ML19208B939

Static & Dynamic Loading of .625-inch Concrete Anchors.

ML19208B939
Person / Time
Site:	Grand Gulf
Issue date:	08/10/1972
From:	Beede K, Dean R, Catherine Scott PACIFIC GAS & ELECTRIC CO.
To:
Shared Package
ML19208B937	List: ML19208B936 ML19208B939
References
7745.10-72, NUDOCS 7909240191
Download: ML19208B939 (21)

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.- Repo t Issucd: APG 101972 Report 7745.10-72 l~e  ? .

PACIFIC GAS MlD El.ECTRIC C0:1PNIY '

. DEPARTl4EllT OF EllGIllEERIllG RESEARCil Y

STATIC AtlD DYllA!4IC LOADIllG

. OF 5/8-IllCH C0I1 CRETE NICHORS W. ,

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%du  % dt? sk.s K. A.. BEEDE. Engineer R. O. D(NF, Supv. Elect. Engineer GE Jc,,& .

l C. B. SCOTT. Engineer .

' Distribution: RVDettingei-

Enclosures:

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iw$ggl3di j IllTRODUCTI0li

(* A series of static and ilynamic tests were performed on 5/8-inch dibuter l

i expansion-type # concrete anchors (Table 1 and Figure 1), utilizing equipment and servi.ces at the Structural Engineering 1.aboratory, University of California,-

Berkeley (UCB). This research project uds performed under University of California Service to Industry Contract ES 7218. Anchors of the type tested are used in large numbers by P G and E construction crews and contractors for installation of equipment, such as ladders, pipes, cable trays, etc. Current design load values for the anchors are based on the application of safety factors

- to pullout and shear capacities, as determined by certified static load tests found in the manufacturer's literature. The purpose of the test performed at UCB was to determine the structural reponse and ability to resist pullout

(, of various types of commercially available expansion-type anchors when subjected to static and dynamic loading, thus determining any additional I safety factor to be applied to anchors used in cases of vibratory or seismic loading. Comparisons of the results of the test program for specimns within each bolt type indicated that the average value of the dynamic _

pullout' load was within ^ 15 percent of the average static pullout value.

Test.results indicated that for each specimn the degree of static pu11outI at 75 percent of the average pullout load was comparable to the degree of dynamically induced pullout after sinusoidally loading the specimn from 500 pounds to 75 percent of the average pullout load ,for a_ total of l approximately 4800 cycles. This report contains tabula'r and graphical representations of both the static and dynamic tests of each anchor bolt

, s. , type (Figure 2 and Table 3). . ggg lV IThe degree of pullout is defined as the withdrawal of the anchor from

> the concrete anchorage. .

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!L ! TEST PROGRM1 All

D. PROCEDURE

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Test Setup Static and 'dyncmic tests were perform 5d on the following six anchor types (see figure 1):

1. Kwik, S/8-inch-diameter, wedge-type anchor, manufactured by liccolloch Industries, liinneapolis, Minnesota. '

, 2. Phillips Red licad, 5/8-inch, wedge-type anchor, manufactured by Phillips Drill Company, Michigan City, Indiana.

' ~

3. Phillips Red Head, 5/8-inch-diameter, self-drill flush-shell anchor,

, manufactured by Phillips Drill Company.

4. Phillips Red Head, 5/8-inch-diameter, sleeve-type anchor with 1/2-inch I

diameter threaded stud, manufactured by Phillips Drill Company.

5. Holly Para bolt, 5/8-inch-diameter, wedge-type anchor bolt, manufactured by USM Corporation, Temple, Pennsylvania.

6. Wej-It, 5/8-inch-diameter, wedge-type anchor bolt, manufactured by Wej-It Expansion Products, Incorporated, Broomfield, Colorado.

