地基基础设计报告书项目编号: 2018-B-052计算人:专业负责人: 校核人:目录一. 设计依据 (3)二. 计算软件信息 (3)三. 计算参数 (3)1. 总信息 (3)2. 地基承载力 (3)3. 沉降 (3)4. 有限元计算参数 (4)四. 模型概况 (4)1. 构件数目 (4)2. 工况荷载信息 (4)五. 工况和组合 (4)1. 荷载参数 (4)2. 工况信息 (4)3. 构件内力基本组合信息 (4)六. 材料 (5)七. 地基承载力验算 (6)1. 独立基础 (6)八. 基础配筋 (7)1. 独基配筋结果 (7)九. 冲剪局压验算结果 (8)1. 独基冲切剪切 (8)十. 结果简图 (9)1. 模型基本简图 (9)2. 承载力计算结果 (10)3. 弯矩计算结果 (10)4. 配筋计算结果 (10)5. 沉降图 (10)一. 设计依据1.《混凝土结构设计规范》(GB50010-2010)2.《建筑地基基础设计规范》(GB5007-2011)3.《建筑抗震设计规范》(GB50011-2010)4.《建筑结构荷载规范》(GB50009-2012)5.《人民防空地下室设计规范》(GB50038-2005)6.《建筑桩基技术规范》(JGJ94-2008)7.《建筑地基处理技术规范》(JGJ79-2012)8.《高层建筑筏形与箱形基础技术规范》(JGJ6-2011)9.《高压喷射扩大头锚杆技术规程》(JGJT282-2012)二. 计算软件信息本工程计算软件为PKPM JCCAD V4版三. 计算参数1. 总信息结构所在地区国家覆土平均容重(kN/m3)20.0混凝土容重25.0结构重要性系数 1.0拉梁承担弯矩比例0.2多墙冲板墙肢长厚比8.0《建筑抗震规范》6.2.3柱底弯矩放大系数1.0 不放大活荷载按楼层折减系数 1.0自动按楼层折减活荷载否分配无柱节点荷载是2. 地基承载力中华人民共和国国家标准GB50007-2011[综合法]地基承载力特征值fak170.0地基承载力宽度修正系数ηb0.0地基承载力深度修正系数ηd 1.2基底以上土的加权平均重度γm20.0基底以下土的重度(或浮重度) γ20.0确定地基承载力所用的基础埋置深度d 1.2地基抗震承载力调整系数(≥1.0) 1.33. 沉降独基建筑地基基础设计规范GB50007-2011分层总和法桩基建筑桩基技术规范JGJ94-2008明德林应力公式方法地基梁完全柔性假定筏板建筑地基基础设计规范GB50007-2011分层总和法单元沉降计算方法完全柔性算法是否考虑相邻荷载的影响是，用户指定范围影响范围长度10.0是否考虑相邻基桩的影响是，用户指定范围影响范围(桩长的倍数)0.6沉降计算调整系数 1.0土的(平均)泊松比0.35是否自动计算桩端阻力比是桩端阻力比自动计算是否考虑回弹否回弹压缩模量与压缩模量之比 2.0是否进行迭代计算否4. 有限元计算参数计算模型弹性地基梁板模型地基类型天然地基、常规桩基网格划分方式Delaunay拟和法网格划分尺寸0.5m上部结构刚度不考虑是否手工输入地基土分担荷载比例否四. 模型概况1. 构件数目表4-1构件数目统计构件类型构件数目独基37地基梁0拉梁0条基0非承台桩0承台承台0承台桩0筏板筏板0加厚区数0减薄数0集水坑电梯井0洞口02. 工况荷载信息表4-2工况荷载统计工况荷载(kN)恒0.00活0.00风x0.00风y0.00地x0.00地y0.00抗浮水0.00五. 工况和组合1. 荷载参数2. 工况信息3. 构件内力基本组合信息表5-1标准组合编号组合1(1) 1.00*恒+1.00*活2(2) 1.00*恒+1.00*风x3(3) 1.00*恒-1.00*风x4(4) 1.00*恒+1.00*风y5(5) 1.00*恒-1.00*风y6(6) 1.00*恒+1.00*活+0.60*风x7(7) 1.00*恒+1.00*活-0.60*风x8(8) 1.00*恒+0.70*活+1.00*风x编号组合9(9) 1.00*恒+0.70*活-1.00*风x10(10) 1.00*恒+1.00*活+0.60*风y11(11) 1.00*恒+1.00*活-0.60*风y12(12) 1.00*恒+0.70*活+1.00*风y13(13) 1.00*恒+0.70*活-1.00*风y14(14) 1.00*恒+0.50*活+1.00*地x15(15) 1.00*恒+0.50*活-1.00*地x16(16) 1.00*恒+0.50*活+1.00*地y17(17) 1.00*恒+0.50*活-1.00*地y18(18) 1.00*恒+0.50*活+0.20*风x+1.00*地x 