Text

Rept on Testing of Concrete Expansion Anchors & Grouted Anchors Installed in Concrete Blockwalls
	ML20063H477
Person / Time
Site:	Midland
Issue date:	08/31/1980
From:	Das Gupta M, Lakshminarayana, Wight J; BECHTEL GROUP, INC.
To:	;
Shared Package
ML20063H470	List: ML20063H468; ML20063H477;
References
	CON-7220 7220-CTR-1-1, G-1110-01, G-1110-1, NUDOCS 8207300201
	Download: ML20063H477 (63)
	v • d • e

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.s MIDLAND PLANT UNITS 1 AND 2 BECHTEL JOB 7220 .

CONSUMERS POWER COMPANY 0l2l58 MIDLAND, MICHIGAN ,

2 REPORT ON THE TESTING OF CONCRETE EXPANSION ANCHORS AND GROUTED ANCHORS INSTALTRD IN CONCRETE BLOCKWALLS~

BECHTEL ASSOCIATES PROFESSIONAL CORPORATION ANN ARBOR, MICHIGAN

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MIDLAND PLANT UNITS 1 AND 2 BECHTEL JOB 7220 CONSUMERS POWER COMPAN'l MIDLAND, MICHIGAN REPORT ON .

THE TESTING OF CONCRETE EXPANSION ANCHORS AND GROUTED ANCHORS INSTALLED IN CONCRETE BLOCKWALLS By: J.K. Wight Review By: M. Das Gupta V. Lakshminarayanan J.V. Rotz Approved By: B. Dhar l

Bechtel Power Corporation Ann Arbor, Michigan

L Midland Plant Units 1 and 2 Bechtel Job 7220 F

ABSTRACT As part of an effort to develop a design recommendation for grouted and wedge type expansion anchors in grout-filled I concrete masonry blockwalls, 121 wedge type expansion anchor tests and 24 grouted anchor tests were conducted at the Midland plant site. A primary variable for both sets of tests l was the location of the anchor within the blockwall. Addi-tional variables for the expansion anchor tests were the anchor size and embedment length. Both tension and shear tests were conducted at each location for each anchor size and embedment length. A statistical study of the test data was used in conjunction with existing recommendations for anchors in reinforced concrete walls to develop a design I recommendation for grouted and wedge type expansion anchors in grout-filled concrete blockwalls.

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I I REPORT ON THE TESTING OF CONCRETE EXPANSION ANCHORS AND GROUTED CONCRETE ANCHORS INSTALLED IN CONCRETE BLOCKWALLS ,

TABLE OF CONTENTS I Page ABSTRACT 11

1.0 INTRODUCTION

AND PURPOSE 1 2.0 SCOPE OF TESTS AND TESTING PROCEDURE 1 3.0 TEST RESULTS 2 4.0 DESIGN RECOMMENDATIONS 5 5.0

SUMMARY

AND RECOMMENDATIONS FOR FUTURE 6 TESTS LIST OF TABLES 1 Specified Installation Torque for Expansion 8

I Anchors Summary of Grouted Anchor Test Results I

2 9 I 3 Summary of Wedge Type Expansion Anchor Test 10 Results 4 Fraction of Wedge Type Anchors Reaching Speci- 11 fied Installation Torque 5 Summary of Tensile Strength Tests of Threaded 12 Rods and Anchor Dolts 6 Summary of Masonry Materials Tests 13

, 7 Recommended Design Loads for Grouted Anchors 14 I

8 Recommended Tension Design Loads for Wedge Type 15 Expansion Anchors lE 9 Recommended Shear Design Loads for Wedge Type 16 l3 i

Expansion Anchors l 10 Recommended Tension and Shear Design Loads for 17 Wedge Type Expansion Anchors in Vertical Mortar Joints I

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L Table of Contents (continued) Page LIST CF FIGURES 1 Typical Wall tocations for Anchor Tests

[ 2 Embedment Iangths for Grouted and Expansion Anchors

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3 Photo of Tension Test Device 4 Tension Test Arrangenent 5 Shear Test Arrangement 6 Photo of Shear Test Device 7a Failure Load Versus Installation Torque for 1 Wedge Type Excansion Anchor Tension Tests, 3/8-Inch Diameter i 7b Failure Load Versus Installation Torque for Wedge Type Expansion Anchor Tension Tests, 1/2-Inch Diameter 7c Failure Load Versus Installation Torque for Wedge Type Expansion Anchor Tension Tests, 5/8-Inch Diameter APPENDIXES A Test Specification A-1 B Anchor Test Data B-1 B-1 Grouted Anchor Tests B-1 B-2 Wedge Type Expansion Anchor, 3/8-Inch i

B-2 Diameter, Tension Tests ,

B-3 Wedge Type Expansion Anchor, 3/8-Inch B-3 Diameter, Shear Tests B-4 Wedge Type Expansion Anchor, 1/2-Inch B-4 Diameter, Tension Tests B-5 Wedge Type Expansion Anchor, 1/2-Inch B-5 Diameter, Shear Tests B-6 Wedge Type Expansion Anchor, 5/8-Inch B-6 Diame ter, Tension Tests B-7 Wedge Type Expansion Anchor, 5/8-Inch B-7 Di ame te r , Shear Tests C Material Test Reports for Anchor Bolts and C-1 Masonry iv l _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - _ _ _ . _ _ _ _ _ _ _ _ _ _ _ __ __ _ _ _ _ _ _ _ _ _ _____._____u

I Midland Plant Units 1 and 2 I Bechtel Job 7220

1.0 INTRODUCTION

AND PURPOSE Tension (pull-out) and shear tests were conducted on 145 l grouted anchors and wedge type expansion anchors which had 13 been anchored in a grout-filled concrete blockwall at the 3 Midland plant. Dechtel field engineering designed the test equipment and conducted the tests . Project resident engineer-ing staff monitored the tests. The tests were started in August 1979 and completed in November 1979. Associated tests of the anchor bolt and masonry materials were also conducted in 1979 by Robert W. Hunt Company (Chicagc, Illinois) and U.S. Testing Company, Inc. (Hoboken, New Jersey), respectively

.I (Appendix C).

l The purpose of the tests was to experimentally obtain strength

,I data for anchors in concrete block masonry walls which could be used in conjunction with existing design recommendations for anchors in reinforced concrete walls to develop a design I recommendation for grouted and wedge type expansion anchors in grout-filled concrete blockwalls.

