施工組織設(shè)計(jì)及計(jì)算書

PAGEPAGE43攀枝花學(xué)院土木工程學(xué)院2007級(jí)畢業(yè)設(shè)計(jì)（論文）專業(yè)方向：建筑工程技術(shù)設(shè)計(jì)題目：攀枝花某磚混住宅樓B幢籃指撐導(dǎo)能教厚師遇：帆錄謊唇孟撒畝周玉不提學(xué)吩隆傳園厘托卻遇僚興模歇拾產(chǎn)形業(yè)學(xué)評(píng)生隆姓蕩名譽(yù)：濕柳僻煎供趨慶劉帳糞駁刮嬌租川踏挑辭榆率裁江陣鼓最影摘沈拴學(xué)義生淹學(xué)蔬號(hào)稼：貸聰狗峰齊修扶顏慨2文0奸0膨7背2皇0飼7如0溝4爆0搶2夜8僵沉既渣吵編吧茫援日鎮(zhèn)攤碎期井：街2假0凱1讓0設(shè)年組5惠月時(shí)第尼一標(biāo)部懸分釘：穩(wěn)施販工踩組趕織梯設(shè)只計(jì)指施士工悲組鴨織政設(shè)部計(jì)懇目窯錄HYPERLINK\u一、荷載統(tǒng)計(jì) 4恒、活荷載 41.屋面荷載 4坡屋面h=120mm 42.樓面荷載 41) 客廳餐廳臥室h=100mm 42) 陽(yáng)臺(tái)h=100mm 53.樓梯間樓面荷載（踏步尺寸260×160） 54.風(fēng)荷載 6二、基礎(chǔ)設(shè)計(jì) 61.基礎(chǔ)頂荷載標(biāo)準(zhǔn)值 62.基礎(chǔ)荷載統(tǒng)計(jì)及截面設(shè)計(jì) 93.基礎(chǔ)配筋計(jì)算 9三、現(xiàn)澆樓板配筋計(jì)算 10四、結(jié)構(gòu)梁配筋計(jì)算 12五、墻體驗(yàn)算 18一）高厚比驗(yàn)算 18一~五層 19eq\o\ac(○,1)外縱墻： 19eq\o\ac(○,2)內(nèi)縱墻： 20eq\o\ac(○,3)內(nèi)橫墻 20eq\o\ac(○,4).自承重墻驗(yàn)算h=120mm 20二）墻體受壓計(jì)算 20三）.砌體局部受壓計(jì)算 24六、樓梯計(jì)算 251.樓梯板 252.平臺(tái)板 253.平臺(tái)梁 26七.雨蓬計(jì)算: 26（一）雨蓬板 26（二）雨蓬梁 27(三)雨蓬的抗傾覆驗(yàn)算 28PAGEPAGE64一、荷載統(tǒng)計(jì)恒、活荷載1.屋面荷載坡屋面h=120mm水泥掛瓦條掛機(jī)制瓦0.55KN/㎡40mm厚C15細(xì)石混凝土配鋼筋網(wǎng)1.00KN/㎡防水卷材0.40KN/㎡20厚1：3水泥砂漿找平層0.40KN/㎡35厚無(wú)溶劑聚氨硬泡保溫層0.14KN/㎡120厚鋼筋混凝土板3.00KN/㎡涂料頂棚0.50KN/㎡屋面恒荷載合計(jì)gk=5.99KN/㎡取6.0KN/㎡屋面活載qk=0.5KN/㎡屋面荷載：6.0+0.5=6.5KN/㎡屋面荷載設(shè)計(jì)值6×1.2+0.5×1.4=7.9KN/㎡2.樓面荷載客廳餐廳臥室h=100mm50mm厚C20細(xì)石混凝土面層24×0.05=1.2KN/㎡100厚鋼筋混凝土板25×0.1=2.5KN/㎡涂料頂棚0.5KN/㎡樓面荷載合計(jì)：gk=4.2KN/㎡樓面活載qk=2.0KN/㎡樓面荷載：4.2+2=6.2KN/㎡樓面荷載設(shè)計(jì)值4.2×1.2+2.0×1.4=7.84KN/㎡陽(yáng)臺(tái)h=100mm25mm厚1:2.5水泥砂漿面層20×0.025=0.5KN/㎡100厚鋼筋混凝土板25×0.1=2.5KN/㎡涂料頂棚0.5KN/㎡樓面荷載合計(jì)：gk=3.5KN/㎡樓面活載qk=2.0KN/㎡樓面荷載：3.5+2=5.5KN/㎡樓面荷載設(shè)計(jì)值3.5×1.2+2.0×1.4=7KN/㎡3）客廳臥室大房間h=120mm50mm厚C20細(xì)石混凝土面層24×0.05=1.2KN/㎡樓面恒荷載：25×0.12=3.0KN/㎡涂料頂棚0.5KN/㎡樓面荷載合計(jì)：gk=4.7KN/㎡樓面活載：qk=2.0KN/㎡樓面荷載：4.7+2.0=6.7KN/㎡樓面荷載設(shè)計(jì)4.7×1.2+2.0×1.4=8.44KN/㎡4）廚房衛(wèi)生間h=80mm5mm厚水泥砂漿貼10mm厚300×300防滑地磚0.34KN/㎡20mm水泥砂漿面層20×0.02=0.4KN/㎡1:3水泥砂漿找坡最低30mm厚20×(0.03+2.7×0.01/2)=0.87KN/㎡防水層0.4KN/㎡15厚1:3水泥砂漿找平20×0.015=0.3KN/㎡樓面恒荷載：25×0.08=2.0KN/㎡涂料頂棚0.5KN/㎡樓面荷載合計(jì)：gk=4.81KN/㎡取4.85KN/㎡樓面活載：qk=2.0KN/㎡樓面荷載：4.85+2.0=6.85KN/㎡樓面荷載設(shè)計(jì)4.85×1.2+2.0×1.4=8.62KN/㎡3.樓梯間樓面荷載（踏步尺寸280×156）tgа=160/260=0.557、cosа=0.874,設(shè)樓梯板厚h=100mm5厚膠粘劑貼20厚大理石板（0.28+0.156）×0.66/0.28=1.03KN/㎡20厚1:2水泥砂漿找平層(0.28+0.156)×20×0.02/0.28=0.62KN/㎡三角形踏步1/2×0.28×0.156×25/0.28=1.95KN/㎡斜板0.1×25/0.874=2.86KN/㎡涂料頂棚：0.5/0.874=0.57KN/㎡樓梯間樓面荷載合計(jì)gk=7.03KN/㎡取7.05KN/㎡樓面活載qk=2.0KN/㎡樓面荷載：7.05+2=9.05KN/㎡樓面荷載設(shè)計(jì)值7.05×1.2+2.0×1.4=11.26KN/㎡雙面粉刷的240mm厚磚墻自重為5.24KN/㎡；雙面粉刷的370mm厚磚墻自重為7.62KN/㎡；門窗自重為0.5KN/㎡。