ML20211E287

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Test Rept of 1/2 Inch Kwik-Bolt Software.Analyses of 1/2 Inch Bolt,Matl/Dimension,Concrete Mix Design,Tension Values & Safety Factor & Nuclear Power Plant Onsite Test Index Encl
ML20211E287
Person / Time
Site: Susquehanna  Talen Energy icon.png
Issue date: 09/16/1986
From:
HILTI FASTENING SYSTEMS
To:
Shared Package
ML20211E206 List:
References
WENT-115-86, NUDOCS 8702240280
Download: ML20211E287 (62)
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Text

{{#Wiki_filter:_... j HILTI TEST REPORT WENT #115-86 0702240280 060916 PDR ADOCK 05000307 P PDR

O Hilti, Inc. TEST REPORT b ?j Lg JPf G are;us9

  • Hitti Engineering P'
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,J of North America 12211 E. 51st St. P.O. Box 470400 Tulsa, Okfahoma 74147 Number. WENT 115-86 Phone (918) 252-6343 Date: 16 Sept 1986 Telex 79 6460 Ref.: 1/2" KWIK BOLT SOFTWARE

1.0 INTRODUCTION

AND PURPOSE The purpose of this test was to evaluate the tensile capacity of the 1/2" Kwik Bolt specifically in deep embedments (greater than concrete failure) and 4000 psi and greater concrete. 2.0

SUMMARY

OF RESULTS AND CONCLUSIONS The tensile test results are given in Table I. The comparison of the present test tensile results and published data is given in Table II and shown in Figures 1 and 2. At deep embedments, testing in limestone aggregate concrete resulted in values from 6.5% above published to values.as much as 35% below published. The river gravel aggregate testing resulted in values from 1% below to 16% above published data. Overall the testing showed that the published values can be obtained under certain conditions. l The published data appears to be too high for use as a general guideline and should be reduced. l 3.0 TEST PROGRAM The following conditions were tested: i l l l l A member of Hiltiinternational l . ~ _ _ _. _ _ _. _ _ _ _. _. _ _ _ _ _

WENT 115-86 Pago 2 CONCRETE STRENGTH EMBEDMENT PRELIMINARY WITNESSED TYPE PSI IN. TEST 1 TEST 2 LIMESTONE 5290 3-1/2 5 10 6 5 10 LIMESTONE 3935 3-1/2 5 6 5 RIVER GRAVEL 3830 3-1/4 5 6 5 LIMESTONE 4210 3-1/2 10 6 10 RIVER GRAVEL 5165 3-1/2 10 6 10 CONCRETE 5290 psi limestone aggregate 3935 psi limestone aggregate 3830 Bogalusa river gravel aggregate concrete block size 31" x 19" x 8" unreinforced 4210 psi limestone aggregate concrete 5165 Bogalusa river gravel aggregate concrete block size 4' x 5' x l' unreinforced NOTE: all limestone concrete blocks were unreinforced, size 9' x 7 - 1/ 2 ' x l' with an aggregate hardness of approximately 5 on the Moh's scale. The river gravel blocks had an aggregate hardness of Moh's 7-9. BIT / TOOL TE-C 1/2" x 12" (0.513 " diameter) TE-22 drill All holes were drilled approximately 1" beyond the INSTALLATION: required embedment depth. All holes were vacuumed out quickly, no extensive hole cleaning procedure. Each hole was measured using hole measuring cylinders. The anchors were installed using a 1Kg hammer. l 50 f t-lbs of torque were applied to each anchor using a snap-On torque wrench. The number of turns to achieve the torque was recorded. TENSILE TEST: The Pegasus 50K system was used for all testing. l A Soltec X-Y recorder was used to obtain load / displacement curves. The failure mode was recorded for each sample.

WENT 115-86 Pcgo 3 4.0 RESULTS 4.1 General Notes Test 1 was a preliminary investigation conducted from September 5 through September 8 and was not witnessed. Test 2 was the witnessed test conducted f rom September 10 through September 12. All proceedings were witnessed by United States Testing Company, Inc. 4.2 Installation The drill bit used had a 0.513" initial carbide diameter. This bit size was choosen as representing a new drill bit on the low and of the tolerance or a slightly used large diameter bit. During the course of the test the carbide diameter wore down to 0.510". The installation 'results are given in Table III. The only problems were encountered at 6" embedment in river gravel concrete. Excessive blows were required to drive in the Kwik Bolts. This resulted in bending of Kwik Bolt shanks and thread damage. This consequently lead to some premature thread and shank f a il ures. This condition is normal for very hard aggregate concrete. It can be minimized by drilling with the largest diameter bit available and driving the Kwik Bolts with true well centered blows of the hammer. 4.3 Tensile Test i The tensile test results are given in Table I and II and shown in Figures 1 and 2. The minimum embedment values are greatly influenced by the concrete, since the failure mode is always concrete spall. Consequently the variation is high. No additional minimum embedment testing was conducted after the preliminary test 1. In 4000 psi limestone aggregate concrete the first test results were 10 to 35 percent below published data. A second test was conducted in a different block of limestone aggregate concrete. The second test results were very similar to published data. In the higher strength (5300 psi) limestone concrete both the first and second tests were below the published results (12 to 21 percent).

WENT 115-86 Page 4 The river gravel aggregate concrete results was above published data in all cases. Only some individua1' premature thread and shank failures were below the published values. ( ^ F ank ierony Richard E. Wollmershauser, P.E. 4 Senior Technician Manager, Testing Laboratory i i 4 i l i i I i i i i' i I l l i

Page 5 TABLE I 1/2" KWIK BOLT TENSION CONCRETE ULTIMATE STRENGTH EMB. SAMPLE TENSILE COEFFICIENT OF CONCRETE TYPE PSI -IN. SIZE n LOAD - LBS VARIATION (%) LIMESTONE 3935 3-1/2 5 8542 9.6 6 5 9112 14.1 LIMESTONE 4210 3-1/2 9 10067 11.8 6 10 11534 9.5 RIVER GRAVEL 3830 3-1/2 5 9434 20.9 6 5 14264 7.1 LIMESTONE 5290 3-1/2 5 9848 8.3 6 5 12490 10.9 LIMESTONE 5290 3-1/2 9 10078 10.3 6 10 11184 10.3 RIVER GRAVEL 5165 3-1/2 10 11758 8.2 6 9 15422 10.0 COMBINED DATA TEST 1 AND 2 LIMESTONE 4000 3-1/2 14 9522 13.5 6 15 10727 15.2 LIMESTONE 5300 3-1/2 14 9996 9.4 6 15 11619 11.5

Pagt 6 TABLE II 1 1/2" KWIK BOLT TENSION, PRESENT TEST VS PUBLISHED DATA CONCRETE EMBEDMENT ULTIMATE TENSION LOAD-LBS COMPARISON STRENGTH IN. PRESENT TEST PUBLISHED

  • PRESENT-PUBLISHED 3935 3-1/2 8542 9450

-10.6% 6 9112 12300 -35.0% 4210 3-1/2 10067 9450 + 6.5% 6 11534 12300 - 6.2% 3830 3-1/2 9434 9450 - 0.2% 6 14264 12300 +16.0% 5290 3-1/2 9848 11869 -17.0% 6 12490 14235 -12.3% 5300 3-1/2 10078 11869 -15.1% 6 11184 14235 -21.4% 5300 3-1/2 11758 11869 1.0% 6 15422 14235 + 8.3% COMBINED DATA TEST 1 AND 2 4000 3-1/2 9522 9450 + 0.8% 6 10727 12300 -12.8% 5300 3-1/2 9996 11869 -15.8% 6 11619 14235 -18.4%