2.0 SCOPE OF TESTS AND TESTING PROCEDURE 2.1 SCOPE I

I The tension and shear testing of the grouted anchors and wedge type expansion anchors was performed in accordance with Speci-fication 7220-C-89(Q), Appendix A. The concrete blockwall used for testing was the existing corbel wall located in the turbine building at el 614'-0", which had been constructed with materials conforming to Purchase Order 7220-F-308111(Q).

l Six different bolt locations in the concrete block were I chosen for the anchor tests (Figure 1). A short description of each location follows.

A: Horizontal mortar joint I B:

C:

D:

Intersection of horizontal and vertical mortar joints In block near interface between web and cell i In block near center of web

E: In block near center of cell F: In vertical mortar joint All of the grouted anchors were fabricated from 5/8-inch I diameter ASTM A 36 rods which were installed with an embed-ment length of 6 inches (Figure 2a). Thirteen grouted anchors I

were tested in tension and eleven were tested in shear.

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I Midland Plant Units 1 and 2 Bechtel Job 7220 I

The wedge type expansion anchor tests were conducted on anchors with diameters of 3/8, 1/2, or 5/8 inch and embedment leng ths (Figure 2b) of 1-5/8 or 3-1/8 inches for the 3/8-inch diameter, 2-1/4 or 3-3/4 inches for the 1/2-inch diameter, and 4 or 5-1/2 inches for the 5/8-inch diameter. The two embedment lengths for each anchor diameter are subsequently referred to as "short" or "long."

2.2 TESTING PROCEDURE ANC APPARATUS The anchors were installed according to Section 5.5 of Speci-fication 7220-C-89(Q), Appendix A. This specification refers i

to Specification 7220-C-305(Q) for the expansion anchors and Specification 7220-C-306(Q) for the grouted anchors. Instal-ig lation torques were specified for the expansion anchors, as 5 shown in Table 1.

(i.e., more than 1/4 inch from snug tight position) before the However, if the anchors slipped excessively required torque was achieved, installation was considered complete and the amount of slip was recorded.

The testing apparatus for the tension (pull-out) tests is I shown in Figures 3 and 4. Af ter attaching the threaded rod, which passed through the calibrated hydraulic ram to the anchor, the pressure (load) was slowly increased in predeter-mined increments until failure. At each load increment a I deflection was measured. The accuracy of the deflection measurement was affected somewhat by slight misalignment of the ram and the test stand with respect to the anchor.

The testing apparatus for the shear tests is shown in Figures 5 and 6. The shear testing procedure was essentially the same as that for tension testing. Deflection measurement errors I due to misalignment also occurred in the shear tests. The configuration of the shear test apparatus resulted in tension forces in the anchor, friction forces between the test appara-I tus and the concrete surface, and exaggerated deflection measurements. This is a more severe loading condition than direct shear, so the measured ultimate shear loads are consi-dered conservative.

3.0 TEST RESULTS 3.1 GROUTED ANCHOR TESTS For the grouted anchors, the results for both the tension (pull-out) tests and the shear tests were consistent at all I wall locations shown in Figure 1. The general failure mode was bolt failure in either tension or shear. Because of the consistency at all locations, Table 2 gives a summary of all I

the test results without regard to location. Data for each individual test is reported in Appendix B.

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[ Midland Plant Units 1 and 2 Bechtel Job 7220 3.2 WEDGE TYPE EXPANSION ANCHOR TESTS 3.2.1 A general summary of the test results is given below.

E a. The results for the expansion anchors were less consistent than those for grouted anchors,

b. There was a clear tendency for lower results at wall locations B and F. There was no clear distinction between results at the other four wall locations.

c. The longer embedment lengths increased the tension strength of the anchors for all three anchor sizes. However, the longer embedment length improved the shear strength only for the 3/8-inch diameter anchor. .

d. Specified installation torques were obtained more frequently for the longer embedment lengths.

e. Installation torque did not have a significant effect on the failure loads.

f. The common failure mode in tension was bolt pull-out. The common failure mode in shear was a combination of bolt pull-out plus concrete crushing adjacent to the bolt.

3.2.2 Test results for the wedge type expansion anchors i

are summarized in Table 3. The means and standard deviations are given for all of the test data and also for the remaining test data when results at locations B and F (in vertical mortar joints) are treated separately. The mean tensile and shear strengths are higher except for one case when results at locations B and F are removed. For the 1/2-inch diameter I short anchors, the mean diminishes from 3.5k to 3.4k when' data on anchors in locations B and F are removed.

I The itterrelationship between embedment length, installa-tion torque, and tension (pull-out) strength of the expan-sion anchors is shown in Figure 7. For each anchor diameter, the relationship between the tension failure load and the I installation torque is shown with the short and long embedments indicated by open and closed circles, respectively. Also shown in Figure 7 is the minimum installation torque from I

Specification 7220-C-305(Q).

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The following important items can be observed in Figure 7.

g a. When longer embedment lengths were used, the _

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tension strengths were increased. This wasj also shown in. Table 3. ,

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b. A"higherlpercentage'of the anchors with long l embedment lengths was able to reach the speci-

fled instellation torque before slipping

>1/4 ir,ch. A,further comparison between embed-

- " ment length ar.d the number of anchors aole to reach the specified torque is given in Columns 8

[ and 9 of Table 4 ~ (which also includes the expan-

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'sioncanchors testod"in shear) . The results in Table C indicate' that if the specified instal-lation . torque was used as the only criterion fcp' acceptance, rore than 50% of the anchors with .sbort embedn.onts' would need to be rejected.

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c. If the long and shcrt embedment lengths are f treattd separately, there is no clear relation-

f. ' - ship between the recorded installation torque and the tonsion failure load.. This clearly deemphasiies ,tholimportance of _the installa-(, tion torque, except. for ensuring' a certain ini-tial'etifEness or preload in the anchor.

- d. Anchors installed at wall locations B and F (data pointstidentified in Figure 7) generally' had lower strengtbg, ' Table 4 also shows that

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wall locations S'and F had the lowest percen-k '

tage of anchots reaching the specified installa-tion torque. These two observations clearly

.i juatified treating wall locations B and F separ-ately.