恒荷載分項(xiàng)系數(shù)為1.2；活荷載分項(xiàng)系數(shù)為1.4。二.風(fēng)荷載風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式：w=βzμsμzw0因結(jié)構(gòu)高度H=19.05〈30m，可取βz=1.0，對(duì)于矩形平面μs=1.3，μz可查荷載規(guī)范，將風(fēng)荷載換算成沿樓層高均布風(fēng)荷載設(shè)計(jì)值，由風(fēng)荷載引起的彎矩M=qHi2/12;計(jì)算過(guò)程如下：風(fēng)荷載計(jì)算層次βzμszμzw0wqyM51.01.312.21.060.60.8270.8580.5641.01.39.41.00.60.780.8580.5631.01.36.61.00.60.780.8580.5621.01.33.81.00.60.780.8580.5611.01.31.01.00.60.780.8580.07二、基礎(chǔ)設(shè)計(jì)1.基礎(chǔ)頂荷載標(biāo)準(zhǔn)值Q1（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,1)）:按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×5.1=8.29KN/m頂層墻自重:5.24×(0.9+2.7/2)=11.79KN/m一~五層樓面?zhèn)?(4.2+2.0)×1/4×5.1×6=47.43KN/m一~五層墻體自重：5.24×2.8×6=88.03KN/m底層樓面?zhèn)鱽?lái)：(4.2+2.0)×1/4×5.1=7.91KN/m底層墻自重：7.62×2.2=16.76KN/m小計(jì)：gk=180.21KN/mQ2（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,2)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×(5.1+5.1)=16.58KN/m頂層墻自重:5.24×(0.9+2.7/2)=11.79KN/m一~五層樓面?zhèn)?(4.2+2.0)×1/4×(5.1+5.1)×6=94.86KN/m一~五層墻體自重：5.24×2.8×6=88.03KN/m底層樓面?zhèn)鱽?lái)：(4.2+2.0)×1/4×(5.1+5.1)=15.82KN/m底層墻自重：5.24×2.2=11.53KN/m小計(jì)：gk=238.61KN/mQ3（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,6)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(5.5+0.5)×1/4×(5.1+5.1)=15.30KN/m頂層墻自重:5.24×2.4=12.58KN/m一~五層樓面?zhèn)?[(4.2+2.0)×1/4×5.1+(4.7+2.0)×5.1×1/4]×6=98.69KN/m一~五層墻體自重：5.24×2.8×6=88.03KN/m底層樓面?zhèn)鱽?lái)：(4.2+2.0)×1/4×5.1+(4.7+2.0)×1/4×5.1=16.45KN/m底層墻自重：5.24×2.2=11.53KN/m小計(jì)：gk=242.58KN/mQ4（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,9)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×(4.5+4.5)=14.63KN/m頂層墻自重:5.24×(0.9+2.7/2)=11.79KN/m一~五層樓面?zhèn)?(4.2+2.0)×1/4×(4.5+4.5)×6=83.70KN/m一~五層墻體自重：5.24×2.8×6=88.03KN/m底層樓面?zhèn)鱽?lái)：(4.2+2.0)×1/4×(4.5+4.5)=13.95KN/m底層墻自重：5.24×2.2=11.53KN/m小計(jì)：gk=223.63KN/mQ5（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,12)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×(5.1+5.1)=16.58KN/m頂層墻自重:5.24×(0.9+2.7/2)=11.79KN/m一~五層樓面?zhèn)?(4.7+2.0)×1/4×(5.1+5.1)×6=102.51KN/m一~五層墻體自重：5.24×2.8×6=88.03KN/m底層樓面?zhèn)鱽?lái)：(4.7+2.0)×1/4×(5.1+5.1)=17.09KN/m底層墻自重：5.24×2.2=11.53KN/m小計(jì)：gk=247.53KN/mQ6（eq\o\ac(○,C)～eq\o\ac(○,E)/eq\o\ac(○,5)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×3.5+(6.0+0.5)×1/2×2.6=14.14KN/m頂層墻自重:5.24×2.25=11.79KN/m一~五層樓面?zhèn)?