ML19296C607
| ML19296C607 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 02/21/1980 |
| From: | Dallam L MISSOURI, UNIV. OF, COLUMBIA, MO |
| To: | |
| Shared Package | |
| ML19296C600 | List: |
| References | |
| 68-7, TAC-07551, TAC-11299, TAC-7551, NUDOCS 8002260699 | |
| Download: ML19296C607 (50) | |
Text
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PUSHOUT TESTS WITH HIGH STRENGTH BOLT SHEAR CONNECTORS r, r.4 :.,
MISSOURI STATE HIGHWAY DEPARTMENT LAWRENCE N. DALLAM DEPARTMENT OF CWil ENGINEERING UNIVERSITY OF MISSOURI COLUMBIA. MISSOURI en co.oerenen mitt U. 5. DEPARTMENT OF TRANSPORTATION SUREAU OF PUBLIC ROADS n. n as. findings. end condvii as enormed.a 4.s puolication nr
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A3STRACT This report describes scacic pushout tests of concrete-steel speci-nens using high strength bolts as shear connectors. The bolts were em-bedded in normal-weight concrete and pretensioned by the turn-of-nut ethod after the concrete had aged 28 days. The length of bolt e= bed-
=ent was four inches within a six-inch slab. Standard steel washers were spot welded under the heads of the bolts prior to installation.
Twelve speci= ens were tested, four each with bolt dia=eters of 1/2, 5/8 and 3/4 inches. Test results show very little slip between the slab and steel beam until friction is overcome. The bolts exhibited a greater useful capacity and ultimate strength than comparable studs.
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ACKNOWLEDGEiDTS The testing program reported herein was conducted in the Civil Engineering Laboratories of the University of Missouri, Columbia, Mis sourt. This work represents one chase of a cooperative study of composite bridge stringers undertaken by the Engineering Exper1=ent r
Station and sponsored by the Missouri State Highway Cc= mission and the l
Bureau of Public Roads of the U.S. Department of Cc=merce. This report covers a portion of the work performed on this project during the per-iod September, 1965 to June, 1966.
The program was performed with the guidance of an advisory commit-tee consisting of the following personnel:
Representing the Bureau of Public Roads:
R. C. Gibson, Regional 3 ridge Engineer Mitchell Smith, District Bridge Engineer Representing the Missouri State Highway Coc=11ssion:
D. 3. Jenkins, Bridge Engineer R. R. Cox, Assistant Bridge Engineer
- 3. Drewel, Senior Preliminary Structural Designer Representing the University of Missouri:
W. M. Sangster, Director of Engineering Experi=ent Station Adrian Pauw, Professor and Chai: an of Civil Engineering J. W. Baldwin, Jr., Prof essor of Civil Engineering L. N. Dallas, Associate Professor of Civil Engineering All work performed on the project was under the supe: rision of
L. N. Dallan. Messrs. Sankar Das and Hsiang-Jul Chen were graduate research assistants on the project. Messrs. R. Thornton and D. A.
Morton were project technicians. Messrs. J. L. Harpster and F. L.
Kieninger were student assistants on the project.
to TABLE OF CONTENTS Chapter Page I.
INTRCDUCTION.
1 1-1 General 1
1-2 Object and Scope of Tests 2
1-3 Notation.
2 II.
DESCRIPTICN OF SPECIMENS AND APPARATUS.
4 2-1 General 4
2-2 Pushout Specimens 4
2-3 Ccepanion Spec 1= ens 4
2-4 Materials 6
2 'i Preparation of Specimens.
8 2-6 Loading Apparatus and Instrunencation 9
III.
I"I.ST PROCEDURE.
10 3-1 Pushout Specimens 10 3-2 Cylinders 10 3-3 Bolt Tensile Coupons.
10 3-4 Prestress Specimens 12 IV.
RESULTS 13 4-1 Pushout Speci= ens 13 4-2 Companion Specimene 25 4-3 Cc=parisons 29 V.
SU.T.ARY AND CONCLUSICNS 41 5-1 Su==ary 41 5-2 Conclusiens 41 3I3LIOGRAPHY 42 APPENDII: PUSEQUT TEST DATA.
43
u LIST OF ILLUSTRATIONS Figure Page 1 Detail of Pushout Speci= ens.
5 2 Solt Installation on Pushout Specimens 6
3 3 cit Tensile Coupons 7
4 Prestress Specimens.
7 5 Typical Load-S11-Curve.
11 6 Test of 3olt Tensile Coupon.
12 7 Load-Residual Slip Curves of 1/2-inch Bolts..
15 S Load-Average Slip Curves of 1/2-inch Bolts 16 9 Load-Residual Slip Curves of 5/8-inch Bolts.
17 10 Load-Average Slip Curves of 5/8-inch 3olts 18 11 Load-Residual Slip Curves of 3/4-inch Bolts.
19 12 Load-Average Slip Curves of 3/4-inch Solts 20 13 Typical Failure Conditions of 1/2-inch Solt Pushout Specimens 21 14 Typical Failure Conditions of 5/8-inch Bolt Pushout Spaci= ens 22 15 Typical Failure Conditions of 3/4-inch Bolt Pushout Specimens 23 16 Test to Destruction of Specimen N6A4T33..........
26 17 Splitting of 3/4 Prestress Spect=en.
30 18 Assu=ed Compression Zone Confined by Bolt Tension.
34 19 Load-Residual Slip Curves of 1/2-inch 3cles and Studs.
35 20 Load-Residual Slip Curves of 5/8-inch Bolts and Studs.
36
Figure age 21 Load-Residual Slip Curves of 3/4-inch Bolts and Studs..
37 22 Load-Average Slip Curves of 1/2-inch Bolts and Studs 38 23 Load-Average Slip Curves of 5/8-inch Bolts and Studs 39 24 Load-Average Slip Curves of 3/4-inch Boles and Studs 40 O
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LIST OF TABLIS Table Page 1 Results of Pushout Tests with Bolts.
14 2 Critical Load Determination..
27 3 Results of Cylinder Tests.
28 4 Test Results of Bolt Tensile Coupons 32 5 Co=parison of Bolts with Studs 33
I.
INTRODUC"' ION 1-1 General The shear connectors used in composite concrete-steel = embers have been of the types that are welded to the flange of the steel bea=.
Exa=ples are studs (headed or L type), standard channel sections and spirals. These connectors can be classified as flexible connectors, because under small shear forces there will be a relative covement or slip between the concrete slab and the steel beam at the interface.
The design of co=posite ne=bers in highway bridges is based upon the current AAS'd0 specifications ( }*.
These specifications require the use of the elastic ele =entary beas theory in the design and a factor of safety of about 4.0 for.the allowable shear force in the connector.
This high factor of safety was selected in order to guarantee co=posite action up to the full flexural capacity of the beam ( }.
Also, the fatigue behavior of flexible connectors has not been satisfactorily deter =ined at this w 1cing. The resulting design has a very large nu=ber of connectors which the designer feels intuitively as too =any.
These connectors are usually shop welded and are therefore present throughout the construction until the slab is caat. The presence of the connectors during the construction phase has been criticized from the point of view of safety for the work =en.
Because of the above considerations a connector which would pro-vide a sore rigid connection between the concrete and steel and which
- Nu=bers in parentheses refer to entries in the bibliography.
1
2 could transfer a higher shear force and which could be easily installed in the field would certainly be desirable.
1-2 Obiect and Scoce of Tests The object of the testing program was to investigate the behavior of a rigid connector e= bedded in nor=al-weight concrete when subjected to a static shear force. The results were to be co= pared with those of flexible connectors to help determine the feasibility of using rigid connectors in co=posite construction.
Twelve pushout spec 1= ens were tes ted using high strength bolts.
Four spec 1= ens each of 1/2, 5/8, and 3/4 inch dia=ecer bolts were tested.
1-3 Notatien_
The notation or mark used to distinguish between pushout speciments with different types of connectors is as follows. The first letter de-notes tue type of concrete (normal-weight, N, or lightweight, L). The second character is a nu=ber vnich gives the dia=eter of the connector in ei;;hths of an inch for studs and bolts, but for channelt
'r. gives the height of the channel. The third character (A or 3) indicates the type of pushout spec 1=en.
Type A has a steel bea= section 23 inches in length and type 3 has one 20 inches in length. The last character dis-tinguishes between spec 1= ens with othervise identical notatics. The re=aining characters can bese be explained by tha following exa=ples.
1.
Stud - 5534a The fourth character gives the total nu=ber of studs on the spec 1=en.
Therefore, this spec 1=en has four 5/8 inch dia-witer studs welded to a 20 inch beam and e= bedded in slabs co= posed of normal-weight concrete.
3 2.
Channel - L4BCla The fourth and fif th characters denote a channel connector and its length in inches.
3.
High Strength 3olts - N4B4T32 The fourth character denotes the coti ___ber of bolts and the fifth and sixth characters indicate these are high strength pretensioned bolts. Therefore, this specimen has four 4/8 inch diaseter high strength pretensioned bolts enbedded in normal-weight concrete slabs and is the second specimen of the series.
II.
DESCRIPTION OF SPECDOS AND APPARATUS 2-1 General Four different kinds of specinens were tested in this investiga-tion; the pushout specimen and three conpanion spec 1= ens which were the cylinder, bolt tensile coupon and what will be called the prestress specimen.
2-2 Pushout Soecimens Two types of pushout specimens were used and are shown in detail in Figure 1.