Paga 7 TABLE III 1/2" KWIK BOLT INSTALLATION CONCRETE EMBEDMENT BLOWS TO TURNS TO CONCRETE TYPE STRENGTH-PSI IN. INSTALL REACH TORQUE LIMESTONE 3935 3-1/2 5 2-1/4 6 11 1-1/8 LIMESTONE 4210 3-1/2 6 2 6 12 1-3/4 RIVER GRAVEL 3830 3-1/2 6 1 6 12 1 LIMESTONE 5290 3-1/2 5 1-1/2 6 11 1-1/4 LIMESTONE 5290 3-1/2 6 2-1/2 6 10 1-1/2 RIVER GRAVEL 5165 3-1/2 9 3/4 6 20* 3/4 4LB HAMMER, ALL OTilERS IMG HAMMER

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FIGURE 2 1/2' KWIK BOLT TENSION-5300 PSI 15000 P m Q ~ _J i 10000 Q C O _I Ed ] w Z 5000 KEY: 1-FIRST TEST. LIMESTONE p 2-SECOND TEST. LIMTOE R-RIVER GMVEL RGGfiEMTE P-PLSLISED 0 s s s e e s e s N M T 10 (D EMBEDMENT-IN. 1/2" KWIK BOLT DETAILED DATA ANALYSIS

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=

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EMBED 4.62 6.00 3.50 i MAX. ULT. TENSION 14960.00 CONCRETE 3655.84 4000.10 2790.00 MIN. ULT. TENSION 2342.00 TOROUE 51.2d 110.00 0.00 : COEF. OF VARIANCE 26.38 PRELOAD 3125.96 7560.00 0.00 STD. DEVIATION 2638.03 HILTI AVERAGE UL TIMATE (ABBOT A. HANKS) TENSION : 10243.75

=

DATA BASE DIAMETER LENGTH EMBED CONCRETE TOROUE PRELOAD FULLOUT TEST O.500 7.00 4.U00 3000.O 25 20 9 9450 1 O.500 7.00 4.000 3000.O 25 20/9 11340 1 0,500 7.00 4.000 3000.U 25 19 ::5 8033 i O.500 7.00 6.000 3000.O 75 45so 13170 4 O.500 7.UU 6.000 3000.O 50 34c0 11690 4 O.500 7.00 6.000 3000.O 75 4504 11690 4 O.500 7.00 6.000 3000.O 75 4$52 11690 4 O.500 7.00 6.000 3000.O 60 372c 10950 4 v.500 7.00 6.000 3000.O SO 34:0 11690 4 O.500 7.00 6.000 3000.O SO 39<4 11841 4 O.500 7.00 6.000 3000.O 75 430' 11690 4 O.500 5.50 4.250 4000.1 25 20b5 6379 5 O.500 b.50 4.600 4000.1 70 1 9450 5 0.500 5.50 4.250 4000.1 25 1417 11340 5 0.500 5.50 4.250 4000.1 25 1 6851 5 l0.500 5.50 4.375 4000.1 25 1 8269 5 0.500 5.50 4.250 4000.1 25 1937 10867 5 0.500 5.50 4.500 4000.1 25 2220 8741 5 O.300 5.50 3.501 4000.1 1 6525 8575 6 0.500 5.50 3.501 4000.1 1 5800 9425 6 O.500 7.00 5.250 3000.O 65 3733 10868 8 0.500 7.00 5.250 3000.0 72 3780 7560 8 0.500 7.00 5.250 3000.O 75 3287 9923 8 0.500 7.00 5.250 3000.0 25 945 9450 8 ,O.500 7.00 5.250 3000.O 75 4253 9923 8 4 y.500 7.00 5.250 3000.0 35 1181 10395 8 U.500 7.00 5.250 3000.O 80 3686 11718 8 O.500 7.00 5.250 3000.O 55 2930 11340 8 O.500 7.00 5.250 3000.O 45 2363 9450 8 0.500 5.50 3.500 4000.0 0 0 10250 9 0.500 5.50 3.500 4000.0 0 0 10250 / 9

Y PAGE 2 O.600 5.50 3.500 4000.O O O 12250 9 0,500 b.60 3.500 4000.O O O 10250 9 O.500 7.00 4.000 2790.O 30 0 2599 10 O.500 7.00 4.000 2790.O 40 0 3024 10 O.500 7.00 6.000 3000.O 40 1926 7388 15 O.500 7.00 6.UUO 3000.O 40 2488 7388 15 O.500 4.000 4000.1 70 1 2342 16 0.500 4.000 4000.1 70 1 4496 16 0.500 4.000 4000.1 70 1 5789 16 0.500 4.000 4000.1 70 1 5789 16 0.500 4.000 4000.1 70 1 2860 16 0.500 b.50 4.500 3000.1 100 5336 7359 17 0.500 5.50 4.500 3000.1 65 2001 5336 17 0.500 b.50 4.bv0 3000.1 /5 3335 8052 17 C.500 5.50 4.500 3000.1 90 5003 6337 17 O.500 b.b0 4.500 3000.1 80 3335 4669 17 O.500 5.50 3.500 4000.1 65 4420 10200 21 O 500 b.bu 3.DOO 4U00.1 65 5780 10200 21 0.500 5.50 3.500 4000.1 65 4760 9520 21 O.500 4.000 4000.1 45 5940 11356 22 0.500 4.000 4000.1 45 5610 9642 22' O.500 4.000 4000.1 45 5280 7980 22 0.500 4.000 4000.1 45 5610 13340 22 v.500 4.000 4000.1 45 6650 12692 22 O.500 5.50 4.000 4000.1 75 4330 8659 23 0.500 b.bv 4.U00 4000.1 75 3608 10102 23 0.500 5.50 4.000 4000.1 75 3608 8659 23 O.500 5.50 4.000 4000.1 90 5/73 8659 23 O.500 5.50 4.000 4000.1 75 6855 9381 23 0.500 1.00 4.500 4000.1 1 1 11220 24 O.500 7.00 4.000 4000.1 1 1 14620 24 0.500 7.00 6.000 4000.1 1 1 8840 24 O.500 7.00 4.000 4000.1 1 1 9520 24 O.500 7.U0

6. BOO 4000.1 1

1 10200 24 O.500 7.00 5.000 4000.1 1 1 14960 24 O.500 7.00 3.600 4000.1 30 722 10102 25 O.500 7.00 3.500 4000.1 40 2886 10463 25 0.500 7.00

3. BOO 4000.1 40 26.;6 11185 25 0.500 7.00 5.500 4000.0 90 4253 13230 29 0.500 7.00 5.625 4000.O 110 4725 9923 29 O.500 7.00 5.625 4000.O 60 2599 9923 29 O.500 7.00 5.500 4000.O 90 3780 9450 29 C.500 7.00 5.000 4000.O 40 2363 9450 29 O.500 7.00 5.e25 4000.O 80 3308 10631 29 O.500 7.00 5.e25 4000.O 90 4134 9923 29 0.500 7.00 b.625 4000.O 90 4233 9923 29 0.500 7.00 5.625 4000.0 70 3544 9214 29 O.500 7.00 5.500 4000.O 90 3780 9923 29 O.500 7.00 5.625 4000.O 100 4253 10159 29 O.500 7.00 4.000 4000.O 35 2835 13230 30 O.500 7.00 4.000 4000.O 35 5670 13230 30 0.500 7.00 4.000 4000.0 50 4253 11813 30 O.500 7.00 4.000 4000.O 35 4016 13703 30 0.500 7.00 4.000 4000.0 25 2363 13230 30 0.500 7.00 4.000 4000.0 25 2363 13230 30 I