(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=102.85KN/m一~五層墻體自重：(5.24×2.8×5.7-1.0×2.1×0.5)÷5.7×6=86.93KN/m底層樓面?zhèn)鱽?lái)：(4.85+2.0)×1/4×3.5+(7.05+2.0)×1/2×2.6=17.76KN/m底層墻自重：5.24×2.2=11.53KN/m小計(jì)：gk=245KN/mQ7（eq\o\ac(○,6)～eq\o\ac(○,8)/eq\o\ac(○,A)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(5.5+0.5)×1/4×4.2=6.3KN/m頂層墻自重:(5.24×4.2×2.4-2.7×2.4×0.5)÷4.2=11.80KN/m一~五層樓面?zhèn)?(4.7+2.0)×1/4×4.2×6+(3.5+2.0)×1/2×1.5×5=62.84KN/m一~五層墻體自重：(5.24×2.8×4.2-2.7×2.4×0.5)÷4.2×6=83.40KN/m底層樓面?zhèn)鱽?lái)：(4.7+2.0)×1/4×4.2+(3.5+2.0)×1/2×1.5=11.16KN/m底層墻自重：7.62×2.2=16.76KN/m小計(jì)：gk=192.26KN/mQ8（eq\o\ac(○,8)～eq\o\ac(○,9)/eq\o\ac(○,A)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×3.9=6.3KN/m頂層墻自重:(5.24×3.9×2.25-2.1×1.8×0.5)÷3.9=11.30KN/m一~五層樓面?zhèn)?(4.2+2.0)×1/4×3.9×6=36.27KN/m一~五層墻體自重：(5.24×2.8×3.9-2.1×1.8×0.5)÷3.9×6=85.12KN/m底層樓面?zhèn)鱽?lái)：(4.2+2.0)×1/4×3.9=6.05KN/m底層墻自重：7.62×2.2=16.76KN/m小計(jì)：gk=161.80KN/mQ9（eq\o\ac(○,3)～eq\o\ac(○,5)/eq\o\ac(○,E)）按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×3.5=5.69KN/m頂層墻自重:(5.24×3.9×2.25-1.8×1.5×0.5)÷3.5=11.40KN/m一~五層樓面?zhèn)?(4.85+2.0)×1/4×3.5×6=35.96KN/m一~五層墻體自重：(5.24×2.8×3.9-1.8×1.5×0.5)÷3.9×6=85.96KN/m底層樓面?zhèn)鱽?lái)：(4.85+2.0)×1/4×3.5=5.99KN/m底層墻自重：7.62×2.2=16.76KN/m小計(jì)：gk=163.83KN/m2、基礎(chǔ)荷載統(tǒng)計(jì)及截面設(shè)計(jì)由地質(zhì)報(bào)告，fak=800kpa及fak=1600kpa,取基礎(chǔ)埋深分別為d=1.2m及d=0.6m根據(jù)各墻體底部?jī)?nèi)力及F/(f-rd)公式，條形基礎(chǔ)取1m寬度計(jì)算得各基礎(chǔ)的截面尺寸如下：Q1（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,1)）gk=180.21KN/mb>180.21/800=0.225取b=600mmQ2（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,2)）gk=238.61KN/mb>238.61/800=0.298取b=600mmQ3（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,6)）gk=242.58KN/mb>242.58/800=0.30取b=600mmQ4（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,9)）：gk=223.63KN/mb>223.63/1600=0.140取b=600mmQ5（eq\o\ac(○,A)～eq\o\ac(○,C)/eq\o\ac(○,12)）：gk=247.53KN/mb>247.53/800=0.31取b=600mmQ6（eq\o\ac(○,C)～eq\o\ac(○,E)/eq\o\ac(○,5)）：gk=245KN/mb>245/800=0.31取b=600mmQ7（eq\o\ac(○,6)～eq\o\ac(○,8)/eq\o\ac(○,A)）:gk=192.26KN/mb>192.26/800=0.24取b=600mmQ8（eq\o\ac(○,8)～eq\o\ac(○,9)/eq\o\ac(○,A)）：gk=161.80KN/mb>161.80/800=0.2取b=600mmQ9（eq\o\ac(○,3)～eq\o\ac(○,5)/eq\o\ac(○,E)）gk=163.83KN/mb>163.83/800=0.20取b=600mm3.