钢筋混凝土框架结构 毕业设计计算书

'1引言随着社会的发展,钢筋混凝土框架结构的建筑物越来越普遍。由于钢筋混凝土结构与砌体结构相比较具有很多优点；与钢结构相比又具有造价低、材料来源广泛、耐火性好、结构刚度大、使用维修费用低等优点。因此，在我国乃至世界各地钢筋混凝土结构是多层框架最常用的结构型式。本设计也是采用了钢筋混凝土框架结构，根据设计材料提供的建筑场地的地质条件及所在地区的抗震烈度，确定出拟建建筑物的抗震等级为二级，设计使用年限为50年，耐火等级为一级。此设计包括建筑设计和结构设计，其中结构设计是本设计的重点。此外，还有其他辅助应用部分。2工程概况2.1建筑规模及场地设计参数该工程为廊坊市某高校办公楼，总建筑面积3132.4㎡左右，层数为四层，层高为底层3.9m，标准层3.6m,基础顶面距室外地面为700mm,承重结构体系拟采用现浇钢筋混凝土框架结构。2.2气象条件(1).冬季采暖室外计算温度-9度。(2).主导风向：西南、东北风，冬季以北风、西北风为主；夏季以偏南风、东北风为主。基本风压0.45kN/m2。(3).基本雪压：0.40kN/m2。(4).年降雨量：570.3mm；雨季集中在降水集中在7～8月份月份。(5).土壤最大冻结深度0.7m。2.3基本资料本建筑为廊坊市高校某办公楼，共4层，室内地面标高：±0.000，室外标高：-0.450m，采用现浇钢筋混凝土框架结构，地上建筑混凝土强度等级为C35，梁、板、柱受力钢筋采用HRB400级，箍筋采用HRB335级。表2.164 设计使用年限50年建筑总面积3123.4m2结构安全等级二级结构层数地上4层结构重要性系数1.0结构形式框架结构抗震设防烈度8度框架抗震等级二级设计特征周期0.55s场地类别Ⅲ类抗震构造措施二级地基承载力100kPa2.4建筑做法(1)墙身做法：内墙、外墙厚均为200mm，±0.000以上采用MU2.5陶粒空心砌块（容重不大于8kN/m3），M5混合砂浆砌筑，内粉刷20mm厚石灰砂浆，喷内墙涂料。外墙±0.000以下采用MU10烧结页岩砖，M7.5水泥砂浆砌筑。(2)楼面做法：10mm厚花岗岩面层20mm厚1:2.5水泥砂浆找平层钢筋混凝土楼面板楼板底面为20mm厚纸筋灰石灰打底，涂料两度。(3)屋面做法：水泥炉渣2%找坡，20厚1：2.5水泥砂浆找平，二粘三油防水层上铺小豆石干铺100mm厚加气混凝土保温层，表面平整扫净铺油毛毡隔离层一道，40厚C25刚性防水层钢筋混凝土屋面板粉底（喷涂料）(4)卫生间做法：防滑地砖10厚，20厚1：2.5水泥砂浆粘结层，高分子防水卷材一层大于等于1.2厚，20厚1：2.5水泥砂浆向地漏找坡，现浇钢筋混凝土板，楼板底面20厚纸筋灰石灰打底，涂料两度。(5)门窗做法：门庭处为断桥铝合金门，其他均为木门、塑钢窗。其他说明：女儿墙厚200mm，高500mm，采用陶粒空心砌块砌筑。除标高单位为m以外，其余均为mm64 3、钢筋混凝土框架设计各梁柱截面尺寸确定如下：边跨（AB、CD）梁：取h=600mm，b=300中跨（BC）梁：取h=500mm，b=300mm边柱（A轴、D轴）连系梁：取b×h=250mm×500mm中柱（B轴、C轴）连系梁：取b×h=250mm×500mm柱截面均为：b×h=600mm×600mm现浇楼板厚为：100mm。根据地质资料，确定基础顶面离室外地面为700mm，由此求得底层层高5.05m。各梁柱构件的线刚度经计算后列于图1-1。其中在求梁截面惯性矩时考虑到现浇楼板的作用，取（为不考虑楼板翼缘作用的梁截面惯性矩）。边跨（AB、CD）梁：i=2××0.3×0.6／6.6=16.4×10（m）中跨（BC）梁：i=2××0.3×0.5／2.7=23.1×10（m）上部各层柱：i=××0.6×0.6／3.6=30.0×10（m）底层柱：i=××0.6×0.6／5.05=21.4×10（m）64 21.421.421.421.416.416.416.416.416.416.416.416.423.123.123.123.130.030.030.030.030.030.030.030.030.030.030.030.0ABCD6600270066003600360036005050图3.1结构计算简图（图中数字为线刚度，单位：×）64 4恒荷载计算4.1.恒荷载计算（1）屋面框架梁线荷载标准值：水泥炉渣2%找坡0.14÷2×12=0.84kN／m20厚1:2.5水泥砂浆找平0.02×20=0.4kN／m二粘三油防水层上铺小豆石0.3kN／m100mm厚加气混凝土保温层0.1×6=0.6kN／m100mm厚钢筋混凝土屋面板0.1×25=2.5kN／m40厚C25刚性防水层0.04×22=0.88kN／m屋面恒荷载5.52kN／m边跨（AB、CD跨）框架梁自重0.30×0.6×25=4.5kN／m梁侧粉刷2×（0.6-0.1）×0.02×17=0.34kN／m中跨（BC跨）框架梁自重0.3×0.5×25=3.75kN／m梁侧粉刷2×（0.5-0.1）×0.02×17=0.27kN／m作用在顶层框架梁上的线荷载为：g=g=4.5+0.34=4.84kN／mg=3.75+0.27=4.02kN／mg=g=5.52×4.5=24.8kN／mg=5.52×2.7=14.90kN／m（注：下标4代表楼层数）（2）楼面框架梁线荷载标准值10mm厚花岗岩面层0.01×15.4=0.15kN／m20mm厚1:2.5水泥砂浆找平层0.02×20=0.4kN／m100mm厚钢筋混凝土面板0.1×25=2.5kN／m64 20mm楼板底面纸筋灰石灰打底0.02×16=0.32kN／m楼面恒荷载3.37kN／m边跨梁及其梁侧粉刷4.84kN／m边跨填充墙自重顶层或标准层0.2×（3.6-0.6）×8=4.8kN／m底层0.2×（3.0-0.6）×8=5.28kN／m边跨填充墙粉刷顶层或标准层0.02×2×（3.6-0.6）×17=2.04kN/m底层0.02×2×（3.9-0.6）×17=2.24kN/m中跨框架梁及梁侧粉刷4.02kN／m作用在中间层框架梁上的线荷载为：g=g=4.84+4.8＋2.04=11.68kN／mg=4.02kN／mg=g=3.37×4.5=15.17kN／mg=3.37×2.7=9.10kN／m作用在底层框架梁上的线荷载为：g=g=4.84+5.28＋2.24=12.36kN／mg=4.02kN／mg=g=3.37×4.5=15.17kN／mg=3.37×2.7=9.10kN／m（三）屋面框架节点集中荷载标准值边柱连系梁自重0.25×0.5×4.5×25=14.06kN粉刷2×（0.5-0.1）×0.02×17×4.5=1.23kN0.5m高女儿墙自重0.5×4.5×0.2×8=3.6kN粉刷0.5×0.02×2×4.5×17=1.53kN连系梁传来屋面自重0.5×4.5×0.5×4.5×5.52=27.95kN—————————————————————————————————64 顶层边节点集中荷载G=G=48.36kN中柱连系梁自重0.5×0.25×4.5×25=14.06kN粉刷0.02×（0.5-0.1）×2×4.5×17=1.23kN连系梁传来屋面自重0.5×(4.5+4.5﹣2.7)×1.35×5.52=22.47kN0.5×4.5×2.25×5.52=27.95kN顶层中节点集中荷载G=G=65.71kN（4）楼面框架节点集中荷载标准值边柱连系梁自重及粉刷：15.28kN钢窗自重：3.3×2.1×0.45=3.12kN窗下墙体自重：标准层0.2×1.0×3.9×8=6.24kN底层0.2×1.3×3.9×8=8.11kN粉刷：标准层2×0.02×1.0×3.9×17=2.65kN底层2×0.02×1.3×3.9×17=3.45kN窗边墙体自重：0.6×2.1×0.2×8=2.02kN粉刷：0.6×2.1×2×0.02×17=0.86kN框架柱自重：标准层0.6×0.6×3.6×25=32.4kN底层0.6×0.6×5.05×25=45.45kN框架柱粉刷：标准层（2.4-0.6）×3.6×17×0.02=2.20kN底层（2.4-0.6）×3.9×17×0.02=2.39kN连系梁传来屋面自重：0.5×4.5×0.5×4.5×3.37=17.06kN中间层边节点集中荷载：G=G=81.83kN底层边节点集中荷载：G=G=97.74kN中柱连系梁自重及粉刷：15.29kN内纵墙自重：标准层3.9×﹙3.6-0.5﹚×0.2×8=19.34kN底层3.9×﹙3.9-0.5﹚×0.2×8=21.22kN内纵墙粉刷：标准层3.9×﹙3.6-0.5﹚×2×0.02×17=8.22kN底层3.9×﹙3.9-0.5﹚×2×0.02×17=9.02kN框架柱自重及粉刷：标准层34.6kN底层47.84kN64 连系梁传来屋面自重：0.5×(4.5+4.5﹣2.7)×1.35×3.37=14.33kN0.5×4.5×0.5×4.5×3.37=17.06kN扣除门洞重加上门重：-2.1×1×﹙0.2×8﹢0.02×2×17﹣0.2﹚=﹣4.37kN中间层中节点集中荷载：G=G=104.47kN底层中节点集中荷载：G1B=G1C=120.39kN恒荷载作用下的结构计算简图如图2-1所示：ABCD66002700660021002400210013501350210024002100G4AG4BG4CG4DGDGAGBGCg4AB2g4AB1g4BC1g4BC2g4CD2g4CD1gCD1gCD2gAB2gAB1gBC1gBC2图4.1恒荷载作用下的结构计算简图4.2．