ENGINEERING RESEARCH INSTITUTE UNIVERSITY( OF MICHIGAN ANN ARBOR FINAL REPORT COMPARATIVE STRENGTH OF BOLTED ASSEMBLIES.ByROBERT B3 iHARRIS Assistant Professor of -Civil, Engineering Project 2231 COMMONWEALTH ASSOCIATES, INC. JACKSON, MICHIGA May, 1954

ACKNOWLEDGEME TS The writer wishes to acknowledge the counsel and assistance rendered. by Professor L. CO Maugh of the Civil Engineering Department throughout the span of this project, Credit~should also be given Mr. Ka Lun Fogg, Mr, Robert A.Baltzer, Mr. Constantin Pavloff, and Mr. Marvin L. Zuidema for their work in conducting tests and preparing data for this report. ii

TABFLE OF CONTENTS DESCRIPTION OF BOLTS 1 STEEL MEMBERS 2 TESTING PROCEDURE 2 DISCUSSION OF TEST RESULTS 4 Double Shear Bearing Tests 4 Double Shear Tests 9 Single Shear Bearing Tests 9 Single Shear Tests 12 CONCLUSIONS 14 APPENDIX 15-57 Laboratory Data Photographs Load-strain Curves iii

ENGINEERING RESEARCH INSTITUTE * UNIVERSITY OF MICHIGAN FINAL REPORT COMPARATIVE STRENGTH OF BOLTED ASSEMBLIES The object of this study was to determine the comparative strength of bolted assemblies constructed of 5/8-inch bolts passing through steel members of 3/8-inch and 3/16-inch thickness, The three types of bolts used varied essentially in their kind of threading, In all phases of the test program, particular emphasis was placed on the comparative strength of the bolts, The study was made on the request of Commonwealth Associates, Inc,, of Jackson, Michigan, as specified in their purchase order No. J5092, dated February 22, 1954, and in accordance with their drawings TS-A72326 sheet 1 and TS-A72326 sheet 2, which specified the kind of test to be made, DESCRIPTION OF BOLTS Three kinds of bolts were used for these comparative tests. One type was taken from existing power transmission towers erected more than 20 years ago, These bolts were 5/8 inch in diameter and were threaded over most of their lengths They had been installed so that there was bearing on the threads; thus, some minor deformations of the thread had occurred during the service of the bolt, Hereafter in this report these bolts will be identified as "Old Tower Bolts". The second type of bolt studied was the Commonwealth Associates, Inc. standard bolt, which is also 5/8 inch in diameter, These bolts are installed in such a manner that bearing takes place on the unthreaded portion of the shank* The principal use for these bolts is in the construction of transmission towers; consequently they will be referred to as "New Tower Bolts" throughout this report. The third type of bolt was a new 5/8-inch-diameter bolt threaded for the full length of the shank and therefore designated in this report as "Full-Threaded Bolts"% These were new bolts, and of course, had bearing on the threads when installed, _________________________________ 1 _____________________

ENGINEERING RESEARCH INSTITUTE ~ UNIVERSITY OF MICHIGAN All three kinds of bolts were galvanized and had square heads with hexagonal nuts, All had rolled threads, STEEL MEMBERS The steel for the members used to load the bolts was cold-rolled bar stock, 1-5/4 inch wide and 3/8 or 3/16 inch thick. This material was used for the tests numbered 1 to 12 inclusive. Three random samples were taken for standard ASTM tension tests (ASTM designation E8-53T, for plate specimens). The results of these tests showed an average ultimate tensile strength of about 97,200 lbs per sq in. and an average elongation of 5,16 percent, Details of these tests are given in Table V of the appendix. For tests 135, 14, and 15 a 2 x 2 x 3/16 structural steel angle was used as the test member. Specimens were cut from each of these angles for standard ASTM tension tests, which showed an average ultimate tensile strength of 59,800 lbs per sq in. and an average yield strength of about 41,700 lbs per sq in, The average elongation was about 27.8 percent* Details of these tests are also given in Table V of the appendix, TESTING PROCEDURE Each type of bolt tested was subjected to two sets of conditions, namely single shear and double shear, Each set was further divided by using both 3/8-inch and 3/16-inch-thick test pieces bearing on the bolt, Figure 1 shows these test assemblies, It will be noted that in the double shear test setup two bolts were used on the gripping side of the splice to insure failure either in the test piece or in the test bolts In addition, when the test piece was 3/16-inch thick.the matching bar was increased in width to 2-1/2 inches, For the same purpose in the single shear test setup, the edge distance on the gripping side was increased at the test bolt from 1 inch to 1-1/2 inches, In both types of test the test piece and its matching bar were 2 feet long and were gripped for about 10 inches from the end by the testing machine The machine used in these tests is a 400,000-pound universal Tinius-Olsen testing machine with electronic controls, located in the Structural Engineering Laboratory of the Civil Engineering Department of the University of Michigan, All tests were made on this machine with the exception of the ASTM standard tension tests used to determine the tensile strength of the steel bars, for which a 120,000-pound mechanically loaded unit versal Riehle testing machine located in the Engineering Mechanics Laboratory _____.______________________ 2 ______,______________________