19(19) 1.00*恒+0.50*活-0.20*风x-1.00*地x 20(20) 1.00*恒+0.50*活+0.20*风y+1.00*地y 21(21) 1.00*恒+0.50*活-0.20*风y-1.00*地y 22(22) 1.00*恒+1.00*抗浮水*括号内的编号为组合总的编号表5-2准永久组合编号组合1(23) 1.00*恒+0.50*活*括号内的编号为组合总的编号表5-3基本组合编号组合1(24) 1.20*恒+1.40*活2(25) 1.35*恒+0.98*活3(26) 1.20*恒+1.40*风x4(27) 1.20*恒-1.40*风x5(28) 1.20*恒+1.40*风y编号组合6(29) 1.20*恒-1.40*风y7(30) 1.20*恒+1.40*活+0.84*风x8(31) 1.20*恒+1.40*活-0.84*风x9(32) 1.20*恒+0.98*活+1.40*风x10(33) 1.20*恒+0.98*活-1.40*风x11(34) 1.20*恒+1.40*活+0.84*风y12(35) 1.20*恒+1.40*活-0.84*风y13(36) 1.20*恒+0.98*活+1.40*风y14(37) 1.20*恒+0.98*活-1.40*风y15(38) 1.20*恒+0.60*活+1.30*地x16(39) 1.20*恒+0.60*活-1.30*地x17(40) 1.20*恒+0.60*活+1.30*地y18(41) 1.20*恒+0.60*活-1.30*地y19(42) 1.20*恒+0.60*活+0.28*风x+1.30*地x20(43) 1.20*恒+0.60*活-0.28*风x-1.30*地x21(44) 1.20*恒+0.60*活+0.28*风y+1.30*地y22(45) 1.20*恒+0.60*活-0.28*风y-1.30*地y23(46) 1.00*恒+1.40*抗浮水*括号内的编号为组合总的编号六. 材料表6-1构件材料信息构件类型混凝土级别钢筋级别箍筋级别顶层保护层厚度(mm)底层保护层厚度(mm)最小配筋率(%)独基C30HRB400----400.15承台C30HRB400HRB400--400.15构件类型混凝土级别钢筋级别箍筋级别顶层保护层厚度(mm)底层保护层厚度(mm)最小配筋率(%)承台桩C30HRB400----40--地基梁C30HRB400HRB40020400.00筏板C30HRB400--20400.15桩C30HRB400----40--拉梁C30HRB400HRB400--400.15条基C30HRB400HRB400--400.15独基短柱C30HRB400HPB235--400.15七. 地基承载力验算1. 独立基础表7-1独立基础地基承载力序号Fa orFae(kPa)Pk(kPa)Pkmax(kPa)(Fa orFaE)/Pk1.2*(Fa orFaE)/Pkmax结论DJ-1196.80139.79(7)204.46(9) 1.408 1.155满足DJ-2186.80170.40(11)187.96(6) 1.096 1.193满足DJ-3196.80100.90(11)135.93(8) 1.951 1.737满足DJ-4186.80149.97(7)159.60(6) 1.246 1.405满足DJ-5186.80122.72(6)155.67(8) 1.522 1.440满足DJ-6186.80159.68(7)189.63(7) 1.170 1.182满足DJ-7186.80143.43(7)153.33(7) 1.302 1.462满足DJ-8186.80130.35(6)157.20(6) 1.433 1.426满足DJ-9186.80153.87(7)183.75(7) 1.214 1.220满足DJ-10186.80171.64(6)180.18(7) 1.088 1.244满足DJ-11186.80156.96(6)186.17(6) 1.190 1.204满足序号Fa orFae(kPa)Pk(kPa)Pkmax(kPa)(Fa orFaE)/Pk1.2*(Fa orFaE)/Pkmax结论DJ-12186.80153.45(7)182.55(7) 1.217 1.228满足DJ-13196.80165.46(7)173.48(6) 1.189 1.361满足DJ-14196.80151.54(6)179.66(6) 1.299 1.315满足DJ-15186.80153.60(7)182.48(7) 