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Data for each wedge type expansion anc!ior test is reported in

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3.3 MATERIAL TESTS -

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Details of the terisile strength tests conducted by, Robert W. Hunt Company on the ASTM A-36 threaded rods and the concrete anchor bolts are reported in Appendix C. 'A sumrr.ary'of tho results is

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given in Tablo S. ,

Details of the various ' tests conducted by U.S.- Testing.

Company, Inc., on the masonry wall materials are

reported in '

Appendix C. A summary ot_the results is given~ in Table 6.

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3.4 RETENTION OF'TESTcDATA ' s

( All the4er.t dfta~ I recorded during the testing of the expansion anchor-and grouted anchor are retained at project document control.

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L Midland Plant Units 1 and 2 Bechtel Job 7220

[- 4.0 DESIGN RECOMMENDATIONS The followup design recommendations are based on the experi-mental results described in Sections 3.1 and 3.2 and exist-l ing design recommendations for grouted [ Specification 7220-B C-306(Q)] and expansion anchors (Specification 7220-C-305(Q))

in reinforced concrete walls.

4.1 GROUTED ANCHORS Based on the consistency of the test results for grouted anchors given in Table 1, a safety factor of 3.0 is clearly justified for any location in the concrete blockwall. How-ever, as shown in Table 7, dividing the mean by a safety f actor of 3.0 leads to allowable loads well above those now used for anchors grouted in reinforced concrete walls. There-I fore, the allowable tension and shear loads for the 5/8-inch diameter grouted anchors in concrete blockwalls were set equal to the corresponding values for a reinforced concrete wall with a compressive strength of 4,000 psi (Table 7).

4.2 WEDGE TYPE EXPANSION ANCHORS The test results for the wedge type expansion anchors were less consistent than the results for the grouted anchors.

This can be seen by comparing the corresponding ratio of the I standard deviation to mean value for each set of test data.

The average value of this ratio is 0.08 for the grouted anchors and 0.18 for the expansion anchors. Clearly, a higher safety I f actor is required for the wedge type expansion anchors. A value of 5.0 was selected.

Test results also show that the strength of expansion anchors I installed at wall locations B and F was significantly less than the strengths obtained at the other four wall locations shown in Figure 1. Therefore, it is recommended that vertical mortar joints be avoided when using an expansion anchor in a concrete blockwall.

Tables 8 and 9 compare the mean test strengths (results from I wall locations B and P excluded) divided by 5.0 with the recommended design loads for expansion anchors in concrete walls with a compressive strength of 4,000 psi. The smaller I of these two values is used as the recommended design load for the wedge type expansion anchors in concrete masonry walls. It should be noted that a few exceptions to this general procedure for determining recommended design loads I had to be made to maintain consistency with test results and bolt sizes.

I I

I The installation torques given in Tables 8 and 9 are based I on the following formula:

T = a.D.P (1) where T = installation torque a = friction coefficient (assumed to be 0,3)

D = bolt diameter P = bolt tension For adequate stiffn'ess of the anchor, the desired initial bolt tension was set equal to 3.0 times the allowable tension.

A comparion of the required installation torques listed in Tables 8 and 9 with the recorded installation torques shown in Figure 7 indicates that while one-third of the "short"-

embedment anchors would be rejected, less than 5% of the "long"-embedment anchors would be.

A separate listing of recommended design loads for expansion anchors installed in vertical mortar joints is given in I Table 10. Vertical joints should be avoided whenever possi-ble, but if there is no alternatives for anchor location, the design loads in Table 10 should be used. A factor of I safety equal to 7.0 was used due to the small amcunt of test data for vertical mortar joints.

4.3 COMBINED LOADING For both grouted and expansion anchors, the following equation is to be satisfied for combined shear and tension loading:

T , V

< l.0 T,11 V,11 T,11 and V,17 are the allowable tensions and. shears given in Tables 7 through 10.

5.0

SUMMARY

AND RECOMMENDATIONS FOR FUTURE TESTS l

l The results of tension (pull-out) tests and shear tests of 121 wedge type expansion anchors and 24 grouted anchors which were embedded in a grout-filled concrete blockwall lI l

i were combined with existing design recommendations for anchors in reinforced concrete walls to develop a design l recommendation for grouted anchors and wedge type expansion l anchors in grout-filled concrete blockwalls.

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Midland Plant Units 1 and 2 I Bechtel Job 7220 .

Vertical mortar joints were identified as undesirable locations for expansion anchors, but grouted anchors per-formed adequately at any location.

I The test results are summarized in Tables 2 and 3 and recom-mended design loads are given in Tables 7 through 10.

The test series reported on here was adequate for present purposes, but additional testing is desirable. Three items which should be included in a future study are: 1) grouted anchors with diameters other than S/8 inch, 2) shell type I expansion anchors, and 3) the development of the installation torque versus bolt tension relationship for expansion anchors in a concrete masonry wall. The tests should be set up to more accurately measure deflections and to apply a pure

' shear in the shea-r tests. Also, controlled shear / tension tests would be useful in verifying the assumed linear shear /

tension interaction.

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Midland Plant Units 1 and 2 Bechtel Job 7220 TABLE 1 SPECIFIED INSTALLATION TORQUE FOR EXPANSION ANCHORS (from Specification 7220-C-305(Q))

l Diameter Embedment Installation Torque (inches) (inches) (lb-ft) 3/8 1-5/8 25-35

[ 1/2 2-1/4 35-55 5/8 4 130-160 r

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SUMMARY

OF GROUTED ANCHOR TEST RESULTS E

(5/8-Inch Diameter, ASTM A 36 Steel Rods, 6-Inch Embedment)

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Failure Load Failure Load

[ in Tension in Shear (kips) (kips)

{ High 16.0 12.5 Low 11.4 10.5 Mean 14.5 (13)* 12.0 (11)*

Standard deviation 1.35 0.78

Number of tests

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I Midland Plant Units 1 and 2 I Bechtel Job 7220 TABLE 3

SUMMARY

OF WEDGE TYPE EXPANSION ANCHOR TEST RESULTS I Anchor Size Failure Load in Tension (kips)