Machine Chucks Machine Chucks est Piece Test Piece n —f- Test Bolt L^:-3 4 "a^. —Test Bolt L —V N.Ma~chine Chucks Machine Chucks Double Shear Single Shear Test Set-up Test Set- up FIGURE I. 15

ENGINEERING RESEARCH INSTITUTE ~ UNIVERSITY OF MICHIGAN of the Department of Engineering Mechanics of the University of Michigan was used. The speed used in testing on each machine was 0.05 inch per minute. Figures 2 to 7, inclusive, give detailed dimensions of the test bolts and adjacent pieces, The double shear setups are shown in Figures 2, 4, and 6, while the single shear setups are shown in Figures 3, 5, and 7, The tests have been numbered according to the numbers on these figures and where more than one test has been made under the same conditions a letter has been added after the test number, e.go, la, lb, etc. Tests numbered 13a, 14a, and 15a are not included in these diagrams; however, they are similar tc tests 3a, 7a, and 12a, respectively.' Different numbers were assigned because an angle was substituted for the test piece in these instances, Copies of the data taken in the laboratory appear in the appendix, DISCUSSION OF TEST RESULTS Double Shear Bearing Tests Table I compares the strengths of the bolts tested in doubleshear with a 3/16-inch test piece bearing on the bolt, All failures were bearing failures of the 3/16-inch test piece. Breaking loads were higher for the New Tower Bolts than for the Old Tower Bolts; those for the.FullThreaded Bolts were still higher. This increase was only 4.8 percent, however. In bearing unit stress this apparent increase in strength is not so pronounced, being a maximum of 3.61 percent for the Full-Threaded Bolt over the Old Tower Bolto Such variations are not considered abnormal for tests of this type, and it should be kept in mind that these ultimate values far exceed the usually permitted working loads for 5/8-inch bolts, Load-strain curves of these tests and photographs of these failures appear in the appendix, _________________________________ 4 __________________________________

Test Piece a io I1 Bar= 1 - i f)os~I - TEST NO. I TEST NO. 2 Bearing on Shear on Old Tower Bolts Threaded Portion Threaded Portion FIGURE 2 1l " 01, M o Test Piece' -. r 14-. m' i Bar TEST NO. 3 TEST NO. 4 Bearing on Shear on Old Tower Bolts Threaded Portion Threaded Portion FIGURE 3 5

IN -.I'-t 1I TESTS NO. 5 TESTS NO. 6.i~ ~~~~~(. ~ New Tower Bolts Unthreaded Porton Unthreoded Portion FIGURE 4 Test Piece | o ~ I,_ I,,': _ TESTS NO.7 TESTS NO. 8 Bearing On Shear On New Tower Bolts Unthreaded Portion Unthreoded Portion W= IJx Thick Rd. Washer W-I 3x Thick Rd. Washer FIGURE 5

c o I -" ~ C4J Test Piece l1 Bar7 E 4 I ==^ I s 1* TEST NO. 9 TEST NO. 10 Full Threaded Bearing on Shear on Tower Bolts Threaded Portion Threaded Portion FIGURE 6 I 1n0 Test Piece 3. = Bar7 to -VU TEST NO. 12 TEST NO. 11 Full Threaded B Bearing on Shear on Tower Bolts Threaded Portion Threaded Portion FIGURE 7 7

TABLE I DOUBLE SHEAR BEARING TESTS tBecLrin Fai lure Thickness of Test Piece = 0.188 in, All Failures Were Bearing Failures. Test Breaking Bolt Diameter3 Unit Stress at Failure, Test in, Ibs/in,2 Remarks No" Load -lbs Root Full Shear Bearing la 14,450 0,531 0o603 335600 127,500 Old Tower Bolt lb 15,100 0.521 0,612 355400 131,000 " " " cl 16,350 0.523 0.612 38,000 142,000 " "0 Av. 15,500 55,667 133,500 5a 15,000 0.625 24,400 128,000 New Tower Bolt 5b 15,550 0.623 25,100 131,000 " T 5c 16,350 o0625 26 600 139 000 " " Av. 15,567 25,567 132,667 9a 16,100 0.520 0.615 37,900 139,000 Fil-Thne ade dBolt 9b 15,800 0.510 0,618 38,600 156,000 " 9c 16^200 0.527 0.625 37,200 138,000 tf i Av, 16,033 37,900 137,667 8