Both speci= ens consisted of an 8 VF 48 beam section and two concrete slabs 20 x 24 x 6 inches.
The only difference between the specimens was in die length of the beam section: Type A having a length of 23 inches and 'lype B a length of 2C inches. There were two bolts placed on each flange of the steel beam stub.
The bolts were h '4 in place by a wire " chair" during the placing of the concrete as scown in Figure 2.
'The surface of the beam stub in contact with the concrete was sand blasted in an atte=pt to eli=inate the surface condition as a var-iable.
2-3 Ccunanion Scectmens The evlinders were standard 6 x 12 specimens.
The bolt tensile coueens were =achined from 3/4-inch diameter A 325 bolts. The ends were threaded and the =iddle portion was about three inches in length with a diameter of.500 inches.
The coupons are shown in Figure 3.
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SECTION A-A Figure 1 Detail of Pushout Speci= ens.
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The crestress scecimens consisted of two A 325 bolts installed on a steel plate S x 12 x 3/4 inches in the same =anner as those on the pushout speciser.. A nor=al-weight concrete block six inches in thick-ness was cast on the place around the bolts. Figure 4 shows typical speci= ens prior to casting of the concrete.
J 2-4 Materials The cancrete for the slabs of the pushout specimens consined of normal-veight aggregates and type I portland cement.
The coarse aggre-gate was well-g-;ded crushed limestone with a =ax1=us size of 3/4 inches and the fine aggregate was Missouri Rive; sand. Air entrainment was added to each six.
Typical six proportions were 1:1.94:3.27 by weight with a water-ce=ent ratio of 5.0 gallons per sack. This six conformed with the Class 3-1 =ix required by the State Highway Cc==1ssion of Missouri for bridge construction.
The concrete was obtained 2 rom a
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ne concrete for the prestress specimens was of two kinds. One was the Class 3-1 1x obtained frem the local redd1-cix plant while the other consisted of the sa=e constituents as that of the pushout speci-
= ens except no air was added, the =1x proportions were different and the proportioning and =1xing was done in the university laboratory.
All bolts were obtained cc==ercially and were =anufactured to cenforn with the ASti specification A 325, or A 449. n e 1/2-inch bolts were A 449 and the others were A 325.
2-5 Precaration of Scecimens ne bolts were loosely attached to the steel beam section in pre-drilled holes and held in place during the casting of the slabs by a wire spring chair as shown in Figure 2.
Standard steel washers with a diameter of about one inch greater than the bolt diameter were spot welded to the under side of the head of the bolt. ne flanges of the beam were sandblasted to re=ove all =111 scale and foreign particles.
ne slabs were cast on edge and the concrete was carefully vibra-ted to eld-dnate air voids in the vicinity of the bolts. ne concrete was cured in the laboratory with wet burlap and a polyethylene covering for 23 days. At least six 6 x 12 inch cylinders were case with each batch and were cured under the sa=e conditions as the pushout spe c1= ens.
At the end of 28 days the pushout speed-ans were allowed to air dry and the bolts were tightened by the " turn-of-nut" =ethod.
ne pro-cedure was to bring the bolts to a " snug tight" condition which was acco=plished by "the full effort of a =an using an ordinary spud wrench".
After all bolts were snug tight the nuts were rotated 1/2 turn to attain the
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P 2-6 Leading Aotaratus and Instru=entation The pushout specimens were tested in a 300,000 lb. capacity Riehle hydraulic testing =achine. The load was applied to the end of the steel beam section through a spherical block and a steel distribut-ing place.
Strips of lead wars inserted between the W beam and the f
steel plate to i= prove the loa, distribution.
Slip between the slabs and the steel beam section, and total load n'
applied were =easured for each specimen. The slip was =easured with r
four 0.0001-inch dial indicators :r'untri at the locations shown in L
Figure 1.
Each dial was rigidly attached to the appropriate steel beam flange with the dial sees bearing on a bracket ce=enced to the concrete slab. The dials and brackets were placed directly opposite the shear Connectors.
The cylinders were also tested in the 300,000 pound testing =a-chine. The defor=ation was seasured with a compresso=eter having an eight-inch gage length, a multiplication ratio of 2:1 and s.0001-inch dial indicator.
The tensile coupons =achined from the bolts were tested in a 60,000 pound capacity hydraulic testing =achine.
Elongation in two of the specimens was =easured with an extenso=eter hav1=g a 2-inch gage length, a =ultiplication ratio of 2-1/2:1 and a.0005-inch dial indica-tor.
The other specimen had two SR-4 electrical resistance gages, placed diametrically opposite each other, to =easure the st=ain.
The prestress specimens were instru=ented with evo SR-4 gages placed dia=etrically opposite on each bolt. loads were applied =anual-17 by =eans of wrenches and pipe extensions.
u III. TEST PRCCEDL"AE 3-1 Pushout Scecimens Each specimen was preloaded to check the dial indicators. The lead was applied in incre=ents of varying magnitude at a speed of about
.05 inches per minute. The procedure was to load the specimen in cycles with each successive cycle having a higher peak load. Figure 5 illus-traces the loading sequence in a typical test.
Values of load and slip were recorded after each increment of loading. The load was held constant while the slip dials were read.
- he dials were allowed to stabili:e before readings were taken.
3-2 Cylinders Six cylinders were tested in compression for each series of push-out specisens. Three cylinders were tested to failure to determine the compressive strength of the concrete. The remaining three cylinders were then tested to determine the modulus of elasticity of the con-Values of load and defor=ation were recorded at incre=ents of crete.
10,000 pounds until the lead at about 40% of the predetermined =axi=um lead was reached. The compressc=eter was then renoved from the cylinder as the test continued to failure. The lead was continuously applied and therefore the dials were read at the instant the desired load was reached.
3-3 Bolt Tensile Courons Load was applied in 2500 lb. increments and alongation was record-ed as the load was held constant. The apparent yield point load was 10
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Figure 6 shows a test in 7Ss.
3-4 Prestress Soecinens The bolts were tightened by the sane nethod as that used in the pushout specinens outlined in Section 2-5 of this report.
The strain was recorded when the bolts were in the relaxed state, snug tight state and tensioned state which was when the nut had been rotated 1/2 turn be-yond the snug tight state.
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IV.
RESULTS 4-1 Pushout Tests The results of the pushout tests are shown in Figures 7 thru 12 and su==arized in Table 1.
In each case the load per bolt value repre-sents the total load applied divided by the nu=ber of connectors on the specimen. This equal distribution of load was justified by the rela-tively s=all variance in slip at each connector. F.ovever, in the case of specimen NSA4T34 there was poor alignment of the specimen and conse-quently the slip readings varied considerably and equal distribution was not justified.
For this reason the results of this test are not plotted in Figures 9 and 10.
Two specimens were tensioned when the concrete had reached its 28-day strength and alleved to set for a period of time to deter =ine if a loss in prestress would occur such that the critical and ultimate loads would be noticeably aff ected. These specimens were N4B4T34 (No. 4) and N5A4T34 (No. 8).
Spec 1=en No. 4 was tensioned 138 days prior to test and as can be seen frem Table 1 and Figures 7 and 8, the critical load was about the sa=e and the ultisate load was higher than the other spe-c1= ens of the series.
Specimen No. 8 was tensioned 54 days prior to test and the ulti= ate load was greater than two of the other three spe-cimens of the series.
Figures 13,14 and 15 illustrate typical failure conditions of the bolts and concrete in the pushout tests.
In each case f ailure was ta-kan at that point in the test when the specimen could not sustain addi-tienal load for an " adequate" period of ti=e.
In the first two speci-13
TABI.E 1 RESULTS OF pustlouT TESTS WITil BOLTS Bolt Critical load til t ima t e Loa d Specimen Olameter f
Avg. Slip lal.per Res. Slip Avg. Slip lat. pe r Res. Slip Type of c
No.
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Bolt (In.)
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Bolt (in.)
Failure (kips)
(kipu) 1 N4B4TB1 1/2 6340
.0030 12.3 0010 20.88 Bolt 2
N4B4TB2 1/2 6340
.0006 10.0
.0003 19.75 Bolt 3
N4B4TB3 1/2 6340
.0006 12.5
.00008 19.50 Bolt 2
4 N4A4TB4 1/2 6340
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.234 22.06
.129 Bolt 5
N5A4T111 5/8 6650
.0040 l'6. 6
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.079 26.62
.203 Concrete 6
N5B4TB2 5/8 6650
.0035 15.9
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.139 25.62
.125 Concrete 0
7 NSB4TB3 5/8 6650
.0040 16.6
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.143 30.05
.231 Concrete 8
HSA4TB4 5/8 6650
.150 28.00
.302 Concrete 5
9 N6B4TB1 3/4 8440
.0035 27.1 0014
.064 3ti.00
.195 Concrete 10 N6A4TB2 3/4 8440
.0045 27.0
.0016
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.337 Concrete 6
11 N6A4TB3 3/4 8440
.0040 24.0
.0016 074 34.75
.408 Concrete 12 N6A4TB4 3/4 8440
.0035 26.3
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.2035 36.70
.397 Concrete at 18.75 kips at 22.5 kipa at 35.0 kips 6
at 17.5 klps at 25.0 kips at 30.0 kips 5
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umw Figure 14 Typical Failure Conditions of 5/8-inch Bolt Pushout Spec 1= ens.