The anchors were set in precast concrete cylinders 14 inches in diameter and 12 inches in length (Figure 3). Twenty-three specirrens had a reinforcing steel cage made up of flo. 4 deformed bars cast into the cylinders. Eleven specimens were nonr'einforced. The compressive strength of the concrete was approximately 3000 psi at loading, see Figure 4.

In the re'inforced specimens, a 7.8-inch-diameter threaded rod was welded ,

j to the cage and projected from the lower end of the specimn. The tes_t f .

anchors were installed on the top. face of each specimen in a manner specified A-. by the anchor manufacturer. In all cases, the anchors were S/8-inch-diameter.

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b In the'noorcinforced specimans, a 7/8-inch-diameter Phillips Red llead scif-drive anchor was installed in the lower section of the specinen.

- The te, sting program was designed to simulate, as closely as possible, job condi~tions ordinarily encountered in construction, carefully avoiding the use of any material, alignnent jigs or other installation method that would appear special, in order to establish conservative values for the anc hors when subjected to diverse application in structural design and

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construction.

n all cases, the anchors were aligned with the bottom rod; however, in several specimens some minor eccentricity in load was noted. This varied '

from a very negligible amount to a maxir.um of approximately 1/2 inch. In the case of the wedge-type anchors, which required tightening of the retaining i

nut to set, the range of the torque applied was from 50 to 60 foot pounds.

Test Equipment ,

f Tests were conducted using the 500 hip lits Dynamic Test Frame and related instrumentation and control equipment located in Davis Hall, University of California, Berkeley Campus (Figures 5 and 6). , .

Test Arranaement and t.oading Sequence ,

The specimens were-installed in the test frame, as shown on Figures 7 and 8. Dial gauges were mounted opposite to each other on the top face of the' specimen in order to measure the relative movennnt of the anchor and the concrete . cylinder (Figure 9). An XY recorder (see Appendix A) was used t,o nuasure the overall displacement of the ram versus the app 1 icd load. ~

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p During he static load tests, each specimen was slouly loaded until (3

failure occurred. During dynamic load tests, the initial maximum load applied was 75 ercent of the average of the static pullout loads; or, should this be larger than one of the static loadings, then 95 percent of the small-est static loads was applied as the maxin'um initial dynamic load (Table 2).

Table 2 outlines the applied dynamic load frcquency and magnitude sequence used. The specimen was sinusoidally cycled between the initial maximum load and 500 pounds until failure occured or until the total number of load cycles had reached 3600 (Figures 10,11, and 12). If pullout uts not reached,

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the maximum load was then increased by 500 pounds and the specinen cycled at 5 Hz for an additional 300 cycles between this new maximum load and the minimum 500-pound load. The loads were increased in this manner, as noted in Table 2, in 500-pound increments, with .the minimum load remaining at 500 pounds until failure occurred.

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- Under dynamic loading, it was notcd that the average upper maximum pull-out load for a particular anchor type was about 3 percent louer than that of ,

- the statically tested anchors of the same type. .

TEST RESULTS Static and dynamic test results are tabulated in Table 3, with brief

- comments given as to eth' type of failure. .

Tables 42 through 15 give the degree of pullout for each* of the anchors _

tested. During dynamic testing, the dial gauges were read at the' maximum loads and at the nean load values.

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The XY plots (load vs. overall degree of pullout) are. attached as an f'

! appendix and are grouped according to the type of anchor with the test number as the key to correlating with the tebulated results.

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DISCUSSI0il AND C0!!CLUSI0ilS, The ability of each anchor type to resist both static and dynamic pullout is related to the strength of the concrete into which it is enbedded.

Tberefore, the compressive and tensile strengths of the concrete used in the The average l ,

test specimens are defined over each test period in Figure 3.

. strength, at the time of testing, was 3150 for'all reinforced specimans and 3500 for all nonreinforced specimens.