楼面活荷载计算不上人屋面活荷载：0.5kN／m2办公室楼面活荷载2.0kN／m2走廊2.5kN／m2p=p=0.5×4.5=2.25kN／mp=0.5×2.7=1.35kN／m64 P=P=0.5×4.5×0.5×4.5×0.5=2.53KNP=P=0.5×（4.5+4.5-2.7）×0.5×1.35+0.25×4.5×0.5×4.5=4.66kN2×4.5=9.00KN/m=2.5×2.7=6.75kN／m0.5×4.5×4.5×2=10.13KN0.5×（4.5+4.5-2.7）×1.35×2.5+10.13kN=16.52kN（注：P、P、P、P代表屋面活荷载）ABCD66002700660021002400210013501350210024002100P4AP4BP4CP4DPDPAPBPCP4ABP4BCP4CDPCDPABPBC图4.2楼面活荷载作用下的结构计算简图64 4.3．风荷载计算风压标准值计算公式为：因结构高度H=14.85m＜30m，可取；对于矩形平面；按B类环境查《建筑结构荷载规范》。将风荷载换算成作用于框架每层节点上的集中荷载，计算过程如下表所示。风荷载计算表4.1层次z（m）41.01.315.150.7430.4510.354.5031.01.311.550.740.4516.207.0121.01.37.950.740.4516.207.0111.01.34.350.740.4517.897.74风荷载计算表4.1表中z为框架节点至室外地面的高度，A为一榀框架各层节点的受风面积，计算结果如下图所示。4.57.017.017.746600270066004350360036003600图3.4风荷载作用下结构计算简图50064 5、内力计算5.1恒荷载作用下的内力计算横载作用下的内力计算采用分层法，除底层以外其它层柱的线刚度均乘以0.9的折减系数。梁上分布荷载由矩形和梯形两部分组成，在求固端弯矩时根据固端弯矩相等的原则，先将梯形分布荷载及三角形分布荷载，化为等效均布荷载。（α=0.5×4.5÷6.6=0.341）5.1.1各层荷载作用下的等效均布荷载（1）屋面等效均布荷载g"边=g4AB1+()g4AB2=4.84+（1-2×0.3412+0.3413）×24.80=24.80kN／m=g4BC1+5/8g4BC2=5/8×14.90+4.02=13.33kN／m标准层等效均布荷载g"边=gAB1+()gAB2=11.68+（1-2×0.3412+0.3413）×15.17=23.92kN／m=gBC1+5/8gBC2=5/8×9.10+4.02=9.71kN／m底层等效均布荷载g"边=g1AB1+()g1AB2=12.36+（1-2×0.3412+0.3413）×15.17=24.60kN／m=g1BC1+5/8g1BC2=5/8×9.10+4.02=9.71kN／m5.1.2各层恒荷载下各杆的固端弯矩（因结构对称取一半研究）（1）屋面恒荷载弯矩分配a.利用弯矩分配法并利用结构对称性区二分之一结构计算，各杆的固端弯矩为：-1/12×24.86×6.62=-90.24kN·m-1/3×13.33×(2.7/2)2=-8.10kN·m64 -4.05kN·mb.弯矩分配过程：0.6220.3780.2980.4910.211-90.2490.24-8.10-4.05梁柱34.11-14.785.65-0.420.160.269.1356.1317.06-29.562.83-0.840．08-0.02-0.04-1.39-48.71-20.93-0.60-0.0220.93-0.600.021/21/21/21/21/2-1-1-1A4B4CB65.52-65.5279.79-50.14-29.6516.30梁梁柱图5.1顶层弯矩分配法计算过程⑵标准层恒荷载弯矩分配a.利用弯矩分配法并利用结构对称性区二分之一结构计算，各杆的固端弯矩为：-1/12×23.92×6.62=-86.83kN·m-1/3×9.71×(2.7/2)2=-5.90kN·m-2.95kN·mb.弯矩分配过程：7.000.091/21/21/21/2-1-1A3B3CB37.15-74.378.23-32.62-32.624.140.077-5.9梁下柱下柱0.38437.15-12.9933.3420.153.760.05-7.00-0.0910.080.3840.2320.2150.3540.354-86.8386.83-2.95梁梁上柱上柱-9.792.27-0.130.030.053.7633.34-19.571.14-0.25-0.40-32.22-32.22-0.40图5.2标准层弯矩分配⑶底层恒荷载弯矩分配64 a.利用弯矩分配法并利用结构对称性区二分之一结构计算，各杆的固端弯矩为：-1/12×23.27×6.62=-89.30kN·m-1/3×9.71×(2.7/2)2=-5.90kN·m-2.95kN·mb.弯矩分配过程：7.770.111/21/21/21/2-1-1CB41.89-75.0479.7-36.8-29.104.930.082-5.90梁下柱下柱0.33033.15-13.7829.4722.593.630.05-7.77-0.1111.300.4170.2530.2320.3830.303-89.3089.30-2.95梁梁上柱上柱-10.992.78-0.160.040.074.5837.24-21.971.39-0.32-0.53-36.27-28.69-0.41图5.3底层弯矩分配为提高精度，将节点弯矩再分配一次进行修正。将各层分层法求得的弯矩图叠加，可得整个框架结构在恒荷载作用下的弯矩图。很显然，叠加后框架内各节点弯矩不能达到平衡，这是由于分层法计算的误差所造成的。为提高精度，将节点弯矩再分配一次进行修正。修正后结果如下图：64 28.8425.60图5.4框架在恒荷载作用下的弯矩图64 结构弯矩调幅：考虑结构塑性内力重分布的影响，在内力组合之前，对竖向作用下的荷载的内力进行调幅，将杆端弯矩乘以0.8，支座剪力相应改变。修正后弯矩图如图：图5.5框架梁在恒荷载作用下经调幅并算至柱边截面的弯矩进而求得框架的剪力和轴力如下：64 图5.6梁剪力、柱轴力图5.2活荷载作用下的内力计算　边跨ge边=pAB=0.8×9.0=7.2kN／m楼面中跨=5/8pBC=5/8×6.75=4.23kN／m边跨ge边=pAB=0.8×2.25=0.18kN／m64 屋面中跨=5/8pBC=5/8×1.35=0.84kN／m各杆的固端弯矩为：26.14kN·m2.57kN·m楼面1.27kN·mkN·mkN·m屋面kN·m经弯矩分配，调幅，过程同恒荷载内力计算，结果如下：梁柱弯矩图如下：64 11.029.72图5.7框架梁在活荷载作用下的弯矩图梁柱剪力轴力图如下：64 图5.8梁剪力、柱轴力图5.3地震作用5.3.1重力荷载代表值作用于屋面梁各层楼面梁处的重力荷载代表值为屋面梁处:G=结构和构件自重+50%雪荷载楼面梁处：G=结构和构件自重+50%活荷载64 5.3.2荷载分层汇总(1)集中于屋盖处的质点重力荷载代表值Ｇ4：屋面横载：5.52×48.3×15.9=4239.20KN女儿墙：KN%50雪荷载：=172.79KN横梁：纵梁：横墙：纵墙：　柱：钢窗荷载：Ｇ4=9459.73KN(2)集中于三、四层处的质点重力荷载代表值Ｇ3~Ｇ2：楼面恒载：3.37×48.3×15.9=2588.06KN%50楼面活载：横梁：纵梁：横墙：纵墙：　柱：钢窗荷载：Ｇ3=Ｇ2=11419.81KN(2)集中于三、四层处的质点重力荷载代表值Ｇ3~Ｇ2：楼面恒载：3.37×48.3×15.9=2588.06KN%50楼面活载：64 横梁：纵梁：横墙：纵墙：　