桩基础工程施工质量控制-毕业论.doc

'电度表原始值记录表#1主变主表#1主变副表正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0490.0710.0360.0370.0360.0370.0640.032正向有功峰值正向有功平值正向有功谷值有功功率正向有功峰值正向有功平值正向有功谷值有功功率0.04900000.03600反向有功峰值反向有功平值反向有功谷值无功功率反向有功峰值反向有功平值反向有功谷值无功功率0.03600000.06400#2主变主表#2主变副表正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0490.0710.0360.0370.0490.0710.0360.037正向有功峰值正向有功平值正向有功谷值有功功率正向有功峰值正向有功平值正向有功谷值有功功率0.0490000.049000反向有功峰值反向有功平值反向有功谷值无功功率反向有功峰值反向有功平值反向有功谷值无功功率0.0360000.036000#1主变主、副表数值不同，#2主变主、副表数值相同，有功单位：Kwh，无功单位：Kvarh。9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6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正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0320.0220.0150.0150.0320.0220.0150.015正向有功峰值正向有功平值正向有功谷值正向有功峰值正向有功平值正向有功谷值00.032000.0320反向有功峰值反向有功平值反向有功谷值反向有功峰值反向有功平值反向有功谷值00.015000.0150线路主表线路副表正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0320.0220.0150.0150.0930.1230.0180.023正向有功峰值正向有功平值正向有功谷值正向有功峰值正向有功平值正向有功谷值00.03200.0360.0570反向有功峰值反向有功平值反向有功谷值反向有功峰值反向有功平值反向有功谷值00.01500.0090.0080#0启备变主、副表数值相同，线路主、副表数值不同，有功单位：Kwh，无功单位：Kvarh。9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##K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毕业论文题目:桩基础工程施工质量控制系别：土木与材料工程系专业：建筑工程技术姓名：张献广学号：011310150指导教师：裴剑平完成时间：2013.6.1河南城建学院2013年6月1日 桩基础工程施工质量控制 摘要随着社会经济的快速发展，高层、超高层建筑物，道路桥梁，港口码头等复杂地基上建筑物的建设，桩基础被广泛应用在特殊地基的处理中，取得显著的成果，具有极其重要的作用。《建筑桩基技术规范》中明确指出桩基的设计应综合考虑地质条件、上部结构类型及荷载特征、施工技术条件与环境检测条件等因素，设计施工人员要依照技术规范和质量要求对桩基工程进行严格的质量控制。根据《建筑桩基技术规范》和《建筑地基基础技术规范规定》中的桩基础的技术参数和施工标准，对施工过程中每一道工序的质量进行严格的控制，对施工过程中出现的质量问题进行全面、系统的分析，及时纠正和预防，对工程质量进行验收，使工程能够顺利地进行下去。