super'and
- 1 1/4" bolt diameters.. Anchors tested were standard production bolts. , ,
2.2 Concrete l
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The concrete compressive strength was designed to be 4000 psi at 28 days. The concrete slab was reinforced. 2.3 Bolt Description
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Kwik-Bolt concrete anchors consist of a one piece stud bolt and two separate. wedges. Super Kwik-Bolts consist. of four separate wedges. The' anchor:is made of a steel
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rod threaded at the upper end with Na'tional Course (NC) class 2A threads. A wedge taper is machined on the lower end. The taper diameter increases toward the base of the anchor to produce an expansion action on the wedges. The wedges consist of a split ring element with'a machined shoulder on the inner edge which engages the walls of the hole along with the outer ring edge to provide a double anchorage effort. 2.4 Bolt Materials HILTI Kwik-Bolts anchors sizes 1/4" to 1/2" are manu-factured from AISI llL41 cold drawn steel (ASTM A108), ultimate tensile strength of 105,000 psi and a yield strength of 81,000 psi minimum. Sizes 5/8" through 1 1/4" are manufactured from AISI 1141 cold drawn steel (ASTM A 108) with an ultimate tensile strenth 115,000 psi and a yield strength of 100,000 psi minimum.
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r 4 ., 2.5 Test Assembly The expansion bolts were tensioned using Enerpac 30-ton and 12-ton hydraulic rams and an Enerpac hydraulic
,~ electric pump. A digital pressure gauge was used to f monitor the load pressure. The complete system was calibrated prior to testing. The hydraulic ram was placed directly above the bolt on a tripod and connected to.the_ bolt using a high strength coupling / threaded rod: assembly.
3.0 TESTING PROCEDURES 3.1 Expanb' ion Bolt Installation The holes for the anchor bolt specimens were installed according to Dravo jobsite procedures using HILTI hammer drills and the appropriate HILTI carbide bits. No special effort was used to obtain accuracy in alignment. < 3.2 Initial Torque / Tension Test
- 1. Hole depth was drilled approximately 1/2 inch deeper than the' anchor embedment.
,2. Holes were air blown clean of concrete cuttings, dust and foreign material. .
-3 . Kwik-Bolts were installed to the embedment depth, after initial torque, shown in QCP-3 rev. 5.
'4. Steel plate, washer and nut were installed to a hand tight position.
- 5. Torque (ft. - lbs.) was applied to Kwik-Bolt using
- a manually operated torque wrench. Installation torques are recorded on test data sheets.
- 6. Test assembly was positioned and load was applied
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- until washer movement was detected. The load at this point was recorded and the bolt was then re-torqued to its original installation torque, t'
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3_ 3.3 Confirmatory Torque / Ultimate Tension Test
- 1. Confirmatory tests were performed 14 days after completion of initial tests.
- 2. Torque was applied to be bolt with a torque wrench until the nut began to turn. At this point the torque reading was recorded as the confirmatory torque.
- 3. Test assembly was positioned and load applied to the bolt until washer movement was detected.
The loed at this point is the preload and was recorded as the confirmatory tension.
- 4. Load was then applied to the bolt at a predetermined rate specified by QCP-3 rev. 5 until anchor failure occurred. The failure load was recorded as the ultimate tension load.