柱：钢窗荷载：Ｇ1=12715.41KN其中结构和构件自重取楼面上下二分之一层高范围内的各质点的重力荷载代表值及质点高度图所如示：图5.9重力荷载代表值及质点高度64 5.3.3横向框架水平地震作用内力计算（1）框架自振周期的计算框架自振周期可采用假象顶点位移法计算，公式计算：侧向刚度D计算过程如下：表5.1层数柱(kN/mm)2~4A0.410.1714.88B1.050.3429.75层数柱(kN/mm)1A0.570.4213.31B1.480.5718.07各层的重力荷载水平力产生的楼层剪力为：计算各层值：表5.2层数=每层各柱横向侧移刚度的和根数边框架柱中框架柱4=242464 3=24242=24241=2424框架顶点假象位移的计算:表5.3层数Gi（kN）Vi（kN）(kN/mm)Δui=（m）uT49459.73KN9459.731071.720.0088311419.81KN20879.541071.720.0195211419.81KN32299.351071.720.030111419.81KN45014.76753.140.060计算周期由于考虑到填充墙的自重,计算周期廊坊市区抗震设防烈度为8度，设计基本加速度为设地震分组为第一组设计设计特征周期为0.35s查表得水平地震影响系数最大值又由因，故不考虑顶部附加水平地震作用，得所以计算得作用遇各质点横向水平地震作用标准值下64 5.3.4框架水平位移计算框架侧移验算多遇地震作用下框架层间弹性位移应符合下式条件：－多遇地震作用标准值产生的楼层间最大的弹性层间位移。第i层层间弹性位移式中，为楼层点地震剪力；为第i层第k柱的抗侧刚度。则地震作用下框架侧移计算如表5.4表3.4地震作用下框架侧移计算层次FiVi∑D∆uehi∆ue/hi41538.161538.161071.721.4353.61/333331435.122973.281071.722.7743.61/100021013.373986.651071.723.7203.61/10001591.624578.27753.146.0805.051/833则1/833<1/550设计抗震侧移满足规范要求。5.3.5地震作用下内力计算框架在地震下的内力用D值法进行计算。反弯点的高度：各柱反弯点高度比y按式64 确定，其中底层柱需考虑修正值，第二层柱需考虑修正值，其余柱均无修正。根据各柱分配到的剪力及反弯点的位置计算柱端弯矩，再由柱端弯矩根据节点平衡求梁端弯矩。公式为和边跨梁端弯矩为中柱梁端弯矩为层间剪力值按该层各柱的侧移刚度比例分配，得各柱弯矩、剪力值如下：表5.5层数柱Dim(kN/mm)∑Ｄ(kN/mm)Ｖi/(kN)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)4A14.881071.721538.1621.360.91857.2919.61B29.7542.701.45191.7661.963A14.881071.722973.2841.280.918110.7137.90B29.7582.541.451177.38119.772A14.881071.723986.6555.350.918148.4550.81B29.75110.671.451237.83160.581A13.31753.144578.2780.911.515286.02122.58B18.07109.852.141319.55235.19根据节点平衡及节点处梁线刚度比可求出梁端弯矩,以柱轴力由纵向力平衡得到64 表5.6地震作用下梁端弯矩层数柱别Mc下/(kN·m)Mc上/(kN·m)节点左右梁线刚度比边跨梁端弯矩中跨梁端弯矩地震作用下梁端剪力边跨梁跨中弯矩左梁右梁4边柱-19.61-57.29057.29-17.17-0.63中柱-61.96-91.761.5756.0635.70-17.17-26.443边柱-37.90-110.710130.32-41.92-8.02中柱-119.77-177.381.57146.3593.32-41.92-69.132边柱-50.81-148.450186.35-61.33-16.04中柱-160.58-237.831.57218.46139.14-61.33-103.371边柱-122.58-286.020336.83-95.48-21.85中柱-235.19-319.551.57293.31186.82-95.48-138.3964 表5.7地震作用梁剪力、柱轴力层数柱别Mc下/(kN·m)Mc上/(kN·m)地震作用下梁端剪力柱轴力4边柱-19.61-57.29-17.17-17.17中柱-61.96-91.76-17.17-26.44-9.273边柱-37.90-110.71-41.92-59.09中柱-119.77-177.38-41.92-69.13-36.482边柱-50.81-148.45-61.33120.42中柱-160.58-237.83-61.33-103.3778.521边柱-122.58-286.02-95.48215.9中柱-235.19-319.55-95.48-138.39121.4364 总结果如下内力图：图5.11地震作用下框架弯矩图64 图5.12地震作用下梁端剪力柱端轴力64 6内力组合6.1控制截面：每跟梁一般有三个控制截面：左端支座截面、跨种截面和右端支座截面。每跟柱一般只有两个控制截面：柱顶截面和柱底截面，简图如下：ABC图6.1由于构件控制截面的内力组合取自支座边缘处，为此，进行组合前先计算各控制截面处（支座边缘处的）的内力值。6.2框架内力组合：分别考虑恒载和活载由可变荷载效应控制的组合和由永久荷载效应控制的组合，并比较两种组合的内力，取最不利组合。表6.1横向框架梁内力组合层次截面内力恒荷载活荷载地震荷载组合值最不利内力组合（Mmax或Vmax）MGMQMek左Mek右①M=1.2MG+1.4MQ②M=1.35MG+1.4*0.7MW③γRE[1.2(MG+0.5MQ)+1.3Sek]左右1M-40.05-0.2857.29-57.29-48.45-54.3426.25-125.57-125.5764 四层V87.910.64-17.1717.17-106.69-119.3183.56129.06129.062M61.000.27-0.630.6373.5882.6172.5474.2182.61V0.000.000.000.000.000.000.000.000.003M-52.39-1.13-56.0656.06-64.45-71.83-136.4212.14-136.42V-75.77-0.55-17.1717.17-91.69-102.83-113.58-68.07-113.584M-20.28-0.2835.70-35.70-24.73-27.6521.91-72.70-72.70V18.001.33-26.4426.4423.4625.60-11.9758.0958.095M-10.56-0.490.000.00-13.36-14.74-12.97-12.97-14.74V0.000.000.000.000.000.000.000.000.00三层1M-24.74-22.31130.32-130.32-60.92-55.26126.34-219.01-219.01V53.8127.29-41.9241.92102.7899.3926.45137.54137.542M37.4716.19-8.028.0267.6366.4544.2565.5167.63V0.000.000.000.000.000.000.000.000.003M-32.47-146.35-146.3528.53-243.85-187.26-317.03-88.26-317.03V-46.31-41.92-41.9218.62-114.26-103.60-135.22-55.59-135.224M-7.43-4.6393.32-93.32-15.40-14.57109.62-137.68-137.68V13.115.71-69.1369.1323.7323.29-70.71112.48112.485M-0.35-0.780.000.00-1.51-1.24-0.89-0.89-1.51V0.000.000.000.000.000.000.000.000.00二层1M-32.54-22.31186.35-186.35-70.28-65.79189.82-304.01-304.01V55.1427.29-61.3361.33104.37101.182.81165.34165.342M31.0616.19-16.0416.0459.9457.8026.1368.6468.