关键词：桩基础混凝土灌注桩混凝土预制桩施工质量控制 目录摘要I第一章引言11.1桩的发展背景11.2桩基的分类11.3桩的受力特点21.4桩基础的作用31.5桩基础适用范围31.6桩基础工程的质量控制要点4第二章混凝土灌注桩的施工质量控制52.1混凝土灌注桩的概念及特点52.2不同桩型的适应条件52.3混凝土灌注桩施工质量控制62.3.1混凝土灌注桩施工质量控制要点62.3.2混凝土灌注桩质量控制措施72.4混凝土灌注桩基础缺陷及防治措施92.4.1人工挖孔桩92.4.2钻孔灌注桩10第三章钢筋混凝土预制桩的施工质量控制123.1钢筋混凝土预制桩的概念及分类12 3.2钢筋混凝土预制桩制作、起吊、运输和堆放123.3混凝土预制桩施工质量控制143.3.1打桩前的准备工作143.3.2打桩顺序143.3.3打桩153.4打桩施工质量要求173.5打桩施工中常见问题及防治措施183.5.1打桩施工中常见问题及注意事项183.5.2沉桩对周围环境的影响及防治193.6打桩质量验收203.7其它方面的质量控制要求21第四章总结224.1总结22致谢23参考文献24 第一章引言1.1桩的发展背景桩基础是最古老的基础形式之一。在漫长的历史过程中，桩基础有了很大的发展变化，尤其到了近代，桩基础由形式到工艺和规模都有了飞跃式的发展。如今它已成为软弱地基上高、重建筑物，桥梁，码头，海洋平台等结构普遍采用的基础形式，并且在施工技术革新、桩型开发利用和理论设计研究等方面依然展现出非常活跃的景象，显示其强大的生命力和广阔的发展前景。作为基础结构的桩，是将承台荷载(竖直的和水平的)部分或全部传递给地基土的具有一定强度、刚度和抗弯能力的杆件。桩顶可以做成桩冒，也可通过伸出钢筋与基础连接；桩身可以是柱形、锥形；外观可以是圆直的，也可为槽形或螺旋形；其断面形状有圆形、环形、方形、矩形、多边形、三角形或H形等。桩端可以是锥尖形，平底形，也可有扩大成台形、蒜头形或梨形的。1.2桩基的分类(1)桩的种类比较多，按桩身材料可分为木桩、混凝土或钢筋混凝土桩、钢桩、砂石（灰）桩等四种类型。木桩自重小，具有良好的弹性，又便于加工、运输和施工，但承载力小，在干湿环境下易腐烂，使用的环境条件受限制，只有在木材产地较多使用；混凝土和钢筋混凝土桩坚固耐用，承载力大，截面形状和长度不受限制，不受地下水位变化的影响，施工方便，在建筑工程实践中应用最为广泛；钢桩承载力大，设计灵活性大，桩长可调节，运输较为方便，但耗钢量大、成本高，目前我国只在少数重点工程中采用；砂石（灰）桩可就地取材，不用“ 三材”，价格低廉，主要用于饱和软土层和松散杂填土的地基加固，起到固解排水及挤密土层的作用。(2)按桩的荷载机理可分为端承桩和摩擦桩。端承桩是指在极限承载力状态下，桩顶荷载由桩端阻力承受的桩；摩擦桩是指在极限载力状态下，桩顶荷载由桩侧阻力承受的桩。(a)端承桩(b)摩擦桩图1端承桩和摩擦桩1—桩；2—承台；3—上部结构(3)按桩的使用功能分为竖向抗压桩、竖向抗拔桩、水平受荷桩、复合受荷桩。(4)按桩径大小可分为：小桩，φ≤250mm；中等直径桩，250mm＜φ＜800mm；大直径桩，φ≥800mm。(5)按沉桩的施工方法可分为挤土桩、部分挤土桩、非挤土桩和混合桩等四种类型。其中以混凝土预制桩和混凝土灌注桩的应用最为普遍，本文主要介绍这两种桩的施工质量控制。1.3桩的受力特点(1)桩基的竖向单桩或群桩刚度、承载力很大，足以承载其自重和相邻荷载作用，满足建筑物沉降和倾斜度的规范要求。(2)桩支承于坚硬或较硬的持力层，其单桩或群桩竖向承载力，足以承受高层建筑的全部竖向荷载。 (3)高层建筑的抗倾覆稳定性是依靠桩基巨大的单桩侧向刚度或群桩侧向刚度及其整体抗倾覆能力，以抵御因地震和大风产生的力矩荷载与水平荷载。(4)桩身穿透液化土层支承于坚实土层或嵌固于基岩上。地震时，桩基底部固定于持力土层中，即使上部土层发生液化或沦陷，其抗拔承载力与抗压承载力仍能够满足高层建筑沉陷与倾斜的规范要求。1.4桩基础的作用桩基础是由桩和联结桩顶的承台构成，在承台上建造上部结构。桩基础中桩的作用是穿过松软土层，将来自上部结构的荷载传递至地下深处满足承载力要求且压缩性较小的土层或岩石上，或将软弱土层挤密压实，从而提高地基土的承载力，以减少建筑的过多沉降。承台的作用则是将各单桩联成整体，以承受并传递上部结构的荷载。桩基础不仅承载力大、沉降量小，而且便于机械化施工。尤其在软弱土层较厚，上部结构荷载较大，天然地基承载力不能满足设计要求时，采用桩基础，在施工过程中可以减少大量土方挖填、支撑支护及降排水设施布设等工序，获得良好的经济效果。