六层砖混结构住宅楼全套图纸及计算书

工程设计计算书工程名称：社区居委会拆迁安置楼2#设计编号：专业：结构设计计算：校对：审核：二零零五年十月目录TOC\o"1-3"\u一、荷载统计4恒、活荷载41.屋面荷载41)平屋面h=120mm42)坡屋面h=120mm42.楼面荷载41)客厅餐厅卧室阁楼h=100mm42)南阳台h=100mm53.楼梯间楼面荷载（踏步尺寸280×156）5二.风荷载6二、基础设计61.基础顶荷载标准值62、基础荷载统计及截面设计93.基础配筋计算9三、现浇楼板配筋计算101.3.6m×5.1m102.3.6m×4.2m103.3.3m×5.1m114.3.9m×5.1m115.4.2m×5.1m116.3.9m×4.2m12四、结构梁配筋计算12一）、储藏室~五层121.L01:b×h=150×250122.L02:b×h=150×130133.L03:b×h=150×130134.L04:b×h=240×300135.L05:b×h=240×300136.L06:b×h=240×300147．LL01:b×h=240×300148．XL01:b×h=240×30015二）、六层151.L01:b×h=150×250152.L02:b×h=200×300153.L03:b×h=150×300164.L04:b×h=200×300165.L05:b×h=240×300176.L06:b×h=240×300177.L07:b×h=240×300178.L08:b×h=150×250179．LL01:b×h=240×3001810．LL02:b×h=240×3001811．XL01:b×h=240×30018五、墙体验算18一）.高厚比验算181）储藏室19eq\o\ac(○,1)外纵墙：19eq\o\ac(○,2)内纵墙：19eq\o\ac(○,3)内横墙：19eq\o\ac(○,4).自承重墙验算h=120mm192）一~五层19eq\o\ac(○,1)外纵墙：19eq\o\ac(○,2)内纵墙：20eq\o\ac(○,3)内横墙20eq\o\ac(○,4).自承重墙验算h=120mm203）六层20eq\o\ac(○,1)外纵墙：20二）.墙体受压计算201.一层212.地下室21三）.砌体局部受压计算24六、楼梯计算251.楼梯板252.平台板253.平台梁26七.雨蓬计算: 26（一）雨蓬板26（二）雨蓬梁27抗弯计算27(三)雨蓬的抗倾覆验算28八.抗震验算29一、荷载统计恒、活荷载1.屋面荷载1)平屋面h=120mm20厚1：3水泥砂浆找平层20×0.02=0.40KN/㎡高聚物改性沥青防水卷材0.50KN/㎡30mm厚1:3水泥砂浆Φ4@200双向配筋25×0.03=0.75KN/㎡35厚无溶剂聚氨硬泡保温层4×0.035=0.14KN/㎡1:8水泥膨胀珍珠岩找坡2%最小40厚2.5×(0.04+4.2×0.02/2)=0.21KN/㎡120厚钢筋混凝土板25×0.12=3.0KN/㎡涂料顶棚0.5KN/㎡屋面恒荷载合计gk=5.5KN/㎡取5.5KN/㎡屋面活载qk=0.5KN/㎡屋面荷载：5.5+0.5=6.0KN/㎡屋面荷载设计值5.5×1.2+0.5×1.4=7.3KN/㎡2)坡屋面h=120mm水泥挂瓦条挂机制瓦0.55KN/㎡40mm厚C15细石混凝土配钢筋网1.00KN/㎡防水卷材0.40KN/㎡20厚1：3水泥砂浆找平层0.40KN/㎡35厚无溶剂聚氨硬泡保温层0.14KN/㎡120厚钢筋混凝土板3.00KN/㎡涂料顶棚0.50KN/㎡屋面恒荷载合计gk=5.99KN/㎡取6.0KN/㎡屋面活载qk=0.5KN/㎡屋面荷载：6.0+0.5=6.5KN/㎡屋面荷载设计值6×1.2+0.5×1.4=7.9KN/㎡2.楼面荷载客厅餐厅卧室阁楼h=100mm50mm厚C20细石混凝土面层24×0.05=1.2KN/㎡100厚钢筋混凝土板25×0.1=2.5KN/㎡涂料顶棚0.5KN/㎡楼面荷载合计：gk=4.2KN/㎡楼面活载qk=2.0KN/㎡楼面荷载：4.2+2=6.2KN/㎡楼面荷载设计值4.2×1.2+2.0×1.4=7.84KN/㎡南阳台h=100mm25mm厚1:2.5水泥砂浆面层20×0.025=0.5KN/㎡100厚钢筋混凝土板25×0.1=2.5KN/㎡涂料顶棚0.5KN/㎡楼面荷载合计：gk=3.5KN/㎡楼面活载qk=2.0KN/㎡楼面荷载：3.5+2=5.5KN/㎡楼面荷载设计值3.5×1.2+2.0×1.4=7KN/㎡3）客厅卧室大房间h=120mm50mm厚C20细石混凝土面层24×0.05=1.2KN/㎡楼面恒荷载：25×0.12=3.0KN/㎡涂料顶棚0.5KN/㎡楼面荷载合计：gk=4.7KN/㎡楼面活载：qk=2.0KN/㎡楼面荷载：4.7+2.0=6.7KN/㎡楼面荷载设计4.7×1.2+2.0×1.4=8.44KN/㎡4）厨房卫生间h=80mm5mm厚水泥砂浆贴10mm厚300×300防滑地砖0.34KN/㎡20mm水泥砂浆面层20×0.02=0.4KN/㎡1:3水泥砂浆找坡最低30mm厚20×(0.03+2.7×0.01/2)=0.87KN/㎡防水层0.4KN/㎡15厚1:3水泥砂浆找平20×0.015=0.3KN/㎡楼面恒荷载：25×0.08=2.0KN/㎡涂料顶棚0.5KN/㎡楼面荷载合计：gk=4.81KN/㎡取4.85KN/㎡楼面活载：qk=2.0KN/㎡楼面荷载：4.85+2.0=6.85KN/㎡楼面荷载设计4.85×1.2+2.0×1.4=8.62KN/㎡3.楼梯间楼面荷载（踏步尺寸280×156）tgа=156/280=0.557、cosа=0.874,设楼梯板厚h=100mm5厚胶粘剂贴20厚大理石板（0.28+0.156）×0.66/0.28=1.03KN/㎡20厚1:2水泥砂浆找平层(0.28+0.156)×20×0.02/0.28=0.62KN/㎡三角形踏步1/2×0.28×0.1566×25/0..28=1..95KNN/㎡斜板0..1×25/0..874=22.86KNN/㎡涂料顶棚：00.5/0..874=00.57KKN/㎡楼梯间楼面荷载合合计gk=7.033KN/㎡取7.05KKN/㎡楼面活载qk=2.0KN/㎡楼面荷载：77.05+22=9.055KN/㎡楼面荷载设计值7.05××1.2+22.0×1.4=111.26KN/㎡双面粉刷的2400mm厚砖墙自自重为5.24KN/㎡；双面粉粉刷的3700mm厚砖墙自自重为7.62KN/㎡；门窗自重为0.55KN/㎡。