& Embedment Low w/o Total Total finches) Hich B& F Mean Mean w/o Std Dev Std Dev B& F w/o B & F 3/8: Short 3.3 1.95 2.5 (10) 0.75 2.65 (7) 0.60 l 3/8: Long 5.0 3.5 3.9 (9) 1.23 4.4 (7) 0.66 1/2: Short 4.5 3.0 3.5 (8) 0.51 3.4 (6) 0.38 1/2: Long 5.5 3.0 3.7 (13) 1.15 4.1 (10) 1.05 5/8: Short 7.0 4.9 5.2 (8) 1.67 5.8 (5) 0.81 5/8: Long 11.0 5.5 7.7 (14) 1.92 U.2 (12) 1.67 I

Anchor Size Failure Load in Shear (kips)

& Embedment Low w/o Total Total (inches) Hich B& F Mean w/o Std Dev Mean Std Dev B& F w/o B & F 3/8:- Short 4.3 1.5 3.1 (10) 0.86 3.1 (8) 0.96 3/8: Long 6.6 4.6 5.3 (10) 0.94 5.7 (7) 0.81 1/2: Short 9.5 7.0 7.0 (9) 2.33 8.25 (6) 1.08 1/2: Long 10.5 8.0 7.9 (9) 1.78 8.75 (6) 1.21 5/8: Short 20.9 13.0 14.8 (9) 3.55 16.1 (6) 3.22 5/8: Long 19.4 13.8 15.0 (9) 2.71 16.0 (6) 2.07 I " ' "

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I Midland Plant Units 1 and 2 Bechtel Job 7220 TABLE 4 FRACTION OF WEDGE TYPE EXPANSION ANCHORS I REACHING SPECIFIED INSTALLATION TORQUE Anchor Size Location Total Avg w/o

& Embedment F Avg B& F C D E (inches) A B 1/5 1/3 0/2 0/2 4/6 1/2 0.35 0.33 3/8: Short Long 2/4 2/3 2/2 1/2 2/6 0/2 0.47 0.50 3/8:

1/4 1/4 1/2 1/2 2/4 0/2 0.33 0.42 1/2: Short Long 4/4 2/4 3/4 4/4 3/4 1/2 0.77 0.88 1/2:

1/4 0/4 0/2 1/2 1/4 0/2 0.17 0.25 5/8: Short 1/3 3/3 3/3 6/6 1/2 0.83 0.94 5/8: Long 5/6 Total %

67 60 25 I reaching specified torque 52 33 60 i

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Midland Plant Units 1 and 2 I Bechtel Job 7220 TABLE 5

SUMMARY

OF TE!!SILE STRENGTH TESTS OF THREAD RODS APID ANCHOR BOLTS I Bolt Anchor Tvpe Diameter Number Avg Max Avg Max Stress in (inches) of Tests Load (kips) Shank (ksi)

ASTM A 36 5/8 2 17.8 threaded rod 56.7 Anchor bolt 3/8 4 10.0 90,4 l Anchor bolt 1/2 4 17.5 89.2 Anchor bolt S/8 4 29.6 96.7 l

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Midland Plant Units 1 and 2 Bechtel Job 7220 TABLE 6

SUMMARY

OF MASONRY MATERIALS TESTS Number I of Tests High Low Mean Std Dev Block Tests Compressive III 6 1,460 1,270 1,360 783 strength (psi)

Water absorp- 6 8.03 7.41 7.73 0.25 tion (pcf)

Job Mix Mortar and Grout Compressive Strength Tests l Mortar 18 - 3,900 1,880 3,110 687 strength (psi)

Grout 9 3,830 3,110 3,490 252 strength (psi)

III Compressive strength is based on gross area of the block l

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Midland Plant Units 1 and 2 Job 7220 TABLE 7 RECOMMENDED DESIGN LOADS FOR GROUTED ANCilORS Mean Test Recommended Recommended Mean Test Value Value* for Value for Diameter Embedment Value 3 Concrete Walls Masonry Walls (inches) (inches) (kips) (kips) (kips) (kips) 5/8 6 14.5 4.8 2.2 2.2 (tension) 5/8 6 12.0 4.0 3.0 3.0 (shear) a

Specification 7220-C-306(O) for f; = 4,000 psi 9

Midland Plant Units 1 and 2 Bechtel Job 7220 TABLE D RECOMMENDED TENSION DESIGN LOADS FOR WEDGE TYPE EXPANSION ANCIIORS NOT LOCATED IN VERTICAL MORTAR JOINTS Mean Test Recommended Recommended Installation Mean Test Value Manufacturer's Value*** for Value for Diameter Embedment Torque Value* 5 Te s t Da ta *

Concrete Walls Masonry Walls (inches) (inches) (1b-ft) (kips) (kips) (kips) (kips) (kips) 3/8 1-5/E 10-15 2.65 0.5 2.36 0.5 0.5 3/8 3-1/8 20-25 4.4 0.9 4.30 -

0.8 5 1/2 2-1/4 20-30 3.4 0.7 5.51 1.2 0.7 1/2 3-3/4 25-35 4.1 0.8 9.45 -

0.8 5/8 4 50-60 5.8 1.2 10.55 2.0 1.2 5/8 5-1/2 70-80 8.2 1.6 14.30 -

1.6

Results for locations B and F not included

- llilti Fastening Systems, Inc., Kwik-Bolt in concrete walls with f' = 4,000 psi

- - Specification 7220-C-305(Q) for f' = 4,000 psi l

Midland Plant Units 1 and 2 Bechtel Job 7220 TABLE 9 RECOMMENDED SilEAR DESIGN IDADS FOR WEDGE TYPE EXPANSION ANCllORS NOT IDCATED IN VERTICAL MORTAR JOINTS Mean Test Recommended Recommended Installation Mean Test Value Manufacturer's Value*** for Value for Diameter Embedment Torque Value* 5 Test Data ** Concrete hills Masonry Walls (inches) (inches) (lb-ft) (kips) (kips) (kips) (kips) (kips) 3/8 1-5/8 10-15 3.1 0.6 5.11 1.0 0.6 3/8 3-1/8 20-25 5.3 1.1 5.42 -