根据承台与地面的相对位置不同，有低承台桩基与高承台桩基之分。采用高承台桩基主要是为了减少水下施工作业量和节省基础材料，常用于桥梁和港口工程。而低承台桩基承受荷载的能力比高承台桩基好，特别在水平荷载作用下，低承台桩基周围土体可发挥一定的作用。因此，一般房屋和构筑物中，大多采用低承台桩基。1.5桩基础适用范围下列情况需要考虑桩基础选择方案：(1)高层建筑或重要的、有纪念性的大型建筑，不允许地基有过大的沉降； (2)重型工业厂房，如设有大吨位重型工作制吊车的车间和较大荷载的仓库、料仓等；(3)高耸结构，如烟囱、输电塔或需要采用桩基来承受水平力的其它建筑；(4)需要减弱振动影响的大型精密机械设备基础；(5)以桩基作为抗震措施的地震区建筑；(6)软弱地基或某些特殊土层上的永久性建筑物；当地基上部为软弱土层而下部不太深处有坚实土层时，最适宜采用桩基。如果软弱土层很厚，桩端达不到坚实土层，则应考虑桩基的沉降问题。通过较好土层而达到软弱土层的桩，把建筑物荷载传到软弱土层，反而可能使基础沉降量增大。1.6桩基础工程的质量控制要点影响基础工程质量的因素有很多，如工人的施工操作过程、建筑材料的质量、机械设备的使用、工程事故的处理及预防措施、质量验收程序等。本文对施工过程中各个工序的质量控制进行重点分析，对混凝土灌注桩和混凝土预制桩施工工序、质量控制要点、施工中容易出现的问题以及质量验收规范进行了讨论。在生产建设过程中，对建筑工程质量的合理控制和有效管理不仅关系到建设者的切身利益，更关系着居民的生命财产安全和社会经济的发展与进步，参与建设的各方都要把质量放在首要位置，注重细节，切实做好自己的工作。第二章混凝土灌注桩的施工质量控制 2.1混凝土灌注桩的概念及特点混凝土灌注桩是一种直接在现场桩位上使用机械或人工方法成孔，并在孔中灌注混凝土(或先在孔中吊放钢筋笼)而成的桩。灌注桩的施工过程主要包括成孔和混凝土灌注两个施工阶段。灌注桩施工简便、工期短、机械化程度高，节约钢材，降低造价。当持力层顶面起伏不定时，桩的长度可在一定范围内任意取定，还可以做成大直径桩或大深度桩。若采用取土成孔灌注桩时，施工过程噪音小、无振动、无挤土、无废气排放，对周围居民生活、建筑物及地下管线影响小，比较适宜在建筑物密集的市区施工。但灌注桩也存在一些缺陷。比如，施工中容易产生颈缩或断裂现象，混凝土灌注后不能及时承受上部结构荷载，冬期施工困难，桩端处沉渣的清除和检测困难等，对施工技术要求较高。2.2不同桩型的适应条件实际工程中，地基土较为复杂，不同桩型及其适应条件如下表1：表1桩型及其适应条件桩型适应条件钻孔灌注桩地下水位以下的粘性土、粉土、砂填土，碎（砾）石土及风化岩层。冲孔灌注桩除适应上述地质情况外，还能穿透旧基础、大孤石等障碍物。沉管灌注桩粘性土、粉土、淤泥质土、砂土及填土。续上表： 夯扩桩桩端持力层为中、低压缩性粘性土，粉土、砂土、碎石类土，且其埋深不超过20m的情况。干作业成孔灌注桩地下水位以上的粘性土、粉土填土、中等密实以上的砂土风化岩层。人工挖孔灌注桩地下水位较高，特别是有承压水的砂土层，滞水层厚度较大的高压缩性淤泥层和流塑淤泥质土层中，施工时必须有可靠的技术措施和安全措施。2.3混凝土灌注桩施工质量控制2.3.1混凝土灌注桩施工质量控制要点混凝土灌注桩施工质量控制要点分为以下几点：(1)地基承载力的鉴定。从桩的施工工序来讲，在质量控制中，首先要确保地基承载力符合设计要求。地基承载力取决于岩层的构造情况、桩嵌入岩层的深度及岩石单轴饱和抗压强度。比如，施工区处于断裂带上，存在夹层，在孔钻至夹层上破碎岩石时，往往会以为已到微风化岩石，而破碎岩石层下还有一层软夹层，致使抽芯时发现桩的底部坐落于软土上，桩基承载力达不到设计要求。(2 )桩强度的控制。桩本身的强度在于施工工艺的控制。如若地基承载力符合设计要求，而桩身强度不足，桩的承载力也会达不到要求。因此，桩身强度是施工质量控制的另一个关键。桩身的质量控制主要在于控制混凝土的质量，桩身强度取决于钢筋笼的制作质量和混凝土的质量。钢筋笼的制作检查简单明了，比较容易控制；而影响混凝土质量的因素有很多，有些是材料本身不合要求，有些是施工操作不当。在工程实践中，不少桩基由于混凝土质量问题而使桩身强度达不到设计要求，需要返工或采取其它加固措施来使其满足设计要求。