Depth of embed.nent in the concrete was also a determining factor in the

' performance of the anchors. 1!ith greater depth of embedment, the anchor will be less subject to concrete failure because of a larger shear zone. In order to. provide sufficient threads to anchor the actuating heads of the testing ,

i machine, the anchors were set so that the full length of the threaded

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anchor protruded above the concrete specimen surface. The Phillips self-drill anchor Vias set with its top flush to the concrete surface, while the .

Phillips sleeve anchor was set with the top of the sleeve at the concrete surface, as per manufacturer's instructions. To be consistent, the remaining anchors were set with the bottom stud thread at the concrete surface, resulting in embedment depths from 3 inches to 3-3/8 inches.

The average static pullout loads for each anchor type varied from 6350 pounds for the Kwik anchor to 11,170 pounds for the Phillips Red licad wedge anchor. The average dynamic pullout loads (at approximately 4800 cycles)

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6 Report 7745.10-72 F.

ranged from 7435 pounds for the Kwik, anchor to 10,150 pounds for the Red I { [.

ficad wedge anchor. Complete results are found in Table 3.

Genera.lly, the degree of anchor pullout (withdrawal) resulting from the -

dynamic cyclic loadiag (at 3600 cycles) accounted for lese than 20 percent of the total measured anchor withdrawal (withdrawal due to both static and

@r$amic loading) obtained during specimen loading.

~ Since degree of pullout is an important point that is seldom covered in manufacturer's literature, it is recontr. ended that decisions to use any anchor type be based on its degree of pullout (as defined in the previously mantioned tables), as well as its pullout load.

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TABLE 1 -

r Types of Anchors Tested ' -

,I Number of Specimens Reinforced Non-P.einforhed -

Anchor Tyoe Mant:facturer Oynamic Gynamic Static Static j Kwik - 5/8" dia.

McCulloch Industries 2 2 1 1

[

Red Head Wedge 5/8" dia. - Phillips Drill Co. -

2 . 1 1 ,

1 Red Head Self Drill Phillips Drill Co. 2 2 1 1 5/8" dia. Flush Shell Phillips Sleeve 5/8" Phillips Drill Co. . 2 2 1 1 ,

dia. Anchor - 1/2" dia. -

i stud '

Parabolt S/8" dia. USM Corporation . 2 2 1 1 h

. The Molly Company ,

Wej-It Expansion Wej-It S/8" dia. x 2 2 1 l 4-1/2" -

Products, Inc. .

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TABJ.E 2 Dynamic Lead Sequence P

Cycles /Second Duration, Sec. Cumulative Cycles l Test Period _ ,

5 30 150 1 ,

10 30 450 2

15 30 900 3 .

5 30 1050 4

et 5 ,

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15 30 1800 6 ih ' \.i,n,,#'

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- . 15 60 3600 9

l '~ Increase Load by 500 lbs 5 60 . 3900 10 ,

l Increase Load by 500 lbs '

5 60 4200 11 .

Increase Load by 500 lbs 5 60 4500

- 12 Increase. Load by 500 lbs '

4800 13 5 60 Increase l'oad by 500 lbs 5100 14 5 60

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(, Results of Concrete Anchor Test Program ki ,

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- Failure Test - Size Torque Loading Load Comments No. Anchor Type _

Inches Ft.Lb._ Type Lbs. ,,

l 1 Kwik 5/8 60 Static 7400 Bolt Pull Out 2 Kwik 5/8 60 Static 5850 Bolt Poll Out 3 Hej-It 5/8 Finger Static 6300 Bolt Pull Out Tight I 4 Wej-It 5/3 Slightly Static 7950 Bolt Pull Out Torqued

_u 5 Holly Parabolt 5/8 50 Static S850 Concrete Failure Holly Parabolt 5[8 50 Static 9700 Concrete Failure 6

7 Holly Parabolt S 5/8 50 ' Dynamic 8400 Concrete Failure 5

at 3900 Cycles E .