1.1 g 1/2 2-1/4 20-30 7.0 1.4 8.32 1.5 1.4 1/2 3-3/4 25-35 7.9 1.6 8.32 -

1.6 5/8 4 50-60 14.8 3.0 11.56 2.2 2.2 5/8 5-1/2 70-80 15.0 3.0 15.44 -

2.4

Results for locations D and F not included

*llil t i Fastening Systems, Inc., Kwik-Bolt in concrete walls with f' = 4,000 psi

- - Specification 7220-C-305(Q) for f' = 4,000 psi

Midland Plant Units 1 and 2 Bechtel Job 7220 TABLE 10 RECOMMENDED TENSION AND SilEAR DESIGN IDADS FOR WEDGE TYPE EXPANSION ANCIIORS IN VERTICAL MORTAR JOINTS Recommended Recommended Installation Mean Tension Mean Shear Tension Shear Diameter Embedment Torque (inches) (inches)

Test Strength Test Strength Design Value Design Value (lb-ft) (kips) (kips) (kips) (kips) 3/8 1-5/8 10-15 2.0 (2) 3.1 (2) 0.3 0.4 3/8 3-1/8 20-25 2.0 (2) 4.5 (3) 0.3 0.6 g 1/2 2-1/4 20-30 4.0 (2) 4.5 (3) 0.4 0.6 1/2 3-3/4 25-36 2.5 (3) 6.3 (3) 0.4 0.9 5/8 4 50-60 3.8 (3) 12.2 (3) 0.5 1.7 5/8 5-1/2 70-80 5.0 (2) 13.0 (3) 0.7 1.9 Note: Numbers in parentheses indicate sample size

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APPENDIX A TEST SPECIFICATION I

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l!* Bechtel Associates Professional Corporation Fi Aan Arbor, Michigan J

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i TECHNICAL SPECIFICATION ji nm

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TE2TDC OF ANCHOR BOLTS IN g CROUTED ROLLOW CCNCIETE MASONRY Ik FOR THE fI

[3 CONSUMERS POWER COMPANY ,

.2 (i xIDuND PLANT UNITS 1 AND 2 d xInuMD, xICNICAN

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MIDLAND PLANT UNITS 1 AND 2 k MIDLAND, MICHIGAN 7220-C-89 (Q)

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.o. oars l navissoms l sv feuco AwoI wo. l oAn i navisions I av icaro emo FACING SHEET JOB No.7720 MID uND PUNT UNITS 1 & 2 88v-11L Testing of Anchor Bolts in Grouted Honov 86 g

Conerate Masonry 7220-C-89 (Q) 1 gg,g g

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Specification 7220-C-89(Q) , Rev 0 TECHNICAL SPECIFICATION FOR TEST PROCEDURE

~

FOR THE TESTING Ol' ANCHOR BOLTS IN GROUTED HOLLOW CONCRETE MASONRY TABLE OF CONTENTS Page 1.0 SCOPE

1

( 2.0 ABBREVIATICNS 1 3.0 CODES AND STANDARDS 1 4.0 DOCUMENTATION REQUIREMENTS 1 5.0 TEST DESCRIPTION 1 g 6.0 TEST REPORT 4 g

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I Specification 7220-C-89(Q) , Rev 0 1.0 SCOPE The purpose of this tes e is to establish the atatic ultimate tension and shear capacities of various sizes of stud type concrete expansion anchors and I grouted anchor bolts when installed in grouted hollow concrete unit masonry walls.

The results of these tests will be used to establish design criteria for expansion anchors and grouted anchor bolts attached to masonry block walls.

2.0 ABBREVIATIONS ASTM - American Society for Testig and Materials UBC - Uniform Building Code 3.0 CODES AND STANDARDS Sponsor Number Subject ASTM C-140-75 Concrete Masonry Units, Sampling , and Testing l UBC STD 24-22-1976 Field Tests for Grout and Mortar j 4.0 DOCUMENTATION REQUIREMENTS l

l I Quality control shall document the test data roquired in Article 6,0. This documentation shall be included in a test report prepared by field engineering . Upon completion of this test program, the test report

,I shall be forwarded to project engineerig for review and evaluation.

5.0 TEST DESCRIPTION ,

j 5.1 GENERAL I Load tests will be performed on 3/8-inch ,

1/2-inch , and 5/8-inch diameter Hilti Kwik-Bolt wedge type expansion anchors and l

I I grouted anchor bolts. The tests will include tension and shear tests for six locations in the block and for two different nominal l

embedmont lengths.

Forty tests will be performed for the 3/8-inch l

- diameter anchors and 36 tests each will be l

I performed for the 1/2-inch and 5/8-inch diameter anchors. The four additional tests for 3/8-inch diameter anchors are tests in the 1

i

\ ._

l Specification 7220-C-89(Q) , Rev 1 [

center of the grouted cell and will provide a

E larger basis for comparison with other tests.

5 The same tests shall be perfor:ned on grouted anchor bolts. For suggested location of

n t'ests , see Figures 1 and 2. Test locations

g will be adjusted if failure locations interfere with future test areas.

Anchors will be tested in shear or tension, and their ultimate load and mode of failure will be recorded. A table of load versus I deflection vill be kept for each test.

5.2 Anchor Bolt Material -

3 5.2.1 A minimum of two tensile. tests def .ning

!g bolt yield strength, ultimate strength, I and percent elongation shall be

! performed for each anchor bolt size (bolt diameter and length) used.

5.3 Concrete Masonry Wall Unit .

5.3.1 Existing Wall A grouted hollow concrete unit masonry j wall, either existing or to be built,

may be used for testing. The use of this existin vall shall be approved by project [

l. 1 e-s=..

g l 5.3.2 Specially Built Testing Wall jE If a wall is built for testing , the

5 wall shall be built in accordance with Specification 7220-A-14. The wall lg shall be reinforced and anchored et its l b*** * *" ** *

t ia'

2

b 1"

cc *"c' '

E with dra, wing 7220-A-52(Q) , Sh 1.

IE Two blocks will be tested for their

!E compressive strength in accordance with i ASTM C-140

! Grout and mortar samples shall be i tested in accordance with UBC Standard 24-22 at 7 days,14 days, and lg 28 days for its compressive strength.

