《煤矿立井井筒及硐室设计规范 》（GB50384-2016）（英文版）.pdf

4 Materials

4.1Concrete

4.1 Concrete

4.2Steel reinforcement

型钢标准4.2.1Loadbearing reinforcing steelbarsofreinforcedconcretestructureinvertical shaft and chambe shall usetypeHRB400,HRB500,HRBF400,HRBF50O,andcontactreinforcing steelbarsmayuse typeHPB300. 4.2.2The characteristic value of reinforcing steel bars strength shall be in accordance with Table 4.2.2.

Table 4.2.2Characteristic value of reinforcing steel bars(N/mm

Table 4.3.2Design value of reinforcing steel bars(N/mm)

Table4.3.2(continued)

Table4.3.2(continued)

4.3.3The steel connection method in shaft and chamber design should use welding connection or bolt connection which shall meet the relevant requirements of the current national standard of GB 50017 CodeforDesignofSteelStructures,etc. 4.4Glassfiberreinforcedplastics 4.4.1The base material of glass fiber reinforced plastics shall use unsaturated polyline resin,and the mayalsobeusedas thebasematerial.

4.4.2Steel typeQ235,Q345,Q390,Q420shouldbeused inembeddedsteelcoreof

.2SteeltypeQ235,Q345,Q390,Q420shouldbeusedinembedded steelcoreofglassfi nforced plastics (GFRP).The specification, size and quality shall meet the design requirements

.3The dimensions and mechanical properties of steel fibers for shaft and chamber support shall ccordance with those specified in Table 4.5.3.

able 4.5.3Steel fibers prop

Table4.5.3Steelfibersproperty

5.2Steel rope guide

5.2Steel rope guide

5.2.1The selection and arrangement of shaft equipment shall be in accordance w

Table 5.3.1Guide tvpe

be determined by calculation,but not less than 6mm,and the thickness of outside wrapped FRP shall not be less than 4mm.The processing quality of FRP guide shall be in accordance with sections 4.4 and 5.7 in this code.

Py,k=Qk/12 Pxk=0.8Py,k P..k=0.25P..

Where,Pmg—Anchoringforce ofresinanchorbar(N). dDiameterofthebolt(mm). LLengthofthebolt(mm). [t]Allowed cohesiveforce,adopt2.5N/mm. 5.3.11The strength of the cantilever support of guide may be checked according to the following formula:

5.4Ladderway

5.6Pipeline and cable laying

5.7Corrosionandprotectionof shaftequipment

6 Shaft support

6.1 Generalrequirements

ble 6.1.3Shaft lining structural reinforcemen

Note: This table is applicable for shaft with depth not larger than 600m

6.l.4Thecalculationof shaftliningthatisaffectedbythe shafttowershallbeinaccordancewiththe followingrequirements: 1Forthe shaft constructed by conventional shaft sinking method and freeze sinking method,the shaft lining ofshafttower(headgear)affected sectionshallbe calculated accordingtotherequirementsof Appendix B ofthis code. In case that the shaft tower is directly supported on the shaft body,the effect of loads such asN。(axial forceattheembedding level of theshafttower),Qo(horizontal forceatthe embedding level ofthe shaft tower),and Mo(bending moment atthe embedding level ofthe shaft tower) shallbecalculatedfortheshaftliningoftheshafttoweraffected section. 2The shaft which constructed by shaft drilling method,shaft sinking method and curtain sinking method in case of hoisting by shaft tower, the shaft toweradopts box foundation.The shaft lining which affected by the shaft tower section will be calculated according to the AppendixB.1 of thiscode

PA.k=Pk PB.k=PA.k(1+β) Φ+3°

Table 6.2.3Table of horizontal load coefficient of rock(soil)laver

Table 6.2.3Table of horizontal load coefficient of rock(soil)laver

PA.k = Px.k PB.k = PA.k (1 + B, )

P#.k = (Yk+1hk+1 Yk+2 hk+2 + *** + n1h,1)A Px.k = (++ hk+1 + Yk+z hk+2 +... + .h, )A,

nere,kNumberofrocklayerabovefracturezone .4The characteristic value of the vertical load on the shaft lining of the topsoil section may

calculatedaccordingtothefollowingformulas

Qz.k=Qzlk+Qk+Q1k+Q2k Qn=PaF

YovkQz.k≤fA+f,A

Table6.2.8Empiricalvaluesofshaftliningthicknessofthebedrocksection

5.3Shaftsupportbyfreezesinkingmethod

Figure 6.3.2 and walling shaft lining;2Topsoil; 3Foam plastic board;4Bedrock;5Inner

6Plastic interlayer;7Wall foundation;8W alling crib

Table 6.3.3Characteristic value of freezing pressure

6.3.6The shaft lining thickness of shaft by freeze sinking method shall be preliminarily determined by thefollowingformulas

thefollowing formulas

Concrete shaft lining: f.=0.85f. Reinforced concrete shaft lining: f= fe+pminf P = vPk

Concrete shaft lining:

涂料标准规范范本6.4Shaftsupportbyshaftdrillingmethod

Pw.k = wH Pn.k = .H.

Pn.kCharacteristicvalueofcounterweightwaterpressure(MPa), wGravity density ofmud(MN/m")is suitable to take O.012MN/m,at the early stage of shafi lining suspension sinking is suitabletotake O.01OMN/m3. —Gravitydensity ofcounterweight watertake O.01oMN/m3. H.Height from mud liquid level to shaft lining bottom(m)

H,Height from balance waterto thebottom of shaft lining(m). 6.4.22The shaft lining thickness of the shaft by the shaft drilling method shall be preliminarily determined by the followingformula: 1The shaft lining of thin walled cylinder(t

计算机标准YoPr. T.%P

IS 2%P f,=fe+Pminfy P = vP.

Where,H.rCriticaldepthofshaftlining(m) ICrosssection inertiamomentofshaft(m*). q;Shaft lining weight per meter(N/m).