0.500 7.00 4.000 4000.O 20 2890 9450 30

T e PAGE 3 O.500 7.00 4.000 4000.O 75 7560 12285 30 0.500 7.00 4.000 4000.o 20 1990 10gog ,6 O.500 7.00 4.000 4000.O 25 2835 12758 30 9.500 7.00 5.000 3500,o 70 4420 1043,9 33 O.500 7.00 5.000 3500.O 70 6120 14680 35 U.500 7.00 5.000 350v,p 70 5380 11480 35 O.500 7.00 5.000 3500.O /0 e660 13250 35 O.500 7.00 5.250 3500.O yo 53g0 9730 -. 5 0.500 7.00 5.000 J.500.0 70 4490 12540 $.5 O.500 7.00 5.000 3500.O 70 5170 11480 35 U.500 7.00 5.125 3500.O 70 4900 14300 35 v.500 7.00 5.000 3500.O 70 4620 10780 35 O.500 7.00 5.000 3500.O 70 5310 1;950 35 e f

. ~ - _ - Le %fO Q

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  1. J417, JF

'PAGE 1 HVB Nuclear Power Plant Pull-out fest DBASE note : CALTJ C'to calculete and EsLiJ P to print EALTJ E to erase current Range KWIK BOLT DIAMETER = 0.5 SAMPLE SIZE 126.00 CRITERION AVG MAA MIN i Butt TENSION INFORMATION

l AVG. ULT. TENSION 10133.13 LENGTH 6.66 7.00 5.50 :

=

EMBED 4.81 6.00 3.bo : MAX. UL1. 'IENSION 15e00.00 CONCRETE 4099.87 6000.00 2790.00 MIN. ULT. TENSION 2342.00 } TOROUE 59.40 15b.00 U.OU COEF. OF VARIANCE 26.52 PRELOAD 3525.42 7900.00 0.00 ! STD. DEVIATION 2686.92 l l HILTI AVERAGE ULTIMATE (ABBOT A. HANKS) TENSION : 11107.62

=

1 1 DATA BASE DIAMETER LENGTH EMBED CONCRETE TOROUE PRELOAD PULLOUT TEST O. BOO /. 00 4.000 3000.0 2b

. s /9 9450 1

O.500 ~/. 00 4.000 3000.O 25 2*. J' 9 11340 1 O.500 /.00 4.UUU 3000.O 2b 1-db 8033 1 J

0. BOO 7.00 6.000 3000.O 75 4 5-30 13170 4

l U.500 /. UU 6.UUU 3000.O SO 34o0 11690 4 1 0.500 7.00 6.000 3000.0 75 4504 11690 4 O.500 ~/.00 6.UUO 3000.O 75 4352 11690 4 l 0.500 7.00 6.000 3000.O 30 3726 10950 4 v.500 /.00 6.UUO 3U00.O SU 3460 11690 4 O.500 7.00 e.000 3000.O 50 3994 11841 4 v.500 /. 00 6.000 3000.O 75 43D2 11690 4 O.500 5.50 4.250 4000.1 25 20n5 6379 5 i U.500 5.DU 4.500 4000.1 70 1 94b0 5 0.500 5.50 4.250 4000.1 25 1417 11340 5 0.500 5.50 4.250 4000.1 2S 1 6851 5 O.500 5.50 4.375 4000.1 25 1 8269 5 0.500 5.50 4.250 4000.1 25 193/ 10867 5 0.500 5.50 4.500 4000.1 25 2220 8741 5 l O.500 5.50

2. 501 4000.1 1

6525 8575 6 O.500 5.50 3.501 4000.1 1 5800 9425 6 O.500 7.UO b.2bo 3000.O 65 3733 10868 8 0.500 7.00 5.250 3000.0 72 3780 7560 8 O.500 7.VO b.250 3000.O 75 3287 9923 8 O.500 7.00 5.250 3000.O 25 945 9450 8 0.500 /.00 b.250 3000.O 75 4253 9923 8 i O.500 7.00 5.250 3000.O 35 1181 10395 8 O.500 7.00 6.250 3000.O 80 3666 11718 8 O.500 7.00 5.250 3000.O 55 2930 11340 8 i O.500 7.00 6.250 3000.O 45 23s3 9450 8 O.500 5.50 3.500 4000.O O O 10250 9 0.SOO 5.BU 3.500 4000.O O O 10250 I 9

PAGti J 0.600 5.50 3.500 4000.O O U 12250 9 U.500 5.60 3.500 4000.O U O 102b0 9 0.600 /.00 4.000 2790.O 30 0 2599 to 0,buv /. 00 4.000 2/90.O 40 0 30 4 10

0. BOO 7.00 e.000 3000.O 40 1926 7388 15 0.dVU

/.00 e.UOO 3000.0 40 2488 7388 13 O.500 4.000 4000.1 70 1 2342 le U.500 4.U00 4000.1 70 1 4496 le O.500 4.000 4000.1 70 1 5789 16 O 500 4.VOO 4000.1 70 1 b/69 le U.500 4.000 4000.1 /O 1 2860 16

v. BOO 5.50 4.500 3000.1 100 5;3e 7359 17 0.b00 5.50 9.500 3000.1 65 2001 5336 17 v.500

%.50 4.500 J.000. 1 76 3535 6052 1/ U.bOU 5.50 4.500 3000.1 90 5003 6337 17 U.500 b.bu 4.500 39UU.1 80 3;.35 46e9 1/ O.b00 /.00 5.675 6000.0 50 3504 10c50 la U.500 7.00 b.3/b 6000.O 110 7100 9230 18 O. BOO 7.00 5.375 6000.O 50 1788 9230 18 U.500 /.00 b.6/6 60CJ.O 100 4862 10650 18 O.500 7.00 5.375 6000.O 125 7810 11360 18-U.500 /.00 5.250 6000.O 125 7455 13490 18 0,500 7.00 5.375 6000.O 110 6650 14700 18 U.500 /.00 b.6/5 6000.0 50 2789 7100 18 O.500 7.00 5.125 6000.O 100 bP7 10650 18 U.500 7'. UU b.e75 c000.U 75 bi ' 7 9230 18 0.500 7.00 5.500 eOOO.O 25 - :. 0 6220 18 O.500 /. UO b.3b0 6000.O 12b '6. 'z 9940 18 O.bOU 7.00 5.500 6000.O 50 3146 /100 18 U.500 /.UU b.675 6000.O b0 3e '4 9940 18 v.500 7.00 5.500 e000.O 75 3015 5363 18 U. BOO 7.00 5.675 6000.0 75 45?e 9230 18

v. BOO 7.00 5.500 6000.O 75 4515 12070 18 U.500

/.UU b.675 6000.O 25 2 '.. _ 12780 18 0.500 /.00 5.500 6000.O 110 4bv5 7100 18 v.500 /.UU 5.675 600U.U /b 46: 1278U 18 U. BOO /.00 5.675 6000.0 25 17:3

'810 18 v.600 b.bO

!. BOO 4000.1 ob 44 > 10200 21

9. BOO 5.50 3.500 4000.1 65 5?ro 10200 21 0.500 5.50 3.600 4000.1 6b 4?co 9520 21 O.500 4.000 4000.1 45 59-v 11356 22 U.500 4.000 4000.1 45 b61>