1.216 1.228满足DJ-16186.80174.37(11)183.83(7) 1.071 1.219满足DJ-17186.80160.28(6)190.79(6) 1.165 1.175满足DJ-18186.80175.72(7)205.21(7) 1.063 1.092满足DJ-19186.80159.80(11)172.59(6) 1.169 1.299满足DJ-20186.80151.74(6)176.09(6) 1.231 1.273满足DJ-21186.80170.14(7)188.26(7) 1.098 1.191满足DJ-22186.80129.95(6)148.56(6) 1.437 1.509满足DJ-23186.80174.50(7)203.97(7) 1.070 1.099满足DJ-24186.80158.84(10)170.62(6) 1.176 1.314满足DJ-25186.80131.92(6)154.30(6) 1.416 1.453满足DJ-26196.80153.83(7)182.50(7) 1.279 1.294满足DJ-27186.80175.02(10)184.34(7) 1.067 1.216满足DJ-28186.80166.01(6)197.37(6) 1.125 1.136满足DJ-29186.80151.02(7)179.40(7) 1.237 1.250满足DJ-30186.80163.72(6)172.05(6) 1.141 1.303满足DJ-31186.80149.85(6)177.79(6) 1.247 1.261满足DJ-32196.80159.88(7)191.38(7) 1.231 1.234满足DJ-33186.80180.89(11)189.07(6) 1.033 1.186满足DJ-34186.80164.29(6)195.67(6) 1.137 1.146满足DJ-35186.80136.69(7)189.78(7) 1.367 1.181满足DJ-36186.80163.45(10)196.85(6) 1.143 1.139满足DJ-37186.80137.15(6)190.97(8) 1.362 1.174满足序号Fa orFae(kPa)Pk(kPa)Pkmax(kPa)(Fa orFaE)/Pk1.2*(Fa orFaE)/Pkmax结论*Fa:修正后的地基承载力特征值;FaE:调整后的地基抗震承载力;Pk:平均基底反力;Pkmax最大基底反力;表7-2独立基础零应力区序号A0/A(%)结论DJ-10满足DJ-20满足DJ-30满足DJ-40满足DJ-50满足DJ-60满足DJ-70满足DJ-80满足DJ-90满足DJ-100满足DJ-110满足DJ-120满足DJ-130满足DJ-140满足DJ-150满足DJ-160满足DJ-170满足DJ-180满足DJ-190满足DJ-200满足DJ-210满足序号A0/A(%)结论DJ-220满足DJ-230满足DJ-240满足DJ-250满足DJ-260满足DJ-270满足DJ-280满足DJ-290满足DJ-300满足DJ-310满足DJ-320满足DJ-330满足DJ-340满足DJ-350满足DJ-360满足DJ-370满足八. 基础配筋1. 独基配筋结果表8-1独立基础配筋结果编号Mx(kN*m)(组合)X配筋(mm*mm)My(kN*m)(组合)Y配筋(mm*mm) DJ-155.79(35)1140.0094.69(33)930.00 DJ-272.57(35)1185.00111.91(30)986.83 DJ-343.13(37)1185.0068.58(32)922.50 DJ-4148.26(35)2017.50222.27(30)1545.00编号Mx(kN*m)(组合)X配筋(mm*mm)My(kN*m)(组合)Y配筋(mm*mm)DJ-551.88(34)1185.0083.91(30)922.50 DJ-6156.07(34)2032.50261.29(31)1612.91 DJ-7366.23(35)3367.50535.01(31)2625.00 DJ-8121.49(30)2032.50210.61(30)1560.00 DJ-9147.92(31)2032.50256.83(31)1585.38 DJ-10450.44(34)3367.50660.40(31)2911.83 DJ-11151.16(30)2032.50261.42(30)1613.72 