These mounted equipment for ramming down foundation pits have been introduced in construction works undertaken by the State Construction Committee of the Kazakhstan SSR.
The NOVK-I was used in Temirtau Kargandinsk District in erecting nine-story 72-flat and five-story 87-flat houses of the 121 series.
The construction site was composed of difficulty plastic water-saturated loamy and clayey soils of solid and semisolid consistency ~d = 1.66 g/cm3; E = 10 MPa). The foundation pits were rammed down to depths ranging tbrm 2.2 to 2.5 m. From 6 to 10 impacts from 9 m height were required for ramming with the use of a 6 ton stamper. To increase the load carrying capacity, rubble in 0.25 m 3 portions was rammed in into the pit bottom.
The load-carrying capacity of foundations after ramming in rubble of 0.5-1.5 m 3 volume was 700-1200 kN.
A five-story 144-flat building was erected in Kustanae on toundations laid in rammed down pits. The construction site of the dwelling house was composed of up to 1.8 m thick subsiding, type I, sandy loam soil (Pd = 1.6 g/cm3; E = 24 MPa).
Underlying this was clay of semisolid to softly plastic consistency.
The foundation pits were rammed down to 2 m depth using a 6 ton stamper released from 9-m height. Six to eight impacts were required for each pit. Rubble in 0.25 m 3 portions was rammed in into the pit bottom to raise the load-carrying capacity. From 2 to 6 stamper impacts were required for ramming in the rubble portions. After ramming in 0.5 and i m 3 in volume rubble, the load-carrying capacity of the foundations was 860 and 1170 kN.
Pile foundations rammed into driven pileholes were introduced in Leninogorsk in the West Kazakhstan region. A cylindrical punch-stamper of 4 ton mass and 6 m height having a 0.6-m-diameter tear-shaped endpiece was used for driving the pileholes. The construction site was composed of 6-7 m thick subsiding, type 1, loamy clay (Pd = 1.45 g/cm3; E = 4 MPa) below which lay nonsubsiding loamy clay. Underlying the latter to 12-15 m depth was gravelly and coarse gravel deposits. The punch was released from 6 m height. A single pilehole required 15-25 impacts of the punch. After ramming in three portions of rubble (total volume of 1 m3), the load-carrying capacity of the foundation was 1170 kN. Two five-story 69-flat block- sections for small families, and a five-story 120-flat dwelling house, were erected on these pile toundations rammed into driven pileholes.
Foundatir~rts laid in rammed down pits and driven pileholes in 1989 was 10' 103 m 3 in volume with total economic effect of 300" 103 rubles.
Fabrication of the mounted equipment has been taken up in the experimental-mechanical plant of the SDO "Soyuzspetsfundamentstroi ".
这些打压基坑的设备由哈萨克国家施工委员会引入施工工程。
NOVK-I用于Temirtau Kargandinsk区，建立121系列的九层72套和五层87套房屋。
现场为硬塑饱和水，黏性土，固体和半固体浓度~d = 1.66 g/cm3；E = 10 MPa)。基坑打压深度为2.2至2.5 m。打压中要求9m处采用6吨冲压机进行6至10击。为了增加荷载承载能力，基坑底部打入0.25 m的碎石。
打入0.5-1.5 m碎石基础的荷载承载能力为700-1200 kN.。
五层144套的建筑物建在Kustanae，基础位于打压基坑上，住宅的施工现场包括多达1.8 m的下陷，I型，砂壤土 (Pd = 1.6 g/cm3；E = 24 MPa). 下层为半固体至软塑粘土。
基坑采用6吨冲压机打压至2m深，放出高度9-m。每坑打击6到8次。0.25m的碎石打压进基坑底部以提高荷载承载力。碎石部分要求打击2到6次。打压碎石0.5至1m后，基础的荷载承载力为860和1170 kN。
桩基础冲压成打入桩孔在西哈萨克地区的Leninogorsk引入，4吨6m高的圆柱形打孔冲压机直径为0.6-m，用于打击桩孔。施工现场有6-7 m的下陷，1型，壤质粘土(Pd = 1.45 g/cm3；E = 4 MPa)，其下为非沉降壤质粘土，再下面的12-15 m处，是碎石和粗沙砾沉积。打击从6m处放出。一个桩孔要求15-25次打击，打入三部分碎石后(总量为1 m3)，基础的荷载承载力为1170 kN。两栋五层69套的住宅，五层120套的住宅，建立在这些打击桩孔的桩基础之上。
1989的冲压坑和打入桩的基础为10' 103 m 3，总成本为300" 103卢布。
安装设备的制作由SDO "Soyuzspetsfundamentstroi "实验机械厂完成。
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