外文翻譯-- 實驗研究通航時船閘的力學(xué)性質(zhì)（原文）

1、FIELD INVESTIGATIONS OF THE STATIC BEHAVIOR OF A NAVIGATION LOCK CHAMBER M. A. Burmistrov and Yu. K. Kotenkov UDC 627.8:681.2.087 (282.247.415) The Votkin double-lane, single-lift navigation lock is one of the stru

2、ctures of the hydroelectric complex on the Kama River. It is situated in the area of the left-bank earth dam and extends into the headwater, and at its base are silty dense clays. The reinforced-concrete, light-weight do

3、ck-type lock chambers with a continuous bot- tom have a width of 30 m, useful length of 290 m, and are separated over their length by contraction-settling joints into eight sections. The 28-m-high chamber walls made of m

4、onolithic reinforced concrete are rigidly connected with the precast-monolithic floor slab of the culverts (Fig. 1). For two years the lock was operated according to the temporary scheme: backfill of recesses by sand to

5、an elevation of 19.0 m, head 16 m. * In 1964 the main construction operations were completed, and the head on the chamber walls reached the de- sign magnitude of 23 m; the backfill was not raised in order to reduce the l

6、oad on the chamber walls. Reinforced- concrete discharge boxes were constructed above the 19.0-m elevation. The space between the walls and the boxes was backfilled with a sand-gravel mixture. The top of the chamber wall

7、s was anchored into the backfill In order to conduct field investigations we installed 333 remote-controlled instruments in the lock chambers between 1961 and 1963, of which 307 are presemly operating. The layout of the

8、instrumems is shown in Fig. i. The investigations called for a study of the following problems: a) earth pressure and deformation of chamber walh; b) temperature regimes of the investigated elements; c) stress states in

9、the bottom, floor slabs of the culverts, and chamber wails; d) condition of the block joints of the chamber walls. For the investigations we used remote-controlled string-type sensors (reinforcement and soil dynamomet

10、ers, piezodynamometers) and resistance sensors (gap gauges, semiconductor thermometers, and soil displacement mea- suring devices). The magnitude of deviation of the top of the walls from the average position both w

11、ith respect to seasons of the year and during lockage was determined by surveying. Earth Pressure of the Backfill and Deformations of the Chamber Walls. The characteristic normal pressure diagrams based on readings of

12、 the soil dynamometers are given in Fig. 2. An examination of the diagrams con- structed from the instrument readings in 1962, when the backfill consisted of made ground, shows the characteristics of the pressure dis

13、tribution over the wall height. In the section of the wall with an inclined back, the form of the pressure diagram is closely triangular with a maximum at a depth of about 14 m from the fill surface. Below the ma

14、ximum, at a depth of 14-19 m, where the hack of the wall is vertical, the earth pressure decreased unevenly. During lockage the total pressure on the wall increased upon filling and decreased upon emptying the cham

15、ber by an average of 30%. The change of pressure over the wall height was variable. Thus, on filling the chamber the pressure in the upper part of the wall increased strongly, remained unchanged in the middle, an

16、d decreased somewhat in the lower part. On emptying the chamber, pressure changes occurred in the opposite order. At the end of the 1962 navigation season the upper part of the made ground in the left recess was remo

17、ved to g depth of 13 m and by the start of the 1963 navigation season was replaced by hydraulic fill, after which the pressure in the lower part of the wall increased and in the upper part de- creased. The presence of in

18、dividual ups and downs on the diagrams is explained by the inhomogeneity of the fill dirt. The character of change of the pressure diagram upon filling the chamber during lockage in 1963 was retained. To evaluate the mea

19、sured pressure values, the pressure ordinates calculated for the following physicomechani- cal characteristics of the soil, adopted from the data of the construction laboratory, are plotted in Fig. 2. The aver- age unit

20、weight above ground-water level was 1.78 t/m 3, below ground-water level 1.00 t/m s, angle of internal *Tentative elevations. Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 3, pp. 33-38, March, 1967. 248 250

21、M.A. BURMISTROV AND YU. tC KOTENKOV Upper pool .*O-l~l-G2g ,7-,~-#S g 28-I~ 63 g ,S-g-~4,g te-t~l-6o g rO-l~-G~g (~g Ground- “>'.. 2 i water . i round-w e - level , ~ Ground-water round-water .. ,

22、 level [upper I l , ~ I I l . I I ,.J - - I l,, I I ! I I [ I kg/-~Z t o kg/cm z2 , 0 kg/cm 22 t o kg/cm 2 z t o kg/cm z z t 0 kg/cm z~.G0,20-0,2-0,G cm 2 a l“ Upper pool, 6_.~.~h ,7-

23、I/-83g 2o-Z/~-SSg ,#-Lr-6:,g ,,-]~-8~g ,.'-l~F-8*g Upper ?9 ~ 2 Ground- Ground-water ~_ /--'water round_water~ ~ ,Ztevel Ground-water /~leve 1 t~,tg \ “~ lev et~.gt~ ~l -: - lev el - -“ “ ~ t- - Lo

24、wer ~ 3~ ~ ' ~ pool - '* \ \ ~3 ,,, I I I I I I ' ~ ' ' O; 2 kg/cm z # t 2kg/cm' #0d0,Gkg/cm' 0 z ~kg/cm z 0 t' Zkg/cm ~b Fig. ~. Diagrams of normal earth pressure

25、 on chamber walls taking into account water pressure, a) Normal earth pressure on left wall of fourth section; b) normal earth pressure on right wall of fourth section I) increase of pressure upon filling chamber from l

26、ower pool to upper pool elevation (left wall); ID increase of pressure upon fitting cham- ber from lower pool elevation to upper pool elevation (right wall); i) earth pressure in chamber at lower pool ele- vati

27、on; 2) same at upper pool elevation; 3) design pressure for the state of limit equilibrium (after Coulomb); 4) same for the state of rest. the winter. In the latter case the wall is bent as a result of a change of w

28、ater level in the chamber. Based on the data of 73 measurements over a period of 1.5 years, the maximum horizontal deviations of the top of the walls of the fourth section from the original position, that of the wails on

29、 June 18, 1963 with a dry chamber, were, for the left wall, 43 mm toward the chamber during the winter and 17 mm toward the fill during the summer, and for the right wall 48 and 17 ram, respectively. The total range of t

30、he horizontal displacements of the top of the chamber walls from temperature fluctuations during the year reached 60-65 ram. The maximum values of wall displace- ments during lockage were 16 mm for the left wall and 2,8

31、mm for the right. An excess pressure during tiding of the right chamber of the lock was recorded on the right wall of the left chamber during the navigation season of 1964. 'At a constant water level in the left cham

32、ber the soil dynamome- t~s installed on its wall definitely reacted to filling of the right chamber. The increase of earth pressure, accord- ing to their readings, was of the same order as when filling the left chamber (

33、Fig. 4). Soil displacements along the back of the wall, according to the readings of the remote-controlled displace- ment measuring devices, were 9 mm at an elevation of 8.5 m, 62 mm at 15.4 m, and 82 mm at 18.1 m. T

34、emperature Regime of Chamber Elements. Thermometers placed in the structure made it possible to deter- mine the variation with time of the concrete temperature in the bottom, floor slabs of the culverts, and walls

35、of the lock chamber. Maximum exothermic heating of the concrete was observed dl/ring concreting of the chamber walls and reached 85-40~ The temperature of the bottom concrete between 1961 and 1968 varied from 0 to 18