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= ens tested (Nos. 1 and 2) the failure load was apparently reached at about 15 kips per bolt because there was a decrease in load as the operator atte=pted to increase it.
The speci= ens were still in good condition with a few small cracks visible. The spec 1= ens were taken fre= the testing machine and the slabs re=oved fre= the steel bea= sec-tion.
The sa=e thing occurred with spect=en No. 3 at 15.62 kips per bolt but it was decided to continue the test to destruction. After a short time interval the spec 1=en again would carry load and did so until the bolts sheared at 19.5 kips per bolt. Reallaing that speci= ens 1 and 2 had not reached their ulti= ate load the slabs were placed on the been stub and the bolts again tightened by the turn-of-nut =eched and the spec 1= ens loaded to failure.
It is interesting to note that these ulti-
= ate loads were slightly higher than the undisturbed speci=en No. 3.
It is also worthy to note that it was possible to tension the bolts c==-
plately in concrete which was slightly cracked.
failure where considerable slip had occurred, a slip plane dev-At eloped in the bolt at the interface of the concrete and steel as shown in Figures 13, la and 15.
This illustrates the rigid behavior of the connector as opposed to a flexible connector which exhibits a st=1lar bending configuration without the translation at the interface. The slip plane was quite pronounced in the 1/2-inch bolt specimens with the concrete relatively uncracked, whereas in the 3/8 and 3/4-inch bolt pushouts the slip plane was less pronounced and the concrete was cracked considerably.
In all spec 1= ens a large enount of slip had occurred be-fore failure was reached.
In one specinen, N6A4T33, the test was c=ncinued to destruction.
Figure 16 shows the extre=e cracking of the slab which preceded the shearing of the 3/4-inch bolts.
f 25 One phenemenon was observed in the testing of the pushout specimens, u
At a certain point in the test an audible sound was noticed simultaneous with a sudden decrease in load and increase in slip. The slip dial indi-catcrs actually jumped.
This phenomenon occurred when the friction force caused by the pretensioning of the bolts was overceme and is quite analogous to the yield phenomenon in ductile steel. Surprisingly, the analogy persisted in the reloading cycles, that is, the load at which friction was evercome increased in the successive loading cycles which is analogous to the strain hardening phenomenon in steel.
If the critical load on a connector is defined as that shear force at which there is a marked increase in slip with little or no increase in force or load, then the seric for using the load-residual slip curve in detersining the critical load can be argued with the aid of Table 2.
The values obtained frem the curves are very close to those observed in the test and in each case, smaller.
4-2 Cencanion Soeci= ens Cvlinder test results are given in Table 3.
The compressive strengths are the average of six tests and the oduli of elasticity are the average of three tests.
The =aximum deviatica is the greatest dif-ference between a test and the average.
Bolt tensile counen test results are shown in Table 4 and compared with the ASTM specifications for spec 1= ens nachined from bolts.
The erestress test results were in general negative, but neverthe-less infor=ative. There were a total of six speci= ens, each containing two bolts. During the censioning of the bolts by the turn-of-nut method all specimens split before the required cut rotation was reached. A
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-2 Figure 16 Test to Destructicu of Spect=en N6A4T33
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TABLE 2 CRITICAL LOAD D M v.INATICN Specimen Solt Critical Load (kips)
No.
Mark Diameter Res. Slip Plot Frem Test 1
N434T31 1/2 12.3 2
N434T32 1/2 10.0 3
N4B4T33 1/2 12.5 4
N4A4T34 1/2 12.4 13.5 5
NSA4T31 5/8 16.6 17.0*
6 N5B4T32 5/8 15.9 16.0 7
N534T33 5/8 16.6 8
NSA4T34 5/8 9
N634T31 3/4 27.1 29.0 10 N6A4T32 3/4 27.0 28.4 11 N6A4T33 3/4 24.0 24.4 12 N6A4T34 3/4 26.3 28.1
- Approx 1= ate value
TAIP.E 3 RESUI.TS OF CYI,INDER TESTS Modulus of Age Compressive Strength (psi)
Elasticity x 10 psi Specimen No.
(Days)
Average Hax. Deviation Average Max. Deviation Remarks Pushout 1,2,3,4 64 6340 320 4.17
.01 5,6,7,8 40 6650 620 4.35
.17 9,10,11,12 39 8450 260 4.84
.12 Prestress 1,2,3 49 6530 329 4.29
.06 4,5,6 29 6512 170 4.39
.36 r
P 29 b
typical speci=en af:er test is shown in Figure 17.
The width of the plate was S inches which corresponded to che width of the flange of the 8 'JF 48 bea= section used in the pushout specimens. The bolts were spaced s1=11arly in each spec 1=en with edge to center of bolt, center to center bolts and center of bolt to edge of place dimensions of 2, 4 and 2 inches.
If the :ene of concrete confined in compression during the censioning of the bolt is as shown in Figure 13, then there was an insufficient a=ount of concre:e at the edge of the speH~n and the spli::ing could be predic:ed. More study is therefore required before pretensioned bolts are used in haunched composite =e=bers.
4-3 Cc=carisons The behavior of high strength pretensioned bol:s :,n the pushout test as compared with that of " equivalent" s tuds is shown in Figures 19 through 24 and Table 5.
In each case the e= bedded length of the bolt or stud was four inches, the thickness of the r ab was six inches and the nu=ber of connec: ors was four. The rigidity of the bolt as compared w1:h the stud is parricularly evident fro = Figures 22, 23 and 24 It is seen fro = Table 5 that the average cri:ical lead for bol:s is consi-derably greater than that of studs and occurs at approx 1=ately the same residual slip but the average slip is =uch smaller, especially in the larger connectors. The ulti= ate load for bolts was consisten:17 higher than that for studs.
The deter =ination of the critical load for bol:s is not as subject
- o the judg=ent of :he investigator as that for studs as can be seen fre= Figures 19, 20, and 21.
he bol curve is initially straight and breaks rather sharply near the cri:1 cal load as co= pared to the stud
30 curve which is more parabolic and therefore has led some investigators to specify a limiting residual slip for determining the critical load.
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31 Although the stud and bolt pushout spec 1= ens were geometrically si=ilar, there were significant differences. The =ain differences were the strength of the concrete (Table 5), the strength of the connector and the preparation of the flanges of the steel bes::: stub.
In the stud spec 1= ens the flanges were greased to eli=inate any bonding effect, whereas in the bolt speci= ens the flanges were sandblasted.
~n order to deter =ine the effect of natural bcnd, an additional 1/2-inch bolt pushout spe c1=en was made and tested in the usual =anner except the bolts were not preten-stoned (nuts were loose). In this test set up, because of the hole toler-ance, any resistance to slip would initially be due to natural bond. Slip occurred i==ediatelv upon load application, and the spec'i=en was extre=ely sensitive to load, indicating that little or no natural bond was present.
This result indicates that the " natural" composite behavior obJ5rved in non-composite-concrete-steel =e=bers is due to friction resulting fro =
the weight of the slab rather than natural bond.
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TABLE 5 COMPARISON OF BOLTS WITil STUDS Conn.
f'c Critical 1.oad Ultimate I.oad No.
Investigator Diam.
(psi)
Avg. Slip 1d.per Conn.
Hes. Slip Avg. Slip I.d.per Conn.
of (in.)
(kips)
(in.)
(in.)
(kips)
Tests a
1/2B 6340
.0016 11.80
.0005
.234b 20.55 4
Dallam (3) 1/2S 5420
.013 5.20
.0040
.188 12.20 1
Viest (4) 1/2S 4120
.0098 5.8u
.0023
.167 14.20 2
Univ. of Missouri 1/2S 6550
.009 5.80
.0018 11.94 2
a 5/8B 6650
.0038 16.37
.0023
.215c 27.57 4
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.013 8.00
.004
.174 19.2 1
Viest (4) 5/8S 4020
.012 9.60
.0025
.299 23.2 2
Univ. of Hissouri 5/8S 5600
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.0040
.163 17.7 1
a 3/4B 8440
.0040 26.10
.0016
.334c 36.71 4
Dallam (3) 3/4S 5730
.203 29.4 1
Viest (4) 3/4S 4060
.0102 11.70
.0019
.382 32.3 2
Thurlinuinn (5) 3/4S 5080 24.7 1
a This investigation Ultimate residual slip c
b See Table 1 U
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Figure 20 1.oad-Hesidual Slip Curves of 5/8-incli Bolts and Studs.
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SLTRY.tND CONCLUSIONS 5-1 Su==arv Twelve pushout specimens with high strength pretensioned bolts as connectors were tested under s1=ulated static loading. 3cles with dia-
=eters of 1/2, 5/3 and 3/4 inches were tensioned by the turn-of-nut method and e= bedded in nor=al-weight concrete slabs. The load-slip characteristics of bolts were co= pared with those of studs. Co=panion specimens were tested to deter =ine the a=ount of tension induced in a bolt by the turn-of-nut =ethod and to deter =ine the i=portance of edge clearance in haunched nu=bers.
5-2 Conclusions 1.
High strength pretensioned belts exhibit practically ero slip in the working range of the load.
2.
3olts attain a critical load or useful capacity that is about twice that of studs. The ulti= ate load is also greater for Scies.
3.
There is appa::ently no loss in prestress with time in high quality concrete.
4 More research is needed regarding the spacing and edge clear-ance require.=ents in haunched na=bers due to the splitting observed in the tests of the prestress speci= ens.
5.