'g

When the g rout. and mortar has attained its required strength of 2,500 pai, expansion anchors and grouted anchor I bolts shall be installed in the wall in accordance with Section 5.5. l l

,I Specification 7220-C-89(Q), Rev 1 2[i 5.4 EQUIPMENT DESCRIPTION

-I 5.4.1 Dial gages used for deflectLa l

measurements shall read to 0.001 inch h I with a minimum range of 0.5 inch. A calibrated ran and pressure gage combination shall enable determination I

l of load to within +24. Calibration shall be traceable to the National

,I Bureau of Standards.

5.5 ANCHOR INSTALLATION Expansion anchors may be installed at the suggested locations shown in Figures 1 and 2.

E Adjustments shall be made as necessary to

,5 evoid interf erence of f ailure areas.

Installation of expansion anchors will be in l accordance with Specification 7220-C-305 i

(latest revision) except as noted herein.

5.5.1 The torque at ins tallation will be in I accordance with Table 4.1 of Specification C-305. If the required torque is not achieved and the anchor

, begins to slip excessively (i.e. , more

than 1/4 inch from snug tight i condition) , then. installation will be i considered cor.plete, and the amount of l3 slip will be recorded (within

'g +1/8 inch ) . Project engineering shall Be informed if bolts slip excessively.

The installation torque will be

, recorded in the anchor test report form i (see Appendix A) .

I 5.5.2 All test anchors shall be installed perpendicular to the surf ace of the test block (+3 degrees).

I 5.5.3 Equipment used for drilling holes shall be the same as typically used for field ins tallations.

1 5.5.4 The test holes shall be thoroughly cleaned. Two diameters for each test i

hole will be recorded as part of the

! test data (see Appendix A). These diameters will be the eterage of measurements tsken at a point one anchor diameter from the surface and at the bottom of the hole.

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5.5.5" Grouted anchor bolts shall be installed in accordance .with .

Specification 7220-C-306. The same

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conditions , wall, location , and h,', '

s procedurb,shall be used as for nongr:rutad anchc: s.

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56 j TEST PROCEDURE _

5.6.1 fo'r tension tests , the tension rig - '

shall be sufficiently clear from the anchor so as not to interfere with, the formation'oL the breakout cone. ' Load c

1 _

- ~ - deflection ' data shall be read and

's recorded (at intervals-shown in 1,9 ' Appendix A) using a calibrated, gage or 7 '

test machine. The ultimate load and

, - corresponding deflection shall' be e '

recorded. N - -

O j 5. 6. 2' For shear tests ; all anchors shall be

', -/ . . tested in sing 1h shear. Load deflection

,, , . , data shall be road and recorded (at incarvals shown i'n Appendix A) using a

' ',, -% calibrated gage er test machine. The

,L' ultimate load and' corresponding

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deflaction shall' be recorded.

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The tension rig must bear against the wall.and hmo sufficuent ' bearing area to prevent local damage to the wall. -

Tt s ts-shall Ao witnessed Y~

. - S.6.4 by project

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6.0 TEST __ REPORT ,; , /* _

A test report will be prepared to include all test -

data described herein. Photograph's' of the..tes t setup s

_ Eand typical f ailure modes of the test 'ypeciineWshatt-

.5e included in the report. The test report shall be signed by the responsible field engineet.

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L 6.1' Compresitive strength of the unit masonry block

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s C~ -and the grout shall be documented!1n

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accordance with Soction 5.3.

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~6.2 Tansile strength of the anchor bolts shall be m documented in accordance with.'Section 5.2.

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( 6.3 A test report form will be kept and shall include anchor size tested , embedmont length ,

location of anchor, diauter of test holes ,

type of loading (tension or shear), load deflection data, failure load, and corresponding mode of failure (see Appendix A) .

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}A ) b21F2S sbssz1 4 )"' # n @ 0 Mo MmAL G Mf4FO t4t N T L F tlG~hl e %s'+ SHEAR TEST _Jf " 4 =

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INCLUDES CROUTED ANCHOR g

O " TENSION "

ELEV ATION VlE W OF BLOCK WALL FAe st DE --

LoHG GMBEDMENT (CoDeE)

.. . . -.. _=.

I Specification.7220-C-89(Q), Pg.8, Rav 1 a i

3 05 A 1 T' Typesof Test: T* taasion; S= shear i Embedmont Lassth: 1* wrmal; 2- long; 3- grouted

! 1 2 3

~

3/8" O 15/8" 31/8" '

1/2" O 21/4" 33/4" -

i 5/8" @ 4" 51/1" 5/1/2" d Test Location: A, B, C, D, E, F (see fig 4)

Test number for gives anchor jd iI

! Anchor diantar: 3= 3/8; 4= 1/2; 5= 5/8 venpoRn ANG0R CODE N 6 ,

I W g b GROU7' a & BLCCM l 4 ,jy=

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Appendix A 7220-C- 49 (O) Rev. O AFFEIDU A Test Esport Form (Sheet 1) l Test No. ,

1 Anchor Diam (in)

Type of loading B

Embedmont lanath (in)

Hola dian: toy / bot (in)

Inscall. torque (at/ne)

Slip at inst.11 (in)

-t. m., (o.>

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!I W.v. c_b.4~ c. P9 9 Aea o AFPENDIX A .

Test Baport Form (Sheet 2)

! Test No.

l Imad/'

3/8d. deflection:'s 1/2 5/8'

< 6 l 500 500 300 < ,

t 1000 1000 1000 1500 2000 2000 2000 3000 3000 2250 3500 4000 l

2500 4000 4500 2750 l 4500 5000 3000 l 5000 5500 !

t '

3250 3500 6000 l

il l 3500 l 6000 6500 l l l

3750 ; 6500 l 7000 l l 4000 l 7000 7500 1

4250 l 7500 8000 l 4500 8000 8500 4750 8500 9000 f

5000 9000 9500 f

5250 10000 5500 10500 iI 5750 I

1 11000 i

( . 6000 ! 11500 j j 12000 ll

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APPENDIX B ANCHOR TEST DATA I

1 1

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Midland Plant Units 1 and 2 Dechtel Job 7220 TABLE B-1 GROUTED ANCHOR TESTS (5/8-Inch Diameter, ASTM A 36 Steel Rods, 6-Inch Embedment)

Installation Failure Load Location Toroue (1b-ft) (kips)

Tension Tests A 80 15.4 A 80 15.4 I

E 80 16.0 E 80 14.0

.g E 80 15.3

.3 E 160 14.0 B 80 15.4 B 80 14.0 I F D

D 80 80 80 12.5 14.6 16.0 l

I D C

80 80 14.8 11.4

! Shear Tests A 80 12.4 A 80 12.4 I E E

B 80 140/60 80 12.4 12.4 10.5 B 80 12.5 B 80 12.5 F 80 10.5 F 80 12.5

g C 80 12.4 g D 80 12.0 i

I I

I B-1

l Midland Plant Units 1 and 2 !