DJ-12147.05(31)2032.50255.12(31)1574.82 DJ-13430.98(35)3367.50632.05(30)2786.84 DJ-14144.85(30)2032.50250.64(30)1560.00 DJ-15147.18(31)2032.50255.17(31)1575.12 DJ-16458.83(35)3367.50674.92(31)2975.82 DJ-17155.15(30)2032.50268.48(30)1657.30 DJ-18171.69(31)2032.50292.08(31)1802.97 DJ-19407.49(34)3367.50605.67(30)2670.52 DJ-20143.93(30)2032.50241.04(30)1560.00 DJ-21169.90(35)2017.50262.09(31)1617.83 DJ-22125.06(35)2017.50193.28(30)1545.00 DJ-23170.37(31)2032.50289.93(31)1789.70 DJ-24401.39(35)3367.50602.29(30)2655.61 DJ-25124.82(34)2032.50201.79(30)1560.00 DJ-26147.50(31)2032.50255.30(31)1575.91 DJ-27460.74(34)3367.50677.47(31)2987.08 DJ-28161.83(30)2032.50279.26(30)1723.84 DJ-29144.22(31)2032.50249.75(31)1560.00 DJ-30425.67(35)3367.50625.48(30)2757.84编号Mx(kN*m)(组合)X配筋(mm*mm)My(kN*m)(组合)Y配筋(mm*mm) DJ-31142.90(30)2032.50247.50(30)1560.00 DJ-32155.01(35)2032.50267.72(31)1652.62 DJ-33478.86(35)3367.50698.94(30)3081.74 DJ-34160.23(35)2032.50276.45(30)1706.46 DJ-3553.65(34)1140.0092.80(31)930.00 DJ-36137.01(34)1777.50209.28(30)1435.40 DJ-3753.77(34)1140.0093.56(30)930.00九. 冲剪局压验算结果1. 独基冲切剪切表9-1独立基础冲切剪切验算序号冲切系数剪切系数结论DJ-1 1.44(33)50(0)满足DJ-2 1.23(30)50(0)满足DJ-3 1.91(32)50(0)满足DJ-4 1.50(30)50(0)满足DJ-5 1.58(32)50(0)满足DJ-6 1.32(31)50(0)满足DJ-7 1.66(31)50(0)满足DJ-8 1.62(30)50(0)满足DJ-9 1.34(31)50(0)满足DJ-10 1.35(31)50(0)满足DJ-11 1.31(30)50(0)满足DJ-12 1.34(31)50(0)满足DJ-13 1.41(30)50(0)满足序号冲切系数剪切系数结论DJ-14 1.37(30)50(0)满足DJ-15 1.34(31)50(0)满足DJ-16 1.32(31)50(0)满足DJ-17 1.28(30)50(0)满足DJ-18 1.18(31)50(0)满足DJ-19 1.46(30)50(0)满足DJ-20 1.43(30)50(0)满足DJ-21 1.27(31)50(0)满足DJ-22 1.71(30)50(0)满足DJ-23 1.19(31)50(0)满足DJ-24 1.47(30)50(0)满足DJ-25 1.71(30)50(0)满足DJ-26 1.34(31)50(0)满足DJ-27 1.31(31)50(0)满足DJ-28 1.23(30)50(0)满足DJ-29 1.37(31)50(0)满足DJ-30 1.42(30)50(0)满足DJ-31 1.39(30)50(0)满足DJ-32 1.28(31)50(0)满足DJ-33 1.28(30)50(0)满足DJ-34 1.24(30)50(0)满足DJ-35 1.49(33)50(0)满足DJ-36 1.36(30)50(0)满足DJ-37 1.47(32)50(0)满足十. 结果简图1. 模型基本简图2. 承载力计算结果3. 弯矩计算结果4. 配筋计算结果5. 沉降图。