恒荷载载分项系数为为1.2；活荷载分分项系数为1.4。二.风荷载风压标准值计算公公式：w=βzμsμzw0因结构高度H=119.05〈30m，可取取βz=1.0，对于矩形形平面μs=1.3，μz可查荷载规规范，将风荷荷载换算成沿沿楼层高均布布风荷载设计计值，由风荷荷载引起的弯弯矩M=qHi2/12;计算过程如下：风荷载计算层次βzμszμzw0wqyM71.01.317.81.200.60.9360.8580.5661.01.3151.140.60.8890.8580.5651.01.312.21.060.60.8270.8580.5641.01.39.41.00.60.780.8580.5631.01.36.61.00.60.780.8580.5621.01.33.81.00.60.780.8580.5611.01.31.01.00.60.780.8580.07二、基础设计1.基础顶荷载标准值值Q1（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,1)）:按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×5.1=8..29KNN/m顶层墙自重:55.24×(0.9+22.7/2))=11.779KN/mm一~六层楼面传:(44.2+2..0)×1/4×5.1×6=47..43KN//m一~六层墙体自重：5..24×2.8×6=88..03KNN/m底层楼面传来：((4.2+22.0)×1/4×5.1=77.91KKN/m底层墙自重：7.62××2.2=116.76KN/m小计：gk=1180.211KN/mmQ2（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,2)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×(5.1+55.1)=116.58KN/m顶层墙自重:55.24×(0.9+22.7/2))=11.779KN/mm一~六层楼面传:(44.2+2..0)×1/4×(5.1+55.1)×6=94..86KN//m一~六层墙体自重：5..24×2.8×6=88..03KNN/m底层楼面传来：((4.2+22.0)×1/4×(5.1+55.1)=115.82KN/m底层墙自重：5.24××2.2=111.53KN/m小计：gk=2338.61KKN/mQ3（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,6)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(5..5+0.55)×1/4×(5.1+55.1)=115.30KN/m顶层墙自重:5.244×2.4=112.58KKN/m一~六层楼面传:[(4..2+2.00)×1/4×5.1+((4.7+22.0)×5.1×1/4]×6=98..69KN//m一~六层墙体自重：5..24×2.8×6=88..03KNN/m底层楼面传来：((4.2+22.0)×1/4×5.1+((4.7+22.0)×1/4×5.1=116.45KN/m底层墙自重：5.24××2.2=111.53KN/m小计：gk==242.558KN//mQ4（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,9)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×(4.5+44.5)=114.63KN/m顶层墙自重:5.24××(0.9+22.7/2))=11.779KN/mm一~六层楼面传:((4.2+22.0)×1/4×(4.5+44.5)×6=83..70KN//m一~六层墙体自重：55.24×2.8×6=88..03KNN/m底层楼面传来：((4.2+22.0)×1/4×(4.5+44.5)=113.95KN/m底层墙自重：5.244×2.2=111.53KN/m小计：gk=2223.633KN/mmQ5（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,12)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×(5.1+55.1)=116.58KN/m顶层墙自重:5.24××(0.9+22.7/2))=11.779KN/mm一~六层楼面传:(44.7+2..0)×1/4×(5.1+55.1)×6=1022.51KNN/m一~六层墙体自重：55.24×2.8×6=88..03KNN/m底层楼面传来：((4.7+22.0)×1/4×(5.1+55.1)=117.09KN/m底层墙自重：5.244×2.2=111.53KN/m小计：gk==247.553KN/mmQ6（eq\o\ac(○,C)～eq\o\ac(○,E))/eq\o\ac(○,5)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×3.5+((6.0+00.5)×1/2×2.6=144.14KNN/m顶层墙自重:5.244×2.25==11.799KN/m一~六层楼面传:((4.85++2.0)××1/4×3.5×6+(7..05+2..0)×1/2×2.6×5+(4.2+2..0)×1/2×2.6=1102.855KN/m一~六层墙体自重：((5.24××2.8××2.1×0.5)÷5.7×6=86..93KNN/m底层楼面传来：((4.85++2.0)××1/4×3.5+((7.05++2.0)××1/2×2.6=117.76KN/m底层墙自重：5..24×2.2=111