I Bechtel Job 7220 TABLE B-2 WEDGE TYPE EXPANSION ANCHOR, 3/8-INCH DIAMETER, TENSION TESTS I Installation Embedment Torque Failure Load Location (inches) (1b-ft) (kips)

Tension Tests, 3/8-Inch Diameter, Short Embedment A 1-5/8 15 2.0 A 1-5/8 13 3.05 E 1-5/8 15 3.3 E 1-5/8 25 2.75 E 2-3/4 25 3.3 B 1-15/16 20 2.0 I B F

C 1-7/8 2-15/16 1-5/8 20 5

15 3.0

.1. 0 1.95 D 1-5/8 10 2.2 Tension Tests, 3/8-Inch Diameter, Lona Embedment I A A

E 3-1/8 3-1/8 3-1/8 25 25 20 4.7 5.0 5.0 E 3-1/8 15 4.0 E 3 10 3.7 B 3-3/4 25 2.5 1

F 3-15/16 20 1.5 D 3-1/8 30 5.0 I C 3 25 3.5 I

I I

B-2 I .

L Midland Plant Units 1 and 2 Bechtel Job 7220 TABLE B-3 WEDGE TYPE EXPANSION ANCIIOR, 3/8-INCH DIAMETER, SIfEAR TESTS I Installation Embedment Torque Failure Load Location (inches)_ (lb-ft) (kips)

Shear Tests, 3/8-Inch Diameter, Short Embedment A 1-5/8 25 3.7 A 1-7/8 20 3.0 A 1-5/8 20 3.95 E l-5/8 25 3.3 l E l-5/8 25 4.3 E 1-13/16 20 2.75 B l-5/8 25 2.75 i F C

1-5/8 1-13/16 25 10 3.45 1.5 D l-5/8 15 2.0 Shear Tests, 3/8-Inch Diameter, Long Embedment A 3 20 4.6 A 3 20 6.6 E 3-1/8 25 4.7 E 3-1/4 10 6.0 E 3 30 5.8 I B B

3 3-3/8 25 10 3.8 5.3 F 3-3/4 10 4.5 C 3 25 6.6 D 3 10 5.5 I

I I

Midland Plant Units 1 and 2

Bechtel Job 7220 TABLE B-4 WEDGE TYPE EXPANSION ANCHOR, 1/2-INCH DIAMETER, TENSION TESTS Installation Embedment Torque Failure Load Location (inches) (1b-ft) (kips)

Tension Tests, 1/2-Inch Diameter, Short Embedment A 2-1/4 15 3.0 A 2-1/4 35 3.25 E 2-1/16 20 3.5 E 2-1/4 35 3.0 B 2-1/2 35 3.5 B 2-1/4 15 X ig F 2-1/4 25 4.5 g D 2-1/4 25 4.0 C 2-1/4 15 3.4 Tension Tests, 1/2-Inch Diameter, Long Embedment A 3-9/16 34 3.0 A 3-1/2 35 5.0 E 3-7/16 30 3.0 E 3-13/16 35 3.0 B 3-1/2 25 2.5 B 3-1/2 25 2.5

, F 4 25 2.5

! C 3-15/16 30 3.0 i C 3-3/4 38 4.5 l C 3-15/16 35 5.5 l D 3-13/16 40 2.1 j D 4 40 3.5 D 3-7/8 35 3.9 1

B-4 l

l

Midland Plant Units 1 and 2 Dechtel Job 7220 TABLE B-5 WEDGE TYPE EXPANSION ANCHOR, 1/2-INCH DIAMETER, SHEAR TESTS Installation Embedment Torque Failure Load Location (inches) (lb-ft) (kips)

Shear Tests, 1/2-Inch Diameter, Short Embedment A 2-1/4 20 7.0 A 2-1/4 30 7.5 E 2-5/16 20 9.5 E 2-1/4 40 9.5 B 2-1/4 20 6.0 B 2-5/8 5 2.0 F 2-3/4 5 5.5 C 2-3/8 40 8.5 D 2-1/4 40 7.5 Shear Tests, 1/2-Inch Diameter, Lonc Embedment A 3-1/2 40 7.0 A 3-1/2 40 8.5 E 4-7/16 45 9.0 E 3-7/16 40 9.5 8 3-1/2 40 4.5 B 3-7/8 35 8.0 F 4 40 6.5 C 3-7/16 40 8.0 D 4 40 10.5 P-5

I Midland Plant Units 1 and 2 Dechtel Job 7220 TABLE B-6 WEDGE TYPE EXPANSION ANCHOR, 5/8-INCII DIAMETER, TENSION TESTS I Installation Failure Load Embedment Torque Location (inches) (lb-ft) (kips)

Tension Tests, 5/8-Inch Diameter, Short Embedment A 4 65 6.1 A 4 50 7.0 E 4 40 4.9 I E B

B 4

4 4-5/8 50 95 30 6.0 6.5 2.0 F - 60 3.0 C - 30 4.9 i D 4 80 6.1 Tension Tests, S/8-Inch Diameter , Long Embedment A 5-1/2 150 8.5 t

A 5-1/2 150 8.0 A 6 130 7.2

.A 6 150 11.0 E 5-1/2 145 9.0 E 5-1/2 150 7.5 E 5-13/16 130 9.9 E 5-1/2 150 7.4 g B 5-3/4 85 5.0 lg F 5-1/2 130 5.0 C 5-7/16 150 7.0 C 5-15/16 150 10.5

D 5-5/8 130 5.5 D 5-7/8 170 6.5 lI B-6

Il

I Midland Plant Units 1 and 2 Bechtel Job 7220 I TABLE B-7 WEDGE TYPE EXPANSION SNCHOR, S/8-INCH DI AMETER, SHEAR TESTS I Embedment Installation Torque Failure Load Location (inches) (lb-ft) (kips)

Shear Tests, 5/8-Inch Diameter, Short Embedment A 4 50 14.4 i A 3-7/8 130 15.1 E 4 130 19.4 I E B

B 4

3-15/16 4

100 15 65 20.9 11.0 10.0 F 4 60 15.6 C 3-7/8 65 13.0 D 4 150 14.0 Shear Tests, 5/8-Inch Diameter, Long Embedmen t A -

140 17.0 A -

80 14.4 E 5-7/16 130 19.4 E -

150 14.9 B 5-5/16 130 10.4 i

I B F

C 5-11/16 30 25 150 16.5 12.2 16.5 D -

150 13.8 I .