64V0.000.000.000.000.000.000.000.000.003M-37.59-23.71-278.46278.46-78.30-73.98-421.33316.59-421.33V-44.98-20.23-61.3361.33-82.30-80.55-145.8416.68-145.844M-7.94-4.63139.14-139.14-16.01-15.26168.58-200.15-200.15V13.115.71-103.37103.3723.7323.29-115.22158.71158.715M-0.82-0.780.000.00-2.08-1.87-1.45-1.45-2.08V0.000.000.000.000.000.000.000.000.00一层1M-47.63-21.86336.83-336.83-87.76-85.72367.61-524.99-524.99V88.4127.07-95.4895.48143.99145.88-1.79251.23251.232M57.2816.51-21.8521.8591.8593.5150.24108.14108.14V0.000.000.000.000.000.000.000.000.003M-52.12-23.52-293.31293.31-95.47-93.41-457.96319.31-457.96V-73.95-20.45-95.4895.48-117.37-119.87-225.1327.89-225.134M-9.78-4.81186.82-186.82-18.47-17.92228.24-266.83-266.83V13.115.71-138.39138.3923.7323.29-160.75205.98205.985M-2.70-0.960.000.00-4.58-4.59-3.82-3.82-4.59V0.000.000.000.000.000.000.000.000.0064 表6.2横向框架柱内力组合（考虑地震组合）层数截面内力荷载种类内力组合值内力设计值∣Mmax∣及Nmin及Nmax及恒载活载地震作用1.2[恒+0.5活]+1.3地震作用①1.2恒+1.4活②1.35恒+1.4*0.7活③0.75Sek左右向左向右左右相应的N相应的M相应的M四层6.00M52.000.28-57.2957.29-11.91137.0562.7970.47-42.9742.9770.4742.9770.47N136.270.64-17.1717.17141.59186.23164.42184.59-12.8812.88184.5912.88184.59V0.000.0021.36-21.3627.77-27.770.000.0016.02-16.0216.027.00M-15.46-11.1519.61-19.610.25-50.74-34.16-31.8014.71-14.71-34.1614.71-34.16N136.270.64-17.1717.17141.59186.23164.42184.59-12.8812.88184.5912.88184.59V0.000.0021.36-21.3627.77-27.770.000.0016.02-16.0216.028.00M-40.14-1.41-91.7691.76-168.3070.27-50.14-55.57-68.8268.8268.82-50.1468.82N159.481.68-9.279.27180.33204.44193.73216.94-6.956.95216.946.95216.94V0.000.0042.7-42.755.51-55.510.000.0032.03-32.0332.039.00M15.659.5461.96-61.96105.05-56.0432.1430.4846.47-46.4746.4730.4846.47N159.481.68-9.279.27180.33204.44193.73216.94-6.956.95216.946.95216.94V0.000.0042.7-42.755.51-55.510.000.0032.03-32.0332.03三层6.00M15.4611.16-110.71110.71-118.68169.1734.1831.81-83.0383.0383.0331.8183.03N306.5127.93-50.0950.09319.45449.69406.91441.16-37.5737.57441.1637.57441.16V0.000.0041.28-41.2853.66-53.660.000.0030.96-30.9630.967.00M20.34-11.1537.90-37.906.73-104.79-59.08-58.995.04-78.59-78.595.04-78.5964 N306.5127.93-50.0950.09319.45449.69406.91441.16-37.5737.57441.1637.57441.16V0.000.0041.28-41.2853.66-53.660.000.0030.96-30.9630.968.00M-15.65-9.54-126.01177.38-188.32206.09-32.14-30.48-94.51133.04133.04-30.48133.04N357.9727.62-36.4836.48398.71493.56468.23510.33-27.3627.36510.3327.36510.33V0.000.0082.5482.54107.30107.300.000.0061.9161.9161.919.00M18.539.5452.98-119.7796.83-127.7435.5934.3639.74-89.83-89.8334.36-89.83N357.9727.62-36.4836.48398.71493.56468.23510.33-27.3627.36510.3327.36510.33V0.000.0046.90-82.5460.97-107.300.000.0035.18-61.91-61.91二层6.00M20.3411.16-148.45148.45-161.88224.0940.0338.40-111.34111.34111.3438.40111.34N478.0855.22-120.42120.42450.28763.37651.00699.52-90.3290.32699.5290.32699.52V0.000.0055.35-55.3571.96-71.960.000.0041.51-41.5141.517.00M-33.24-12.2050.81-50.8118.85-113.26-56.97-56.8338.11-38.11-56.8338.11-56.83N478.0855.22-120.42120.42450.28763.37651.00699.52-90.3290.32699.5290.32699.52V0.000.0055.35-55.3571.96-71.960.000.0041.51-41.5141.518.00M-18.52-9.54-237.83237.83-337.13281.23-35.58-34.35-178.37178.37-178.37-34.35-178.37N555.1353.56-78.5278.52596.22800.37741.14801.91-58.8958.89801.9158.89801.91V0.000.00110.67-110.67143.87-143.870.000.0083.00-83.0083.009.00M-29.5410.45160.58-160.58179.58-237.93-20.82-29.64120.44-120.44-120.44-20.82-120.44N555.1353.56-78.5278.52596.22800.37741.14801.91-58.8958.89801.9158.89801.91V0.000.00110.67-110.67143.87-143.870.000.0083.00-83.0083.00一层6.00M26.309.66-286.02286.02-334.47409.1845.0844.97-214.52214.52-214.5244.97-214.5264 