G Molly Parabolt o

5/8 60 Dynamic 8900 Concrete Failure at 4801 Cycles 9 Hej-It 5/8 Hand Dynamic 7300 Bolt Pull Out Tight at 4501 Cycles 10 Hej-It 5/8 Hand Dynamic 6860 Bolt Pull Out Tight at 4502 Cycles 11 Kwik 5/8 60 Dynamic 7200 Bolt Pull Out at 4502 Cycles 12 Kwik 5/8 60 Dynamic 7400 Bolt Pull Out at 4802 Cycles 13 PhillipsRedHeadNedge 5/8 50 Static. 13000 Dolt Pull Out 14 Phillips Red llead Wedge 5/8 50 Static 10500

• Bolt Full Out 15 Red licad Scif Drive 5/8 Driven Static 9000 Concrete Failure Flush Shell ,

16 Red llead Self Drive 5/8 Driven Static 9900 Concrete Failure -

Flush Shell gg Phillips Sleevo 1/2" 5/8 50 Static 10000 Bolt Pull Out lb e 17 Stud u -

18 Phillips Siceve 1/2" 5/8 50 Static 10400 Stud Tension Failure

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10 Report 7745.10-72 TABt,E 3-contd ,

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b -kesults of Concrete' Anchor Test Program f I

c failure Test Size Torque Loading Load -

Inches Ft.Lb. Type _ Lbs. Comments NL .Anthor Tvoe __

19 Phillips Sleeve 1/2" 5/8 50 Dynamic 10100 Concrete Feilure Stud ,

at 4802 Cycles c

20 Phillips Sleeve 1/2" 5/8 50 Dynamic 11100 Concrete Failure Stud at 5402 Cycles

/ 21 Phillips Red Head 5/8 Driven Dynamic 9600 Concrete Failure 1 Self Drive Flush Shell at 4928 Cycles (

3  :

i E Dynamic 7100 Concrete Failure>i g/22 Phillips Red Head 5/8 Driven Self Drive Flush Shell 3 at 1980 Cycles e

5 S y 23 Phillips Red Head Wedge E 5/8 50 Dynamic 8900 Concrete Failure o at 3902 Cveles

. 24 Phillips Red Head Wedge 5/8 50

• Dynamic 11400 . Concrete Failure Non-Reinforced S at 5663 Cycles

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E 25 -Phillips Red Head Wedge k 5/8 50' Dynamic 10000 7/8" Flush Shell o Pull Out I

26 Phillips Sleeve 1/2" 5/8 50 Static 4300 Bolt Pull Out Stud lion-Reinforced

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27 Holiy Parabolt 5/8 50 Static 9500 Concrete Failure Non-Reinforced ,

7/8" Flush Slipping 28 Kwik,!!on-Reinforced 5/8 50. , Stitic 5800 Bolt Pull Out 29 Phillips Red Head Self b 5/8 Driven Static 9400 Concrete Failure Drive Flush Shell S as Shell Pull Out Non-Reinforced .

30 Holly Parabolt 5/8 50 Dynamic 9800

• Concrete Failure Non-Reinforced 4801 Cycles

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S 31 Kwik, Non-Reinforced. 5 5/8 50 Dynamic 7700 Bolt Pull Out at 4802 Cycles

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,R One Foot on Flush e 32 Phillips Red llead Self 5/8 Driven Dynamic 7100 e Drive Flush Shell . Shell Drol:e Off Non-Reinforced Bolt Pull Out at 220 Cycles

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J ., .,, , 11 (teport 7745.10-72 TADLE 3-contd Results of Concrete Anchor Test Pro] ram failure Test  ? Size Torque Loading Load -

!!o. Anchor Type Inches Ft.Lb. Type __ Lbs. Coacnents 33 Wej-It lion-Reinforced 5/8 Hand Dynamic 8800 Bolt Pull Out Tight . at 5702 Cycles 34 Phillips Sleeve 1/2" u 5/8 50 Dynamic 8100 Concrete Failure

. Stud !!on-Reinforced I at 3601 Cycles E

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'. TABLE 4 -

AVEldiGE DIAL CACE READII:CS FOR FilIK A!;C110 RAGE -- STATIC TEST .

t Displacement, Inches Load, .