964J 22 O.500 4.000 4000.1 45 52s0 /980 22 O.500 4.000 4000.1 45 5610 13340 22 O.500 4.000 4000.1 45 66bo 12692 22 U.500 b.50 4.000 4000.1 75 4e30 8659 23 O.500 5.50 4.000 4000.1 75 36v8 10102 23 O.500 5.50 4.000 4000.1 75 3698 8659 23 O.500 5.50 4.000 4000.1 90 5773 8659 23 O.500 6.50 4.U00 4000.1 75 6655 9381 23 O.500 7.00 4.500 4000.1 1 1 11220 24 U.500 7.VO 4.000 4000.1 1 1 14620 24 O.500 7.00 6.000 4000.1 1 1 8840 24 O.600 7.00 4.000 4000.1 1 1 9520 24 O.500 7.00 5.500 4000.1 1 1 10200 24 0.500 ~7.UU 5.000 4000.1 1 1 14960 f 24

PAGE 3 O.500 7.00 3.500 4000.1 3v 722 10102 25 U.500 7.00 3.500 4000.1 40 2866 104e3 25 U.D00 7.00 _.500 4000.1 40 J526 11185 J5 v.600 7.00 b.500 4000.U 90 4233 10.;30 29 O.500 7.00 5.625 4000.O 110 4725 9923 29 v.SOU /. UU n.6Jb 4000.O 60 2599 9923 .19 O.500 /. 00 5.500 4000.O 90 3780 9450 29 0.500 /. 00 5.000 4000.0 40 2363 9450 29 O.500 '7.00 5.625 4000.O SO 3308 10631 29 v.500 7.VO 5.625 4000.U 90 4134 9923 c9 O.500 7.00 5.625 4000.O 90 4253 9923 29 0.500 /. VO .i. 6 2 5 4000.U 70 3544 9214 29 0.500 7.00 5.500 4000.0 90 3780 9923 29 O.500 7.00 3.625 4000.0 100 4253 10159 29 O.300 7.00 4.000 4000.O 35 2835 13230 30 v.500 /.00 4.000 4000.O 35 5670 13230 30 v.SUO 7.00 4.000 4000.O 50 4253 11813 30 O.500 /. 00 4.000 4000.O 35 4016 13703 30 O.500 7.00 4.000 4000.O 25 2363 13230 30 0.500 /.00 4.000 4000.0 25 2363 13230 30 0.500 7.00 4.000 4000.0 20 2890 9450 30-O.600 /. UU 4.U00 4000.U 75 7560 12285 30 O.500 7.00 4.000 4000.O 20 1890 10868 30 v.b00 7.00 4.000 4000.U 25 2835 12758 30 O.500 7.00 5.500 5000.U 150 7900 15600 31 v.500

e. 00 o.b00 bv00.U 15b

- 'O 12800 31 O.500 7.00 5.500 b000.O 150 .0 15600 31 O.bou /.00 5.b00 L000.U lbo .V 13500 31 O.500 7.00 5.500 5000.U 150 O 12800 31 v.500 /.00 5.000 3300.U -/O 4AU 10430 35 O.500 7.00 5.000 3500.U /O e120 14680 35 0.500 /. 00 d.UQU

.buo. O 70 5360 11480 35 v.500

/. VO 5.000 3500.U 70 esno 13250 35 0,500 /. UU D.250 3500.U 70 53 0 9730 35 0.500 7.00 5.000 3500.0 /0 44"U 12540 35 v.5U0 7.00 b.000 3500.O 70 bl 'O 11480 35 O.500 7.00 5.125 3500.U 70 49 v 14300 35 v.600 /.00 5.000 3600.U 70 46 O 10780 35 0.500 7.00 5.000 3500.0 ~/O 5310 13950 35 f SUSQUEHANNA KWIK BOLT MATERIAL / DIMENSION ANALYSIS l

HILTI INC. QUCLITY INTERNAL MEMO CSSURANCE POGE 1 OF 1 To: From: Date: C. Poparad T. Horan 6/9/86

Subject:

Susquehanna Station - Returned KB's which Tested Below Anticipated Pull-out Values Copies To: S. Ray 1 Dimensional evaluations were performed on the following quantity and sizes of Kwik-Bolts which were tested at the Susquehanna Station Nuclear Power Plant: SIZE: QUANTITY: H;LTl-Tulsa, OUu. Tech Mkta Sve. 1/2 X 7 5 Pcs. 3/4 x 10 5 Pes. 1 x 12 Super 1 Pc. It should be noted,before any further discussion takes place concerning this evaluation,that the parts reviewed had been installed and pulled out which resulted in some deformation of the areas inspected. Efforts were made to inspect the least affected areas in regards to this de-formation. This dimensional inspection was. concentrated on the formed end (end which holds segments) in-as-much as-only dimensions on this end of the bolt could potentially effect the pull-out values seen in on ~ site testing. It is noted that bai stock diameter was not recorded on the inspection reports you have received, however, Q.A. verified parts conformed to requirements. Below is a sketch of a KB form to help you review the inspection ( reports. Items of concern in evaluating for potential causes of low l pull-out values would be undersized form diameter, undersized form length, oversized form flat, and undersized angle. In addition to bar stock diameter. g y l l L a sa Fe m smA omrm av $ P -bha M%a - r.m re --> As you will see in your review, all of the above conditions conformed to drawing requirements. If you have any questions, feel free to contact me. ms T. Horan

MM FROM THE DESK OF t QUALITY CONTROL TOM.HORAN 'q EXT. 306 so, f //ic/cd/ Mils ( 'sueJgite$1fD &Rfl$2TS kfufA)C)h$$ k:' x DATEi'MG[A7A lef. @"

n.,.... R.gme si.4 0 j.A

~ g.'/"g7yz. J Rin - ? l } ArrayWD/dfLE'&&Es Of~ I. ! jheasa.e. Mex Aio i {r Ni n7e.awa-Ga' warrux ocMe f5/W/) fEs Ynd & AQ/EO G k YI 1:: 50cm Lsoocanow Srnr7mA. A)o I /kamina Blac fsw@ taint i 8-ideao 24 Asar-72 % Auoor [ K4w e Es a h er e [ t M Jerrt-l' I .N l l ~ .,> d h. s' ,;G*y P. a.: .g u.t 6.,.... i ?9-k. iGB% 4 1jEd$$f.If.7 {; i

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Rem t No. ~ alATERIAL SCIDCES A80RATORT .. Be 21 4 8 INC. REQUEST / REPORT Page 1 W 2 Part Name/or lesstipties: PartNs: Receival No. O cu<c w Werk Order No. O 65 Kwik-Bolts See Below ONE No. O N/A ant

  • c.ic.