因此，桩身质量控制主要在于混凝土质量的控制。(3)沉渣量的检查。钻孔灌注桩的控制关键就是沉渣量的检查。对于摩擦桩来说，由于其受力机理是通过桩表面和周围土壤之间的摩擦力，把上部结构荷载传递到周围的土体中。如果在设计中端反力不大，端部沉渣量对桩承载力影响亦不大。而对于钻孔端承桩，如果沉渣量过大，势必造成桩受荷时发生沉降，进而使桩的承载力失效。2.3.2混凝土灌注桩质量控制措施(1)混凝土灌注桩上段强度的保证措施为保证桩上段强度达到设计要求，应从以下几方面采取相应的质量保证措施：①依据桩径和桩底的深度，正确确定第一斗混凝土的体积，一般可取1．5～2.0m³，也可以按桩身设计体积的l0％～15%来控制。第一斗料必须能填满导管，并将导管口埋100cm。②成桩质量与桩身的浇注高度有关，一般控制成桩高度高出设计桩顶标高0.5～1.0m，待凿去高出部分的混凝土后，剩余部分不应有浮浆或夹泥，混凝土标号应符合设计要求。③导管插入混凝土内的长度要适宜，一般为2～4m，桩长可相应有所增加。(2)混凝土灌注桩桩身的质量保证措施①工程施工前，应先做不少于2个的试验钻孔，通过检测钻孔的孔径、垂直度、孔壁稳定性和孔底沉淤等指标，用以核对所选设计、工艺方法是否符合技术要求。检测时，孔壁的稳定时间应不少于12h。对于重要工程，可视情况增加相应测径数量。②护壁用的泥浆应满足要求，液面需高于地下水位0.5m以上，有条件时，以高于地下水位2m 以上最好。若护壁的泥浆胶体率低、砂率大，不仅护壁性能差而且因其容重较大，势必引起沉淀速度过快。一般来讲，在新土或亚新土中成孔时，可注入清水，原土造浆护壁。(3)在混凝土灌注前，必须保证孔壁的稳定性，不能有缩颈或孔壁塌落现象。为保证孔底沉渣厚度达到规范的技术要求，不影响桩的承载力，钻孔至设计持力层以后，要对泥浆进行循环稀释来降低相对密度，以清除泥浆中悬浮的砂子、石渣。除此之外，还要使用真空泵通过管道伸向桩底吸走端部沉渣。要求严格时，在安放钢筋笼后，下放导管之前仍要进行吸渣处理。(4)隔水栓直径应与导管内径相配，具有良好的隔水性能，保证顺利排出。在混凝土灌注时，应加强对混凝土搅拌时间和混凝土坍落度的控制。水下混凝土必须具有良好的和易性，配合比应通过实验室确定，强度有所提高，粗骨料的最大粒径不得大于导管直径和钢筋笼主筋最小净距的1/4，且应小于40mm。为改善混凝土的和易性和凝结速度，水下混凝土宜掺外加剂。确保导管连接部位的密封性，导管使用前应试拼装、试压。在混凝土浇筑过程中，混凝土应缓缓倒入漏斗的导管，以免导管内产生高压气塞。图2钢筋笼制作图3钢筋笼吊放(5)制作钢筋笼前，要对钢筋各项性能进行检测，保证其质量合格。为防止钢筋笼在起吊、安装过程中发生变形，宜在钢筋笼上布置环形加强筋，直径φ 12mm，间距2m左右。钢筋笼上应设置保护层定位器，可采用混凝土环，混凝土环穿在加强箍筋上，沿钢筋笼周围均布3～4个，纵向间距4～6m。　　施工操作过程中应在笼内绑缚杉篙以防止其变形，吊点宜设置在加强箍筋处。钢筋笼安装入孔时，应保持垂直，对准孔位徐徐放下，避免碰撞孔壁，下放过程中若遇阻碍不得强行下放，应查明原因经处理后再继续下放。钢筋笼全部入孔后检查安装位置，确认符合要求后，用吊筋将钢筋笼进行固定，避免浇注混凝土时钢筋笼上浮。当发生钢筋笼上浮时，应立即停止灌注混凝土，并准确计算出导管埋深和己浇注混凝土面的标高，提升导管后再继续浇注。(6)成孔后，必须认真清孔，一般是采用冲洗液清孔，冲孔时间应视孔内沉渣情况而定。冲孔后要及时灌注混凝土，避免孔底沉渣超过规范要求。提高混凝土灌注速度，缩短灌注时间。掺外加剂，防止混凝土进入钢筋笼时流动性变小，影响混凝土质量。混凝土接近钢筋笼时，控制导管埋深在1.5～2.0m。灌注混凝土过程中，应随时掌握混凝土浇注的标高及导管埋深，当混凝土埋过钢筋笼底端2～3m时应及时将导管提至钢筋笼底端以上。导管在混凝土面的埋置深度宜保持在2～4m，不宜大于5m和小于lm。混凝土浇注过程中，应随时控制混凝土面的标高和导管的埋深，提升导管要准确可靠，并严格遵守操作规程，严禁把导管提出混凝土面。在地下水丰富的地段，事先要用套管或水泥进行处理，止水成功后方可灌注混凝土。