.53KKN/m小计：gk==245KNN/mQ7（eq\o\ac(○,6)～eq\o\ac(○,8))/eq\o\ac(○,A)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(5..5+0.55)×1/4×4.2=6..3KN//m顶层墙自重:(5..24×4.2××2.4×0.5)÷4.2=111.80KKN/m一~六层楼面传:(44.7+2..0)×1/4×4.2×6+(3..5+2.00)×1/2×1.5×5=62..84KN//m一~六层墙体自重：(5.244×2.8××2.4×0.5)÷4.2×6=83..40KNN/m底层楼面传来：(4.7++2.0)××1/4×4.2+((3.5+22.0)×1/2×1.5=111.16KN/m底层墙自重：77.62×2.2=116.76KKN/m小计：gk==192.226KN/mmQ8（eq\o\ac(○,8)～eq\o\ac(○,9))/eq\o\ac(○,A)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×3.9=6..3KN//m顶层墙自重:(55.24×3.9××1.8×0.5)÷3.9=111.30KKN/m一~六层楼面传:(4.22+2.0))×1/4×3.9×6=36..27KN//m一~六层墙体自重：(5.224×2.8××1.8×0.5)÷3.9×6=85..12KNN/m底层楼面传来：((4.2+22.0)×1/4×3.9=66.05KKN/m底层墙自重：77.62×2.2=116.76KKN/m小计：gk==161.880KN/mmQ9（eq\o\ac(○,3)～eq\o\ac(○,5))/eq\o\ac(○,E)）按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(66.0+0..5)×1/4×3.5=5..69KNN/m顶层墙自重:(5.244×3.9××1.5×0.5)÷3.5=111.40KKN/m一~六层楼面传:(4.885+2.00)×1/4×3.5×6=35..96KN//m一~六层墙体自重：(5..24×2.8××1.5×0.5)÷3.9×6=85..96KN//m底层楼面传来：((4.85++2.0)××1/4×3.5=55.99KKN/m底层墙自重：7.62××2.2=116.76KKN/m小计：gk==163.883KN/mm2、基础荷载统计及及截面设计由地质报告，faak=800kpaa及fak=1600kppa,取基础础埋深分别为为d=1.2mm及d=0.6mm根据各墙体底部内内力及F/(f-rd))公式，条形形基础取1m宽度计算得得各基础的截截面尺寸如下下：Q1（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,1)）gk=1800.21KKN/mb>180..21/800=0.225取b=600mmQ2（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,2)）gk=238.61KNN/mb>>238.661/800=0..298取b=600mmQ3（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,6)）gk=242.588KN/mmb>2442.58//800=0.30取b=600mmmQ4（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,9)）：gk=223.633KN/mmb>2223.63//1600=00.140取b=600mmQ5（eq\o\ac(○,A)～eq\o\ac(○,C))/eq\o\ac(○,12)）：：gk=247.533KN/mb>2447.53//800=0.31取b=600mmmQ6（eq\o\ac(○,C)～eq\o\ac(○,E))/eq\o\ac(○,5)）：gk=245KN//mb>2445/800=0.31取b=600mmQ7（eq\o\ac(○,6)～eq\o\ac(○,8))/eq\o\ac(○,A)）:gk=192.266KN/mb>192..26/800=0.24取b=600mmmQ8（eq\o\ac(○,8)～eq\o\ac(○,9))/eq\o\ac(○,A)）：gk=161.800KN/mb>161..80/800=0.2取b=600mmmQ9（eq\o\ac(○,3)～eq\o\ac(○,5))/eq\o\ac(○,E)）gk=163.833KN/mb>163.833/800=0..20取b=600mmm3.基础配筋计算算按荷载基本组合统统计设计值：：L=a’=1m,a1=b11采用C25,,as=40,h0=h-401-1:F=192.26KNN/mbb=600mmmM=22.20KNN·MG=γmAd=20×0..6×1.22=14.44KNNb=F+G=14.4+1992.26==206.666KNPKmax=Nb/AA+M/W=206.666/0.66+2.200×6/0.66×1.02=344.443+22==458.555<8000KpaPmax=N/A++M/W=2258.333/0.6++2.20××1.25×6/0.66×1.02=430..54+277.5=4558.04Pmin=N/A-MM×1.255×6/0.66×1.02=430..54-277.5=4003.04P=（1-a/b）Pmmax+aPmin/b==(1-0..18/0..6)×458.004+0.118×403.004/0.66=320..63+1220.92==441.554M=1/12×a112[(2l+a’)(Pmax+P-2G/A)+(Pmax-P)l]=1/12×0..182[(2×11+1)×((458.004+441.554-2×114.4/00.6)+((458.004-4411.54)××1]=6.9KN·MAs=M/0.9fyh00=6.9×1006/(0.99×300××260)==98.299*㎜2根据构造要