P.S. lie. O heder/Searce/er Dept: liest No. O saaim a i. 1 ~ latch No. O Penn. Power & Light (gg gg, g N/A hee. line: fasi 1: Suscuehanna Station O 7 ocs. 8e8881ws**i teient - 0 0,',,0ts O f.'O O O,# O f."= O ?# Evaluate chemical and mechanical properties. IeqairestBts/l8ltrictisAs: Item #1 - P/N 5500064, 1/2" dia. Std. Kwik-Bolt, 3 pcs. Item #2 - P/N 5500112, 3/4" dia. Std. Kwik-Bolt, 3 pes; Item #3 - P/N 5500136, 1" dia. Super Kwik-Bolt, 1 pc. I I Naterial/ Precess: Specificaties: Priority: Requested By: Date: b Urgtgi AISI 11L41 and P50 4/25/86 1144 Eng. Dwg. , g C8(MKAL Pt4PERTIES (Ref. AISI Product Analysis) f C Es P 5 Si eb Identified "ss= "ess.37/.45 1.35 /1.65 .04 .08 /.13 0.10 .15/.35 As Item #1 .43 1.67 .022 .095 .04 .20 11L41 l l CONTINUED ON PAGE 2 5(CSANKAL Pt9PERTIES (Ref. Adm. 1, Exhibit 'B') (leeg.5 t/A 5 field 5tg.(R$1) Ult.Stg.(R$1) Wariness ( ) W 9.0 28.0 90.0 105.0 Item #1a 11.5 39.3 92.2 119.4 Item #1b 12.5 46.0 93.8 119.0 CON TINUED ON PAGE 2 Commeats: The subject items meet or exceed the chemical and mecn inacal requirements of the engineering specifications. States: Drinth.

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wiid. e. weine s. sai 1o.0sers, WENTh N. Cha: Assiget: Date: P5tl Approval: ast Ft; 0 Q,. M ai.,.cr

g g MATERIAL SCIENCES LABORATORY Request No. INC. EVALUAil0M/INVESTICAil0N Page 2 of 2 CNENICAL PROPERilES (Ref. AISI Product Analysis) C Its P S Si identified .40/.48 1.3 5 /1.65 .04 .24/.33 15 /.35 As Item #2 .43 1.45 .003 13 .24 1144 Item #3' .51* 1.56 .008 13 .23 1144 MECRANICAL PR4PERTIES Eless.% R/A % Yield Sig.(K51) Ult.Sig.(K$l) Nardaess ( ) ' g se.ciEwe 10.0 25.0 105.0 12s.O Item #2a 12.0 79_? 10A_R 11n 1 Item #2h 12.0 10.s 111_4 ill_? Trom #1 1?_0 ?; 1 11n A ils o Test: Required: Results:

  • NOTE:

AISI product analysis allows.03 deviation above and below heat tolerance limits, ref. Table 2-9. The subiect material is on the high limit of product analysis. i l Signature: Date: Approval: Date: f-Jo < s, t

ORDER / JOB /INSP. REPORY s B=ER W E INSPECTION REPORT t ric. ,p9 3 oo 7 / a A 7 A.6. iN $'*CE255 O PART NUMBER REV. PART NAME VENDOR INSP. PLAN # FINAL C AUDIT C /6-M-% = PURCHASE CRDER s RECElvER # QUANTITY DATE OF INSP. TYPE OF INSP. QUAL CHAR.lDiM. ,335 ,380 ltolY._5* 1AR5 J }. TOLERANCE _ L o p 3] !", o c8 _ 7 g j A _ [ d W d ej a ; l GAGE TYPE I I FMQ,j#[h ' Y h /cMig5_ I [ PT. OF MEAS. 1 :400 ,87tqJacky9 1S' tD 05 ! 2,_S97__3255 uA75 Y'Vold. M O l \\ 3 3935 3274s0 7A I 4"$9 ' so/0 I

  • . Mla a3287.ico 236$'50' y /0 C

5, Sg$3 3g_5_j_, oJJLy'_e</5/1,0f6 i 6 j l l. 7 I 8 j 4 9 I i i 10 l ~ 11 i i 12 l i i 13 ~~ j I 14 i i 15 i m. u 16 l __ __ i o g h 18 ~' i 19 l 20 i 22 23 24 25 } 27 i 28 i 29 + 5 32 g e o { .. ~ _ _ _ E l l DATE: INSPECTED BY: 1 O Acceptance 3 O Rework o 2 O Waiver 4 O Scrap /RTV -O f b e d//c, ~

ORDER / JOB /INSP. REPORT e mbt INSPECTION REPORT t ric. RECEIVING C Oh SOlN b Y NlO So IN PROCESS C PART NUMBER REV. PART NAME VENDOR INSP. PLAN # FINAL C AUDIT C 4-&W-96 = PURCH ASE ORDER # RECEIVER s OUANTITY DATE OF INSP. TYPE OF INSP. QUAL CHAR./ DIM. ,gpg ,Q,3$_/.$30_gdQgge l t.oggffo.2LbCld.8'@08 DC'l Tot.ERANCE GAGE TYPE I I I qQ,. ((da,5. firTftis I =ernqe _i.um 2ngc /L f, 6 PT. OF MEAS. e . 015._an 77!_._sya B x_gM5 _e . &c1 s \\ I MO 1010.h_539 L 595):um M c W lbE,60) I .A_ho ! = o I 5 s s W1 L 5.V 7 40 V3' r3 ' l _Sann cao.LJA%sVA f sct' .3_ -.u01 . c l o_l, S D2___. s s i ' +1'v ' : I t 6 j l l_ i 7 i i i 8 j l 9 l l 10 I l I ~~ 11 i i 12 l l j ~ ~ u ^ l i i w 15 a. u. 16 i l Oe 17 i l c 18 20 i 21 22 6 24 i 25 27 i l i 30 i L 32 t 5 g g r OATE: INSPECTED BY: 1 O Acceptance 3 O Rework h -[h [,[,, 2 O Waiver 4 O Scrap /RTV

ORDER /JOBilNSP. (XEPOQV s MH T INSPECTION REPORT f ric. S@ F RECEIVING C / X 11" K,/3, IN PROCESS C PART NUMBER REV. PART NAME VENDOR INSP. PLAN s FINAL C AUDIT C f-h-{fh C PURCHASE ORDER # RECEIVER # QUANTITY DATE OF INSP. TYPE OF INSP. OU AL. CH ARJOIM. ,Ts_O S , Q V O _,2 2 5 A.Q d 5 i_ 5

  • I TOLERANCE

!, coy i *~9,ohj 06 lofA'fdo' GAGE TYPE I l l PT OF MEAS. (cem 0.4. Od.p5 E,# ([ . { Ajt _ l I 7 gnipccn 1 jC(o3g a cua_14 b'__33j7LtQgyfi 2 l l { .r 3 -.i I o *] Pt r

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o O ') O.1735 h5NYJ 'i (d *d) 6 I l 3 8 9 l 3 10 l i 11 i 12 I .1 1 13 i 14 I 15 I I o. 16 l g a: 17 { t m 18 l 2 19 l 20 l 21 i ~ 23 4 _ i 24 i 25 . __ _. 1 27 - -,i 28 _i 29 30 31 I 32 g E i e ^ E I f ~j DATE: INSPECTED BY:

  • 1 O Acceptance 3 O Rework 2 O Waiver 4 O Scrap /RTV

'h h, ~ 4

~ g f MATERIAL SCIENCES LA80RATORr I""58 No-INC. {j 88' 2148 REQUEST / REPORT g Page 1 of 2 Part Name/or h::ripties: Part No: Rusival No. O cw.

  • e Werk Order No. O 65 Kwik-Bolts See Below ONE No.