基礎(chǔ)配筋計(jì)算按荷載基本組合統(tǒng)計(jì)設(shè)計(jì)值：L=a’=1m,a1=b1采用C25,as=40,h0=h-401-1:F=192.26KN/mb=600mmM=2.20KN?MG=γmAd=20×0.6×1.2=14.4KNNb=F+G=14.4+192.26=206.66KNPKmax=Nb/A+M/W=206.66/0.6+2.20×6/0.6×1.02=344.43+22=458.55<800KpaPmax=N/A+M/W=258.33/0.6+2.20×1.25×6/0.6×1.02=430.54+27.5=458.04Pmin=N/A-M/W=258.33/0.6-2.20×1.25×6/0.6×1.02=430.54-27.5=403.04P=（1-a/b）Pmax+aPmin/b=(1-0.18/0.6)×458.04+0.18×403.04/0.6=320.63+120.92=441.54M=1/12×a12[(2l+a’)(Pmax+P-2G/A)+(Pmax-P)l]=1/12×0.182[(2×1+1)×(458.04+441.54-2×14.4/0.6)+(458.04-441.54)×1]=6.9KN·MAs=M/0.9fyh0=6.9×106/(0.9×300×260)=98.29*㎜2根據(jù)構(gòu)造要求選用φ10@2002-2:F=247.53KN/mb=600mmG=γmAd=20×0.6×1.2=14.4KNNb=F+G=14.4+247.53=261.93KNP=N/A=327.41/0.6=546.55M=1/12×a12[(2l+a’)(Pmax+P-2G/A)+(Pmax-P)l]=1/12×0.182[(2×1+1)×(546.55×2-2×14.4/0.6)]=2.82KN·MAs=M/0.9fyh0=2.82×106/(0.9×300×260)=40.20㎜2根據(jù)構(gòu)造要求選用φ10@200三、現(xiàn)澆樓板配筋計(jì)算虛線所示為簡(jiǎn)支端，為固定端，C20HRB400,各主要板塊計(jì)算配筋如下1.3.6m×5.1meq\o\ac(○,1)～eq\o\ac(○,2)/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=7.84KN/m2h=100㎜L01/L02=（3.6-0.24）/（5.1-0.24）=0.69<2PL02=7.84×3.362=88.51KN·MMX=(0.0491+0.2×0.0144)×88.51=4.60KN·M選用φ8@200AS=251㎜2MY=(0.0144+0.2×0.0491)×88.51=2.14KN·M選用φ8@200AS=251㎜2MX0=0.1094×88.51=9.69KN·MAS=368.49㎜2選用φ8@150AS=335㎜22.3.6m×4.2meq\o\ac(○,1)～eq\o\ac(○,2)/eq\o\ac(○,D)～eq\o\ac(○,E)P=g+q=7.84KN/m2h=100㎜L01/L02=（3.6-0.24）/（4.2-0.24）=0.85<2PL02=7.84×3.362=88.51KN·MMX=(0.04+0.2×0.0204)×88.51=3.90KN·M選用φ8@200AS=251㎜2MY=(0.0204+0.2×0.04)×88.51=2.51KN·M選用φ8@200AS=251㎜2MX0=0.0965×88.51=8.54KN·MAS=320.90㎜2選用φ8@150AS=335㎜23.3.3m×5.1meq\o\ac(○,2)～eq\o\ac(○,4)/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=7.84KN/m2h=100㎜L01/L02=（3.3-0.24）/（5.1-0.24）=0.63<2PL02=7.84×3.062=73.41KN·MMX=(0.0396+0.2×0.0051)×73.41=2.98KN·M選用φ8@200AS=251㎜2MY=(0.0051+0.2×0.0396)×73.41=0.96KN·M選用φ8@200AS=251㎜2MX0=0.0829×73.41=6.09KN·MAS=223.26㎜2選用φ8@150AS=335㎜24.3.9m×5.1meq\o\ac(○,4)～eq\o\ac(○,6)/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=7.84KN/m2h=100㎜C20HRB400L01/L02=（3.9-0.24）/（5.1-0.24）=0.75<2PL02=7.84×3.662=105.02KN·MMX=(0.0366+0.2×0.0088)×105.02=4.03KN·M選用φ8@200AS=251㎜2MY=(0.0088+0.2×0.0366)×105.02=1.69KN·M選用φ8@200AS=251㎜2MX0=0.0799×105.02=8.39KN·MAS=314.75㎜2選用φ8@150AS=335㎜25.4.2m×5.1meq\o\ac(○,6)～eq\o\ac(○,8)/eq\o\ac(○,A)～eq\o\ac(○,C)P=g+q=8.44KN/m2h=120㎜C20HRB400L01/L02=（4.2-0.24）/（5.1-0.24）=0.81<2PL02=8.44×3.962=132.35KN·MMX=(0.0349