Little or no natural bond exists in pushout speH -ans between the concrete slab and steel bea=.
41
b BIBLIOGRAPHY 1.
Standard Soecifications for Highway 3 ridges, The Anerican Associa-tien of State Highway Officials,1901.
2.
Viest, I. M., Fou:2tain, R. S., and Siess, C. P., " Development o f the New AASHO Specifications For Cc=posite Steel and Concrete 3 ridges", Highway Research 3 card 3u11etin 174, National Research Council,1958, p.10.
3.
Dallan, L. N., and Pauw, A., " Study of Composite Bridge Stringers,
Phase I, Pushout Tests of Stud and Channel Sh aar Connectors in Normal-weight and Lightweight Slabs", Technical report for the State Highway Coc=1ssion of Missouri and the U. S. Bureau of Public Roads, August, 1963.
4.
Viest, I. M., "Investigacier of Stud Shear Connectors for Cocposite Concrete and Steel T-Bem", Journal ACI, Vol. 27, No. 8, 1956, pp. 882, 883.
5.
ThurHmmnn, 3., " Fatigue and Static Strength of Stud Shear Con-nectors", Journal ACI, Vol. 30, No. 12, 1959, pp. 12 87-1302.
42
h APPDIDIX PUSEOUT TEST DATA 43
l 44 PUSHOUT TEST SPECIMEN N684TS1 OATE CAST 12-22-65 DATE TESTED 2-9-66 TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 0
3880 3900 4850 3960
.0000
.0000
'.- /."
5 3880 3900 4850 3960
.0000 10 3880 3900 4850 3959
.0000 5
3880 3900 4850 3959
.0000 0
3880 3901 4850 3960
.0000
.0000 5
3880 3901 4850 3960
.0000 10 3880 3901 4850 3959
.0000 15 3879 3901 4850 3958
.0000 10 3879 3901 4850 3958
.0000 5
3879 3901 4850 3958
.0000 10 3879 3901 4850 3959
.0000 15 3878 3901 4850 3958
.0000 0
3879 3901 4850 3960
.0000
.0000 20 3877 3901 4850 3956
.0001 15 3877 3901 4850 3956
.0001 10 3876 3901 4850 3956
.0001 0
3879 3901 4850 3959
.0000
.0000 10 3878 3901 4850 3958
.0000 20 3876 3901 4850 3956
.0001 25 3874 3900 4850 3954
.0003 20 3874 3900 4850 3954
.0003 10 3874 3900 4850 3954
.0003 0
3877 3901 4850 3959
.0000
.0000 10 3877 3901 4850
- 957
.0001 20 3875 3901 4850 3955
.0002 30 3871 3899 4847 3951
.0005 20 3871 3899 4847 3951
.0005 0
3876 3000 4847 3956
.0002
.0002 15 3874 3900 4847 3954
.0003 25 3872 3900 4847 3952
.0004 35 3867 3898 4847 3948
.0007 25 3867 3898 4841 3948
.0009 e
15 3867 3899 4841 3949
.0008
-d 0
3874 3900 4842 3956
.0004
.0004 f
15 3872 3900 4842 3953
.0005 30 3868 3899 4842 3949
.0008 40 3862 3896 4842 3945
.0011 30 3861 3890 4840 3965
.0013 5
3863 3898 4840 3946
.0010 O
3869 3900 4862 3954
.0006
.0006
-/-
15 3865 3899 4843 3945
.0009 30 3861 3898 4862 3941
.0012 40 3858 3896 4842 3939
.0013 50 3838 3883 4841 3012
.0029
45 SP EC IMEN N484TB1 CONT INU ED TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 30 3836 3878 4840 3900
.0034 15 3838 3881 4840 3902
.0032 0
3847 3884 4841 3910
.0027
.0027 20 3845 3884 4841 3907
.0028 40 3838 3881 4841 3901
.0032 50 3832 3869 4841 3880
.0042 60 3531 3616 4670 3620
.0288 40 3412 3592 4650 3596
.0335 20 3417 3600 4652 3602
.0329 0
3538 3621 4669 3626
.0284
.0284 20 3536 3621 46 74 3625
.0283 40 3526 3613 4672 3615
.0291 60 3463 3546 4632 3558
.0347 DI ALS UNSTAB LE 62 3283 3265 4485 3390
.0541 83 ULTIMATE LOAD CRAC KS A T 1,3 BOLT 4 SHEAREO
46 PUSHOUT TEST SPECIMEN N484TS2 OATE CAST 12-22-65 OATE TESTED 2-11-66 TOTAL SLIP OIAL READING AT LCCATION AVERAGE REMARKS LOAD 1
2 3
3490 4390 3030 3890
.0000
.0000 5
3490 4390 3030 3890
.0000 10 3489 4390 3030 3890
.0000 5
3489 4390 3030 3890
.0000 0
3489 4390 3031 3890
.0000
.0000 5
3489 4390 3031 3890
.0000 10 3489 4390 3031 3890
.0000 15 3489 4390 3031 3890
.0000 10 3489 4330 3031 3890
.0000 5
3489 4390 3031 3890
.0000 0
3489 4390 3031 3890
.0000
.0000 10 3489 4390 3031 3890
.0000 15 3489 4390 3031 3890
.0000 20 3488 4389 3031 3888
.0001 15 3488 4389 3031 3888
.0001 10 3488 4389 3031 3888
.0001 0
3489 4390 3031 3889
.0000
.0000 10 3489 4390 3029 3889
.0000 20 3488 4389 3029 3888
.0001 25 3487 4388 3029 3887
.0002 20 3487 4388 3027 3887
.0002 10 3487 4389 3027 3887
.0002 0
3489 4390 3028 3888
.0001
.0001 10 3488 4389 3028 3888
.0001 25 3487 4388 3028 3887
.0002 35 3484 4386 3028 3883
.0004 25 3484 4386 3028 3883
.0004 15 3484 4387 3028 3883
.0004 0
3488 4389 3031 3886
.0001
.0001 15 3486 4388 3031 3886
.0002 0
3484 4386 3030 3884
.0004
.0004 40 3483 4384 3028 3880
.0006 30 3483 4384 3028 3880
.0006 15 3484 4386 3028 3880
.0005 0
3487 4388 3030 3883
.0003
.0003 15 3486 4387 3030 3883
.0003 30 3484 4385 3026 3882
.0005 40 3482 4383 3022 3879
.0008 50 3361 4253 2915 3728
.0135 15 3363 4256 2915 3728
.0134 0
3376 4266 2921 3734
.0125
.0125 20 3374 4266 2922 3735
.0125 40 3366 4257 2918 3730
.0132 50 3322 4218 2886 3685
.0172
47 SPECIMEN N484TB2 CONTINUED TOTAL SLIP OIAL READING AT LCCATION AVERAGE REMARKS LCAO 1
2 3
4 SL IP RES. SLIP 60 3038-4053 2821 3408
.03 70 40 3035 4053 2818 3408
.0371 20 3055 4078 2815 3421
.0357 0
3105 4035 2812 3463
.0346
.0346 20 3102 4030 2808 3463
.0349
'40 3081 4003 2805 3447
.0366 60 2955 3981 2801 3325
.0434 OIALS UNSTABLE 79 ULTIMATE LDAD
48 PUSHOUT TEST SPECIMEN N484TB3 OATE CAST 12-22-65 OATE TESTED 2-17-66 TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 15 PRELOAD 0
3400 4140 40 10 3900
.0000
.0000 5
3400 4140 40 10 3900
.0000 10 3400 4140 40 10 3900
.0000 5
3400 4140 40 10 3900
.0000 0
3400 4142 40 10 3900
.0000
.0000 5
3400 4142 40 10 3900
.0000 10 3400 4142 40 10 3900
.0000 15 3400 4142 4009 3900
.0000 10 3400 4142 4009 3900
.0000 5
3400 4142 4009 3900
.0000 0
3400 4142 4011 3900
.0000
.0000 10 3400 4142 4011 3900
.0000 15 3400 4142 4010 3900
.0000 20 3400 4142 4009 3900
.0000 15 3400 4142 4009 3900
.0000 10 3400 4142 4009 3900
.0000 0
3401 4142 4011 3900
.0000
.0000 10 3401 4142 40 11 3900
.0000 20 3400 4142 4009 3900
.0000 25 3399 4161 4009 3900
.0000 20 3399 4141 4009 3900
.0000 10 3399 4141 4009 3900
.0000 0
3401 4143 4011 3900
.0000
.0000 15 3400 4143 40 10 3900
.0000 25 3399 4142 4009 3900
.0000 35 3397 4140 4007 3897
.0002 25 3397 4140 4007 3896
.0002 15 3397 4140 400 7 3896
.0002 0
3400 4142 40 10 3897
.0000
.0000 15 3399 4142 4009 3897
.0000 30 3398 4141 4008 3896