求选用用φ10@2002-2:F=247.53KNN/mbb=600mmmG=γmAd=20×0..6×1.22=14.44KNNb=F+G=14.4+2447.53==261.993KNP=N/A=327.41/00.6=5446.55M=1/12×a112[(2l+a’)(Pmax+P-2G/A)+(Pmax-P)l]=1/12×0..182[(2×11+1)×((546.555×2-2×144.4/0..6)]=2.82KN·MMAs=M/0.9fyh00=2.82×1106/(0.99×300××260)==40.20㎜2根据构造要求选用用φ10@200三、现浇楼板配筋筋计算虚线所示为简支端端，为固定端，C200HRBB400,各主要板块块计算配筋如如下1.3.66m×5.1meq\o\ac(○,1)～eq\o\ac(○,2))/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=7.884KN/mm2h=100㎜L01/L02=（3.6-00.24）/（5.1-00.24）=0.699<2PL02=7..84×3.362=88.51KKN·MMX=(0.04911+0.2××0.01444)×88.511=4.600KN·M选用φ8@200AS=2551㎜2MY=(0.01444+0.2××0.04991)×88.511=2.144KN·M选用φ8@200AS=2551㎜2MX0=0.1094××88.511=9.699KN·MAS=368.449㎜2选用φ8@150AS=3335㎜22.3.66m×4.2meq\o\ac(○,1)～eq\o\ac(○,2))/eq\o\ac(○,D)～eq\o\ac(○,E)P=g+q=7.884KN/mm2h=100㎜L01/L02=（3.6-00.24）/（4.2-00.24）=0.855<2PL02=7..84×3.362=88.51KKN·MMX=(0.04+00.2×0.02004)×88.511=3.900KN·M选用φ8@200AS=2551㎜2MY=(0.02044+0.2××0.04))×88.511=2.511KN·M选用φ8@200AS=2551㎜2MX0=0.0965××88.511=8.544KN·MAS=320.990㎜2选用φ8@150AS=3335㎜23.3.33m×5.1meq\o\ac(○,2)～eq\o\ac(○,4))/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=7.884KN/mm2h=100㎜L01/L02=（3.3-00.24）/（5.1-00.24）=0.633<2PL02=7..84×3.062=73.41KKN·MMX=(0.03966+0.2××0.00551)×73.411=2.988KN·M选用φ8@200AS=2551㎜2MY=(0.00511+0.2××0.03996)×73.411=0.966KN·M选用φ8@200AS=2551㎜2MX0=0.0829××73.411=6.099KN·MAS=223.226㎜2选用φ8@150AS=3335㎜24.3.99m×5.1meq\o\ac(○,4)～eq\o\ac(○,6))/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=7.884KN/mm2h=100㎜C220HRRB400L01/L02=（3.9-00.24）/（5.1-00.24）=0.755<2PL02=7..84×3.662=105.02KN·MMX=(0.03666+0.2××0.00888)×105.002=4.003KN·MM选用φ8@200AS=2551㎜2MY=(0.00888+0.2××0.03666)×105.002=1.669KN·MM选用φ8@200AS=2551㎜2MX0=0.0799××105.002=8.339KN·MMAS=314.775㎜2选用φ8@150AS=3335㎜25.4.22m×5.1meq\o\ac(○,6)～eq\o\ac(○,8))/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=8.444KN/mm2h=120㎜C220HRRB400L01/L02=（4.2-00.24）/（5.1-00.24）=0.811<2PL02=8..44×3.962=132.35KN·MMX=(0.03499+0.2××0.01006)×132.335=4.990KN·MM选用φ8@200AS=2551㎜2MY=(0.01066+0.2××0.03449)×132.335=2.333KN·MM选用φ8@200AS=2551㎜2MX0=0.0778××132.335=10..30KN··MAS=394.112㎜2选用φ8@100AS=5003㎜26.3.99m×4.2meq\o\ac(○,8)～eq\o\ac(○,9))/eq\o\ac(○,A)～eq\o\ac(○,B)P=g+q=7.884KN/mm2h=100㎜C220HRRB400L01/L02=（3.9-00.24）/（4.2-00.24）=0.922<2PL02=7..84×3.662=105.02KN·MMX=(0.03122+0.2××0.01338)×105.002=4.886KN·MM选用φ8@200AS=2551㎜2MY=(0.01388+0.2××0.03112)×105.002=2.110KN·MM选用φ8@200AS=2551㎜2MX0=0.0734××105.002=7.771KN·MMAS=287.2㎜2选用φ8@150AS=3335㎜2四、结构梁配筋计计算一）、储藏室~五五层C20HRBB335as=30㎜根据据前面计算结结果取设计值值计算：1.L01:b×h=1150×250梁自重：1.2××25×0.15×0.25++20×0.02×[0.155+2×（0.25--0.1）]=1.31KN//m墙体重：1.2××22×0.12×(2.8-00.25)==8.08KKN/m梯板传：（1.22×4.2+11.4×2.0）×1.4×1