ENGINEERING RESEARCH INSTITUTE * UNIVERSITY OF MICHIGAN Double Shear Tests The comparative strengths of the bolts in double shear with a 3/8inch test piece bearing on the bolt are shown in Table II. All the bolts tested under these conditions failed in shear, except that of test 6a which failed in bearing, During the tests the edge distance for tests 6b and 6c was increased to 1-1/2 inches to prevent bearing failure as in 6a, Tests 1Cb and lOc also had the edge distance increased for the same reason. The breaking loads in this series were higher in the tests with the New Tower Bolts than in the tests with either the Old Tower Bolts or the Full-Threaded Bolts, Undoubtedly this greater breaking load was due to the difference in the diameter subjected to the action of shear, On a shearing unit stress basis, however, there was good agreement among the tests, with a 4.56-percent increase for the Full-Threaded Bolt (the maximum value) over the New Tower Bolt (the minimum value), Load-strain curves of these tests and photographs of these failures appear in the appendix, Single Shear Bearing Tests Table III shows the comparative strengths of the three types of bolts as subjected to single shear. The 3/16-inch test piece was arranged to bear on the threads of the Old Tower Bolts and the Full-Threaded Bolts, and to bear on the shank of the New Tower Bolts, While these tests were made to determine bearing strength, all the bolts of tests 5, 7, and 12 sheared before the test piece failed in bearing, It was believed that this was due to the fact that cold-rolled steel was used for the test specimens, In order to prove this assumption and to verify these results, tests 153at 14a, and 15a were made using a structural-grade steel angle as the test piece. As noted in the table, test 13a using an Old Tower Bolt failed in shear and test 14a using a New Tower Bolt failed in bearing, Test 15a actually fractured in shear; however, the elongation of the hole was severe, Apparently the strength of one of these bolts through structuralgrade steel of the dimensions indicated is the same in shear as it is in bear ing within the limits of probability. Therefore, it may be concluded that the values obtained using cold-rolled steel are valid for the bolt strength, The occurrence of bearing failure with the New Test Bolt in test 14a can be explained by an examination of the results from tests 7, using the New Tower Bolts as compared to tests 3 and 12, The average breaking load for tests 7 was 12 percent greater than the average of tests 12 which used the Full-Threaded Boltso Tests 3, using the Old Tower Bolts, had only 0.56 percent higher breaking loads than tests 12, however. A survey of the unit _____________________________ 9 _________________

TABLE II DOUBLE SHEAR TESTS S hear Failure Thickness of Test Piece = 0.575 in. All Failures Were Shear Failures except Test 6a. Test Breaking Bolt Diameter, Unit Stress at2Failure, in., lbs/in. Remarks No. Loadlbs Root Full Shear Bearing 2a 20,800 0.550 0,620 43,800 90,000 Old Tower Bolt 2b 20,400 0.539 0.625 44,600 87600 " " 2c 20,850 0.527 0,613 47,800 91 100 " t Av. 20,683 45,400 89,567 6a* 28,500 0.626 46,200 122,000 New Tower Bolt 6b 23,900 0.622 59,500 1035000 " " 6c 29,600 0.626 48,100 127,000 Av 27,333 44,533 117,333 10a 19,950 0.525 0.618 46,000 86,500 Fall-ThreadedBolt O0b 19,650 0o518 0.616 46,oo50 85500 " lOc 19,825 0.517 0.611 47,400 87 100 Av. 19,808 46.6633 86,567 Test Piece for 6a failed in bearing before shear failure of bolt. Some shearing deformation of the bolt. See photograph in appendix, 10

TABLE III SINGLE SHEAR BEARING TESTS ^ ~ 5 Shear Failure Test Pieces Tests 3, 7, and 12 —Cold-rolled steel with thickness = 0.188 in, Tests 13a, i4a, and 15a —Structural Grade 2 x 2 x 3/16 angle. All Failures Were Shear Failures except Test 14a. Breaking Bolt Diameter, Unit Stress at Failure, Test in. lbs/in.2 Remarks No. Load lbs Root Full Shear Bearing 3a* 13,450 0.534 0.624 44,000 114,800 Old Tower Bolt 3b 11,050 0,527 0,615 50,700 95700 " 5c 10,500 0.555 0,621 45,800 88400oo 3d 9,760 0.556 0.622 43,500 85 500 1 Av. 103,70 46,600 89,200 7a 10,800 0.626 35,000 91,800 New Tower Bolt 7b 11,500 0.625 37,500 98,000 t T 7c o0,850 0.626 35,200 92,200 " T 7d 105 619 43 4 00 11 0 I T T Av. 11,550 37,775 98,500 12a 10,250 0.526 0,619 47,100 88,200 Full-Threaded Bolt 12b 11,000 0.524 0.621 51,000 94,400 t tI 12c 9,800 0.523 0,620 45,5 84,200 t 12d 10,200 0.553 0,633 45,700 85,800 i t t Av, 10,312 47,325 88,150 13a 9,650 0&527 0.625 44,200 85,5001 Old Tower Bolt 14a** 10,810 0.624 35,400 94,6002 New Tower Bolt 15a 11,800 0.523 0.622 54,800 998003 Fll-Threaded Blt Failure took place across shank. Not included in averages. Failure was bearing failure of angle. See photograph in appendix, 1. Actual thickness of angle = 0o185 2. Actual thickness of angle = 0.183 35 Actual thickness of angle = 0.190 11L