+0.2×0.0106)×132.35=4.90KN·M選用φ8@200AS=251㎜2MY=(0.0106+0.2×0.0349)×132.35=2.33KN·M選用φ8@200AS=251㎜2MX0=0.0778×132.35=10.30KN·MAS=394.12㎜2選用φ8@100AS=503㎜26.3.9m×4.2meq\o\ac(○,8)～eq\o\ac(○,9)/eq\o\ac(○,A)～eq\o\ac(○,B)P=g+q=7.84KN/m2h=100㎜C20HRB400L01/L02=（3.9-0.24）/（4.2-0.24）=0.92<2PL02=7.84×3.662=105.02KN·MMX=(0.0312+0.2×0.0138)×105.02=4.86KN·M選用φ8@200AS=251㎜2MY=(0.0138+0.2×0.0312)×105.02=2.10KN·M選用φ8@200AS=251㎜2MX0=0.0734×105.02=7.71KN·MAS=287.2㎜2選用φ8@150AS=335㎜2四、結(jié)構(gòu)梁配筋計(jì)算一）、一層~五層C20HRB335as=30㎜根據(jù)前面計(jì)算結(jié)果取設(shè)計(jì)值計(jì)算：1.L01:b×h=150×250梁自重：1.2×25×0.15×0.25+20×0.02×[0.15+2×（0.25-0.1）]=1.31KN/m墻體重：1.2×22×0.12×(2.8-0.25)=8.08KN/m梯板傳：（1.2×4.2+1.4×2.0）×1.4×1/2=5.49KN/m井道傳：(1.2×4.2+1.4×2.0)×0.42/2=1.65KN/mq=16.53KN/mMmax=1/8ql2=1/8×16.53×2.62=13.97KN·Mαs=M/fcmbh02=13.97×106/(9.6×150×2102)=0.22γs=(1+(1-2αs)1/2)/2=0.874As=M/γsfyho=13.97×106/(0.874×300×210)=253.66㎜2選用2φ14As=308㎜22.L02:b×h=150×130為暗梁，根據(jù)構(gòu)造配筋3.L03:b×h=150×130為暗梁，根據(jù)構(gòu)造配筋4.L04:b×h=240×300梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m樓板傳：（1.2×4.2+1.4×2.0）×（3.5+3.9）×1/4=14.50KN/mq=16.92KN/mMmax=1/8ql2=1/8×16.92×2.62=14.30KN·Mαs=M/fcmbh02=14.30×106/(9.6×240×2602)=0.092γs=(1+(1-2αs)1/2)/2=0.952As=M/γsfyho=14.30×106/(0.952×300×260)=192.58㎜2選用2φ14As=308㎜25.L05:b×h=240×300梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m墻自重：1.2×（22×0.12×2.5×1.2-0.9×2.1×0.5）÷1.2=6.98（左側(cè)有）樓板傳：q1=（1.2×4.2+1.4×2.0）×3.6×1/4=7.06KN/mq2左=（1.2×4.2+1.4×2.0）×1.5×1/2=5.88KN/mq2右=（1.2×4.2+1.4×2.0）×2.4×1/4=4.70KN/mq左=22.34KN/mq右=14.18KN/mL01傳集中力：L01自重：1.31KN/mL01上墻自重：1.2×22×0.12×2.55=8.08樓板傳L01：（1.2×4.2+1.4×2.0）×1.5×//4=2.94KN/mp=(1.31+8.08+2.94)×1.5×1/2=9.25KNRA=[1/2×14.18×2.42+9.25×2.4+22.34×1.2×(0.6+2.4)]/3.6=39.85KNRB=1.2×22.34+9.25+14.18×2.4-RA=30.24KN當(dāng)V=0或最小時(shí)M最大，令V=0處距B支座x，則30.24-14.18x=0,得x=2.13Mmax=30.24×2.13-1/2×14.18×2.132=32.24KN·Mαs=M/fcmbh02=32240000/(9.6×240×2602)=0.207γs=(1+(1-2αs)1/2)/2=0.883As=M/γsfyho=32240000/0.883×300×260=468選用3φ18As=763㎜26.L06:b×h=240×300梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m樓板傳：q1=（1.2×4.7+1.4×2.0）×2.1×1/4=4.43KN/mq2左=（1.2×4.7+1.4×2.0）×5.1×1/4=10.76KN/mq2右=（1.2×4.2+1.4×2.0）×3.6×1/4=7.06KN/mq左=17.61KN/mq右=13.91KN/mL04傳集中力：L04自重：2.42KN/m樓板傳L04：（1.2×4.2+1.4×2.0）×2.9×1/4+(1.2×4.7+1.4×2.0)×4.2×1/4=14.55KN/mp=(2.42+14.55)×2.9×1/2=24.61KNRA=[1/2×13.91×0.722+24.61×0.72+17.61×0.6×(0.3+0.72)]/1.32=24.32KNRB=0.6×17.61+24.61+13.91×0.72-RA=20.87KN當(dāng)V=0或最小時(shí)M最大，令V=0處距A支座x，則24.32-17.61×0.6-24.61-13.91(x-0.6)=0,得x<0,則V最小處為x=0.6，此時(shí)Mmax=24.32×0.6-17.61×0.6×0.6×1/2=11.42KN·Mαs=M/fcmbh02=11420000/(9.6×240×2602)=0.073γs=(1+(1-2αs)1/2)/2=0.962As=M/γsfyho=11420000/0.962×300×260=152.19選用2φ16As=402㎜27．