.0001 40 3396 4140 4006 3895
.0003 30 3395 4140 4006 3895
.0003 15 3396 4141 4008 3895
.0002 0
3399 4144 40 10 3897
.0000
.0000 15 3399 4143 4009 3897
.0000 30 3397 4142 4007 3895
.0002 40 3395 4141 4006 3894
.0003 50 3392 4139 4004 3890
.0006 30 3391 4139 4005 3890
.0006 15 3393 4140 4007 3891
.0004 10 3397 4144 4010 3896
.0000 20 3396 4143 4009 3895
.0001 40 3393 4140 4005 3872
.00*0 60 3386 4135 3998 3881
.0012 62 OI ALS UNSTAB LE 78 ULT IMA TE LO AO
PUSHOUT TEST 49 f
SPECIMEN N4A4T84 DATE CAST 12-22-65 OATE TESTED 6-22-66 TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS 7
LOAO 1
2 3
4 SLIP RES. SLIP l
BOLT TENSIONED ON 2-4-66 0
4519 4990 4486 4645
.0000
.0000 5
4519 4990 4486
.0000 10 4519 4989 4485
.0000 5
4519 4990 4485
.0000 0
4519 4990 4486
.0000
.0000 10 4519 4990 4485
.0000 20 4517 4987 4483
.0002 10 4517 4987 4483
.0002 0
4518 4989 4485
.0001
.0001 10 4518 4988 4484
.0001 20 4517 4987 4483
.0002 30 4513 4984 44 79
.0006 15 4514 4985 4480
.0005 0
4516 4988 4484
.0002
.0002 10 4516 4987 4483
.0003 20 4515 4985 4480
.0005 30 4513 4984 44 79
.0006 40 4504 4981 44 70
.0013 20 4505 4982 44 72
.0012 0
4510 4987 44 78 4645
.0005
.0005 10 4510 4986 44 77 4645
.0005 20 4509
- 98 4 44 75 4644
.0007 30 4507 4982 4473 4642
.0009 40 4504 4981 44 70 4640
.0011 50 4486 4976 4449 4636
.0023 25 4487 4977 4451 4638
.0021 0
4493 4986 4459 4643
.0014
.0014 10 4493 4985 4458 4642
.0015 20 4492 4982 4456 4641
.0017 30 4490 4980 4454 4639
.0019 40 4488 4978 4451 4637
.0021 50 4485 4976 4448 4635
.0024 54 SUDOEN SLIP 60 4279 4753 4239 4427
.0235 30 4285 4757 4241 4432
.0231 0
4316 4785 4269 44 53
.0204
.0204 20 4316 4784 4267 4452
.0205 40 4308 4776 4258 4446
.0213 60 4265 4735 4220 4411
.0252 64 SUDDEN SLIP 65 3876 4341 3833 4029
.0640 70 2995 3459 2940 3137
.1527 40 3033 3497 2981 3183
.1486 0
3233 3696 3172 3362
.1294
.1294 20 3200 3662 3141 3339
.1324 40 3109 3567 3055 3257
.1413 60 30 17 3480 2968 3170
.1501 75 2170 2645 2127 2325
.2343 88 ULTIMATE LOAD
I 50 PUSHOUT TEST SPECIMEN NSA4TB1 OATE CAST 2-24-66 OATE TESTED 3-29-66 TOTAL SLIP O!AL READING AT LOCATION AVERAGE REMARKS LOAO 1
2 3
4 SLIP RES. SLIP O
4392 4660 4600 3681
.0000
.0000 5
4392 4660 4600 3681
.0000 10 4392 4660 4600 3681
.0000 5
4392 4660 4600 3681
.0000 0
4392 4660 4600 3681
.0000
.0000 5
4392 4660 4600 3681
.0000 10 4392 4660 4600 3680
.0000 15 4391 4659 4600 3679
.0001 8
4391 4659 4600 3679
.0001 0
4392 4660 4600 3681
.0000
.0000 10 4391 4659 4600 3680
.0000 15 4391 4659 4600 3680
.0000 20 4390 4658 4600 3679
.0001 10 4390 4658 4600 3679
.0001 0
4393 4660 4600 3682
.0000
.0000 10 4392 4659 4600 3681
.0000 20 4390 4658 4600 3679
.0001 25 4389 4657 4599 3678
.0002 12 4389 4658 4599 3678
.0002 0
4393 4660 4600 3682
.0000
.0000 15 4391 4659 4e00 3680
.0000 30 4388 4656 4598 3676
.0003 15 4388 4657 4598 3677
.0003 0
4392 4660 4600 3681
.0000
.0000 15 4391 4658 4600 3679
.0001 30 4388 4656 4597 3676
.0004 40 4384 4652 4593 3671
.0008 20 4385 4654 4593 3672
.0007 0
4390 4658 4598 3679
.0002
.0002 20 4388 4656 4596 3676
.0004 40 4383 4652 4592 3670
.0009 50 4375 4645 4583 3662
.0017 25 4377 4649 4585 3664
.0014 0
4384 4656 4590 3673
.0007
.0007 20 4382 4653 4590 3670
.0009 40 4377 4648 4586 3665
.0014 u0 4358 4631 4565 3647
.0033 30 4359 4636 4567 3650
.0030 0
4371 4647 4575 3661
.0019
.0019 25 4366 4643 4570 3657
.0024 50 4360 4636 4568 3649
.0030 65 4308 4593 4514 3596
.0080 70 4305 4591 4512 3593
.0083 35 4307 4596 4514 3596
.0080
r 51 e
S P EC IM EN NSA4TB1 CONTINUED TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP O
4320 4611 4525 3611
.0066
.0066 20 4318 4608 4525 3609
.0068 40 4314 4602 4521 3603
.0073 60 4307 4594 4514 3596
.0080 68 SUODEN SLIP 80 4177 4464 4384 3456
.0213 60 4177 4466 4384 3456
.0212 40 4181 4471 4388 3461
.0208 0
4202 4488 4404 3484
.0188
.0188 20 4202 4487 4404 3A82
.0189 40 4196 4482 4400 3476
.0194 60 4188 4474 4393 3467
.0202 85 4092 4378 4289 3354
.0305 45 4095 4384 4293 3360
.0300 0
4127 4410 4324 3399
.0268
.0268 20 4126 4407 4324 3397
.0269 40 4119 4402 4317 3390
.0276 60 4109 4394 4307 33 79
.0286 90 4000 4285 4194 3253
.0400 50 4003 4288 4196 3255
.0397 0
4056 4328 4261 3315
.0343
.0343 30 4046 4322 4252 3308
.0351 60 4027 4309 4227 3288
.0370 80 4008 4290 4208 3265
.0390 95 3853 4139 4038 3082
.0555 50 3858 4147 4050 3101
.0544 0
3935 4197 4143 3185
.0468
.0468 40 3910 4186 4113 3166
.0489 60 3890 4174 4087 3145
.0509 80 3864 4149 4056 3112
.0538 100 3621 3905 3787 2034
.0 796 50 3646 3932 3825 2873
.0764 0
3754 4003 3959 2985
.0658
.0658 30 3728 3994 3928 2968
.06 78 OIAG. CRACKS AT 1,3 60 3684 3968 38 76 2930
.0718 90 3620 3905 3798 2850
2442 2684 2579 1538
.2022
.2022
52 PUSHOUT TEST
=
SPECIMEN N584TB2 DA7E CAS7 2-24-66 OATE TESTED 4-1-66 TOTAL SLIP DIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SL IP 30 PRELOAO O
3930 3800 4217 4350
.0000
.0000 5
3930 3800 4217 4350
.0000 10 3929 3000 4217 4350
.0000 5
3929 3800 4217 4350
.0000 0
3930 3800 4216 4350
.0000
.0000 5
3930 3800 4216 4350
.0000 10 3929 3800 4216 4349
.0000 20 3926 3799 4216 4348
.0002 10 3927 3799 4216 4348
.0001 0
3929 3800 4216 4348
.0001
.0001 10 3928 3800 421e 4349
.0001 20 3926 3799 4210 4347
.0002 30 3924 3797 4215 4346
.0003 15 3925 3798 4215 4346
.0003 0
3929 3799 4216 4348
.0001
.0001 10 3928 3799 4216 4348
.0001 20 3926 3798 4215 4346
.0003 30 3924 3797 4215 4346
.0003 40 3919 3794 4213 4346
.0006 20 3920 3795 4213 4346
.0005 0
3926 3799 4215 4345
.0003
.0003 20 3923 3798 4215 4343
.0004 40 3918 3795 4213 4343
.0007 50 3908 3788 4210 4343
.0012 25 3910 3789 4210 4343
.0011 0
39 18 3796 4212 4342
.0007
.0007 20 3915 3795 4212 4342
.0008 40 39 10 3790 4211 4342
.0011 60 3889 3774 4200 4295
.0034 30 3892 3776 4201 4300
.0032 0
3902 3788 4205 4312
.0022
.0022 20 3899 3786 4205 4309
.0024 40 3894 3781 4203 4302
.0029 60 3888 3774 4200 4292
.0035 64 SUDDEN SLIP 65 3863 3750 4182 4257
.0061 40 3865 3751 4183 4290
.0052 20 3870 3755 4185 4266