2.4混凝土灌注桩基础缺陷及防治措施2.4.1人工挖孔桩桩身混凝土强度不足。引起的原因是：混凝土遭受孔内水的侵害，引起砂浆稀释，砂石下沉，严重减弱混凝土的强度。防治措施：① 对于孔内有地下水，水位低，水量小的桩孔，在浇捣时把混凝土拌匀，水抽干，可以采用串筒迅速浇捣。但是在水位以下部分，必须调整混凝土配合比，适当减少用水量，并增加水泥用量等；对于水位高、出水量大的桩孔，在水位下采用水下混凝土配合比与导管灌注法灌注，在水位之上，为了避免水下导管灌注桩的通病，即桩身上部混凝土强度低，则可采用简单串筒浇捣，但是水必须抽干，泥浆、浮浆要清除干净，两种不同方法施工的交接层，用插捣器反复插捣。2.4.2钻孔灌注桩①桩底地基承载力不足。原因：桩端没有支撑在持力层上。防治措施：此类情况一般出现在复杂底层，这种底层最好取芯检验，如果不能全部取芯时，要结合临近取芯情况，钻速、泥浆返上的岩屑及钻进情况、工程地质资料综合考虑。②缩颈。原因：塑性土膨胀。防治措施：成孔时应加大泵量，加快成孔速度，快速通过，待成孔一段时间，孔壁形成泥皮，孔壁不会渗水，亦不会引起膨胀，如出现缩径，采用上下反复扫孔的办法来扩大孔径。③桩底沉渣量过大。原因：清孔不干净。防治措施：认真检查，做好清孔工作。待下放好钢筋笼后，再进行沉渣量的检查，若沉渣量超过规范要求，应进行二次清孔。二次清孔可利用导管进行，准备一个清孔接头，一个可接导管，一个接胶管，在导管下完后，提离孔底0.4m，在胶管上接通泥浆泵直接进行泥浆循环。二次清孔优点：及时有效保证桩底干净。④钢筋笼上浮。原因：当混凝土灌注至钢筋笼下，提升导管，导管底端距离钢筋笼1m左右的距离时，由于浇注的混凝土自导管流出后冲击力很大，推动钢筋笼上浮，混凝土灌注过钢筋笼底端且导管埋深较大时，其上层混凝土浇注时间较长，已接近初凝表面出现硬壳，混凝土与钢筋笼有一定的握裹力，如果此时未及时将导管提到钢筋笼底部以上，混凝土在导管流出后将以一定的速度向上顶起，同时也带动钢筋笼上浮。 防治措施：混凝土灌注过程中，应及时掌握混凝土浇注标高及导管埋深，当混凝土埋过钢筋笼底端2～3m时，应及时将导管提至钢筋笼底端以上；当发现钢筋笼开始上浮时，应立即停止浇注，并准确计算导管埋深和已浇筑混凝土面标高，提升导管后再进行浇注，上浮现象即可消除。⑤断桩与夹泥层。原因：泥浆过稠，加大了混凝土浇注的阻力，如泥浆比重大且泥浆中含较大的泥块，在施工中就容易发生导管堵塞、流动不畅等现象。此时，只有提升导管上下振动，由于导管内存储大量混凝土，一旦理出，即冲破泥浆最薄弱处急速返上，并将泥浆夹裹于桩内，造成夹泥层；灌注过程中，导管漏水或二次提漏。导管提漏有两种原因：当导管堵塞时一般采用上下振动法，使混凝土强行流出，若此时导管埋深较少，极易提漏；泥浆过稠，如果估算或测量混凝土面困难，在测量导管埋深时，对混凝土浇注高度判断失误，而在卸管时多提，将导管提离混凝土面，产生提漏。引起断桩的原因：灌注时间过长，上部混凝土已接近初凝，形成硬壳，而且随时间增长，泥浆中的残渣不断沉淀，从而加厚了混凝土表面的沉淀物，使混凝土灌注极为困难，造成堵管或导管提不上来，形成断桩；导管埋的太深，拔出时底部已接近初凝，导管拔上后混凝土不能及时充填。防治方法：①防止孔壁坍塌，认真做好清孔；②合理提高混凝土浇注速度：开始浇注时，积累足够混凝土，产生较大冲击力克服泥浆阻力；快速连续浇注，使混凝土和泥浆一直保持流动状态，以防导管堵塞；③提升导管要准确可靠，灌注混凝土过程中随时测量导管埋深，并严格遵守操作规程；④灌注水下混凝土前检查导管是否漏水，弯曲等，发现问题要及时更换。 第三章钢筋混凝土预制桩的施工质量控制3.1钢筋混凝土预制桩的概念及分类钢筋混凝土预制桩是在工厂或施工现场由钢筋和混凝土制成的各种形式的桩，主要有实心桩和预应力管桩两种，沉桩方法有锤击式、振动式和静力压桩式。其中以锤击式最为普遍。3.2钢筋混凝土预制桩制作、起吊、运输和堆放(1)预制桩制作预制桩较短的（不大于10m）可在预制厂加工，较长的因运输不便，一般在施工现场制作。方形桩边长通常为200～450mm，在现场预制时，为节约场地，多采用重叠法预制，重叠层数不宜超过4层，上层桩制作应待下层桩的混凝土强度达到设计强度的30%方可进行。