ENGINEERING RESEARCH INSTITUTE * UNIVERSITY OF MICHIGAN stress values also bears out the greater strength of the New Tower Bolt. For bearing unit stress, the average for test 7 was 11.7 percent higher than for tests 12, while the average for tests 3 was only 1.19 percent greater.In shearing unit stress the effect is of still greater degree, Tests 7, with the New Tower Bolts, had an average shearing unit stress 25.3 percent greater than that of tests 12, while tests 35 with the Old Tower Bolts, had an average 1.55 percent lower than tests 12. Since the New Tower Bolt has appeared stronger in every respect in tests 7 over tests 3 and 12, it is reasonable that it would appear stronger in test 14a than the other bolts tested in 13a and 15a. Load-strain curves of these tests and photographs of these failures appear in the appendix. Single Shear Tests Table IV tabulates the comparative strengths of the three types of bolts in single shear. The thickness of the test piece was 3/8 inch and the shearing took place across the threads in tests 4 with the Old Tower Bolts and in tests 11 with the Full-Threaded Bolts, The shear occurred across the shank portion of the New Tower Bolts tested in tests 8, As would be expected, the average load in tests 8 was greater than that in tests 4 and 11 When the shearing unit stress is examined, however, little significant variation can be noted, The average unit shearing stress for tests 8, which used the New Tower Bolts, was 9.48 percent greater than the average unit shearing stress for tests 4, which used the Old Tower Bolts. At the same time tests 11 with the Full-Threaded Bolts showed only an 8.23 percent greater shearing unit stress than tests 4. Load-strain curves of these tests and photographs of these failures appear in the appendix. 12

TABLE IV SINGLE SHEAR TESTS S| Shear Fai lre 3/6 Thickness of Test Piece = 0.373 in. All Failures Were Shear Failures. Test Breaking Bolt Diameter, Unit Stress at Failure, in lbs/in,2 Remarks No. Load,lbs Root Full ShearlBearin g lb F Bearing 4a 9,050 0.524 0.620 42,000 39,200 Old Tower Bolt 4b 9,000 O0520 0.617 42,400 539100 " 4c 8,950 0.525 0o622 41,300 38, 600 Av. 9,000 41,900 38,966 8a 14,150 0.625 46,200 60,700 New Tower Bolt 8b 12,900 0o625 42,100 55 400 t " " 8c 15,100 0.625 49 200 64,800 t t Av. 14,050 45,833 60,300 lla 10,000 0.519 0615 47,200 43,600 Fll-Threade d Bolt 11b 9,100 0,525 0623 42,000 39,100 t " t lIc 10,000 0.523 0.605 46,5 00 I 4t Av. 9,700_......45,233 42,5533351 15

ENGINEERING RESEARCH INSTITUTE * UNIVERSITY OF MICHIGAN CONCLUSIONS In view of the limited number of tests conducted it is difficult to draw definite conclusions about the relative advantage of the three kinds of bolts tested, The New Tower Bolts1 now used as Commonwealth Associates,. Inc,, standard, showed definite advantages in single shear bearing on a 3/16inch plate and generally ranked high in other respects. Because of its larger effective diameter in bearing and in shear, the load-carrying capacity was generally highest for the New Tower Bolt, The new Full-Threaded Bolts stood up very well under test and on a unit stress basis were comparable to the New Tower Bolts. The Old Tower Bolts generally had the lowest load-carrying capacity of the three types, With the exception of the New Tower Bolts tested in a single shear assembly with a 3/16-inch test piece bearing on the bolt (Tests 35 7h and 12), the ultimate unit stress values in both shear and bearing for all three types of bolt varied less than 9 percent, When only double shear assemblies are considered, the unit stresses in both shear and bearing varied less than 5 percent. Since working unit stresses are well under these ultimate values, it may be concluded that these three types of bolts are equally acceptable for use under conditions similar to those tested. It is to be understood that the above observations have been drawn from static tests only and should not be interpreted as applying to any dynamic or repeated stress conditions, 14

APPENDIX

TABLE V TENSION TESTS (ASTM Designation E8-53T) Standard specimen for plates with 8-inch gage length. Speed of loading 0.05 in. per min, Cold-Rolled Steel Specimen Width, Thickness, Area, Ultimate Ultimate Elongation gtmess' No. in. in. in.2 Loadlbs 1 s/n. Percent 1 1.503 o.188 0,283 28,920 102,000 4.00 2 1.,505 0,186 0,280 24,540 87,700 7.25 53 1.492 0,188 0.281 28,560 101800 4.25 Average 97,166 5.16 Structural Steel Angle Specimen Width, Thickness, Area, Ultimate Yield Ultimate Elongation No. in, in. in,2 Load lbs bstrin2 bSrn2 Percent i l,, i ~ j i i j i i,,... i.....~ i, I..' 0, 13 1.500 0.184 0276 16,500 41,800 59,800 27,70 14 1,500 0 183 0,.275 16,600 42,200 60,400 27,80 15 1r499 0,183 0)274 16,200 41,000 59,200 27,80...............Average 41,666 59 800 27.76 16