.0055 0
3878 3766 4189 42 77
.0046
.0046 20 ~
3875 3765 4189 4273
.0048 40 3871 3761 4187 4266
.0053 60 3865 3754 4183 4257
.0059 69 SUDOEN SLIP
53 SP EC I M EN N584T32 CONTINUED u
TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS LOAO 1
2 3
4 SLIP 'RES. SLIP 70 3828 3720 4157 4218
.0093 40 3831 3722 4159 4222
.0090 20 3836 3727 4162 4229
.0085 0
3844 3739 4166 4239
.0077
.0077 20 3843 3738 4166 4237
.0078 40 3838 3733 4164 4230
.0083 60 3831 3726 4160 4222
.0089 80 3717 3625 40 72 4124
.0189 73 S'J00 E N SLIP 75 SUDOEN SLIP 77 SUDOEN SLIP 60 3717 3625 40 72 4126
.0189 40 3722 362S 40 76 4131
.0185 20 3730 3634 4081 4139
.0178 0
3741 3650 4089 4155
.01oS
.0165 20 3740 3649 4090 4153
.0166 40 3735 3644 4087 4147
.0171 60 3727 3634 4082 413 7
.0179 79 SUDDEN SLIP 80 3691 3600 4055 4107
.0211 81 SUDOEN SLIP 90 3545 3440 3927 3970
.0353 60 3542 3441 3930 3976
.0352 30 3560 3452 3939 3992
.0338 0
3629 3490 3940 4041
.0299
.0299 20 3622 3489 3937 4037
.0303 HOR. CRACKS AT 80LTS 1,3 40 3608 3484 3935 4029
.0310 60 3590 3473 3928 4018
.0322 80 3552 3446 3892 3992
.0353 100 3073 2981 3429 3573
.0810 60 3080 2973 3398 3567
.0819 30 3135 3017 3422 3614
.0777 0
3260 3088 3440 3695
.0703
.0703 20 3229 3086 3440 3688
.0713 40 3187 3078 3441 3677
.0728 60 3146 3052 3433 3651
.0753 80 3091 3003 3380 3602
.0805 10 0 2941 2867 3238 3484
.0941 102 2500 2415 2787 3027
.1392 ULTIMATE LOAO O
2745 2532 2826 3201
.1248
.1248
$A PUSHOUT T EST SPECIMEN N584TB3 OATE CAST 2-24-66 OATE TESTED 4-28-66 TOTAL SLIP OIAL READING AT LCCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP O
3833 4001 4111 4044
.0000
.0000 5
3833 4001 4111 4044
.0000 10 3833 4001 4111 4043
.0000 5
3833 4001 4111 4043
.0000 0
3833 4001 4111 4044
.0000
.0000 5
3833 4001 4111 4044
.0000 10 3833 4001 4110 4043
.0000 20 3830 4001 4110 4041
.0001 10 3830 4001 4110 4041
.0001 0
3832 4001 4110 4043
.0000
.0000 10 3832 4001 4110 4042
.0001 20 3830 4001 4110 4040
.0002 30 3827 4001 4110 4037
.0003 15 3827 4001 4110 4038
.0003 0
3831 4002 4110 4042
.0001
.0001 10 3831 4002 4110 4041
.0001 20 3829 4002 4110 4039
.0002 30 3827 4001 4110 4037
.0003 40 3820 3999 4110 4029
.0007 20 3819 4000 4110 4031
.0007 0
3826 4002 4110 4036
.0003
.0003 20 3824 4002 4111 4033
.0004 40 38 18 4000 4111 4028
.0008 50 3805 3997 4109 4017
.0015 25 3805 3998 4109 4019
.0014 0
3814 4001 4111 4026
.0009
.0009 20 38 14 4001 4111 4024
.0009 40 3808 3999 4110 4019
.0013 60 3778 3988 4102 4001
.0030 30 3778 3991 4102 4004
.0028 0
3788 3997 4106 4011
.0021
.0021 20 3788 3997 4106 4009
.0022 40 3782 3993 4106 4005
.0025 eo 3775 3988 4104 4000
.0030 65 3756 3982 4097 3992
.0040 40 3755 3983 4096 3993
.0040 20 3758 3987 4098 399 7
.003 7 0
3767 3992 4102 4002
.0031
.0031 20 3767 3992 4102 4000
.0032 40 3762 3988 4102 3997
.0035 60 3756 3983 4099 3992
.0039 70 3721 3967 4082 3975
.0061 40 3721 3970 4082 39 77
.0059 20 3725 3974 4084 3981
.0056
$5 SP EC I M EN N584TB3 CONTINUED u
TOTAL SLIP DIAL READING AT LOCA7 ION AVERAGE REMARKS
~
LOAD 1
2 3
4 SLIP RES. SLIP O
3733 3980 4090 3987
.0049
.0049 20 3734 3980 4090 3986
.0049 40 3730 3976 4089 3982
.0053 60 3723 3971 4086 3977
.0058 80 3603 3885
'.008 3895
.0149 60 3601 3885 4007 3895
.0150 40 3603 3889 4008 3899
.0147 20 3607 3893 4011 3903
.0143 0
36 17 3902 40 18 3911
.0135
.0135 20 3618 3901 40 18 3910
.0135 40 3614 3898 4017 3907
.0138 60 3608 3892 4013 3,901
.0143 80 3597 3885 4006 3892
.0152 40 3446 3745 3880 3756
.0290 60 3445 3748 3880 3759
.0289
~
30 3448 3756 3886 3768
.0282 0
3464 3778 3903 3789
.0263
.0263 20 3461 3778 3903 3788
.0264 40 3456 3773 3901 3784
.0268 60 3446 3765 3895 3777
.0276 80 3429 3752 3883 3763
.0290 100 3173 3510 3655 3539
.0528 60 3173 3518 3658 3545
.0523 30 3544 3673 3563
.0458 0
3545 3658 3567
.0462
.0462 20 3538 3657 3565
.0465 40 3532 3657 3561
.0468 60 3516 3652 3548
.0480 80 3487 3631 3521
.0505 100 3366 3505 3411
t' 56 PUSHOUT TEST u
S PEC IM EN NSA4TSA DATE CAST 2-24-66 OATE TESTED 6-23-66 TOTAL SLIP DIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP SOLT TENSIONED ON 3-31-66 ALIGNMENT BAO O
4125 4026 3992 4196
.0000
.0000 5
4125 4026 3991 4196
.0000 10 4125 4024 3990 4196
.0001 5
4125 4024 3990 4196
.0001 0
4125 4025 3991 4196
.0000
.0000 10 4125 4024 3990 4196
.0001 20 4125 4018 3987 4195
.0003 10 4125 40 18 398 7 4196
.0003 0
4125 4023 3990 4196
.0001
.0001 10 4126 4020 3988 4196
.0002 20 4126 4018 3986 4195
.0003 30 4128 4004 3981 4195
.000 7 15 4129 4005 3982 4196
.0006 0
4127 4014 3988 4197
.0003
.0003 10 4127 4011 3985 4197
.0004 20 4128 4007 3983 4197
.0006 30 4129 4002 3980 4196
.0008 40 4131 3939 39 73 4189
.0026 20 4132 3940 39 74 4192
.0025 0
4129 3950 3983 4197
.0020
.0020 10 4130 3948 3980 4197
.0021 20 4131 39 44 3977 4197
.0022 30 4131 3940 39 75 4195
.0024 40 4132 3933 39 73 4192
.002 7 50 4132 3818 3964 4150
.0068 25 4134 3820 3966 4155
.0066 0
4132 3834 39 74 4164
.0058
.0058 20 4133 3829 39 70 4164
.0060 40 4133 3820 3966 4159
.0065 60 4133 3645 3953 40 72
.0134 30 4135 3651 3955 40 75
.0130 0
4134 3678 3960 4098
.0117
.0117 20 4134 3672 3957 4096
.012^
40 4134 3663 3955 4090
.012+
60 4134 3611 3953 4061
.0145 70 4128 3'49 3936 3933
.0223 40 4129 3455 3939 3941
.0218 0
4130 3511 3942 3992
.0191
.0191 20 4130 3508 3940 3990
.0192 40 4129 3497 3939 3982
.0198 60 4128 3461 3937 3956
.0214
57 f
SPECIMEN N5A4TB4 CONTINUE 0 m
TOTAL SLIP OIAL READING AT LOCATION Av" RAGE REMARKS LOAO 1
2 3
e SL IP P ?,. SL IP 80 4094 3206 3896 3726
.0354 40 4094 3212 3902 3748
.0345 0
4094 3236 3905 3836
.0317
.0317 20.
4094 3229 3904 3828
.0321 40 4093 3223 3902 3805
.0329 60 4092 3188 3900 3 765
.0348 80 4082 3012 3891 3614
.0635 90 3936 2615 3763 3282
.0685 40 3930 2612 3783 3340
.0668 0
3932 2695 3794 3468
.0612
.0612 20 3932 2686 3793 3444
.0621 CRACKS A T 2,4 40 3932 2685 3790 3402
.0632 60 3929 2645 3786 3346
.0658 80 3922 2517 3775 3243
.0720 10 0 3413 1713 3330 2500
.1345 CRACKS AT 1,3 SLA8/ BEAM SEP.