预应力管桩都在工厂内采用离心法制作，直径多为300～550mm。预制方桩预制管桩图4混凝土预制桩预制桩钢筋骨架的主筋连接宜采用对焊焊接，同一截面内主筋接头不得超过50%，桩顶1米内不应有接头，钢筋骨架的偏差应符合有关规定。 预制桩的混凝土强度等级不应低于C30，浇筑时从桩顶向桩尖进行，应一次浇筑完毕，严禁中断。制作完后应洒水养护不少于7d。(2)预制桩起吊、运输和堆放桩身强度达到设计强度的70%方可起吊，达到100%才能运输。桩在起吊和搬运时，吊点必须符合设计要求。如无吊环，且设计又无要求时，则应符合最小弯矩原则，按图5所示的位置起吊。起吊时应保持桩的平稳且不得损坏。堆放场地应平整、坚实。垫木与吊点的位置应相同，并保持在同一平面内。同桩号的桩应堆放在一起，桩尖朝向一致。多层垫木上下对齐，最下层的垫木要适当加宽。堆放层数不宜超过4层。图5预制桩吊点位置(a)、(b)一点吊法；(c)二点吊法；(d)三点吊法；(e)四点吊法(f)预应力管桩一点吊法；(g)预应力管桩二点吊法 根据打桩顺序随打随运，以免二次搬运。打桩前，桩应运到施工现场或桩架处，在现场运距不大时，可用起重机吊运或在桩下垫以滚筒用卷扬机拖拉；距离较远时，可采用汽车或轻便轨道小平板车运输。3.3混凝土预制桩施工质量控制3.3.1打桩前的准备工作(1)测定桩的轴线位置和标高。(2)根据轴线放出桩位线，用木橛或钢筋头钉好桩位，并用白灰作标志，以便于施打。(3)场地应碾压平整，排水畅通，保证桩机的移动和稳定、垂直。(4)处理好高空和地下的障碍物。(5)制定施工方案，选择和确定打桩机进出路线和打桩顺序。(6)作好技术交底，准备好桩基沉桩记录和隐蔽工程验收记录表格，并安排好记录和监理人员。(7)打试验桩。施工前必须打试验桩，且不少于2根。确定贯入度并校验打桩设备、施工工艺和技术措施。3.3.2打桩顺序打桩顺序是否合理，直接影响打桩的进度和打桩质量，确定打桩顺序时要综合考虑桩的密度、深度、现场地形条件、土质情况及桩机移位是否方便等。打桩顺序一般分为：由一侧向单一方向逐排打、自中央向两边打、自两边向中央打、分段打等方式。见下图6： （a）逐排打桩（b）从中部向边缘打桩（c）分段打桩图6打桩顺序确定打桩顺序应遵循以下原则：①桩基的设计标高不同时，打桩顺序宜先深后浅。②不同规格的桩，先大后小。③在桩距大于或等于4倍桩径时，则与打桩顺序无关，只需从提高效率出发确定打桩顺序，宜选择倒行和拐弯次数最少的顺序。④不应采用自外向内或从周边向中央进行的打桩顺序，以避免中间土体被挤密，桩难以打入或虽勉强打入，但使邻桩发生侧移或上冒。3.3.3打桩(1)预制桩施工的工艺流程：桩机就位→起吊预制桩→稳桩→打桩→接桩→送桩→中间检查验收→移机至下一个桩位(2)操作工艺①桩机就位：打桩机就位时，应对准桩位，保证垂直稳定，在施工中不发生倾斜、移动。 ②起吊预制桩（见图7）：先固定好吊桩用的钢丝绳和索具，然后用索具捆住桩上端吊环附近处，一般不宜超过30cm，再起动机器起吊预制桩，使桩尖垂直对准桩位中心，缓缓放下，插入土中，位置要准确；再在桩顶扣好桩帽或桩箍，即可去掉索具。图7起吊预制桩图8稳桩③稳桩（见图8）。桩尖插入桩位后，先用较小的落距冷锤1～2次，桩入土一定深度，使桩垂直稳定。长度不大于10m的短桩可目测或用线坠双向校正；10m以上长桩不得凭目测，打接桩时必须用线坠或经纬仪双向校正。桩插入时垂直度偏差不得超过0.5%。桩在打入前，应在桩的侧面或桩架上设置标尺，以便在施工中观测、记录。(3)接桩方式多节桩的接桩，可用焊接、法兰或硫磺胶泥锚接，前两种接桩方式适用于各种土层，硫磺胶泥接桩只适用于软弱土层。各类接桩均应严格按规范操作。(4)送桩当桩顶标高较低，需送桩入土，应用钢制送桩放于桩顶上，锤击将桩送入土中。(5）打桩过程中，遇见下列情况应暂停，并及时与有关单位研究处理：①贯入度剧变； ②桩身突然发生倾斜、位移或有严重回弹；③桩顶或桩身出现严重裂缝或破碎。3.4打桩施工质量要求桩停止锤击的控制原则如下：(1)桩端位于一般土层时，以控制桩端设计标高为主，贯入度可作参考。(2)桩端达到坚硬、硬塑的粘性土，中密以上粉土、砂土、碎石类土，风化岩时，以贯入度控制为主，桩端标高可作参考。