N712.0782.31-215.90215.90623.201184.54969.721041.96-161.93161.931041.96161.931041.96V0.000.0080.91-80.91105.18-105.180.000.0060.68-60.6860.687.00M-28.84-11.02122.58-122.58118.13-200.57-50.04-49.7391.94-91.9491.94-49.7391.94N712.0782.31-215.90215.90623.201184.54969.721041.96-161.93161.931041.96161.931041.96V0.000.0080.91-80.91105.18-105.180.000.0060.68-60.6860.688.00M-23.46-8.26-319.55319.55-448.52382.31-39.72-39.77-239.66239.66-239.66-39.77-239.66N775.8279.72-121.43121.43820.961136.681042.591125.48-91.0791.071125.4891.071125.48V0.000.00109.85-109.85142.81-142.810.000.0082.39-82.3982.399.00M25.609.72235.19-235.19342.30-269.2044.3344.09176.39-176.39176.3944.09176.39N775.8279.72-121.43121.43820.961136.681042.591125.48-91.0791.071125.4891.071125.48V0.000.00109.85-109.85142.81-142.810.000.0082.39-82.3982.39表6.3横向框架柱内力组合（非地震组合）层数截面内力荷载种类内力组合∣Mmax∣及Nmin及Nmax及恒载活载活荷控制（1.2恒+1.4活）恒荷控制（1.35恒+1.4*0.7活）相应的N相应的M相应的M四层6.00M52.000.2862.7970.4770.4762.7970.47N136.270.64164.42184.59184.59164.42184.59V0.000.000.000.000.000.000.007.00M-15.46-11.15-34.16-31.80-34.16-31.80-34.16N136.270.64164.42184.59184.59164.42184.59V0.000.000.000.000.000.000.008.00M-40.14-1.41-50.14-55.57-55.57-50.14-55.57N159.481.68193.73216.94216.94193.73216.94V0.000.000.000.000.000.000.009.00M15.659.5432.1430.4832.1430.4832.14N159.481.68193.73216.94216.94193.73216.9464 V0.000.000.000.000.000.000.00三层6.00M15.4611.1634.1831.8134.1831.8134.18N306.5127.93406.91441.16441.16406.91441.16V0.000.000.000.000.000.000.007.00M20.34-11.15-59.08-58.99-59.08-58.99-59.08N306.5127.93406.91441.16441.16406.91441.16V0.000.000.000.000.000.000.008.00M-15.65-9.54-32.14-30.48-32.14-30.48-32.14N357.9727.62468.23510.33510.33510.33510.33V0.000.000.000.000.000.000.009.00M18.539.5435.5934.3635.5934.3635.59N357.9727.62468.23510.33510.33468.23510.33V0.000.000.000.000.000.000.00二层6.00M20.3411.1640.0338.4040.0338.4040.03N478.0855.22651.00699.52699.52651.00699.52V0.000.000.000.000.000.000.007.00M-33.24-12.20-56.97-56.83-56.97-56.83-56.97N478.0855.22651.00699.52699.52651.00699.52V0.000.000.000.000.000.000.008.00M-18.52-9.54-35.58-34.35-35.58-34.35-35.58N555.1353.56741.14801.91801.91741.14801.91V0.000.000.000.000.000.000.009.00M-29.5410.45-20.82-29.64-29.64-20.82-29.64N555.1353.56741.14801.91801.91741.14801.91V0.000.000.000.000.000.000.00一层6.00M26.309.6645.0844.9745.0844.9745.08N712.0782.31969.721041.961041.96969.721041.96V0.000.000.000.000.000.000.007.00M-28.84-11.02-50.04-50.04-50.04-50.04-50.04N712.0782.31969.721041.961041.96969.721041.96V0.000.000.000.000.000.000.008.00M-23.46-8.26-39.72-39.77-39.77-39.72-39.77N775.8279.721042.591125.481125.481042.591125.48V0.000.000.000.000.000.000.009.00M25.609.7244.3344.0944.3344.0944.33N775.8279.721042.591125.481125.481042.591125.48V0.000.000.000.000.000.000.0064 7配筋计算7.1梁的配筋计算7.1.1计算纵向受拉钢筋AB、CD跨：b×h0=300mm×560mm（h0=h-40）BC跨：b×h0=300mm×460mm（h0=h-40）材料强度：混凝土等级：为C35，即fc=16.7N/mm2ft=1.57N/mm2钢筋等级：纵向受力钢筋HRB400fy=360N/mm箍筋HRB335fy=300N/mm2查《混凝土结构设计原理》中表6.3可得ξb=0.518，。梁正截面设计：首先假设梁端截面设计为单筋矩形截面，跨中截面为T形，受拉筋布置一层，=40mm，混凝土受压区等效矩形应力系数取为：。计算过程如下：表7.1框架梁配筋表(正截面设计)层次截面b×h0控制截面MαSαSmaxγsξ实配钢筋实配面积(mm2)四层1300*560125.570.080.380.960.08623.473187632300*56082.610.050.380.970.05489.672185093300*560136.420.090.380.950.09701.403187634300*46072.700.070.380.960.07448.122185095300*46014.740.110.380.940.12768.20218+21481764 三层1300*560219.010.140.380.920.151169.43222+12512512300*56067.630.040.380.980.04712.322227603300*560317.030.200.380.890.231792.21422+12018524300*460137.680.130.380.930.14896.31222+12010745300*4601.510.010.380.990.01640.12222760二层1300*560304.010.190.380.890.211636.60325+1229422300*56068.640.040.380.980.04861.732259813300*560421.330.270.380.840.322493.87425+22025914300*460200.150.190.380.890.211344.3532514725300*4602.080.020.380.930.02728.03225981一层1300*560524.990.330.380.790.423273.20425+32534342300*560108.140.070.380.960.07545.532259813300*560457.960.290.380.820.352727.67425+2259424300*460266.830.250.380.850.291856.4842519635300*4604.590.050.380.970.05320.082259817.1.2计算斜截面受剪梁斜截面设计:V64 