In Northwest China, rainfall is low, water resources are scarce, and the ecological environment is fragile. For shallow‐buried and close‐spaced coal seams with a thickness of upper coal bed >60∼70 m, the water‐conducting fissures of the overlying rock will not penetrate the water‐isolating layer after the upper coal seam is mined; the internal and external gap angles of the water‐conducting fissures are not generated from the water‐isolating layer. We set out to explore the critical internal and external dislocations for the second significant development of water‐conducting fissures in the overlying rock after coal mining under control. A calculation model for the critical internal and external staggered distances of coal mining face in shallow‐buried and close‐spaced coal seams is established, the calculation formula is given, and the calculation formula for the critical seam mining ratio under the condition of internal staggered mining mode is given. Numerical simulation performed by UDEC methods: taking the overburden strata in the shallow‐buried and close‐spaced coal seam mining area of Shigetai Coal Mine as a prototype, it was verified that the critical internal and external offsets of the coal mining face in shallow‐buried and close‐spaced coal seams have a significant effect on the overlying water flow cracks in the mining of the lower coal seam. For the feasibility of developmental control, according to the engineering geological conditions of Shigetai, through the calculation method of external staggered distance, it is concluded that the distance of the open cut of the lower coal face and the upper coal face is only 21∼27 m, which is much smaller than the water barrier. It does not produce the critical distance of the water‐conducting cracks. Therefore, in the process of mining the lower coal seam, the water‐proof layer will produce water‐conducting cracks, lose its water‐proof performance, and cause water loss. This is also the cause of the water inrush accident in Shigetai Coal Mine.

In order to solve the problem of controlling the roof of the stoping roadway in 1204 fully mechanized face under the influence of advanced support pressure, according to the characteristics of the stoping roadway section, the single hydraulic prop and π‐shaped steel beam were selected to verify the shrinkage of the single hydraulic support and establish mechanics. The model calculates that at least 3 single hydraulic props and at least 2 material lanes are required for the transportation lane; through the numerical simulation method, a reasonable roof control plan for the stoping roadway in the advance support section is determined, that is, 0∼ in front of the material lane. The one‐beam three‐column method is adopted within 30 m, and the row spacing is 0.8 m; the one‐beam four‐pillar method is adopted within 0–20 m of the working front of the transportation lane; and the one‐beam three‐pillar method is adopted within 20–30 m, and the row spacing is 0.8 m. On‐site industrial test practice proved that the proposed roof control scheme is reasonable, and the roadway section can meet the actual production requirements.