50 3413 1720 3350 2565
.1322 0
3464 1906 3429 2806
.1183
.1183 20 3471 1898 3427 2758
.1196 40 3468 1897 3414 2707
.1213 60 3444 1827 3388 2635
.1261 80 3408 1716 3350 2544
.1330 10 0 3320 1450 3258 2318
.1498 112 ULTIMA 7E LOAO O
1775 1619 0790
.2686
.2o86 OIAL 2 OUT OF TRAVEL s
e 58 PUSHOUT TEST SPECIMEN N684TB1 OATE CAST 5-12-66 OATE TESTED 6-15-66 TOTAL SLIP OI AL READING AT LOCATION AVERAGE REMARKS LOAO 1
2 3
4 SLIP RES. SLIP ALIGNMENT BAD 10 PRELOAD 0
3909 4251 3821 3690
.0000
.0000 5
3909 4251 3821 3690
.0000 10 3909 4251 3821 3689
.0000 5
3909 4251 3821 3689
.0000 0
3909 4251 3821 3689
.0000
.0000 5
3909 4251 3821 3689
.0000 10 3909 4251 3821 3688
.0000 15 3908 4251 3821 3688
.0000 5
3908 4251 3821 3688
.0000 0
3909 4251 3821 3689
.0000
.0000 10 3908 4251 3821 3688
.0000 15 3908 4251 3821 3688
.0000 20 3907 4251 3821 3687
.0001 10 3907 4251 3821 3687
.0001 0
3908 4251 3821 3689
.0000
.0000 10 3908 4251 3821 3688
.0000 20 3907 4251 3821 3687
.0001 30 3905 4250 3820 3685
.0002 15 3905 4250 3821 3686
.0002 0
3907 4251 3821 3688
.0001
.0001 10 3907 4251 3821 3687
.0001 20 3906 4251 3821 3686
.0001 30 3905 4250 3820 3685
.0002 40 3902 4249 3818 3683
.0004 20 3902 4249 3819 3684
.0004 0
3906 4250 3821 3688
.0001
.0001 10 3906 4250 3820 3687
.0002 20 3905 4250 3820 3685
.0002 30 3903 4250 3819 3684
.0003 40 3902 4249 3818 3682
.0005 50 3900 4247 3816 3680
.0007 30 3900 4248 3817 3681
.0006 10 3902 4248 3820 3684
.0004 0
3905 4249 3820 3687
.0002
.0002 20 3903 4249 3820 3684
.0003 40 3901 4248 3817 3681
.0006 60 3897 4245 3814 3678
.0009 30 3897 4246 3817 3680
.0007 0
3904 4249 3420 3686
.0003
.0003 20 3902 4249 3820 3683
.0004 40 3900 4247 3417 3680
.0006 60 3897 4245 3814 3677
.0009
59 SP EC IMEN N684TB1 CCNT INU ED TOTAL SLIP OI AL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 70 3894 4243 3811 3674
.0012 40 3894 4244 3814 3677
.0010 0
3902 4248 3819 3685
.0004
.0004 20 3901 4248 3819 3682
.0005 40 3898 4247 3816 36'
.0007 60 3895 4244 3813 36
.0011 80 3890 4240 3808 3670
.0015 40 3891 4242 3811 3674
.0013 0
3900 4248 3818 3683
.0005
.0005 20 3898 4248 3817 3680
.000 7 40 3895 4246 3815 36 77
.0009 60 3892 4243 3811 3673
.0013 80 3889 4240 3807 3669
.0016 90 3884 4238 3802 3665
.0020 50 3885 4239
~3806 3669
.0018 0
3896 4247 3816 3680
.0008
.0008 20 3895 4247 3815 3677
.0009 40 3892 4245 3813 3674
.0011 60 3888 4242 3809 3670
.0015 90 3885 4239 3804 3666
.0019 1Gt 3876 4232 3796 3655
.0028 50 3878 4235 3801 3661
.0024 0
3892 4244 3814 3675
.0011
.0011 20 3891 4:!'.4 3813 3672
.0012 40 3887 4243 3810 3668
.0015 60 3883 4240 3805 3664
.0019 80 3880 4236 3800 3659
.0024 10 0 3875 4232 3795 3653
.0029 110 3859 4224 3781 3638
.0042 60 3861 4226 3786 3643
.0038 0
3879 4240 3805 3662
.0021
.0021 20 3879 4239 3805 3660
.0022 40 3875 4238 3801 3656
.0025 60 3871 4235 3796 3651
.0029 80 3865 4230 3790 3646
.0035 100 3860 4226 3783 3639
.0040 116
$UDOEN SLIP 12 0 3822 4193 3743 3590
.0080 60 3826 4196 3750 3590
.0077 0
3847 4212 37 71 3618
.0055
.0055 20 3846 4212 3771 3616
.0056 40 3843 4211 3767 3613
.0059 60 3839 4208 3762 3608
.0063 80 3834 4206 3756 3602
.0068 100 3828 4199 3749 3596
.0074 12 0 3821 4193 3741 3587
.0082 122 SUDOEN SLIP 13 0 3792 4155 3699 3537
.0122 70 3792 4159 3707 3545
.0117 0
38 17 4179 3735 3571
.0092
.0092
60 SP EC IN EN N684TB1 CONT INU ED
=
TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 20 3817 4179 3735 3570
.0092 40 3814 4178 3732 3567
.0095 60 3310 4175 3727 3563
.0099 80 304 4170 3720 3557
.0105 100 797 4164 3711 3548
.0112 12 0 3790 4158 3702 3540
.0120 129 SUDOEN SLIP 13 5 SUODEN SLIP 140 3705 4068 3600 3426
.0218 142 SUDOEN SLIP 144 HOR. CRACKS AT BOLTS 2,4 151 3409 3773 3227 3061
.0550 80 3421 3785 3252 3081
.0533 0
3530 3915 3344 3205
.0419
.0419 20 3530 3915 3344 3195
.0421 HOR. CRACK AT BOLT 1 40 3521 3904 3334 3180
.0433 60 3511 3889 3321 3163
.0446 80 3499 3874 3305 3142
.0462 100 3475 3853 32 75 3111
.0489 12 0 3450 3829 3240 30 74
.0519 SUDOEN SLIP EVERY 5 KIPS 140 3360 3742 3090 2919
.0640 152 ULTIMATE LOAD 0
2136 2468 1700 1572
.1948
.1948
P 61 PUSHOUT TEST u
SPECIMEN N6A4TB2 DATE CAST 5-12-66 OATE TESTED 6-16-66 L
TOTAL SLIP OIAL READING AT LCCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP r
l 10 PRELOAD 0
4887 3900 4621 4449
.0000
.0000 10 4887 3900 4621 4449
.0000 0
4887 3900 4621 6449
.0000
.0000 10 4887 3900 4621 4449
.0000 20 4886 3900 4620 4447
.0001 f
10 4887 3900 4620 4447
.0000 O
4887 3900 4621 4'49
.0000
.0000 10 4887 3900 4621 4448
.0000 20 4886 3900 4620 4447
.0001 30 4884 3898 4619 4445
.0002 40 4881 3897 4618 4442
.0004 20 4881 3898 4613 4444
.0004 0
4885 3899 4620 4447
.0001
.0001 20 4884 3899 4620 4445
.0002 40 4881 3897 4618 4442
.0004 60 4874 3891 4614 4435
.0010 30 4874 3893 4616 4438
.0009 0
4882 3897 4620 4444
.0003
.0003 20 4881 3897 4620 4442
.0004 40 4877 3894 4617 4439
.0007 6G 4873 3891 4615 4435
.0010 70 4869 3888 4613 4432
.0013 40 4870 3890 4615 4434
.0012 0
4880 3895 4620 4442
.0005
.0005 20 4878 3895 4620 4440
.0006 40 4874 3893 4617 4437
.0009 60 4870 3889 4614 4433
.0012 80 4864 3884 4610 4427
.0018 40 4866 3888 4614 4431
.0014 0
4877 3894 4619 4440
.0006
.0006 20 4876 3894 4619 4438
.0007 40 4872 3891 4617 4434
.0010 60 4867 3888 4614 4430
.0014 80 4863 3884 4611 4427
.0018 90 4857 3879 4606 4420
.0023 50 4857 3882 4609 4424
.0021 0
4873 3892 4617 4435
.0010
.0010 20 4871 3891 4617 4433
.0011 40 4867 3889 4615 4430
.0014 60 4862 3885 4612 4426
.0018 80 4857 3881 4608 4422
.0022 10 0 4844 3873 4599 4410
.0032 50 4849 3878 4604 4416
.0027
P 62 i
SP EC IM EN N6A4T82 CONTINUED TOTAL SLIP OIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP O
4866 3889 4615
- 430
.0014
.0014 20 4865 3889 4615 4428
.0015 40 4860 3886 4612 4424
.0018 60 4855 3882 4608 4420
.0023 80 4849 3877 4604 4415
.0028 100 4843 3873 4600 4410
.0032 110 4827 3864 4587 4396
.0045 60 4831 3869 4592 4401
.0041 0
4852 3885 4608 4418
.0023
.0023 20 4852 3884 460 7 4417
.0024 40 4847 3881 4605 4413
.002 7 60 4841 3877 4601 4408
.0032 80 4835 3872 4596 4403
.0037 100 4828 3867 4591 4397
.0043 113 SUDOEN SLIP 120 4784 3836 4555 4355
.0081 60 4790 3844 4561 4362
.0075 0
4814 3865 4578 4382
.0054
.0054 20 4814 3865 4578 4381
.0054 40 4810 3862 4575 43 77
.0058 60 4805 3857 4572 4372
.0062 80 4798 3851 4567 4366
.0068 100 4790 3844 4560 4360