LABORATORY DATA DOiBLE SHEAR BEARING TEST 3/16-in Test Piece - 0.188 in. Old Tower Bolts - 5/8 in, x 2 in. Test No, la lb lc Date Tested 3-8-54 3-8-54 3-15-54 Root Dia. 0,531 in. 0.521 in. 0.523 in. Full Dia. 0o603 in. 0.612 in. 0.612 in. Loadibs Dial Reading,ino Dial Reading, in. Dial Readingin. 1000 100 x 0.001 160 x 0,001 74 x 0,001 2000 202 202 114 3000 253 235 249 4000 283 270 276 5000 307 298 307 5250 313 5500 319 311 318 5750 325 317 324 6003 330 323 329 6250 336 329 356 6500 341 335 341 6750 348 7000 352 346 351 7250 357 7500 362 359 363 7750 365 8000 371 369 569 9000 390 388 588 10000 406 408 406 11000 425 429 426 12000 444 452 446 13000 468 477 467 14000 505 508 493 15000 569 524 16000o 575 Failure 14,450 lbs 15^100 lbs 16,350 lbs Dial 0o600 in. Dial 0.650 in. Dial 0o672 in. Bearing Failure Bearing Failure Bearing Failure Slight Shear 17

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LABORATORY DATA DOUBLE SHEAR BEARING TESTS 3/16-in, Test Piece - 0.188 in, New Tower Bolts- 5/8 in, x 2 in. Test No, 5a 5b 5c Date Tested 3-8-8-54 3-8-54 3-8-54 Bolt Dia, 0,625 in. _0623 in. 0.625 in, Loadlbs Dial Reading,in. Dial Reading,in. Dial Reading,in. 500 27 x 0.001 1000 75 81 x 0,001 58 x 0.001 1500 110 2000 132 2500 152 3000 163 168 133 3500 174 4000 184 222 219 4500 217 5000 226 247 289 5500 234 257 301 5750 265 307 6000 258 268 312 6250 273 518 6500 331 277 321 7000 355 286 350 7500 294' 340 8000 567 302 348 9000 376 315 364 9500 585 100oo 393 329 579 10500 404 11000 412 11500 420 12000 429 557 409 12500 439 13000 448 15500 458 14000 470 590 441 14500 486 403 451 15000 529 423 461 15500 474 16000 491 Failure 15y000 lbs 15,550 lbs 16,350 lbs Dial 0,529 in, Shear Failure Shear Failure Shear Failure 18

LABORATORY DATA DOUBLE SHEAR BEARING TESTS 3/16-in, Test Piece - 0.188 in. Full-Threaded Bolts - 5/8 in.x 2 in. Test No. 9a 9b 9c Date Tested 3-8-54 3-8-54 3-15-54 Full Dia, 0,615 in. 0,618 in. 0,625 in, Root Dia. 0.520 in. 0,510 in. 0.527 in. Load, lbs Dial Reading,'in. Dial Readingin, Dial ReadingDiin... 1000 40 x 0.001 40 x 0.001 33 x 0.001 2000 105 95 66 5000 181 159 169 4000 217 165 220 5000 245 190 245 5250 247 5500 255 200 256 5750 261 207 261 60oo 267 211 267 6250 271 216 270 6500 276 221 275 6750 279 7000 284 231 283 7250 286 7500 292 240 289 7750 293 8000 300 249 297 9000 315 267 310 10000 552 285 525 11000 349 300 336 12000 368 319 551 13000 386 558 366 14000 406 361 385 14500 375 15000 433 391 409 15500 417 16000oo 485 458 Failure 16,100 lbs 15>800 lbs 16,200 lbs Dial 0O535 in. Dial 0,490 in. Dial 0.529 in. Bearing Failure Bearing Failure Bearing Failure 19

Double Shear Bearing Test Old Tower Bolts 3/16-in. Test Piece 23

Ar~~~ts Double Shear Bearing Test New Tower Bolts 5/16- in. Test Piece 24

Double Shear Bearing Test Full-Threaded Bolts 3/16-in. Test Piece 25

LABORATORY DATA DOUBLE SHEAR TEST 3/8-in- Test Piece - 0,373 in. Old Tower Bolts - 5/8 in. x 2 in. Test No. 2a 2b 2c Date Tested 3-8-54 3-8-54 3-8-54 Root Dia. 0.550 in, 0,539 in. 0.527 in. Full Dia. _ 0.620 in, 0,625 in. 0.613 in. Load, lbs Dial Readingin, Dial Reading,in. Dial Reading,in. 1000 50 x 0O001 49 x 0,001 72 x 0.001 2000 172 231 123 3000 216 291 193 4000 242 332 221 5000 262 363 242 6oo00o 280 383 262 7000 295 399 279 8000 510 416 294 9000 325 431 307 10000 339 448 322 i1000 354 465 536 12000 568 481 351 13000 381 497 365 14000 395 513 379 15000 410 529 394 1.6000 426 547 408 17000 442 566 426 18000 461 585 445 19000 481 606 468 20000 509 655 495. Failure 20,800 lbs 20,400 lbs 20,850 lbs Dial 0,580 in. Dial 0.673 in, Dial 0. 545 in. Shear Failure Shear Failure Shear Failure 26