O N/A sat. k cni cate. P.e. ne. O heder/Searce/er Sept: lleat No. O saaer s.ut latch No. O Penn. Power & Light LetNo. O N/A g,,,,, g,,. m, g. Suscuehanna Station O 7 pes. 5.tallwpal resest - O ",',',2,"4 0,'.'= 0 W,2 E W.,,.. O f."= O ?'.7 , d i Requiremests/lastructiegg: Evaluate cherrical and mechanical properties. Item #1 - P/N 5500064, 1/2" dia. Std. Kwik-Bolt, 3 pcs. Item #2 - P/N 5500112, 3/4" dia. Std. Kwik-Bolt, 3 pcs; Item #3 - P/N 5 500136, 1" dia. Super Kwik-Bolt, 1 pc. Naterial/ Precess: Specification: Priority: Requested By: Date: AISI 11L41 and O Urgest 1144 Eng. Dwg. ]g P50 4/25/86 CMMMAL PR4PERilE$ (Ref. AISI Product Analysis) C Na P S Si Pb livstified N .37/.45 1.35 /1.65 .04 .08 /.13 0.10 .15/.35 As Item #1 .43 1.67 .022 .095 .04 .20 11L41 CONTINUED ON PAGE 2 N((3AN) CAL PtWERTIES (Ref. Adm. 1, Exhibit 'B') i Eleet.E R/A E Yield Sig.(NSI) Ult. Sig. (K$1) Nardsess ( ) M 9.0 28.0 90.0 105.0 Item #1a 11.5 39.3 92.2 119.4 Item #1b 12.5 46.0 93.8 119.0 CON TINUED ON PAGE 2 Cessents: The subject items meet or exceed the chemical and mechanical recuirements of the engineering specifications. Statss: Oristn.

1. O ase itanie s.Srfe.

s. MRs 7. twa e.Derv @E

2. O siintaire 4.

wiw. s.Orein,

s. O sA 1o.0Serie WENTh N. Chang As@:

Sete: P54L As l al:hY MSL rile y - 3 0 - Tr l, m

MATERIAL SCIENCES LABORATORY Request No. INC. EVALUATION /INVESTIGAll0N Page 2 el 2 CNEMICAL PROPERTIES (Ref. AISI Product Analysis) C Ms P Si identified U.L .40/.48 1.35 /1.65 .04 .24/.33.15/.35 As Item #2 .43 1.45 .003 13 .24 1144 Item #3 .51* 1.56 .008 13 .23 1144 NECIANICAL PR8PERTIES Elong.% W/A % Yield Sig.(R$1) Ult.Sig.(R$1) Mardsess ( ) 1 1?s 0 EEE.e 10.0 25.0 105.0 Item #2a 12.0 79_? 10R A 110 1 from #2b 12.0 10.5 111.4 111.7 repm # _1 1?_0 7; 1 110 A 11A o Test: Required: Results:

  • NOTE:

AISI croduct analysis allows.03 deviation above and below heat r_f. Table 2-9. The subiect material is on tolerance limits, e the high limit ofJroduct analysis, i t i I-i Signature: Date: Approval: Date: 9'-Jo -h

415 S 100th East Avenus P.0L Box 470400 Tulsa. Oklahoma 74146 Phone (918) 627 9711, Telex 796503 To From 04fe C. Poparad J. Karoly 8/15/86 sociect ne, Susquehanna Power Plant Testing Page 1 of 2 Cop.es To

Chuck, The following is a rough schedule of events proceeding, during and after the first torque /preload tension testing.

6 April 1985 - Conversations with India Shah from Gibbs and Hill about the torque vs. preload testing and relaxation. India wanted to confirm a torque value that would achieve a preload that was 35% of the ultimate load. May 1985 - India Shah talked to you about relaxation, creep, and the nature of reinforced concrete. Torque vs. preload tension testing was performed on 3 sample of each size of Kwik-Bolt, 3/8, 1/2, S/8, 3/4, and 1". Attending the test were: A/M B. Kieser HILTI D/E J. Karoly HILTI Engineer M. Dombrosky DRAVO Project Engineer P. Antovitch DRAVO Crafts DRAVO Field Engineer Name Unknown DRAVO June 1985 - Sent test report to M. Goldsmith, Project Manager from DRAVO. Call from P. Antovitch (DRAVO) concerning a typing error on report, and torque values for 1/4" and 1 1/4" size Kwik-Bolt. I told him to interpolate for these values. These were the only questions and concerns from DRAVO. They never mentioned the ultirate pullout obtained in the tests. Gibbs and Hill was not sent a test report from HILTI. Gibbs and Hill is part of the parent group DRAVO. H;LTI.Tufsc, Okla Tech *", c-

1. 1983 a m mno, n, mit, intorna,,nnai

,,3...

4 15 S 100th East Av;nus P.O. Box 470400 Tulsa. Oklahoma 74146 Phone (918) 627 9711, Telex 796503 To From Date C. Poparad J. Karoly 8/15/86 sue,.ci. not Susquehanna Power Plant Testing Page 2 of 2 Copies To. (Friday before Pheonix Trip) ///G January 1986 Talked to India Shah on the phone. We discussed the discrepency of the pullout test results vs. the published results from Abbot Hanks that he used for design. I told him we do not publish the Abbot Hanks report any more. February 1986 - Onsite meeting at Berwick, Pennsylvania with Engineers from Gibbs and Hill, PP&L, U. S. Testing and HILTI.

March, April, 1986

- Onsite testing with M. Causey, U. S. Testing, PP&L, Gibbs and Hill, and DRAVO. May 1986 - Second retest onsite with Steve Caruthers, Frank Hieronymus, Gibbs and Hill, DBAVO, and PP&L. The results were similar to the original test.

Regards, 6E Jim Karoly

/r1 A member of HiltiInternational , aa e n

CONCRETE MIX DESIGN l

e B i b, :; ~ HEWE Tulsa. Oklahoma 74146 Phone (918) 627 9711. Telex 796503 f' 5m y, 3 C. Poparad Steve Caruthers 5/9/e6 so.ct Susquehanna Steam Electric Station cep.s io The following is a comparison of the 4000 psi concrete mix designs used by Dravo at the Susquehanna Freject and the test slabs used by VEN. F.F.N. D RAA'O Design F.S.I. 4500 4000 Cenent, lbs. 420 634 Stone, lbs. 1710 1750 Fine Aggregate 1480 1153 1 1/2S Air Entraining 3 c s. SS + Water Reducing Adnixture 17 ozs. None Water, lbs. 251 317

Regards,

/ Uj { /k Steve Caruthers, P. E. .vanager Technical Services /rl A member of Hittiinternational ' M on

I e . 0 REVISED 1/2" KWIK BOLT TENSION VALUES

O ./

  • REVISED: ULTIMATE TENSILE VALUES 1/2" Diameter Kwik-Bolt i

u Concrete Strength -~j A , i,, 5 j~' -, 2000 psi 4000 psi 6000 psi Diameter,,Embedment 1/2" 2-1/4" 4545 5510 6845 2-3/4" 5800 7200 7800 c_. 9000 10000 3-1/2".,

7000, 4-1/2" 75$5,,

10000 10500 ~ 6" 9000 10000 11000 r

~"T-

. 1 l i i FACTOR OF SAFETY ANALYSIS -O e g e l l l l l l e [ v

FACTOR OF SAFETY (F.O.S3 Published Published Revised Revised F.O.S. Ultimate Working Ultimate Working Revised Tensile Load With Teneile Load With Ultimate 4r1 F.O.S. 4:1 F.O.S. and Published Working Load Dia. Embed. 4000 poi 1/2 2-1/4 5510 1380 5510 1380 4.0 2-3/4 7200 1800 7200 1800 4.9 3-1/2 9450 2360 9000 2250 3.8 4-1/2 11225 2806 10000 2500 3.6 6 12300 3070 10000 2500 3.3 Dio. Embed. 6000 psi 1/2 2-1/4 6845 1710 6845 1710 4.0 2-3/4 9800 2450 7800 1950 3.2 3-1/2 13200 3300 10000 2500 3.0 4-1/2 14550 3638 10500 2625 2.9 6 15300 3820 11000 2750 2.9 r

3 y

n 2 NUCLEAR POWER PLANT ON-SITE TEST INDEx l l t ,~

Page 1. TEST REPORTS - NUCLEAR POWER PLANTS HILTI FACILITY TEST CONDUCTED FOR TITLE OF TEST TEST ENGlHEER DATE SPEC. NO. Beaver Valley NPP Stone & Webster Water Cooled Carbide Bit Tests Ronald K.