计算结果如下：表7.2框架梁配筋表(斜截面设计)层次截面b×h0控制截面VM的绝对值最小配筋率﹪构造配筋(双肢箍)四层1支座加密区300*560129.06125.57701.40184.630.138@1002跨中非加密区300*56082.61701.40184.630.138@2003支座加密区300*560113.58136.42701.40184.630.138@1004支座加密区300*46058.0972.70576.15151.660.138@1005跨中非加密区300*46014.74576.15151.660.138@200三层1支座加密区300*560137.54219.01701.40184.630.138@1002跨中非加密区300*56067.63701.40184.630.138@2003支座加密区300*560135.22317.03701.40184.630.138@1004支座加密区300*460112.48137.68576.15151.660.138@1005跨中非加密区300*4601.51576.15151.660.138@200二层1支座加密区300*560165.34304.01701.40184.630.138@1002跨中非加密区300*56068.64701.40184.630.138@2003支座加密区300*560145.84421.33701.40184.630.138@1004支座加密区300*460158.71200.15576.15151.660.138@100300*4602.08576.15151.660.138@20064 5跨中非加密区一层1支座加密区300*560251.23524.99701.40184.630.138@1002跨中非加密区300*560108.14701.40184.630.138@2003支座加密区300*560225.13457.96701.40184.630.138@1004支座加密区300*460205.98266.83576.15151.660.138@1005跨中非加密区300*4604.59576.15151.660.138@2007.2柱的配筋计算7.2.1轴压比验算底层柱Nmax=1125.48kN轴压比满足轴压比计算结果如下：表7.3层次类别最不利内力轴压比μe0eieAs=选筋实配面积(mm2)MN四层A柱70.47184.590.02381.76401.76661.7618.42558.32416803.84B柱68.82216.940.03317.23337.23597.2321.65532.16414615.44三层A柱83.03441.160.05188.21208.21468.2144.00875.434181017.36B柱133.40510.330.06261.40281.40541.4050.93683.41416803.84二层A柱111.34699.520.08159.17179.17439.1769.81953.214181017.36B柱178.37801.910.12222.43242.43502.4380.03791.57416803.8464 一层A柱214.521041.960.12205.88225.88485.88103.991081.434201256.00B柱239.661125.480.16212.94232.94492.94112.32976.884181017.367.3楼板配筋因h/l=100/4500=0.022<1/8,板厚小于板短边边长的1/8~1/5,且板的挠度远小于板厚,按弹性理论计算。双向配筋，因短跨方向弯矩比长跨方向的大，故将短跨方向的跨中受拉钢筋放在外侧。屋面荷载：g+q/2=1.35×5.52+1.4×0.5/2=7.80kN/m2q/2=1.4×0.5/2=0.35KN/m2g＋ｑ＝1.35×5.52+1.4×0.5＝　8.15kN/m2楼面荷载：g+q/2=1.35×3.37+1.4×2/2=5.95kN/m2q/2=1.4×2/2=1.4KN/m2g＋ｑ＝1.35×3.37+1.4×2=7.35kN/m2采用C35混凝土，HRB400钢筋。表7.4区格项目ABCDEF2.74.52.74.63.32.764 4.66.74.56.76.73.30.590.670.600.690.490.824.094615.38247.31676.58395.36283.02563.46729.31375.19374.32173.92371.9032-4.2490-11.2075-4.2490-11.4311-6.6354-3.4774-4.2490-11.2075-4.2490-11.4311-6.6354-3.4774-3.0595-8.4986-3.0595-8.8494-4.5624-3.1077-3.0595-8.4986-3.0595-8.8494-4.5624-3.1077按弹性理论计算的弯矩值计算结果如下：表7.5项目截面h0mm）弯矩设计值（KN.m）As(mm2)配筋实际As（mm）跨中A区格l01方向803.28229.68@200251l02方向702.77231.38@200251B区格l01方向8012.31366.910@200393l02方向707.45213.88@200251C区格l01方向805.85248.58@200251l02方向704.15239.78@200251D区格l01方向805.27384.110@200393l02方向703.46217.48@200251E区格l01方向804.29247.68@20025164 l02方向703.14235.68@200251F区格l01方向802.42227.18@200251l02方向701.52248.68@200251支座A-A802.45249.88@200251A-B803.40519.910@150523A-C802.45237.48@200251C-D809.14518.210@150523B-B806.80750.912@150754B-D807.08752.212@150754B-E803.65749.312@150754E-F802.49276.68@180279A-F805.31243.38@20025164 8预算部分8.1单位估价书表8.1墙砌筑工程单位估价表墙砌筑工程单位估价表定额编号A3-18工程项目陶粒空心砌块砌块墙定额单位10m3序号项目单位数量单价合价（元）一人工费元641.40人工工日10.6960.00641.40二材料费元1915.06标准砖千块0.28380.00104.88陶粒空心砌块m39.21180.001657.80水泥32.5t0.21360.0074.88中砂t1.5630.0046.65生石灰t0.08290.0023.20水m31.535.007.65其他材料费元三机械费元16.94灰浆搅拌机200L台班0.16105.8516.94四地区基价元2573.40五定额基价元2573.0164 柱现浇混凝土工程单位估价表定额编号A4-16工程项目矩形柱定额单位10m3序号项目单位数量单价合价（元）一人工费元1272.60人工工日21.2160.001272.60二材料费元2037.20水泥32.5t3.36360.001208.16中砂t7.0130.00210.24碎石t13.3942.00562.25水m310.675.0053.35塑料薄膜m24.000.803.20三机械费元114.08灰浆搅拌机200L台班0.04105.854.23滚筒式混凝土搅拌机台班0.60151.1090.66混凝土振捣器（插入式）台班1.2415.4719.18四地区基价元3423.88五定额基价元3423.788.2柱现浇混凝土工程单位估价表64 8.3墙面抹灰工程单位估价表墙面抹灰工程单位估价表定额编号B2-4工程项目墙面抹灰定额单位100m3序号项目单位数量单价合价（元）一人工费元1238.30人工工日17.6970.001238.30二材料费元489.17水泥32.5t0.21360.0074.88中砂t3.7330.00111.78纸筋kg8.4710.0084.74水m32.725.0013.61生石灰t0.70290.00204.16三机械费元34.93灰浆搅拌机200L台班0.33105.8534.93四地区基价元1762.40五定额基价元1760.5364 