LABORATORY DATA DOUBLE SHEAR TESTS 3/8-in. Test Piece - 0,373 in, New Tower Bolts - 5/8 in.: x 2-1/2 in. Test No. 6a 6b 6c Date Tested 3-8-54 8-4 38 3-8-54 Bolt Dia4 0,626 in, 0,622 in.. 0o626 in, Edge Dist,. 1,0 in, 1 n 15 in. Load,lbs Dial Reading,in, Dial Readingjin,. Dial Readingin. 1000 50 x 0,001 57 x 0,001 47 x 0,001 2000 155 101 160 3000 225 124 191 3500 259 4000 259 147 210 4500 278 5000 290 169 228 5500 299 5750 505 6ooo 308 190 245 6250 312 6500 316 7000 325 207 256 7500 33550 8000 336 222 269 8500 545 9000 349 239 280 9500 55 10000 560 253 291 10500 367 11000 371 267 500 11500 377 12000 382 281 310 12500 387 15000 592 294 520 15500 397 14000 402 307 329 14500 4o6 15000 411 320 3359 27

(cont,) LABORATORY DATA DOUBLE SHEAR TESTS 3/8-in. Test Piece - 0373 in, New Tower Bolts - 5/8 in x 2-1/2 in. Test No 6a 6b 6c Date Tested 3-8-54 3-8-54 3-8-54 Bolt Dia. o0626 in. 0,622 in, 0,626 in. Edge Dist. 1.0 in. 15 in. 1.5 in. Loadlbs Dial Reading,in. Dial Readingin. Dial Reading,in. 15500 416 1600o 420 334 350 165oo 426 17000 430 350 360 17500 455 18000 441 366 370 18500 445 19000 450 382 380 19500 455 20000 460 403 392 20500 467 21000 472 422 402 21500 478 22000 483 443 413 22500 489 23000 496 469 424 25500 501 24000 507 436 24500 515 25000 523 450 25500 550 26000 540 466 26500 550 27000 560 485 27500 574 28000 590 508 28500 632 29000.5.,,p 539 Failure 28,500 lbs 25,900 lbs 29,600 lbs Dial 0,632 in, Dial 0.512 in, Dial 0.583 in. Bearing Failure Shear Failure Shear Failure Slight Shear 28

LABORATORY DATA DOUBLE SHEAR TESTS 3/8-in. Test Piece - 0.373 in, Full-Threaded Bolts - 5/8 in.o Test No. 10a 10b lOc Date Tested 3-8-54 3-8-54 3- 54 Full Dia. 0o618 in, 0o616 in, 0.611 in. Root Dia, 0.525 in, 0 518 in. 0.517 in. End Disto 1,0 in. 1.5 in, 1.5 in. Torque 80 ft-lbs 80 ft-lbs 80 ft-lbs Load, lbs Dial Reading, in. Dial Readingin. Dial Reading,in. 1000 54 x 0,001 113 x 0,001 208 x 0.001 2000 199 205 500 2500 319 5000 229 235 339 5500 360 4000 255 300 576 4500 590 5000 276 319 402 5500 415 6oo000 291 337 425 6500 435 7000 307 553 444 7500 451 8ooo 320 368 459 8500 468 9000 334 381 476 9500 482 10000 347 394 489 10500 495 11000 560 406 501 11500 508 12000 573 419 514 12500 519 13000 387 430 527 15500 533 14000 400 445 539 15000 415 456 553 15500 561 16000 431 470 568 16500 577 17000 447.. 484,, 583 29

[c ont) LABORATORY DATA DOUBLE SHEAR TESTS 3/8-in, Test Piece - 03573 in _Full-Threaded Bolts - 5/8 in.,0 Test No, 1Oa lOb lOc Date Tested 3-8-54 3-8-54 5-8-54 Full Dia. 0,618 in. 0.6,46 in, 0.611 in. Root Dia, 0,525 in. 0,518 in, 0*517 in. End Dist, 1 i0 in, 1.5 in, 1.5 in. Torque 80 ft-lbs 80 ft-lbs 80 ft-lbs Load, lbs Dial Reading, in. Dial Readingin. Dial Reading,in. 17500 590 18000 464 500 599 18500 607 19000 480 614 19500 628 Failure 19,950 lbs 19,650 lbs 19,825 lbs Dial 0*518 in, Dial 0,524 in. Dial 0,658 in, Shear Failure Shear Failure Shear Failure 30

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Double Shear Test Old Tower Bolts 3/8-in. Test Piece 54