/2=55.49KNN/m井道传：(1.22×4.2+11.4×2.0)×0.42//2=1.665KN/mmq=16.53KN/mMmax=1/8qql2=1/8×16.533×2.62=13.997KN·MMαs=M/fcmbh02=113.97××106/(9.6×150×2102)=0.222γs=(1+(1--2αs)1/2)//2=0.8874As=M/γsfyyho=13.977×106/(0..874×3000×210)==253.666㎜2选用2φ14As=308㎜22.L02:bb×h=1500×130为暗梁，根据构造造配筋3.L03:b×h=1150×130为暗梁，根据构造造配筋4.L04:b×h=2240×300梁自重：1.2××25×0.24×0.3+220×0.02×[0.244+2×（0.3-00.1）]=2.442KN/mm楼板传：（1.22×4.2+11.4×2.0）×（3.5+33.9）×1/4=114.50KKN/mq=16.92KKN/mMmax=1/8qql2=1/8×16.922×2.62=14.330KN·MMαs=M/fcmbh02=114.30××106/(9.6×240×2602)=0.0992γs=(1+(1--2αs)1/2)//2=0.9952As=M/γsfyyho=14.300×106/(0..952×3000×260)==192.558㎜2选用2φ14As=3088㎜25.L05:b×h=2240×300梁自重：1.2××25×0.24×0.3+220×0.02×[0.244+2×（0.3-00.1）]=2.442KN/mm墙自重：1.2××（22×0.12×2.5××2.1×0.5）÷1.2=66.98（左侧有）楼板传：q1=（1.2×4.2+11.4×2.0）×3.6×1/4=77.06KNN/mq2左=（1.2×4.2++1.4×2.0）×1.5×1/2=55.88KNN/mq2右=（1.2×4.2++1.4×2.0）×2.4×1/4=44.70KNN/mq左=22.34KKN/mq右=14.118KN/mmL01传集中力：：L01自重：1.31KKN/mL01上墙自重：：1.2×22×0.12×2.55==8.08楼板传L01：（1.2×4.2+11.4×2.0）×1.5×//4=22.94KNN/mp=(1.311+8.088+2.944)×1.5×1/2=99.25KNNRA=[1/2×14.118×2.42+9.25×2.4+222.34××1.2×(0.6+22.4)]//3.6=39.855KNRB=1.2×22.334+9.225+14..18×2.4-RRA=30..24KN当V=0或最小时M最最大，令V=0处距B支座x，则30.244-14.188x=0,得x=2.13Mmax=30.224×2.13--1/2×14.188×2.132=32.224KN··Mαs=M/fcmbh02=3322400000/(99.6×2440×2602)=0.2207γs=(1+(1-2αs)1/2)//2=0.8883As=M/γsfyyho=322400000/00.883×3000×260=468选用3φ18Ass=763㎜26.L06:b×h=2240×300梁自重：1.2××25×0.24×0.3+220×0.02×[0.244+2×（0.3-00.1）]=2.442KN/mm楼板传：q1=（1.2×4.7+11.4×2.0）×2.1×1/4=44.43KNN/mq2左=（1.2×4.7++1.4×2.0）×5.1×1/4=110.76KKN/mq2右=（1.2×4.2++1.4×2.0）×3.6×1/4=77.06KNN/mq左=17.61KKN/mq右=13.991KN/mmL04传集中力：：L04自重：2.42KKN/m楼板传L04：（1.2×4.2+11.4×2.0）×2.9×1/4+((1.2×4.7+11.4×2.0)×4.2×1/4=114.55KKN/mp=(2.422+14.555)×2.9×1/2=224.61KKNRA=[1/2×13.991×0.722+24.611×0.72++17.611×0.6×(0.3+00.72)]]/1.32=24.322KNRB=0.6×17.661+24..61+133.91×0.72--RA=20..87KN当V=0或最小时M最最大，令V=0处距A支座x，则24.32-177.61×-13.991(x-0.6))=0,得x<0,则V最小处为x=0.6，此时Mmax=24..32××0.6×0.6×1/2=111.42KKN·Mαs=M/fcmbh02=1114200000/(99.6×2440×2602)=0.0073γs=(1+(1-2αs)1/2)//2=0.9962As=M/γsfyyho=114200000/00.962×3000×260=152..19选用2φ16Ass=402㎜27．LL01:bb×h=2440×300梁自重：1.2××25×0.24×0.3+220×0.02×[0.244+2×（0.3-00.1）]=2.442KN/mm楼板传：（1.22×3.5+11.4×2.0）×1.5×1/2=55.25KNN/mq=7.67KNN/mMmax=1/111ql2=1/11×7.67×3.92=10.611KN·Mαs=M/fcmbh02=110.61×1106/(9.6×240×2602)=0.0668γs=(1+(1--2αs)1/2)//2=0.9965As=M/γsfyyho=10.61×1106/(0..965×3000×260)==140.996㎜2选用2φ14As=308㎜28．