1.桩身承载力设计值计算Q<=ApfcΨc桩直径采用砼等级对应砼强度设计值工作条件系数桩身承载力设计值桩身承载力特征值桩身承载力设计值＝（桩直径/2）×（桩直径/2）×3.14×砼强度设计值×工作条件系数桩身承载力特征值＝桩身承载力设计值/1.352.人工挖孔灌注桩承载力计算Ra=qpaAp《地基》规范（8.5.5-2公式)DqpaApRa＝取Ra=RZH1RZH4RZH5RZH6RZH7RZH8RZH9RZH1012001400160016001800200022002200C25C30C30C30C30C30C30C3011.914.314.314.314.314.314.314.30.70.70.70.70.70.70.70.794162321.5E+072E+072E+072.5E+073.1E+073.8E+073.8E+076974.98711408.414900.814900.818858.823282.528171.828171.8180018002.5434280018006.1544300018007.06532001800360018003800180042001800440018008.038410.173611.335413.847415.1976366251800043074.558159.166869.42000023500275004578.1217232.32119525722.945001000012300143003.人工挖孔灌注桩抗拔力计算Dμqsiali入Qsa＝μ*qsia*li*入RZH1120018003.7686040.55497.376RZH7180036005.6526040.55746.064μiqsiali入Qsa＝μ*qsia*li*入Tuk＝Qsa1＋Qsa2Nk(单桩抗拔承载力特征值)=Tuk/2取Nk=4.桩身抗拔计算N≤fyAs+fpyApy,其中N=3310kNNfyAs331030011033.35.6528040.851537.3442034.721017.36100011.3048090.856918.057664.113832.063310KN实际配筋 5.裂缝宽度验算根据地探报告可知环境类别为二a，最大裂缝宽度限值可取0.2mm32Ф22121601800AsAteρte=deqftkNkσsk=ψ=1.1-0.65*ftk/(ρte*σsk)32Ф22121602543400As/Ate0.004781222.013310000272.2039Nk/As0.096087ωmax=αcr*ψ*σsk*(1.9c+0.08deq/ρte)/Es其中αcr=c=Es=ωmax=计算裂缝宽度ωmax<限值0.2mm，符合要求2.7502000000.163527(满足）