New Tower Bolts 3/8-in. Test Piece 35

Double Shear Test Full-Threaded Bolts 3/8-in. Test Piece

LABORATORY DATA SINGLE SHEAR BEARING TEST 3/16-in, Test Piece - 0.188 in. _. Old Tower Bolts - 5/8 in. x 1-1/2 in.. Test No, 3a 3b 35 3d Date Tested 3 —8-54 3-8-54 5-8-54 3-15-54 Root Dia, 0.534 ino 0.527 in, 0.535 in. 0.536 in. Full Dia. 0624 in, 0o615 in. 0,621 in. 0,622 in. Torque 100 ft-lbs 100 ft-lbs 40 ft-lbs 100 ft-lbs Loadslbs Dial Readingin, Dial Readingin. Dial Reading.in. Dial Reading,in, 1000 90 x 0.001 97 x 0.001 69 x 0.001 98 x o.001 2000 129 232 83 141 2500 144 251 87 157 5000 156 264 91 170 35500 166 276 95 182 4000 179 288 100 196 4500 189 299 104 209 5000 197 310 109 222 5500 207 322 114 236 6000 216 334 119 249 6500 227 347 128 261 7000 238 559 155 276 7500 249 372 143 289 8000 259 582 153 504 8500 269 395 161 320 9000 279 409 174 358 9500 290 421 186 360 10000 301 439 205 10500 315 458 11000 525 485 11500 339 12000 358 12500 377 13000 405 Failure 135450 lbs 11,050 lbs 10,300 lbs 9,760 lbs Dial 0..455 in, Dial 0.500 in, Dial 0.240 in. Dial 0.420 in. Shear Failure Shear Failure Shear Failure Shear Failure Across Shank 37

LABORATORY DATA SINGLE SHEAR BEARING TEST 3/16-in. Test Piece - 0.188 in. New Tower Bolts - 5/8 in. x 1-3/4 in. Test No. 7a 7b 7c 7d Date Tested 3-8-54 3-8-54 3-8-54 3-15-54 Bolt Dia. 0o626 in, 0.625 in. 0.626 in, 0.619 in. End Dist. 1o0 in. 1.0 in 1.0 in. 1.0 in. Torque 100 ft-lbs 100 ft-lbs 100 ft-lbs 100 ft-lbs Load,lbs Dial Reading,in. Dial Reading,in. Dial Reading,in. Dial Reading,in. 1000 37 x 0.001 87 x 0,001 18 x 0,001 25 x 0.001 2000 75 126 48 37 2500 92 140 104 101 3000 106 152 110 110 500o 117 162 117 119 4000 129 175 i27 127 4500 139 186 135 136 5000 149 195 143 142 5500 159 207 150 149 6000 169 216 159 155 6500 180 227 168 162 7000 191 257 177 169 7500 203 248 188 177 8000 216 259 198 185 8500 251 272 210 192 9000 248 286 224 200 9500 268 300 240 209 10000 293 318 262 218 10500 325 340 293 230 11000 366 242 11500 407 254 12000 273 12500 287 13000.. 318 Failure 10,800 lbs 11,500 lbs 10,850 lbs 13,050 lbs Dial 0.372 in. Dial 0.425 in. Dial 0.540 in. Dial 03355 in, Shear Failure Shear Failure Shear Failure Shear Failure 38

LABORATORY DATA SINGLE SHEAR BEARING TESTS 3/16-in. Test Piece - 0,188 in, Full-Threaded Bolts -5/8 in, x 1-3/4 in, Test No 12a 12b 12c 12d Date Tested 3-854 -8-4 3-8-54 3-15-54 Full Dia, 0,619 in, 0,621 in. 0o620 in, 0,63 in, Root Dia, 0,526 in, 0,524 in. 0,525 in, 0,535 in, End Dist, 1.0 in 1.0 in 1*0 in. 1.0 in, Torque 100 ft-lbs 100 ft-lbs 100 ft-lbs 100 ft-lbs Loadlbs Dial Reading,in. Dial Readingin. Dial Reading,in. Dial Readingin, 1000 64 x 0,001 23 x 0,001 75 x 0.001 8 x 0.001 2000 102 52 111 70 2500 116 60 126 82 3000 129 67 159 92 5500 141 75 151 102 4000 155 82 163 116 4500 165 90 175 125 5000'174 96 185 155 5500 184 103 195 142 6000 194 110 202 150 6500 205 118 214 158 7000 215 125 224 168 7500 225 154 255 178 8000 233 143 245 188 8500 245,55 256 199 9000 255 164 269 210 9500 268 175 285 222 10000 285 184 257 10500 198 11000 219 Failure 102250 lbs 11,000 lbs 9,800 10,200 lbs Dial 0,507 in, Dial 0.227 in, Dial 0,514 in. Dial 0,258 in. Shear Failure Shear Failure Shear Failure Shear Failure 39