8.4楼地面工程单位估价表楼地面工程单位估价表定额编号B1-85工程项目楼地面装修定额单位100m3序号项目单位数量单价合价（元）一人工费元2328.90人工工日33.2770.002328.90二材料费元10777.32水泥32.5t1.07360.00384.48中砂t4.8630.00145.71白水泥kg10.300.666.80水c3.575.0017.87花岗岩板㎡102.00100.0010200.00石料切割锯片片0.4218.897.93棉纱头kg15.835.83锯屑0.6014.508.70三机械费元126.05灰浆搅拌机200L台班0.38105.8540.22石料切割机台班2.0142.7085.83四地区基价元13232.27五定额基价元13231.3664 8.5梁面工程单位估价表梁面工程单位估价表定额编号B2-75工程项目梁面装修定额单位100m3序号项目单位数量单价合价（元）一人工费元1690.50人工工日24.1570.001690.50二材料费元463.47水泥32.5t0.96360.00344.52中砂t3.2830.0098.46水c4.105.0020.49三机械费元27.52灰浆搅拌机200L台班0.26105.8527.52四地区基价元2181.49五定额基价元2180.8764 8.6现浇梁单位估价表现浇梁单位估价表定额编号A4-20工程项目现浇梁定额单位序号项目单位数量单价合价（元）一人工费元900.60人工工日15.0160.00900.60二材料费元2022.61水泥32.5t3.25360.001170.00中砂t6.6930.00200.70碎石t13.6642.00573.72水m311.835.0059.15塑料薄膜m223.800.8019.04三机械费元112.71滚筒式混凝土搅拌机台班0.62151.1093.68混凝土振捣器（插入式）台班1.2315.4719.03四地区基价元3035.92五定额基价元3035.9264 8.7现浇板工程单位估价表现浇板工程单位估价表定额编号A4-35工程项目现浇板定额单位序号项目单位数量单价合价（元）一人工费元784.80人工工日13.0860.00784.80二材料费元2139.39水泥32.5t3.52360.001267.20中砂t6.9530.00208.50碎石t12.9742.00544.74水m314.695.0073.45塑料薄膜m256.880.8045.50三机械费元114.84滚筒式混凝土搅拌机台班0.62151.1093.68混凝土振捣器（插入式）台班0.6215.479.59混凝土振捣器（平板式）台班0.6218.6511.56四地区基价元3039.03五定额基价元3039.0364 8.8平整场地工程单位估价表平整场地工程单位估价表定额编号A1-39工程项目平整场地定额单位100m3序号项目单位数量单价合价（元）一人工费元142.88人工工日3.0447.00142.88二材料费元0.00三机械费元0.00四地区基价元142.88五定额基价元142.8864 8.9屋面防水工程单位估价表屋面防水工程单位估价表定额编号A7-41工程项目防水层定额单位100m3序号项目单位数量单价合价（元）一人工费元488.82人工工日8.1560.00488.82二材料费元4639.70石油沥青油毡t238.9604.00955.84二等方木t0.0212100.0044.10钢筋t0.0064450.0026.70粒沙t0.7483828.42烟煤t0.105750.0078.75石油沥青t0.66646003063.60滑石粉kg156.4920.578.25汽油kg36.1909.52344.53其他材料元19.5141.0019.51三机械费元0.31木工圆锯机台班0.0131.190.31四地区基价元5128.83五定额基价元5128.8364 8.10钢筋工程单位估价表钢筋工程单位估价表定额编号A4-330工程项目钢筋定额单位t序号项目单位数量单价合价（元）一人工费元799.86人工工日13.3360.00799.86二材料费元4444.39钢筋（直径10以内）t1.024290.004375.80镀锌铁丝22#kg10.246.7068.59三机械费元55.72电动卷扬机（单筒慢速50ｋＮ）台班0.337130.6844.04钢筋切断机（直径40）台班0.11249.845.58钢筋弯曲机（直径40）台班0.22527.096.10四地区基价元5299.97五定额基价元5299.9764 8.11钢筋工程单位估价表钢筋工程单位估价表定额编号A4-331工程项目钢筋定额单位t序号项目单位数量单价合价（元）一人工费元483.60人工工日8.0660.00483.60二材料费元4728.00钢筋（直径20以内）t1.044500.004680.00镀锌铁丝22#kg3.126.7020.90电焊条结422kg6.374.1426.37水m30.14550.73三机械费元145.87电动卷扬机（单筒慢速50ｋＮ）台班0.208130.6827.18钢筋切断机（直径40）台班0.10449.845.18钢筋弯曲机（直径40）台班0.21827.095.91直流弧焊机32kw台班0.383219.9884.25对焊机75kv.A台班0.094248.3423.34四地区基价元5357.46五定额基价元5357.478.12钢筋工程单位估价表64 钢筋工程单位估价表定额编号A4-332工程项目钢筋定额单位t序号项目单位数量单价合价（元）一人工费元331.98人工工日5.5360.00331.98二材料费元4672.87钢筋（直径20以外）t1.044450.004628.00镀锌铁丝22#kg1.376.709.20电焊条结422kg8.524.1435.26水m30.08150.41三机械费元104.37钢筋切断机（直径40）台班0.09449.844.68钢筋弯曲机（直径40）台班0.18727.095.07直流弧焊机32kw台班0.359219.9878.97对焊机75kv.A台班0.063248.3415.65四地区基价元5109.22五定额基价元5109.2264 8.2工程量计算书8.2.1土建工程量计算第2榀框架土建工程量计算表表5-13序号定额编号项目名称计算式计量单位工程量备注1A4-16柱0.6×0.6×(3.6×3+5.05)=5.61610m30.562A4-21梁0.3×0.6×6.6×2×+0.3×0.4×2.7=9.76810m30.983A3-18墙(含女儿墙)3.3×0.2×6.6×2×4+4.8×0.2×2×3.3×4=47.50810m34.7514A4-35板0.1×3.6×15.9×4=22.89610m32.2905A1-39平整场地3.6×15.9=57.24100m20.5726A7-41二毡三油带沙防水层3.6×15.9=57.24100m20.5727A4-332钢筋（直径20以外）681.432×2.98=2030.67kg=2.0306tt2.030664 柱一层L1=3.6-3.6/3+max(3.6/6,0.5,0.6)+37×18/1000=3.916m二、三层L2,3=3.6-0.6+max(3.6/6,0.5,0.6)+37×18/1000=3.666m四层A柱外侧：L=3.6-max(3.6/6,0.6,0.5)-0.6+1.5×0.3+37×18/1000=3.516m;A柱内侧：L=3.6-max(3.6/6,0.6,0.5)-0.6+0.3+37×18/1000=3.366m;B柱：L=3.366m柱纵筋总长L=3.666×4×12+3.666×4×12+3.516×2×12+3.336×2×12+3.336×4×12=21640.28m7A4-331钢筋（直径20以内）(44.415×2+2.64)×4×2.47=903.724kg=0.904t0.904梁AB跨D16：（6.6-0.5）/4×3+15×16/1000+6.6×6=45mBC跨D16:15×16/1000+2.1=2.3464 