LL01:b×h=240×300梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m樓板傳：（1.2×3.5+1.4×2.0）×1.5×1/2=5.25KN/mq=7.67KN/mMmax=1/11ql2=1/11×7.67×3.92=10.61KN·Mαs=M/fcmbh02=10.61×106/(9.6×240×2602)=0.068γs=(1+(1-2αs)1/2)/2=0.965As=M/γsfyho=10.61×106/(0.965×300×260)=140.96㎜2選用2φ14As=308㎜28．XL01:b×h=240×300梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/mLL01傳來(lái)集中力：p=1/2×7.67×3.9=14.96KNMmax=1/2ql2+pl=1/2×2.42×1.52+14.96×1.5=25.16KN·Mαs=M/fcmbh02=25160000/(9.6×240×2602)=0.162γs=(1+(1-2αs)1/2)/2=0.911As=M/γsfyho=25160000/0.911×300×260=353選用3φ18As=763㎜2梁自重：1.2×25×0.15×0.3+20×0.02×[0.15+2×（0.3-0.1）]=1.57KN/m樓板傳：（1.2×4.85+1.4×2.0）×3.5×1/4=7.54KN/mL06傳集中力p1:L06自重：2.42KN/m樓板傳L06：q1=（1.2×4.2+1.4×2.0）×0.9×1/2=3.53KN/mq2左=3.53KN/mq2右=（1.2×4.2+1.4×2.0）×1.46×1/2+3.53=9.25KN/mp1=[1/2×9.25×1.082+3.53×0.9×(0.9/2+1..08)]/1.98=5.18KNp2=9.25×1.08+3.53×0.9-5.18=7.99KNq=1.57+7.54=9.11KN/mp1=5.18KNRA=[1/2×9.11×2.92+5.18×2.6)]/3.5=14.79KNRB=9.11×3.5+5.18-RA=22.28KN當(dāng)V=0或最小時(shí)M最大，令V=0處距B支座x，則9.11x=22.28,得x=2.45，此時(shí)Mmax=22.28×2.45-9.11×1/2×2.452=27.24KN·Mαs=M/fcmbh02=27240000/(9.6×150×2602)=0.280γs=(1+(1-2αs)1/2)/2=0.832As=M/γsfyho=27240000/0.832×300×260=419.86選用3φ18As=763㎜24.L04:b×h=200×300梁自重：1.2×25×0.20×0.30+20×0.02×[0.20+2×（0.30-0.1）]=2.04KN/m樓板傳：（1.2×4.7+1.4×2.0）×（2.6/4+1.62/2）=12.32KN/m由前知，L06傳集中力p2=7.99KNq=2.04+12.32=14.36KN/mp2=7.99KNRA=[1/2×14.36×3.52+7.99×2.6)]/3.5=31.07KNRB=14.36×3.5+7.99-RA=27.18KN當(dāng)V=0或最小時(shí)M最大，令V=0處距A支座x，則14.36x=27.18,得x=1.89，此時(shí)Mmax=27.18×1.89-14.36×1/2×1.892=25.72KN·Mαs=M/fcmbh02=25720000/(9.6×200×2602)=0.198γs=(1+(1-2αs)1/2)/2=0.888As=M/γsfyho=25720000/0.888×300×260=371.13選用4φ18As=1017㎜25.L05:b×h=240×300同前1~5層。五、墻體驗(yàn)算一）.高厚比驗(yàn)算儲(chǔ)藏室層砂漿強(qiáng)度等級(jí)為M10，[β]=26；一、六層砂漿強(qiáng)度等級(jí)為M7.5，[β]=26，其他層砂漿強(qiáng)度等級(jí)為M5，[β]=24，根據(jù)β=H0/h≤μ1μ2[β]取較不利墻體即高度較高、洞口較大的承重墻體計(jì)算：1）儲(chǔ)藏室eq\o\ac(○,1)外縱墻：[β]=26，μ1=1.0，μC=1+γbc/l=1+1.5×0.24/3.9=1.09μ2=1-0.4bs/s=1-0.4×1.2/3.9=0.88H0=0.4s+0.2H=0.4×3.9+0.2×2.19=2.0,H0/h=2.0/0.37=5.41<1.09×0.88×26=24.94滿足要求。