(3)贯入度已达到而桩端标高未达到时，应继续锤击3阵，按每阵10击的贯入度不大于设计规定的数值加以确认，必要时施工控制贯入度应与有关单位会商通过试验来确定。当遇到贯入度剧变，桩身突然发生倾斜、移位，或有严重回弹，桩顶、桩身出现严重裂缝、破碎等情况时，应暂停打桩，并分析原因，采取有效措施。按标高控制的预制桩，桩顶标高的允许偏差为-50mm～+100mm，预制桩位置允许偏差见下表2：表2预制桩位置允许偏差序号检测项目允许偏差/mm1单排孔或双排孔桩条形基垂直于条形桩基纵轴100平行于条形桩基纵轴2002桩数为1根～3根桩基的桩1003桩数为4根～6根桩基的桩1/3桩径或边长4桩数大于16根桩基中的桩最外边的桩1/3桩径或1/3边长中间桩1/2桩径或1/2边长注:由于降水基坑开挖及送桩深度超过2m等原因产生位移偏差不在此表内。 对砂、石子、钢材、水泥等原材料的质量检验项目、批量和检验方法，应符合国家现行标准的规定。3.5打桩施工中常见问题及防治措施3.5.1打桩施工中常见问题及注意事项(1)桩基属于隐蔽性工程，为确保工程质量，分析处理打桩过程中出现的质量事故和为工程质量验收提供必要的依据，打桩时必须对每根桩进行必要的数据测定和详细记录。(2)打桩时严禁偏打。偏打会使桩头某一侧产生应力集中，造成压弯联合作用，易将桩打坏。为此，必须使桩锤、桩帽和桩身轴线重合，均匀施力。(3)桩顶衬垫弹性应适宜。衬垫弹性适宜会使桩顶受锤击作用时间及锤击引起的应力波波长延长而使锤击应力值降低，从而提高打桩效率并减少桩的损坏。因此，在施打过程中，对每一根桩均应适时更换新衬垫。(4)打桩入土要均匀、连续，锤击间歇时间不宜过长。否则由于土的固结作用，继续打桩受阻力增大，不易将桩打入土中。(5)打桩时如发现桩的回弹较大且经常发生，则表示桩锤太轻，锤的冲击动能不能使桩下沉，此时应更换重的桩锤。(6)打桩过程中，如桩锤突然有较大的回弹，则表示桩尖可能遇到阻碍。此时应减小锤的落距,使桩缓慢下沉，待穿过阻碍层后再加大落距并正常施打。如降低落距后，仍存在回弹现象，应停止锤击，查明原因，进行处理后再继续锤击。(7)打桩过程中，如桩突然下沉，则表示可能遇到软土层、洞穴或桩尖、桩身已遭到破坏等。此时应停止锤击，查明、分析原因，进行处理。(8 )若桩顶需打至桩架导杆底端以下或打入土中，均需送桩。送桩时，桩身与送桩的纵轴线应重合，保证均匀受力。(9)打桩时尽量避免使用送桩。送桩与预制桩的截面有差异时，会使预制桩受到较大的冲击力。此外，还会导致预制桩入土时发生倾斜。(10)若发现桩已打斜，应将桩拔出，探明原因，排除障碍，用砂石填孔后，重新插桩施打。若拔桩有困难，应在原桩附近补打一桩。3.5.2沉桩对周围环境的影响及防治(1)对环境的影响采用锤击法、振动法打入的预制桩和套管成孔法施工的灌注桩，施工时除会产生噪音、振动冲击外，还会引起土体的挤压，出现土体的隆起和位移，会对周围原有的建筑物、地下管线等造成影响。轻者使周围建筑物抹灰饰面脱落，墙体开裂；严重者会使圈过梁产生变形，门窗开关困难，地下管线断裂，甚至基础被推移，严重影响人们生活和建筑物的正常使用，故一般不宜在建筑物密集的市区施工。此外，采用泥浆护壁成孔灌注桩，在孔中灌注混凝土时会溢出混有水泥成分的泥浆，其氢离子浓度pH值为10～12。目前，工地上对废泥浆是用挖沉淀池，放在场地上进行自然脱水后，再装车外运至弃土场地的办法处理，会对环境造成污染。(2)防治措施为了减轻或避免桩基施工时对周围建筑物和居民生活的影响，使其能适宜在城市建筑区域内施工，就要设法减少或消除其产生的噪音、废气和对土体的冲击、振动和挤压等，可采用以下的防治措施：a.采用预钻孔沉桩。先在地面桩位处预钻孔，再在孔中插入预制桩，用沉桩机将桩身沉到设计标高位置。 b.采用机械或人工成孔灌注桩。一般距原有建筑物2m左右即可施工。c.设置防震沟，以隔断振动传递。同时在开挖基坑时应做好支护，防止基坑土体发生侧移。3.6打桩质量验收打桩质量评定包括两个方面：一是能否满足设计规定的标高或贯入度的要求；二是桩打入后的偏差是否在施工技术规范允许的范围以内。(1)标高或贯入度必须符合设计要求。