XL01:b×hh=240××300梁自重：1.2××25×0.24×0.3+220×0.02×[0.244+2×（0.3-00.1）]=2.442KN/mmLL01传来集中中力：p=1/22×7.67×3.9=114.96KKNMmax=1/2qql2+pl=11/2×2.42×1.52+14.996×1.5=225.16KKN·Mαs=M/fcmbh02=2251600000/(99.6×2440×2602)=0.1162γs=(1+(1--2αs)1/2)//2=0.9911As=M/γsfyyho=251600000/00.911×3000×260=353选用3φ18AAs=763㎜2二）、六层C20HRBB335as=30㎜1.L01:bb×h=1550×250梁自重：1.2××25×0.15×0.25++20×0.02×[0.155+2×（0.25--0.1）]=1.331KN/mm楼板传：（1.22×4.85++1.4×2.0）×2.9×1/4=66.25KNN/mL06传集中力pp1:L06自重：2..42KN//m楼板传L06：qq1=（1.2×4.2+11.4×2.0）×0.9×1/2=33.53KNN/mq2左=3.53KN//mq2右=（1.2×4.2++1.4×2.0）×0.86×1/2+33.53=66.9KN//mp1=[1/2×66.9×1.52+3.533×0.9×(0.9/22+1.5))]/2.44=5.822KNp2=6.9×1.55+3.533×0.9-55.82=77.71KNNq=1.31+66.25=77.56KNN/mpp1=5.882KNRA=[1/2×7.566×2.92+5.82×2.0)]]/2.9=14.988KNRB=7.56×2.99+5.822-RA=12..76KN当V=0或最小时M最最大，令V=0处距B支座x，则7.56x=122.76,得x=1.669，此时Mmax=12..76××1/2×1.692=10.777KN·MMαs=M/fcmbh02=1107700000/(99.6×1550×2102)=0.1170γs=(1+(1-2αs)1/2)//2=0.9906As=M/γsfyyho=107700000/00.906×3000×210=188..59选用3φ14Ass=461㎜22.L02:b×hh=200×300梁自重：1.2××25×0.20×0.30++20×0.02×[0.200+2×（0.30--0.1）]=2.004KN/mm楼板传：（1.22×4.7+11.4×2.0）×（2.9/44+1.2//2）=11.118KN/mm由前知，L06传传集中力p2=6.9×1.5+33.53×0.9-55.82=77.71KNNq=2.04+111.18==13.222KN/mp1=7.771KNRA=[1/2×13.222×2.92+7.71×2.0)]]/2.9=24.499KNRB=13.22×2..9+7.771-RA=21..56KN当V=0或最小时M最最大，令V=0处距B支座x，则13.22x=221.56,,得x=1.663，此时Mmax=21..56××1/2×1.632=17.558KN·MMαs=M/fcmbh02=1175800000/(99.6×2000×2602)=0.1135γs=(1+(1-2αs)1/2)//2=0.9927As=M/γsfyyho=175800000/00.927×3000×210=243..08选用4φ16Ass=804㎜23.L03:b×hh=150×300梁自重：1.2××25×0.15×0.3+220×0.02×[0.155+2×（0.3-00.1）]=1.557KN/mm楼板传：（1.22×4.85++1.4×2.0）×3.5×1/4=77.54KNN/mL06传集中力pp1:L06自重：2..42KN//m楼板传L06：qq1=（1.2×4.2+11.4×2.0）×0.9×1/2=33.53KNN/mq2左=3.53KN//mq2右=（1.2×4.2++1.4×2.0）×1.46×1/2+33.53=99.25KNN/mp1=[1/2×99.25×1.082+3.533×0.9×(0.9/22+1..008)]/11.98=55.18KNNp2=9.25×1..08+3..53×0.9-55.18=77.99KNNq=1.57+77.54=99.11KNN/mpp1=5.118KNRA=[1/2×9.111×2.92+5.18×2.6)]]/3.5=14.799KNRB=9.11×3.55+5.188-RA=22..28KN当V=0或最小时M最最大，令V=0处距B支座x，则9.11x=222.28,得x=2.445，此时Mmax=22..28××1/2×2.452=27.224KN·MMαs=M/fcmbh02=2272400000/(99.6×1550×2602)=0.2280γs=(1+(1-2αs)1/2)//2=0.8832As=M/γsfyyho=272400000/00.832×3000×260=419..86选用3φ18Ass=763㎜24.L04:b×hh=200×300梁自重：1.2××25×0.20×0.30++20×0.02×[0.200+2×（0.30--0.1）]=2.004KN/mm楼板传：（1.22×4.7+11.4×2.0）×（2.6/44+1.622/2）=12.332KN/mm由前知，L06传传集中力p2=7.999KNq=2.04+112.32==14.366KN/mp2=7.999KNRA=[1/2×14.336×3.52+7.99×2.6)]]/3.5=31.077KNRB=14.36×3..5+7.999-RA=27..18KN当V=0或最小时M最最大，令V=0处距A支座x，则14.36x=227.18,,得x=1.889，此时Mmax=27..18××1/2×1.892=25.772KN·MMαs=M/fcmbh02=2257200000/(99.6×2000×2602)=0.1198γs=(1+(1-2αs)1/2)//2=0.8888As=M/γsfyyho=257200000/00.888×3000×260=371..13选用4φ18Ass=1017㎜25.L05:b×h=2240×300同前1~5层。