eq\o\ac(○,2)內(nèi)縱墻：[β]=26，μ1=1.0，μ2=1-0.4bs/s=1-0.4×1.0/3.9=0.897H0=0.4s+0.2H==0.4×3.9+0.2×2.19=2.0m,H0/h=2.0/0.24=8.33<0.897×26=23.33滿足要求。eq\o\ac(○,3)內(nèi)橫墻：[β]=26，μ1=1.0，μ2=1H0=0.4s+0.2H=0.4×5.1+0.2×2.19=2.48m,H0/h=2.48/0.24=10.33<26滿足要求。eq\o\ac(○,4).自承重墻驗(yàn)算h=120mm[β]=26，μ1=1.44，μ2=1-0.4bs/s=1-0.4×0.9/5.1=0.93H0=1.0H=2.19m,H0/h=2.19/0.12=18.25<1.44×0.93×26=34.82滿足要求。2）一~五層eq\o\ac(○,1)外縱墻：[β]=24，μ1=1.0，μC=1+γbc/l=1+1.5×0.24/3.9=1.09μ2=1-0.4bs/s=1-0.4×2.1/3.9=0.78H0=0.4s+0.2H=0.4×3.9+0.2×2.8=2.12,H0/h=2.12/0.24=8.83<1.09×0.78×24=20.40滿足要求。eq\o\ac(○,2)內(nèi)縱墻：[β]=24，μ1=1.0，μ2=1-0.4bs/s=1-0.4×1.0/3.9=0.897H0=0.4s+0.2H==0.4×3.9+0.2×2.8=2.12m,H0/h=2.0/0.24=8.83<0.897×24=21.53滿足要求。eq\o\ac(○,3)內(nèi)橫墻[β]=24，μ1=1.0，μ2=1H0=0.4s+0.2H==0.4×5.1+0.2×2.8=2.6m,H0/h=2.48/0.24=10.83<24滿足要求。eq\o\ac(○,4).自承重墻驗(yàn)算h=120mm[β]=24，μ1=1.44，μ2=1-0.4bs/s=1-0.4×0.9/2.1=0.83H0=1.0H=2.8m,H0/h=2.8/0.12=23.33<1.44×0.83×24=28.68滿足要求。二）.墻體受壓計(jì)算根據(jù)屋蓋(樓蓋)類別及橫墻間距,知,該房屋屬于剛性方案,且室外地坪以上須考慮風(fēng)荷載作用.一層以上墻體的計(jì)算截面和砌體的抗壓強(qiáng)度相同，外縱墻受力較為不利,故驗(yàn)算一層墻體.1.一層1)計(jì)算單元:根據(jù)梁板布置及開門窗洞口情況,取eq\o\ac(○,8)～eq\o\ac(○,9)/eq\o\ac(○,A)為計(jì)算單元2)控制截面:取三個(gè)控制截面:eq\o\ac(○,1)墻上部圈梁底下截面?-?;eq\o\ac(○,2)墻下部圈梁底稍上截面Ш-Ш;eq\o\ac(○,3)在風(fēng)荷載作用下彎矩最大截面П-П3)荷載計(jì)算:按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合：屋面?zhèn)鱽?lái)：(6.0+0.5)×1/4×3.9=6.34KN/m頂層墻自重:(5.24×3.9×2.25-2.1×1.8×0.5)÷3.9=11.30KN/m三-五層樓面?zhèn)?(4.2+2.0)×1/4×3.9×4=24.18KN/m二~五層墻體自重：(5.24×2.8×3.9-2.1×1.8×0.5)÷3.9×5=70.94KN/m二層樓面?zhèn)?(4.2+2.0)×1/4×3.9=6.05KN/m一層墻體自重:(5.24×2.8×3.9-2.1×1.8×0.5)÷3.9=14.19KN/m按承載能力極限狀態(tài)下荷載效應(yīng)的基本組合：屋面?zhèn)鱽?lái)：(1.2×6.0+1.4×0.5)×1/4×3.9=7.70KN/m頂層墻自重:1.2×(5.24×3.9×2.25-2.1×1.8×0.5)÷3.9=13.57KN/m三~五層樓面?zhèn)?(1.2×4.2+1.4×2.0)×1/4×3.9×5=30.58KN/m二-五層墻體自重：1.2×(5.24×2.8×3.9-2.1×1.8×0.5)÷3.9×5=85.12KN/m二層樓面?zhèn)?(1.2×4.2+1.4×2.0)×1/4×3.9=7.64KN/m一層墻體自重:1.2×(5.24×2.8×3.9-2.1×1.8×0.5)÷3.9=17.02KN/m4)內(nèi)力計(jì)算及截面受壓承載力驗(yàn)算a.?-?截面:a0=10(hc/f)1/2=10(120/1.69)1/2=84.27el=240/2-0.4×84.27=86.29mmMk=6.05×0.086+0.56=1.08Nk=112.76+6.05=118.81e=Mk/Nk=1.08/118.81=0.010計(jì)算如下:層次截面荷載標(biāo)準(zhǔn)值Nk(KN)MW(KN?m)MK(KN?m)e(mm)e/hβφφf(shuō)A(KN)荷載設(shè)計(jì)值(KN)一層?-?上層傳來(lái)樓面荷載112.766.050.566.05×0.086=0.52100.0428.330.73296.09144.61П-П上層傳來(lái)墻重112.767.250.560.2670.0288.330.76309.39153.12Ш-Ш上面?zhèn)鱽?lái)本層墻重118.8114.190.56040.0178.330.80326.10161.63：一~五層樓面?zhèn)?