(2)桩打入后，在平面上与设计位置偏差不得大于-50～+100mm，垂直度偏差不得超过0.5%。因此，必须使桩在提升就位时要对准桩位，桩身要垂直；桩在施打时，必须使桩身、桩帽和桩锤三者轴线在同一垂直线上，以保证桩的垂直入土；断桩接长时，上下节桩的端面要平整，中心线对齐，如发现端面有间隙，应用铁片垫平焊牢；打桩完毕基坑开挖时，应制定合理的挖土施工方案，以防挖土而引起桩的位移和倾斜。(3)打入桩桩基工程的验收必须符合施工规范要求打入桩桩基工程的验收通常应按以下两种情况进行:当桩顶设计标高与场地施工标高相同时，应待打桩完毕后进行；当桩顶设计标高低于施工场地标高需送桩时，则在每一根桩的桩顶打至场地标高，应进行中间验收，待全部桩打完，并开挖到设计标高后，再做全面验收。桩基工程验收时应提交下列材料：①工程地质勘查报告；②材料试验记录；③桩位测量放线图；④桩的制作与打入记录；⑤桩的静载和动载试验资料及确定桩贯入度记录；⑥桩位竣工平面图。3.7其它方面的质量控制要求(1) 保证模板有足够的强度和刚度，拼缝要严密。支撑加固系统要牢固，保证混凝土浇注振捣时不发生胀模、跑浆、爆模现象。(2)尽量避免采用泵送的方式灌注混凝土。当采用泵送时，为了满足泵机的要求，必须提高砂率，浮浆量相应的也随之增多。(3)施工时在待浇注的模板面上，斜支铁皮或木板，将混凝土送至铁皮上，再推入模板内，以减少混凝土对模板的冲击力。(4)控制混凝土浇注速度，不得大于2m／h，且下料高度不宜超过40cm。(5)高强度混凝土比较粘稠，在振捣时宜选用高频振动棒。当构件采用木模板施工且截面较小时，不适合使用高频振动棒振捣，以免振幅过大发生爆模，产生过多的浮浆。(6)最后lm锤击数及在设计规定落距时的贯入度检查。 第四章总结4.1总结随着建筑的发展，桩基础的适用范围变得越来越广泛。建筑物桩基础质量优劣与施工过程中的质量控制密切相关。桩基础作为建筑工程重点控制内容之一，是建筑工程质量控制的重中之重。但由于桩基工程的隐蔽性，给质量监督带来一定难度。在施工过程中必须按严格遵循施工规范和相关技术标准，做好每一道工序的质量控制。本文在分析建筑桩基的施工过程中需要控制的要点和解决问题的方法的基础上，对工程实践中混凝土灌注桩和预制桩的施工质量控制提出了更加具体的管理方案。(1)通过把普遍适用的理论、方法运用到桩基础的施工质量控制中去，并根据桩基础施工的特点，阐述了一套系统的施工质量控制的理论方法，这些方法更能够充分运用到实际工程中去，具有较强的可操作性。(2)针对工程中容易出现的问题，提出了解决这些问题的一系列方法，并且在工程实例中取得了明显的成效。(3)针对桩基础工程质量控制的关键点，结合《建筑桩基技术规范》中相关规定，明确提出了施工工艺和防治措施，对工程的施工过程管理和验收阶段起到了很好的保障作用，很大程度地提高了工作效率。 致谢大学生涯就要结束了，毕业论文是我大学学习的一次总结。在这篇论文完成之际，回起想写这篇论文的过程中，给我帮助的老师、同学，内心充满感激。首先要感谢的是我的论文指导老师——裴剑平老师。在论文选题时，给我提出很好的意见，裴老师很尊重我个人的想法，给了我很大的自由思考的空间。当然，除了指导老师外，我也不会忘记教会我这些知识的任课老师，正是有了他们孜孜不倦的教导，我才可以掌握这些知识，打好扎实的理论基础，并能将其与实践相结合。最后我要感谢各位评审老师在这里辛苦地指导，还有我的母校——河南城建学院，为我创造了良好的学习环境，我会永远怀念曾经在这里度过的每一刻时光。 参考文献[1]杨太生，地基与基础，第三版.北京：中国建筑工业出版社，2012.[2]陈希哲，土力学与地基基础.清华：清华大学出版社，2004.[3]建筑桩基技术规范（JGJ94-2008).北京：中国建筑工业出版社，2008.[4]建筑地基基础工程施工质量验收规范(GB50202-2002).北京：中国建筑工业出版社，2002.[5]建筑地基基础技术规范(DB42/242-2003).北京：中国建筑工业出版社，2003.[6]建筑基桩检测技术规范(JGJ106-2003).北京：中国建筑科学研究院，2003. 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