9A4-330钢筋（直径10以内）1079+749.683=1828.683kgt1.829柱箍筋d10(0.417×4+0.9)×(3.6/0.15+1)×4×4+（1.6+0.6×3/0.15×4×(0.47×4+0.9)=1215.045m1215.045×0.617=749.683kg梁d8[(0.57+0.27)×2+0.9]×[6.6×2/0.1+1]×4×0.5+[(0.27+0.17)×2+0.9)×[2.7/0.1+0.1]×4×0.5+[(0.37+0.17)×2+0.9]×[3.6/0.1+1]×2×4×0.5=1079kg64 8.22装修工程量计算式8.22装修工程量计算式工程名称：第页共页序号定额编号项目名称计算式计量单位工程量备注1B2-4—轴墙面抹灰(6.6-0.6×2)×2×2×(3.6×4-0.6×4)=300.96100㎡6.3362B1-85—楼地面(3.6-0.2)×(15.9-0.2×4)×4=215.36100㎡2.4683B2-75—梁面4×0.6×6.6×2×2+3.6×0.6×2×2×4×4+0.6×3.6×2×4×2=165.52100㎡1.62964 8.3工程预算汇总表8.15品框架建筑工程预（结）算汇总表定额分部分项单数定额价(元)地区价(元)其中编号工程名称位量基价定额合价基价地区合价单价人工费单价材料费单价机械费A3-18陶粒空心砌块墙10m36.3362573.0116302.592573.4016305.0460641.4012451915.06105.8516.94A4-16柱10m32.2823423.787813.073423.8817813.30601272.6437.82037.20272.4114.08A4-21梁(主次梁）10m35.2303035.9215877.863035.9215877.8660900.60437.82022.61166.57112.71A4-35板10m32.2563039.036856.053039.036856.0560784.80437.82139.39185.22114.84A1-39平整场地100m30.100142.8814.29142.8814.2947142.8800.0000.0064 A7-41二毡三油带沙防水层100m30.1005128.83512.885128.83512.8860488.8211953.024639.7031.190.31A4-331钢筋（直径20以内）t0.1075357.47573.255357.47573.2560483.604515.844728.00675.93145.87A4-332钢筋（直径20以外）t2.6425109.2213498.565109.2213498.5660331.984465.844672.87545.25104.37A4-330钢筋（直径10以内）t0.9525299.975045.575299.975045.5760799.864296.74444.39207.6155.72合计66494.1266496.804231.1012753.97358.878.16轴装饰工程预（结）算汇总表定额分部分项单数定额价(元)地区价(元)其中编号工程名称位量基价定额合价基价地区合价单价人工费单价材料费单价机械费B2-4—轴墙面抹灰100㎡6.3361760.5311154.721762.39611166.54701238.30695489.17105.8534.93B1-85—楼地面100㎡2.46813231.3632655.0013232.2732657.25702328.90534.8810777.32148.55126.05B2-75—梁面100㎡1.6292180.873552.642181.4913553.65701690.50395463.47105.8527.52合计47362.3547377.435257.7011729.96188.5064 64 8.4工程预算取费汇总表8.17品框架工程预（结）算汇总表序号费用名称取费基数基数费率%合价(元)(一)定额直接费定额基价之和66494.12(二)地区直接费地区基价之和66496.80(三)其他直接费3331.361安全、文明施工费（一）66494.120.03552360.542冬雨季施工费(一)66494.120.0106704.843夜间施工增加费(一)66494.120.0075498.714施工队伍进退场费(一)66494.120.021329.885施工辅助费(一)66494.120.012797.93(四)临设费(一)66494.120.015997.41(五)现场管理费(一)66494.120.0483191.72(六)直接工程费(二)+(三)+(四)+(五)74017.28174017.28(七)规费(一)+(三)+(四)+(五)74014.610.008592.12(八)企业管理费(一)+(三)+(四)+(五)74014.610.064440.88(九)利润(一)+(三)+(四)+(五)+(七)+(八)79047.600.075533.33（十）税金(六)+(七)+(八)+(九)84583.610.03482943.51（十一）建安费(六)+(七)+(八)+(九)+(十)087527.1264 8.18轴装饰工程预（结）算汇总表序号费用名称取费基数基数费率%合价(元)(一)定额直接费定额基价之和47362.35(二)地区直接费地区基价之和47377.43(三)其他直接费2372.851安全、文明施工费（一）47362.350.03551681.362冬雨季施工费(一)47362.350.0106502.043夜间施工增加费(一)47362.350.0075355.224施工队伍进退场费(一)47362.350.02947.255施工辅助费(一)47362.350.012568.35(四)临设费(一)47362.350.015710.44(五)现场管理费(一)47362.350.0482273.39(六)直接工程费(二)+(三)+(四)+(五)52734.12152734.12(七)规费(一)+(三)+(四)+(五)52719.030.008421.75(八)企业管理费(一)+(三)+(四)+(五)52719.030.063163.14(九)利润(一)+(三)+(四)+(五)+(七)+(八)56303.930.073941.27（十）税金(六)+(七)+(八)+(九)60260.280.03482097.06（十一）建安费(六)+(七)+(八)+(九)+(十)062357.348.5工程、装饰工程汇总书8.19汇总表预算总价汇总表表9-19序号单位工程名称金额（元）其中暂估价（元）安全文明施工费（元）规费（元）1建筑工程0.02729.191212546.626607964 2装饰工程47526.12172.764329683.7013849合计47526.14901.9555411230.327464预算总价（小写）：183547.9元（大写）：壹拾捌萬叁仟伍佰肆拾柒元柒角（签字或盖章）编制人：李辉(造价人员签字盖专用章)编制时间：2013年12月12日64 参考文献[1]GB50352-2005.民用建筑设计通则[S].北京：中国建筑工业出版社，2005.[2]GB/T50001-2010.房屋建筑制图统一标准[S].北京：中国建筑工业出版社，2010.[3]GB50016-2012.建筑设计防火规范[S].北京：中国建筑工业出版社，2012.[4]GB50010-2002.混凝土结构设计规范[5]GB50011－2001.建筑抗震设计规范[S].北京：中国建筑工业出版社，2001[6]GB50011-2001中华人民共和国建设部.《建筑抗震设计规范》.北京：中国建筑工业出版社，2002[7]GB50007-2002中华人民共和国建设部.《建筑地基基础设计规范》.北京：中国建筑工业出版社，2002[8]赵成文.《混凝土结构》.2005年8月第一版.大连.大连理工出版社.2005.1～246[9]王文栋,混凝土结构构造手册.北京：中国建筑工业出版社，2003[10]中国建筑标准设计研究院.04G101-3.《混凝土结构施工图》.北京.中国计划出版社.2006[11]颜宏亮.建筑结构设计[M].上海：同济大学出版社.1999.[12]王立雄.建筑节能[M].北京：中国建筑工业出版社，2004.[13]龙驭球包世华.结构力学基本教程第二版[M].北京：高等教育出版社.2006.12[14]熊丹安，杨志毅，肖贵泽.建筑抗震设计简明教程[M].广州：华南理工大学出版社.2006.7[15]东南大学，同济大学，天津大学合编.混凝土结构设计原理（第五版）[M].北京：中国建筑工业出版社.2012[16]东南大学，同济大学，天津大学合编.混凝土结构设计与砌体（第五版）[M].北京：中国建筑工业出版社.201264'