Lbs* Test No. 1 Test No. 2 Test No. 28 0 0 0 i

0 .

1000 .004 .001 .006 2000 .086 .037 .011 3000 .148

.135 .080 4000 .198 .196 .

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5000 .264 .257', .254

- 6000 .330 (5850 lbs) Failurc Failure bolt. pulled out (un documented) 7000 .420 ,

'8000 (7400 lbs) Failure .

bolt pulled out ,

. Note: 5/8" KWIK-Bolt ,

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Nos. I and 2 Reinforced.

Nos. 28 Non-Reinforced.

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• TABLE 5

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..' AVERACE DIAT CACE READIUCP.~ TOR KWIK ANC110 RACE - DYllA!!IC TEST _

> r. ,

L Load, Cycles,

. Displacement, Inches .

Lbs. . Total . .

Test No. Il Test No. 12 Test No. 31 0 0 0 O O .

5200 0 .212 .205 .264 2850 0 .223 .210 .264 2850 4 .240 215 .

2850 150 .247 .220 .280 2850 300 .244 .228 .284

- 2850 900 . .250 .231 .286

~

.235  !

2850 1050 .254 .

l .290

- 2850 1350 .258 .238 .292 s

2850 1800 .260 .240 .298

- 2850 2100 .264 .243 .301 2850 2700 .264 .245 .302 j '

28'50 3600 .268 ' .147 .302 5700

.278 -

.258 .314 3100 .280 .260 .'310

. 3100 . 3900 .287 .268 .314 6200

.304 .291 .338 .

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3350 .308 .302 .328 3350 4200 .325 '.318 .339

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. 6700 .372 .34,4 .362

3600

. .366 *.348 -

,. .360' 3600 4500 .400 .370 . .378 7200 Failure -

.405 -

.404 3850  : .407 .404 . -

. 3850 4800

.465 .436 ,

7400 .

Failure.: Failure -

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Note: 5/8" KWIK-Bolt 4" Depth a .

3833.1.4 Noa. 11 and 12 Reinforced. h ,

No. '31 Non-reinforced. .

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31 2000. C_otgrete Mix Proportions , .

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Figure 9. View showing anchor pullout and' tensile failure of concrete during max 2 mum load 2ng. .

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- 383318 Figure 10. View of typical ancher pullout-type failure during loading.

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' Figure 11. Typical failure pattern obtained.during static test of Phillips Sleeve Anchor embedded in reinforced concrete spec men.

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F,igure *12. View of spalled concrete showing the extent'of the cone-type

.;,- ( % failure and aggregate distribution in exposed concrete surface. (Static test of Holly Parabolt reinforced concrete

, specimen.) . .

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FIGURE 2.15- 3 9 '

M?LL QU.iLITY ASSUFA :CE REVID: S i.J.T CCNS PROJECL ltA:;UALS/DOCUMESTS Part 1 - To .c compieted by tbc AJrc.inist rat. ion Sec t i6n

• O ':anual D d Document Ti Le ]'F $ 2 A 2 h ,' 7 9-O d j$1yJ.in, /b. / OclvW kAr r

• APC/11 - 77/9_2

/ l Review Request Letter 50. P:tI- / Dated; l 1

Review Due Date:

Part II - To be completed by Reviewer (s)

Approved by: , / v4.5 . te: 8 /f/7jf

tanager /f Qualit:, A s w r.w.c e Reviewer's Signature k o Date: [/4T 77

- - i i

l

% '.e comments p G Comments -

l I

I f

P Reviewer 's Si;; nature Date:

O ::o comments O Comments i

1 i

At tach Additional Sheets if kcesaar... ,

Return to Administration Section. i 1

. i e

D .

'. 383320

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