After　prolonged　service,　masonry　buildings　constructed　in　the　1970s　and　1980s　often　experienced　significant　deterioration　in　strength　and　stiffness.　Excessive　ground　deformation　caused　by　shield　tunneling　frequently　leads　to　cracking　in　adjacent　masonry　buildings.　Most　studies　have　focused　on　the　settlement　and　tilting　caused　by　shield　tunneling　on　masonry　structures,　failing　to　reflect　the　specific　damages　caused　by　shield　tunneling.　This　paper　employs　a　jointed　masonry　model　in　numerical　simulations　to　simulate　masonry　buildings,　considering　the　actual　measurement　data　from　the　Hohhot　Metro　Line　1　project.　It　discusses　a　thorough　investigation　into　the　potential　damages　and　cracking　on　masonry　buildings　that　may　occur　during　shield　tunneling　in　masonry　structures.　It　provides　a　detailed　study　of　the　specific　forms　of　cracking　in　masonry　buildings.　Then,　a　comprehensive　and　in-depth　analysis　is　conducted　on　the　impact　of　bricklaying　methods,　mortar　adhesive　strength,　and　synchronous　grouting　pressure　on　buildings　in　the　context　of　shield　tunneling　through　structures.　The　results　show　that　using　the　jointed　masonry　model　can　effectively　reflect　the　cracking　and　damage　situation　of　masonry　structures　during　shield　tunneling　construction,　providing　valuable　guidance　for　actual　shield　tunneling　operations.　The　area　of　cracking　damage　caused　by　shield　tunneling　construction　gradually　increases　from　the　top　to　the　bottom　of　the　building.　It　is　concentrated　above　the　doors　and　windows　of　the　structure.　Potential　cracks　around　door　and　window　openings　extend　from　the　upper-middle　part　of　the　openings　towards　both　sides,　forming　a　regular　figure-eight　distribution.　With　changes　in　the　masonry　construction　method,　grouting　pressure,　and　mortar　bond　strength,　the　settlement　and　damage　levels　of　the　building　also　undergo　alterations.　Specifically,　as　the　mortar　bond　strength　increases　from　30　kPa　to　50　kPa,　the　maximum　tensile　strain　of　the　masonry　construction　decreases　to　0.11　%.　Simultaneously,　when　the　construction　method　of　the　building　bricks　transitions　from　A　to　B,　the　damage　at　the　door　and　window　openings　on　the　west　wall　of　the　building　gradually　intensifies,　resulting　in　a　rise　in　the　maximum　tensile　strain　to　0.109　%.　Furthermore,　as　the　grouting　pressure　increases　from　50　kPa　to　300　kPa,　the　maximum　settlement　of　the　building　walls　decreases　by　51　%,　and　the　maximum　tilt　reduces　by　48　%.　However,　this　study　did　not　account　for　the　lintels　and　sills　in　the　masonry　building,　which　may　lead　to　an　overestimation　of　simulated　strain　data.　©　2024　Elsevier　Ltd