4.0 Test Data Appendix A 5.0 Reference Information QCP-3 Rev. 5 (attached) l I
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4 4 TEST REPORT SUSQUEHANNA STEAM ELECTRIC STATION Six Miles East of Berwick, Pennsylvania 1.0 Introduction This report documents the results of pullout tests of HILTI Kwik Bolts and Super Kwik Bolts on April 17, 18, 1986, at the Diesel Generating Facility at the Susquehanna Nuclear Power Plant. This facility is a backup system intended to supply emergency power via diesel generators to operate the nuclear power plant's safety systems in case of an incident leading to a loss of power. This facility is being constructed by the General Contractor, Dravo, Inc. The owner of the plant is Pennsylvania Power and Light Company. The engineer of the project is Gibbs and Hill, Inc. This facility is being constructed under the safety requirements of the Nuclear Regulatory Commission. 2.0 Test Program 2.1 Installation All anchors were installed by Dra'co personnel . using HILTI drills and bits. The installations
- were performed in accordance with acceptable practice. _
2.2 Test Location These tests were performed in a slab of concrete poured specifically for the Kwik Bolt pullout I tests performed by Jim Karoly and Michael Causey on April 7, 8, and 9, 1986. This concrete slab is reinforced, and was poured using the same mix design as used in the Fernanent Generator i Building. The concrete was poured on March 9, l 1986, under the same Quality Program as the permanent facility safety related concrete pours. The compressive strength of the concrete was 4385 psi average at 28 days of age. Attach-ment I is the Quality control Test Peports of the concrete pour with the mix design and sieve l analysis of the sand and rock stockpiles. l l l
Test Report Page 2 Attachment II is the petrographic study of the 3/4 inch coarse aggregate and sand fine aggregate performed for U.S. Testing Company, Inc. Attachment III is the Concrete Material Prequalification by the U.S. Testing Company, Inc. 2.3 Test Equipment Attachment IV is a complete list of the equipment used for this test, including calibration records of the Daytronic 9005 Mainframe. 2.4 Test Personnel The actual pullout tests were performed by Frank Hieronymus, Hilti WEN Senior Technician, and These persons Steve Caruthers, HILTI TMS Manager. also witnessed the bolt installation. 2.5 Witnesses This test was witnessed by Mr. Indra K. Shah, Principal Structural Engineer for Gibbs and Hill, Inc, and Mr. John Swankoski, Senior Project Engineer for Pennsylvania Power and Light Company. 3.0 Test Results Table I gives the complete test results including actual installation variables.
TABLE I ANCilOR TOROUE TURNS OI? EMBEDMENT ULTIMATE DISPLACEMENT FAILURE DIT DIAMETER COMMENTS FT. I.HS . NUT AFTER TORQUE TENSILE LOAD INCIIES MODE KB12-7 50 3 3/4 5.78" 9400 .435 Pullout .516"
\ Kul2-7 KB12-7 50 50 2 1/2 3 1/2 5.68" 5.57" 11,500 8800
.41
.575 Pullout Pullout
.516"
.516" Knl2-7 50 2 1/2 5.54" 9700 .574 Pullout .516" KH12-7 60 2 5.64" 9200 .66 Pullout .516" KRl2-7 50 1 7/8 5.5 9900 .575 Pullout .52" Itole Peamed at 1" Intervals Kill 2-7 50 2 3/4 5.72 9900 .565 Pullout .52" Hole Reamed at 1" Intervals VP12-7 30 2 7/8 5.76 8400 .65 Pullout .52" liole Reared at 1" Intervals Ep34-10 175 6 1/8 6.48 15,300 .5 Pullout .784" Hole Reamed Kn34-10 175 6 6.53 19,600 .45 Pullout .7P4" Hole Reamed
\ Kn34-10 175 6 1/4 6.56 15,750 .485 Pullout .784" Ifole Reamed HD34-10 160 7 6.58 14,500 .36 Pullout .784" Hole Reamed kn34-10 160 7 1/8 6.6 13,500 .425 Pullout .784" llole Reamed Kn34-10 175 51/2 7.57 16,125 46 Pullout .774" Ilole Reamed Kn34-10 195 3 7.64 19,700 .875 Pullout .774" llole Reamed KB34-10 175 3 3/4 7.64 18,500 .36 Pullout .774" Ilole Reamed KH 3 4- 10 175 7 1/8 7.43 14,750 .325 Pullout .784" Hole Reamed KH34-10 175 7 1/8 7.51 12,800 .32 Pullout .784" Ifole Reamed x KD34-10 175 6 1/2 7.32 12,500 .325 Pullout .784" Itole Reamed KH34-10 175 4 1/8 7.59 20,500 .725 Pullout .784" Ilotes were not reamed KB34-10 175 6 3/4 7.51 17,450 .45 Pullout .784" Holes were not reamed Ef534-10 175 5 1/8 7.6 20,750 .675 Pullout .784" Holes were not reamed SKnt-12 350 2 1/8 8.92 31,250 .55 Pullout 1.022" Holes were not teamed j SKnt-12 460 4 7.68 38,250 .45 Pullout 1.022" Holes were not reamed-
/g- f;VH1-12 410 4 8.49 29,750 .36 Pullout 1.022" Holes were not reamed 4
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