6.L06:b××h=240×300由前知，L06上上荷载q2左=3.53KN//mq2右=9.25KN//mRA=[3.53×0..9×（0.9/22+1.088）+1/2×9.25×1.082)]/1.98=5.18KNNRB=3.53×0.99+9.255×1.08--RA=7.999KN当V=0或最小时M最最大，令V=0处距A支座x，则9.25x=7..99,得x=0.886，此时Mmax=7.999××1/2×0.862=3.455KN·Mαs=M/fcmbh02=334500000/(9..6×200×2602)=0.0027γs=(1+(1-2αs)1/2)//2=0.9987As=M/γsfyyho=34500000/0.9987×3000×260=44.883选用3φ16Ass=603㎜27.L07:b××h=240×300按简支梁承受均布布荷载计算梁自重：1.2××25×0.24×0.3+220×0.02×[0.244+2×（0.3-00.1）]=2.442KN/mm楼板传：（1.22×4.7+11.4×2.0）×6.3×1/4+（1.2×4.2+11.4×2.0）×2.1×1/4=117.41KKN/mq=19.83KKN/mMmax=1/8qql2=1/8×19.833×1.322=4.322KN·Mαs=M/fcmbh02=44.32×1106/(9.6×240×2602)=0.0228γs=(1+(1--2αs)1/2)//2=0.9986As=M/γsfyyho=3.79××106/(0..988×3000×260)==56.17㎜2选用2φ14As=308㎜28.L08:b××h=150×250按简支梁承受均布布荷载计算梁自重：1.2××25×0.15×0.25++20×0.02×[0.155+2×（0.25--0.1）]=1.331KN/mm墙体重：1.2××22×0.12×(2.8-00.25)==8.08KKN/m楼板传：（1.22×4.2+11.4×2.0）×2.1×1/4+（1.2×4.85++1.4×2.0）×2.1×1//4==8.64KKN/mq=18.03KN/mMmax=1/8qql2=1/8×18.033×2.12=9.944KN·Mαs=M/fcmbh02=99.94×1106/(9.6×150×2102)=0.1557γs=(1+(1--2αs)1/2)//2=0.9914As=M/γsfyyho=9.94××106/(0..914×3000×210)==172.555㎜2选用2φ14As=308㎜29．LL01:bb×h=2440×300梁自重：1.2××25×0.24×0.3+220×0.02×[0.244+2×（0.3-00.1）]=2.442KN/mm楼板传：（1.22×3.5+11.4×2.0）×1.5×1/2+(11.2×4.7+11.4×2.0)×4.2/44=14.111KN/m梁上墙体重：1..2×（5.24×4.2××1.3×0.5）÷4.2=114.55KKN/mq=31.08KKN/m梁上集中力：p==1.2×25×0.24×0.24×2.4=44.15KNNMmax=1/111ql2+pl=1/11×31.088×4.22+4.155×0.7=52.755KN·Mαs=M/fcmbh02=552.75××106/(9.6×240×2602)=0.3339γs=(1+(1--2αs)1/2)//2=0.7784As=M/γsfyyho=52.755×106/(0..7845×3300×2660)=8662.57㎜㎜2选用4φ20As=12566㎜210．LL02::b×hh=240××300同前1~5层LL011.11．XL01::b×h==240×3300同前1~5层XL011.五、墙体验算一）.高厚比验算储藏室层砂浆强度度等级为M10，[β]=26；一、六层层砂浆强度等等级为M7..5，[β]=26，其他层砂浆强度等等级为M5，[β]=24，根据β=H0/h≤μ11μ2[β]取较不利墙墙体即高度较较高、洞口较较大的承重墙墙体计算：1）储藏室eq\o\ac(○,1)外纵墙：：[β]=26，μ1==1.0，μC=1+γbc/l=1+1.55×0.244/3.9=1.09μ2=1-0.4bss/s=1-0..4×1.22/3.9==0.88H0=0.4s++0.2H=0.4×3.9+00.2×2.19=2.0,H0/h=2.0/0.377=5.411<1.09×0.88×226=24..94满足要求。eq\o\ac(○,2)内纵墙：[β]=26，μ1==1.0，μ2=1-0.4bss/s=1-0..4×1.00/3.9=0..897H0=0.4s++0.2H==0.44×3.9+0..2×2.119=2.0m,H0/h=2.0/0..24=8.33<0.8977×26=233.33满足要求。eq\o\ac(○,3)内横墙：[β]=26，μ1==1.0，μ2=1H0=0.4s++0.2H=0.4××5.1+0..2×2.119=2.48m,H0/h=2.48/00.24=10.333<26满满足要求。eq\o\ac(○,4).自承重墙墙验算h=120mmm[β]=26，μ1==1.44，μ2=1-0.4bss/s=1-0..4×0.99/5.1=0.93H0=1.0H=2..19m,H0/h=2.19/00.12=118.25<<1.44×0.93×26=34.822满足要求。2）一~五层eq\o\ac(○,1)外纵墙：：[β]=24，μ1==1.0，μC=1+γbc/l=1+1.55×0.244/3.9=1.09μ2=1-0.4bss/s=1-0..4×2.11/3.99=0.78H0=0.4s++0.2H=0.4×3.9+00.2×2.8=2.12,H0/h=2.12/0.224=8.83<1.09×0.78×224=20.400满足要求。eq\o\ac(○,2)内纵墙：[β]=24，μ1==1.0，μ2=1-0.4bss/s=1-0..4×1.00/3.9=0..897H0=0.4s++0.2H==0.44×3.9+0..2×2.88=2.12m,H0/h=2.0/0..24=8.83<0.8977×24=21.53满足要求。eq\o\ac(○,3)内横墙[β]=24，μ1==1.0，μ2=1H0=0.4s++0.2H==0.44×5.1+0..2×2.88=2.6m,H0/h=2.48/00.24=10.833<24满足要求。eq\o\ac(○,4).