Burket, 7/6 /77 N/A Shippingport. PA Ultimate Values & Displacement-Regional Engineer Load Chart Field Engineering Torque Testing R. Burket 7/5/77 N/A Stone & Webster Stone A Webster Torque vs. Pretension Verifi-W.

Coluccini, 12/2,3/82 N/A cation Tests

  • Division Engineer Stone & Webster Prequalification On-site Test Michael J. Ueber, 1/12.13, 2BVS-970 Program Torque Test Reoort for Division Engineer 23/78 Pipe Supports in Category I, II.

III, MC ASME Section III, Div. I, Subsection NG Component Supports, Drilled-in Expansion Type Anchors Stone & Webster ..(same as above) Michael J. Weber 1/12,13 NMP2-S203G NF Component Supports. 23/78 'f' Braidwood NPP Braceville, IL Sargent & Lundy Prequalification On-site Test Michael J. Weber, 7/7/78 BY-BR-CEA Pragram for Pipe Supports in Regional Field Engr. Rev. 2 Category 1,11,111, MC ASME. Sec. III, Div. I, Subsec NF, Component Supports Drilled-in Expansion Type Anchors Sargent A Lundy (Same As Above) (Same As Above) 6/7/78 (Same As Above) Brunswick NPP CP E L Torque vs. Pretension Test B. Boppus 8/14,15, N/A Southport, NC T. Grant 16/84 9 e

P:g? 2. TEST REPORTS - NUCLEAR POWER PLANTS FACILITY TEST CONDUCTED FOR TITLE OF TEST HILTI TEST ENGINEER DATE SPEC. NO. Calvert Cliffs Plant Baltimore Gas % Elec. Calvert County, MD by Law Engineerine Letco Project W-9-2444 Anchor Rolt Testing 5/79 fl/A Commanche Peak Ft. North, TX Torque Tension Testinn Jose Rivera 4/27,28/78 5/8" Kwik-Bolt Testing 6/13/79 Clinton Power Sta. Clinton, !L Illinois Power Co. Prequalification On'-site Michael J. Neber.PE 9/11,12/79 CP-lCEA Sargent A Lundy Test Program, Torque Test Div. Field Engineer Baldwin Associates Report for Pipe Supports Rev. 2 In Category I,11,111 MC ASME Sec. III, Div. I Sub-Section NF Component Supports Drilled-in Expansion Type Anchors 4 Illinois Power Kwik-Bolt Testing 3/84 Duane Arnold NPP Field Engineering Prequalification On-Site flichael J. Neber,PE 8/6/79 llork ing load Palo, Iowa Test Pronram for Pipe Supports in Categorv I,II. per Bechtel Ill MC, ASME Section III, Division I Subsection NF Component Supports Drilled-In Expansion Type Anchors Dresden Power Sta. Sargent A Lundy Prequalification On-Site Morris, IL Test Program for Pipe Michael J. Weber,PE 11/13/78 DY-BR-CE4 Supports in Category I,II, Rev. 2 III, MC - ASME Sec. III, Div. I Subsection NF Component Supports - Drilled in Expansion-Type Anchor l

Page' 3 _ TEST' REPORTS - NUCLEAR POWER PLANTS FACILITY HILTI TEST CONDUCTED FOR TITLE OF TEST TEST ENGINEER DATE SPEC. NO. Dresden Power Sta. Universal Power Prequalification On-Site Michael Weber.PF 1/17,18/80 Form 1778 Morris. IL Piping, Inc. Test Program Torque Test Regional Field Eng. Report for Pipe Supports in Category I,II,III HC ASME Sec. 111 Div.I Subsection NF Component Supports Orilled-In Expansion Type Anchors Sargent A Lundy Prequalification On-Site Test Michael iteber,PE 11/13/78 BY-BP.-CEA Program for Pipe Supports in Regional Field Cng. Rev. 2 Category I,II, III MC ASME Sec. III Div. I Subsection NF Compunent Supports - Orilled-In Expansion Type Agc, hors ; Commonwealth Edison Prequalifica tion o -Site Test Charles J. Poparad 6/18/80 Form 1778 n Program-Torque Test Report for Regional Field Eng. Pipe Supports in Category I, II. III MC - ASME.Sec. III, Div. I Subsec tion NF Component Supports Drilled-In Expansion Type Anchors Enrico Fermi NPP Daniel International Prequalification On-Site Test Michael J. Weber.PE B/9,10 N/A Unit 2 Monroe, MI Program Torque Test Report' For Pipe Supports in' Category A 22/79 1,II,III MC, ASME Sec. III, Div. I Subsection NF Connonent Supports Drilled-In Expansion Type Anchors Sargent A Lundy

1) til tima te Capacity Tests Ronald K. Burket 9/20 %'

?) Torque Tests Regional' Engineer 21/77

Pag? 4 TEST REPORTS - NUCLEAR POWER PLANTS FACILITY TEST CONDUCTED FOR TITLE OF TEST HILTI __ TEST ENGINEER DATE SPEC. NO. Farley, Joseph M. Bechtel Power Dothan, AL To Determine Relationship Doug Hughes 3/27,28& To comply with Between Applied Torque % Regional Field Eng. 29/79 NRC Bulletin Static Lift-Off or Pre-tension Load for Each of No. 79-02 The Diameters Tested Bechtel Power Pretension vs. Torque Graphs Lee Ma ttis, PE 4/4/79 (2 changes to above) ft. Calhoun MPP Omaha Public Power Quali f ica tion Tests Charles J. Poparad 3/17/81 fi/A Ft. Calhoun, NE District Gilbert / Commonwealth Regional Field Eng. 1 Omaha Public Power Torque Prequalification Jose Ramon Rivera,Jr. 10/11 A N/A District Evaluation Div. Tech. Consultant 12/79 itope Creek Genera-ting Sta.

1) Tension (Pull-out) Test Vitaliy Kedrus 8/14, 15 & il/ A Hancock Bridge, NJ for HILTI HDI's (Shell Regional Field Engr.

16/79 Type)

2) Torque vs. Pretension Test indian Point Unit 3 Buchanan, NY Torque vs. Pretension Test Vitaliy Kedrus 10/3,4/79 N/A LaSalle County NPP Seneca, IL On-Site Test Program Michael J. Heber, PE 5/15/79 M/A Drilled-In Expansion Type Anchors 3/8, 1/2, 5/8 Drillco WCCB Bits

=

P:gt S TEST REPORTS - NUCLEAR POWER PLANTS HILTI FACILITY TEST CONDUCTED FOR TITLE OF TEST TEST ENGINEER DATE SPEC. NO. Marble Hi11 NPP Dr. K. Newburg HILTI Kwik Bolt C. Poparad 1/5/86 t'/A Madison, IN Installation Torque Test Millstone NPP Unit 3 Prequalification o -Site !!m. If, Alderman, Jr. 5/1,2 % M/A n Waterford, CT Test Prooram Torque Test 11/79 Report for HILTI Kwik-Bolt Concrete Expansion Anchors Stone f Webster On-site Torque Test t!m. H. 8.1 d e rma n. Jr. 5/11/79 ft/ A Program - Stainless Steel 8/IS/7a Sleeve Anchors 11/9 5 19 1979 Monticello Genera-Northern States qualifications Tests of Scott Pfeifer 11/29/83 Procedure ting Plant Power HILTI Kwik-Bolts Div. Field Engr. thru

  • 10. 8331 Monticello, MN 12/2/83 Northern States Oualifications Tests of Donald ". Krueger 12/15, 16, Bechtel Power HILTI Kwik-Bolts Regional Field Engr.