LABORATORY DATA SINGLE SHEAR BEARING TESTS 2 ino x 2 in. x 3/16 in. Structural Steel Angle Test Piece Test No, 13a 14a 15a Date Tested 4-5-54 4-5-54 4-5-54 Bolt 0TB-5/8"x2 NTB-5/8"2 xl-1/2" FTB-5/8 xl-3/4" Full Dia. 0.625 in, 0,624 in. 0,622 in, Root Dia. 0,527 in. 0.526 in. 0.523 in. Angle Thick. 0,185 in. 0.183 in. 0,190 in. Loadlbs Dial Readingin, Dial Readingin. Dial Reading,in. 1000 129 x 0.001 250 x 0.001 122 x 0*001 2000 178 300 175 2500 196 317 192 5000 210 531 207 5500 223 345 219 4000 259 359 254 4500 252 372 245 5000 277 383 256 5500 296 96 267 6000 314 409 279 6500 554 425 290 7000 556 440 304 7500 585 459 519 8000 415 479 338 8500 450 503 359 9000 495 550 587 9500 557 567 416 10000 621 452 10500 700 491 11000 547 11500 620 Failure 9,650 lbs 10,810 lbs 11,800 lbs Dial 0.622 in. Dial 0,850 in. Dial 0,714 in. Shear Failure Bearing Failure Shear Failure Plus Bearing Failure 40

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LABORATORY DATA SINGLE SEIAR TEST 3/8-in. Test Piece - 0t573 in. Old Tower Bolts -5/8 in, x 1-1/2 in, Test No. 4a 4b 4c Date Tested 3-4-54 3-8-54 3-8-54 Root Dia, 0.524 in, 0.520 in, 0.525 in, Full Dia. 0.620 in. 0.617 in, 0.622 in. Torque 100 ft-lbs 100 ft-lbs 100 ft-lbs Load, lbs Dial Readingin. Dial Readingin. Dial Reading, in. 1000 165 x 0.001 55 x 0*001 8 x 0.001 2000 218 236 77 2500 255 250 88 5000 247 265 97 5500 259 274 105 4000 269 286 115 4500 281 500 129 5000 291 313 138 5500 301 326 148 6000 513 359 159 6500 326 355 170 7000 340 571 184 7500 355 389 198 8000 373 406 213 8500 390 424 233 9000o _. 4 414 449 Failure 9,050 lbs 9,000 lbs 8,950 lbs Dial 0.432 in. Dial 0.461 in, Dial 0.275 in. Shear Failure Shear Failure Shear Failure 49

LABORATORY DATA SINGLE SHEAR TEST 3/8-in. Test Piece - 0373 in. New Tower Bolts - 5/8 in. x 2 in, Test o.e 8a 8b 8c Date Tested 3-8-54 3-8-545-8-54 Bolt Dia. 0.625 in, 0,625 in, 0,625 in, End Dist. 1.0 in 1,0 in. 1.0 in. Torque 100 ft-lbs 100 ft-lbs 100 ft-lbs Load, lbs Dial Readingin, Dial Reading,in. Dial Readingin. 1000 45 x 0,001 21 x 0,001 50 x 0O001 2000 75 39 96 2500 90 44 110 3000 102 50 120 3500 110 57 132 4000 119 65 144 4500 128 72 151 5000 136 78 158 5500 143 85 165 6ooo 150 91 172 65oo 158 97 178 7000 167 103 184 7500 1.75 109 190 8000 184 115 195 8500 192 122 202 9000 199 129 209 9500 207 137 215 10000 216 146 222 10500 225 156 230 11000 234 168 258 11500 244 180 245 12000 257 200 253 12500 269 219 261 13000 285 272 15500 302 285 14000 527 297 14500 316 15000 342 Failure 14,150 lbs 12,900 lbs 15,100 lbs Dial 03552 in, Dial 0.257 in, Dial 0,360 in, Shear Failure Shear Failure Shear Failure 50

LABORATORY DATA SINGLE SHEAR TESTS 3/8-in. Test Piece - 05373 in. Full-Threaded Bolts - 5/8 in. x 2 in. Test No, la llb llc Date Tested 3-8-54 3-8-54 3-8-54 Full Dia. 0,615 in. 0,623 in. 0o605 in. Root Dia, 0,519 in. 0.525 in, 0.525 in. End Dist, 1.0 in. 1.0 in. 1.0 in. Torque 100 ft-lbs 100 ft-lbs 100 ft-lbs Load, lbs Dial Reading,in. Dial Reading in. Dial Readingin. 1000 47 x 0,001 45 x 0*001 58 x 0.001 2000 82 91 190 2500 99 104 199 5000 111 115 206 5500 121 128 212 4000 134 140 219 4500 145 151 227 5000 154 164 252 5500 164 176 259 6000 174 188 247 6500 185 200 255 7000 195 211 263 7500 206 224 272 8000 216 257 280 8500 227 254 291 9000 258 278 501 9500 251 512 10000 272 330 Failure 10,000 lbs 9,100 lbs 10,000 lbs Dial 0,280 in, Dial 0,311 in, Dial 0*340 in, Shear Failure Shear Failure Shear Failure 51

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Single Shear Test Old Tower Bolts 3/8-in. Test Piece 55

Single Shear Test New Tower Bolts 3/8-in. Test Piece 56

Full-Threaded Bolts 3/8-in. Test Piece 57