自承重墙墙验算h=120mmm[β]=24，μ1==1.44，μ2=1-0.4bss/s=1-0..4×0.99/2.1=0.83H0=1.0H=2..8m,H0/h=2.8/0..12=233.33<11.44×0.83×24=28.688满足要求。3）六层eq\o\ac(○,1)外纵墙：：[β]=26，μ1==1.0，μC=1+γbc/l=1+1.55×0.244/3.9=1.09μ2=1-0.4bss/s=1-0..4×2.11/3.9==0.78H0=0.4s++0.2H=0.4×3.9+00.2×2.25=2.01H0/h=2.01/0.224=8.38<1.09×0.78×224=20.40满足要求。二）.墙体受压计算根据屋盖(楼盖))类别及横墙墙间距,知,该房屋属于于刚性方案,且室外地坪坪以上须考虑虑风荷载作用用.一层以上墙墙体的计算截截面和砌体的的抗压强度相相同，外纵墙墙受力较为不不利,故分别验算算一层及地下下室外墙墙体体.1.一层1)计算单元:根据梁梁板布置及开开门窗洞口情情况,取eq\o\ac(○,8)～eq\o\ac(○,9)/eq\o\ac(○,A)为计算算单元2)控制截面:取三个个控制截面:eq\o\ac(○,1)墙上部部圈梁底下截截面І-І;eq\o\ac(○,2)墙下部部圈梁底稍上上截面Ш-Ш;eq\o\ac(○,3)在风荷荷载作用下弯弯矩最大截面面П-П3)荷载计算:按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×3.9=6..34KNN/m顶层墙自重:(5..24×3.9××1.8×0.5)÷3.9=111.30KKN/m三~六层楼面传:(4.22+2.0))×1/4×3.9×4=24..18KN//m二~六层墙体自重：(5.244×2.8××1.8×0.5)÷3.9×5=70..94KNN/m二层楼面传:(4..2+2.00)×1/4×3.9=66.05KNN/m一层墙体自重:(5..24×2.8××1.8×0.5)÷3.9=114.19KKN/m按承载能力极限状状态下荷载效效应的基本组组合：屋面传来：(1..2×6.0+11.4×0.5)×1/4×3.9=7..70KNN/m顶层墙自重:1..2×(5.24×3.9××1.8×0.5)÷3.9=113.57KKN/m三~六层楼面传:((1.2×4.2+11.4×2.0)×1/4×3.9×5=30..58KN//m二~六层墙体自重：1.2××(5.224×2.8××1.8×0.5)÷3.9×5=85..12KNN/m二层楼面传:(1.2××4.2+11.4×2.0)×1/4×3.9=77.64KNN/m一层墙体自重:1..2×(5.24×2.8××1.8×0.5)÷3.9=117.02KKN/m4)内力计算及截面受受压承载力验验算a.І-І截面::a0=10(hc/ff)1/2=100(120//1.69))1/2=844.27el=240/2-00.4×84.277=86.229mmMk=6.05×0..086+00.56=11.08Nk=112.76++6.05==118.881e=Mk/Nk==1.08//118.881=0.0010计算如下:层次截面荷载标准值Nk((KN)MW(KN·m)MK(KN·m)e(mm)e/hβφφfA(KN)荷载设计值(KNN)一层І-І上层传来楼面荷载112.766.050.566.05×0.0086=0..52100.0428.330.73296.09144.61П-П上层传来墙重112.767.250.560.2670.0288.330.76309.39153.12Ш-Ш上面传来本层墙重118.8114.190.56040.0178.330.80326.10161.632.地下室1）地下室外墙地面面以上部分受受风荷载作用用，以下部分分受土侧压力力作用，较其其他部分不利利，故取外墙墙取eq\o\ac(○,8)～eq\o\ac(○,9)/eq\o\ac(○,A)为计算算单元。因为为d/D=3370/6000=0.66<0.7,,则下端支座座为基础底面面水平处，并并应考虑弹性性嵌固弯矩。2）荷载计算按正常使用极限状状态下荷载效效应的标准组组合：屋面传来：(6..0+0.55)×1/4×3.9=6..34KNN/m顶层墙自重:(5.224×3.9××1.8×0.5)÷3.9=111.30KKN/m一~六层楼面传:(4.2+22.0)×1/4×3.9×6=36.277KN/m一~六层墙体自重：(55.24×2.8××1.8×0.5)÷3.9×6=85..13KNN/m储藏室楼面传:(4.22+2.0))×1/4×3.9=66.05KNN/m地下室墙体自重：：(7..62×3.39×××0.4×0.5)÷3.9=225.72KKN/m按承载能力极限状状态下荷载效效应的基本组组合：屋面传来：(1..2×6.0+11.4×0.5)×1/4×3.9=7..70KNN/m顶层墙自重:11.2×(5.24×3.9××1.8×0.5)÷3.9=113.57KKN/m一~六层楼面传:(1.2×4.2+11.4×2.0)×1/4×3.9×6=45.866KN/m一~六层墙体自重：1.22×(5.224×2.8××1.8×0.5)÷3.9×6=1022.14KKN/m储藏室楼面传:(1.2××4.2+11.4×2.0)×1/4×3.9=77.64KNN/m地下室墙体自重：：1.22×(7.62×3.39×××0.4×0.5)÷3.9=330.87KKN/m第一层墙体传来的的轴向力标准准值NK=139.004KN/mm;设计值1699.27KNN/m,偏心矩e0=65mm第一层地面传来的的轴向力标准准值Nlk=6.005KN/mm,设计值Nl=7.644KN/m,,有效支承长长度a0=10(hc/ff)1/2=100(100//1.89))1/2=722.74el=240/2-00.4×72.744=90.990mm墙体自重标准值77.62KNN/m；设计值9.14KKN/m土的侧压力eq\o\ac(○,1)室外地面活活荷载对墙体体产生的侧压压力qsk,从地面到基基础均匀分布布。土压力系数由墙背背直立（α=90），填土面面水平（β=0），墙背光光滑（δ=0），混凝土采用C255，填土内摩摩擦角φ=40˚，c=