1931 Special Proc. Bechtel Power ?0814 Northern States Prequalification On-Site Michael J. "eber, PE 7/10/79 '!/ A Power Test Pronram for Pipe Supports in Category I,II, III MC AstIE Sec tion III, Division I Subsection fif Component Supports

2 Page 6 TEST REPORT 5 - NUCLFAR POWER PLANTS F_ACILITY TEST CONDUCTED FOR TITLE OF TEST HILTI TEST E NG i t4E E R DATE SPEC. NO. nine-Mile Point 2 Niagra Mohawk Power Torque Test Renort for Pipe R. A. Pazzanese 9/27.20/77 Spec.M514-

  • ..ycoming, NY Corporation Supports in Catenory I ASME tinrtheast aantonal Eng.

g60 1M 309D Stone % liebster Section III Subsection tiF Fngineering Corp. Drilled-in Expansion Anchors Miagra Mohawk Power Prequalification On-Site R. A. Pozzanese 1/13. 5 MMP2 5203G Corporation Test Program Torque Test Senior Divisional Engineer 23/73 Stone A Webster Report ASME Sec. III, Div.I Engineerinn Corp. Subsection NF Component Supports Code Case 1644-7 Drilled-In Expansion Type Anchors (SCRIBA MEH YORK) Marth Anna Stone & Petster Richmond, VA VEPCC HILTI Kwik-Bolt Torque Pill Boonus Testing Ken Diaz g/14, a 17/81 Pacific Gas A Elec. Univ. of California Static & Dynamic Loading Univ. of Cal. 8/10/72 DOE Research Service to Industry of 5/8-Inch Concrete Contract ES 7218 Anchors Palisades MPP Per Dechtel Power Prequalification On-Site Michael J. lleber,PE 9/17/79 Covert, MI Test Program for Pipe Supports in Category I,II,III MC ASME Section Ill. Div. I Subsection fif Component Supports

P:g? 7 TEST REPORTS - NUCLEAR POWER PLANTS FACILITY HILT 1 TEST CONDUCTED FOR TITLE OF TEST _ TEST ENGINEER DATE___ SPEC. NO. Perry NPP Field Engineering Torque Test Report for Michael J. Weber 2/7&B/78 3/A Perry, OH Pipe Supports in Category I, Regional Field Eng. II, III MC ASME Sec. III, Div. I Subsection 'IF Component Supports Drilled-In Expansion Type Anchors Gilbert Commonwealth Torque Test Report for Pipe Michael J. Weber ll/8A9/78 SP-208-4 54 9-00 Supports in Category I,II,11! MC ASME Section III, Div. I Subsection NF Component Supports Gilbert Commonwealth Torque Test Report for Pipe Dennis A. Lauer.PE 2/23/81 N/A Supports in Category I,II,III MC ASME Sec. III Div. I Sub-section NF Component Supports Point Beach NPP Phillips Getchow Gualification Tests of HILTI Two Rivers, WI Uisconsin Elec. Power Super Duik-Bolt Prequalification On-Site Test M. Weber 6/14/79 N/A Program for Pipe Supports in Category I,II,III MC ASME Sec. III, Div. I Subsection NF Component Supports Drilled-In Expansion Type Anchors = C. Poparad Pilgrim Sta. - Boston Edison Company Plymouth, MA

Pese a TEST REPORTS - NUCLEAR POWER PLANTS FACILITY HILTI TEST CONDUCTED FOR TITLE OF TEST TEST ENGIf4EER DATE SPEC, NO. St. Lucie Florida Power Drilled-In Expansion Type P!/A 1/16/79 ft. Pierce. FL and Light HILTI KWIK-E0LT San Onofre Bechtel Power Corp. Final Report on Concrete Chad Thompson 4/14/82 NRC Bulletin San Clemente, CA Southern California Expansion Anchors Edison Company No. 7902 Seabrook Field Engineering Torque vs. Pretension Test Hm. H. Alderman,Jr. 2/12.13 % N/A Seabrook. NH Rentonal field Eng. 16/79 3/15/79 Seneca flPP H. P. Foley On-Site Test Program Michael J. lleber,PE 5/16/79 N/A Seneca. Il Drilled-In Expansion Type Anchors ~ Shoreham Stane & i'ebster Torque vs. Pretension V. redrus 4/11-12/79 Riverhead, NY Pullout for HILTI Super Kwin-Bolts South Texas Project Brown it Root Torque vs. Pretension J. Rivera Bay City. TX Houston Lichtino & 8/27.gof79 Power Company 9/4 5/79 V. C. Sumner SCE & G Columbia, SC Toroue Test P. f"alarkey 1/15/76

Pa ge TEST REPORTS - MUCtEAR POWER PLANTS FACILITY HILTI TEST CONDUCTED FOR TITLE OF TEST TEST ENGlHEER DATE SPEC. NO. Surry Ebasco/VEPCP toad vs. Pretension V. Kedrus 1/14/80 Wi1Iiamsburg, VA Load vs. Displacement for HILTI Fwik-Polts Susquehanna Ebasco Toroue vs. Pretension J. Karoly 5/85 Berwick, PA Toroue vs. Pretension J. Karoly 3/86 Torque vs. Pretension

5. Caruthers 4/86 Three-Mile Island Giltert and Associates Torque vs. Pretension Harrisburg, PA for V. Kedrus 8/8-9/70 N/A HILTI Kwik-Polts 9/17/79 Turkey Point Bechtel Power Corp.

Torque vs. Pretension Test ym. P. Boggus 5/10,11, '4/ % Miami, FL Regional Field Engr. 1979 Vermont Yankee NPP Field Engineering Torque vs. Dretension Vernon, VT Um, H. Alderman, Jr. 8/20A21 1979 Waterford III HPP Field Engineering 3/4" TE Bit Field Testing Doug Hughes 2/7/79 N/A Killona, LA Louisiana Power & Drilled-In Expansion Type P. J. 'ta l a r ky 2/17?.18 Eb-sco Spec. Light Anchors 1977 LOU 1564.468

Pc92 10 TEST REPORTS - NUCLEAR POWER PtANTS FACILITY TEST CONDUCTED FOR TITLE OF TEST HILTI TEST ENGINEER DATE SPEC. NO. itPSS fio. 2 Burns ', Roe Torque Load Tests on Drille<!-In Concrete Anchors Doug Chenait 8/79 'l/A 'JPS5 Pio. I & 4 United Enaineers Torque vs. Pretension Test Michael J. Ueber PE 11/18 United Engineers UPSS No. 1A 5 Ebasco ?6/30 Specifications satsop, HA Preoualification Pnsite Test F. Heydt 8/6-8/79 for P!LTI reik-P.olts 8/20-22/79 F/7 71mmer Sarcent E Lundy HILTI rwik-Polts Cincinnati, Off Ancmate Oas F Electric and Pater fooled fart *ide Pit F. Peter 7/27/77 i 1 l ,.}}

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