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4 APPENDIX C 4 MATERIAL TEST REPORTS FOR A:lCHOR BOLTS AND MASONRY -

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A E>r'" '

Sea Freasisee Imedse. Eng.

r- M ru h @ mum l

setHT W. HUNT COMPANY

.. esens name eress, . mennes, musse ==t F

3 sport W-271 I

Mle order 9933-1 12-7-16072-12 November 14, 1979 l

I l

I Bechtel Power Corporation P. O. Box 2167 Midland, Michigan 48640

Subject:

Bolts and Concrete Anchors Test Results Bechtel Project No. : 7220-C-39-AC Midland, Michigan 48640 i Gentlemen:

I In accordance with your Purchase Order 7220-F-39859-Q and confirming Telex Number IC7C3806, we have conducted tensile tests on the submitted concrete anchor bolta cad A-36 threaded rods in accordance with your instructions and the subad.tted procedures.

thru 2. The results are contained on the attached sheets, page number 1 Since the results could not be adequately presented on the required forms, we have utilized the attached sheets. '

Respectfully submitted, -

ROB W. HUNT COMPANT

. f A4

. E. Macoush, Manager GEM /trb Cament & Concrete Department Attach.

Bechtel Power Corporation P. O. Box 2167 Midland, Michigan 48640 Atent Mr. Harry Mailley

. _ _ _ _ _ ; . _ . - . s. , p atncieen 1 g#

Shipping No. 7220-9223 Universal Testing Machine CN 492450 h, Eschtel Project No. 7220-C-39-AC -

Micrometet CN P.O. 1 '

Tension Test Results on Submitted A-36 nreaded Rod Yield Yield Tensile Tensile hread Point Point Strength Strength Elong.

Bachtel Body Body Stress Yleid (Body (Thread Max. (Body (Thread in I.D. Diameter Area Area

Point Area)** Area)*** Load Area) *

Area)*** 2" Failure 4

No. (in.) (sq,in.). (ca . in.) (1b,) (psi) (psi) _ (1bs.) (pai)

(psi) (Z) .

Location i 1-5 /8"x9"-1 0.629 0.3107 0.226 14,200 45,700 62,800 17,500 56,300 77,400 **** In threads at veld

, 1-5/8"x9"-2 0.634 0.3157 0.226 14,100 44,700 62,400 18,000 57,000 79,600 **** In threads

' at weld Tension Test Results on Submitted Concrete Anchor Bolts

! 2-5/8"x8-1/2"-1 0.624 0.3058 0.226 ***** ***** ***** 30,200 98,800 134,000 **** In threads 2-5/8"x8-1/2"-2 0.625 0.3068 0.226 ***** ***** ***** 28,900 94,200 128,000 **** In threads 3-1/2"x5-1/2"-1 0.500 0.1964 0.1419 ***** ***** ***** 17,100 87,100 120,000 **** In threads 4

3-1/2"x5-1/2"-2 0.501 0.1971 0.1419 ***** ***** ***** 16,320 82,800 115,000 **** In threads 4-5/8"x6"-1 0.625 0.3068 0.226 ***** ***** ***** 28,400 92,603 126,000 **** In threads 4-5/8"x6"-2 0.625 0.3068 0.226 ***** ***** ***** 31,000 101.000 137,000 **** In threads 5-3/8"x5"-1 0.374 0.1099 0.0775 ***** ***** ***** 10,320 93.900 133,000 **** In threads 5-3/8"x5"-2 0.374 0.1099 0.0775 ***** ***** ***** 9,540 86,800 123,000 **** In threads 5-3/8"x5"-3 0.375 0.1104 0.0775 ***** ***** ***** 9,100 82,400 117,000 **** Threads

} stripped 5-3/8"x5"-4 0.374 0.1099 0.0775 ***** ***** ***** .z10,84( 98.609 140,000 **** E reads k stripped 6-1/2"x3-3/4"-1 0.499 0.1956 0.1419 ***** ***** ***** 18,240 93,200 128,000 **** In threads 6-1/2"x3-3/4"-2 0.500 0.1964 0.1419 ***** ***** ***** 18,426 93,800 130,000 **** Threads

, s t ripped

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..J4 -

I File 9933-1 Order 12-F-16072-12 Report W-271 Attachment 2 Betheel Power Corporation i

I

Based on stress area calculated from formula A, = 0.7854 [D-(0.97/.3/n)]2 i where A, = stress area i

I D = nominal diameter of both a = threads per inch

- PSI calculations are obtained by dividing the load by the body area.

- - PSI calculations are obtained by dividing the load by the thread stress area.

- - - Elongation in 2" were not recorded since failures occurred outside the idrked sage length.

o**** Yield points could not be determined by drop of basa method. -

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l I ,1 STATMNT OF CONFor*U!CE We hereby certify that all materials and work supplied under

, ._... _ ..P.O.J220-F- f0&1 \ 6 __nanfo=s. to_theaeguire ents of

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l the purchase order.

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' V-25'-78 l naea ca.pa.r &cli/ B/oddo, -

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e MASONRY UNIT TEST REPORT /NUMJER Cf/6~

ASTM C-140.- 75 . f e . e o.? f; Bechtel Power Corporation Job 7220 u. . . ,

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Bechtal Powcr Corpora' tion Job 7220 u. . -

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COMPRESSTVE STRENCW -

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1.0 INTRODUCTION

SUMMARY

1.0 INTRODUCTION

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

e

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