.00 75 120 4740 3792 4514 4292
.0129 SUDOEN SLIP 12 5 SUCOEN SLIP 130 4700 3756 44 73 4248
.0170 70 4706 3763 44 79 4257
.0163 0
4738 3788 4502 4288
.0135
.0135 0
4741 3790 4504 4291
.0132
.0132 ONE HOUR LATER 20 4741 3790 4504 4290
.0133 40 4738 3786 4502 4284
.0136 60 4732 3782 4498 4279
.0141 80 4725 3777 4493 4272
.0147 100 4715 3769 4485 4263
.0156 12 0 4705 3760 44 76 4252
.0166 126 SUDOEN SLIP L2 8 SUDOEN SLIP 130 SUDOEN SLIP 13 3
'SUDOEN SLIP 134 SUODEN SLIP 13 7 LOA 0 HELO 140 4130 3291 3983 3 752
.0675 OIAL 2 OUT OF TRAVEL TO T A L SLIP.390 INCH 149 ULTIMATE LOAO BEGAN CRACKING 0
1544 414 13 76 1045
.3369
.3369 s
63 PUSHOUT TEST
=
SPECIMEN N6A4TB3 DATE CAST 5-12-66 OATE TESTED 6-17-66 TOTAL SLIP O!AL READING AT LOCATION AVERAGE REMARKS LOAO 1
2 3
4 SLIP RES. SLIP O
4277 4196 4520 3 760
.0000
.0000 10 4277 4196 4520 3759
.0000 0
4277 4196 4520 3 760
.0000
.0000 10 4277 4196 4520 3759
.0000 20 4277
- 19 6 4520 3758
.0000 10 4277 4196 4520 3758
.0000 0
4277 4196 4520 3 760
.0000
.0000 10 4277 4196 4520 3759
.0000 20 4277 4196 4520 3758
.0000 30 4277 4195 4519 3756
.0001 40 4275 4194 4516 3 754
.0003 20 4275 4195 4518 3755
.0002 0
4275 4196 4519 3759
.0001
.0001 20 4275 4196 4519 3757
.0001 40 4275 4194 4517 3 754
.0003 60 4268 4191 4511 3750
.0008 30 4269 4193 4514 3 752
.0006 0
4271 4195 4518 3757
.0003
.0003 20 4271 4195 4518 3755
.0003 40 4271 4193 4515 3752
.0005 60 4268 4191 4511 3750
.0008 70 4265 4189 4LO8 3747
.0011 40 4265 4191 4510 3 749
.0009 0
4270 4195 4517 3756
.0003
.0003 20 4270 4194 4516 3 754
.0004 40 4269 4192 4513 3751
.0007 60 4265 4190 4510 3748
.0010 80 4257 4186 4502 3743
.0016 40 4257 4189 4507 3747
.0013 0
4266 4194 4514 3755
.0006
.0006 20 4266 4193 4514 3 752
.0007 40 4264 4194 4510 3749
.0009 60 4261 4188 4506 3746
.0013 80 4257 4186 4502 3743
.0016 90 4244 4182 4492 3738
.0024 50 4244 A186 4497 3741
.0021 0
4254 4192 4507 3752
.0012
.0012 20 4254 4192 4506 3749
.0013 40 4253 4189 4503 3746
.0015 60 4249 4187 4499 3743
.0018 80 4245 4183 4494 3739
.0023 93 SUDOEN SLIP 100 4209 4173 4465 3724
.0045 50 4210 4178 44 72 3729
.0041
64 SP EC IMEN N6A4T83 CONT INU E0 m
TOTAL SLIP OIAL REA0 LNG AT LCCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 0
4222 4187 4483 3742
.0029
.0029 20 4222 4187 4483 3 740
.0030 40 4221 4184 4480 3736
.0033 60 4218 4181 44 76 3732
.0036 80 4214 4178 44 71 3728
.0040 100 4208 4173 4465 3722
.0046 102 SUDOEN SLIP 110 4212 4103 4482 3629
.0081 60 4214 4109 4489 3634
.0076 0
4234 4120 4509 3651
.0059
.0059 20 4234 4124 4509 3650
.0059 40 4234 4121 4506 3646
.0061 60 4230 4118 4501 3642
.0065 80 4224 4114 4496 3638
.0070 100 4215 4108 4485 3631
.007 12 0 3920 4059 4204 3453
.02 79 60 3907 4054 4198 3443
.0287 0
3913 4054 4209 3426
.0287 87 20 3911 4048 4207 3422
.0291 s
40 3911 4038 4205 3420
.0294 60 3908 4025 4201 3417
.0300 80 3893 4006 4187 3407
.0315 100 3865 3979 4161 3383
.0341 12 0 3765 3899 4054 3285
.0437 130 3506 3660 3777 3005
.0701 70 3500 3694 3789 3022
.0687 0
3542 3854 3825 2035
.0624
.0624 20 3542 3845 3824 3033
.062 7 40 3542 3824 3822 3032
.0633 HOR. CRACK 60 3542 3792 3819 3030
.0642 80 3526 3756 3800 3023
.0662 100 3495 3717 37 72 3003
.0691 120 3444 3672 3717 2963
.0739 13 9 ULTIMATE LOAO O
O 728
-296 8
4012 4012 s
65 PUSHOUT TEST
=
SPECIMEN N6A4TB4 OATE CAST 5-12-66 OATE TESTED 6-21-66 TOTAL SLIP DIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 20 PRELOAD 0
4875 4897 4932 4546
.0000
.0000 10 4874 4897 4932 4545
.0000 0
4875 4897 4932 4546
.0000
.0000 10 4874 4897 4932 4545
.0000 20 4873 4896 4931 4545
.0001 10 4873 4896 4931 4545
.0001 0
4875 4897 4931 4546
.0000
.0000 10 4874 4897 4931 4545
.0000
~
20 4873 4896 4931 4545
.0001 30 4871 4894 4929 4543
.0003 40 4869 4893 4927 4541
.0005 20 4871 4894 4928 4541
.0004 0
4874 4897 4930 4544
.0001
.0001 20 4872 4896 4930 4543
.0002 40 4869 4893 4927 4541
.0005 60 4864 4889 4922 4536
.0009 30 4867 4891 4925 4537
.0007 0
4873 4896 4929 4542
.0002
.0002 20 4870 4894 4929 4541
.0004 40 4867 4891 4926 4538
.0007 60 4864 4888 4922 4536
.0010 70 4861 4886 4919 4533
.0012 40 4864 4889 4922 4534
.0010 0
4872 4895 4928 4540
.0003
.0003 20 4869 4894 4928 4539
.0005
'O 4865 4891 4925 4537
.0008 60 4862 4888 4921 4534
.0011 80 4857 4883 4916 4529
.0016 40 4861 4887 4920 4531
.0012 0
4870 4894 4927 4539
.0005
.0005 20 4867 4893 4927 4537
.0006 40 4863 4890 4923 4535
.0009 60 4860 4886 4919 4532
.0013 80 4856 4882 4915 4529
.0017 90 4851 4879 4911 4524
.0021 50 4855 4883 4916 4526
.0017 0
4867 4893 eo?6 4536
.0007
.0007 20 4864 4891 4945 4535
.0008 40 4860 4888 4922 4532
.0012 60 4856 4884 4918 4529
.0015 80 4852 4880 4913 4526
.0019 100 4835 4873 4901 4518
.0030 50 4841 4879 4908 4521
.0025 0
4855 4890 4921 4532
.0013
.0013
66 SP EC IM EN N6A4TS4 CONT INU ED TOTAL SLIP DIAL READING AT LOCATION AVERAGE REMARKS LOAD 1
2 3
4 SLIP RES. SLIP 20 4852 4888 4920 4530
.0015 40 4848 4885 4917 4527
.0018 60 4843 4881 4912 4524
.0022 80 4839 4877 4908 4521
.0026 100 4832 4872 4902 4516
.0032 110 4783 4890 4867 4490
.0055 60 4789 4856 48 73 4494
.0059 0
4806 4875 4891 4510
.0042
.0042 20 4805 4873 4890 4509
.0043 40 4801 4869 488 7 4506
.0046 60 4796 4864 4883 4502
.0051 80 4791 4859 48 78 4497
.0056 s#
100 4784 4853 48 72 4492
.0062 11 2 SUDOEN SLIP 118 SUDOEN SLIP 12 0 4711 4794 4813 4424
.0127 60 4720 4803 4822 4430
.0118 0
4743 48 28 4843 4446
.0097
.0097 20 4742 4826 4842 4446
.0098
-s 40 4737 4822 4839 4444
.0102 60 4732 4817 4835 4440
.0106 80 4726 48 11 4829 4435
.0112 100 4719 4804 4822 4429
.0119 o'
L20 4693 4793 4798 4417
.0137 122 SUDOEN SLIP 12 5 SUGOEN SLIP 129 SUDOEN SLIP 13 0 4619 47 L6 4728 4332
.0213 70 4630 4727 4739 4338
.0204 O
4673 4768 4778 4350
.0170
.0170 6
20s,4673 4767 4776 4347
.0171 40 44668 4761 4771 4346
.0176 60 4662 4755 4766 4345
.0180 80 4-654 4748 4758 4340
.0187 100 4642 4738 4746 4331
.0198 L20 4629 4726 4732 4321
.0210 129 SUDOEN SLIP 14 0 4332 44 17 4437 4000
.0516 70 4353 4439 4459 4002
.0499 0
4472 4680 4544 3962
.0398
.0398 HOR CRACK AT 4 L
20 4468 4661 4540 3967
.0403 ALL CRACKED 40 4456 4637 4532 39 70
.0413 60 4443 4610 4521 3971
.0426 80 4426 4582 4508 3971
.0440 L
100 4399 4548 4484 3959
.0465 12 0 4370 4515 4457 3931
.0494 1
140 4233 4370 4323 3 784
.0635 L
14 6 ULT IMATE LO AO 140 2817 3023 2969 2320
.2030 O
3225 3508 3261 2394
.1715
.1715 L