(4.2+2.0)×1/4×3.9×6=36.27KN/m一~五層墻體自重：(5.24×2.8×3.9-2.1×1.8×0.5)÷3.9×6=85.13KN/m儲(chǔ)藏室樓面?zhèn)?(4.2+2.0)×1/4×3.9=6.05KN/m地下室墻體自重：(7.62×3.39×3.9-2.1×0.4×0.5)÷3.9=25.72KN/m按承載能力極限狀態(tài)下荷載效應(yīng)的基本組合：屋面?zhèn)鱽?lái)：(1.2×6.0+1.4×0.5)×1/4×3.9=7.70KN/m頂層墻自重:1.2×(5.24×3.9×2.25-2.1×1.8×0.5)÷3.9=13.57KN/m一~五層樓面?zhèn)?(1.2×4.2+1.4×2.0)×1/4×3.9×6=45.86KN/m一~五層墻體自重：1.2×(5.24×2.8×3.9-2.1×1.8×0.5)÷3.9×6=102.14KN/m儲(chǔ)藏室樓面?zhèn)?(1.2×4.2+1.4×2.0)×1/4×3.9=7.64KN/m地下室墻體自重：1.2×(7.62×3.39×3.9-2.1×0.4×0.5)÷3.9=30.87KN/m第一層墻體傳來(lái)的軸向力標(biāo)準(zhǔn)值NK=139.04KN/m;設(shè)計(jì)值169.27KN/m,偏心矩e0=65mm第一層地面?zhèn)鱽?lái)的軸向力標(biāo)準(zhǔn)值Nlk=6.05KN/m,設(shè)計(jì)值Nl=7.64KN/m,有效支承長(zhǎng)度a0=10(hc/f)1/2=10(100/1.89)1/2=72.74el=240/2-0.4×72.74=90.90mm墻體自重標(biāo)準(zhǔn)值7.62KN/m；設(shè)計(jì)值9.14KN/m土的側(cè)壓力eq\o\ac(○,1)室外地面活荷載對(duì)墻體產(chǎn)生的側(cè)壓力qsk,從地面到基礎(chǔ)均勻分布。土壓力系數(shù)由墻背直立（α=90），填土面水平（β=0），墻背光滑（δ=0），混凝土采用C25，填土內(nèi)摩擦角φ=40?，c=0,γ=18KN/M3,基底摩擦系數(shù)μ=0.40，及公式ka=[sin(α+β)/sin2αsin2(α+β-φ-δ)]{kq[sin(α+β)sin(α-δ)+sin(φ+δ)sin(φ-β)]+2ηsinαcosφcos(α+β-φ-δ)-2[(kqsin(α+β)sin(φ-β)+ηsinαcosφ)(kqsin(α-δ)sin(φ+δ)+ηsinαcosφ)]1/2}Kq=1+2qsinαcosβ/[γhsin(α+β)]η=2c/γh知，η=0Kq=1+2×10sin90?cos0?/[18×6.3sin90?]=1+0.18=1.18ka=[sin90?/sin290?sin2(90?+0-30?-0)]{1.18[sin90?sin90?+sin(30?+0)sin(30?-0)]+2×0sinαcosφcos(α+β-φ-δ)-2[(1.18sin90?sin(30?-0?)+0×sinαcosφ)(1.18sin(90?-0)sin(30?+0)+0×sinαcosφ)]1/2}=1.33×{1.18×（1+0.5×0.5）-2×[1.18×0.5×（1.18×0.5）]1/2}=0.39室外地面荷載取10KN/m2當(dāng)量土層厚度為H‘=10/18=0.56m產(chǎn)生的側(cè)壓力標(biāo)準(zhǔn)值qpk=kaγh‘=0.39×18×0.56=3.93KN/m；設(shè)計(jì)值qp=1.4×3.93=5.50KN/meq\o\ac(○,2)土的側(cè)壓力qsk,呈三角形分布，土層厚度H=2.39m，基礎(chǔ)底面處側(cè)壓力標(biāo)準(zhǔn)值qsk=kaγh=0.39×18×2.39=16.78KN/m設(shè)計(jì)值qs=1.2×16.78=20.13KN/meq\o\ac(○,3)內(nèi)力計(jì)算考慮基礎(chǔ)對(duì)墻體的嵌固彎矩在土側(cè)壓力和室內(nèi)地面荷載作用下，墻體下部支承處的固端彎矩標(biāo)準(zhǔn)值MOK=MB1+MB2=-qb2(2-β)2/8-qb2(4-3β+3β2/5)/24=-3.93×2.392(2-2.39/3.39)2/8-16.78×2.392[4-3×2.39/3.39+3×(2.39/3.39)2/5]/24=-4.71-8.72=-13.43KN?M基底的彈性嵌固彎矩標(biāo)準(zhǔn)值Mk=MOK/[1+3E(d/D)3/CH]=-13.43/[1+3×1600×1.89×0.8×1000×0.623/(100000×3.39)]=-2.20KN?M(2)跨中最大彎矩截面的位置和最大彎矩值。設(shè)剪力為0點(diǎn)距A點(diǎn)的距離為y均布荷載qpk引起的支座反力RA=qb2/2l=3.93×2.392/2×3.39=3.31KNRB=qb(2-β)/2=3.93×2.39×(2-2.39/3.39)/2=6.08KN三角形荷載qsk引起的支座反力RA=qb2/6l=16.78×2.392/6×3.39=4.71KNRB=qb(3-β)/6=16.78×2.39×(3-2.39/3.39)/6=15.34KNA點(diǎn)彎矩MK=-NKe0+Nlkel=139.04×0.065-6.05×0.091=-8.49KN?MRA=-8.49/3.39=-2.50KNRB=8.49/3.39=2.50KNB點(diǎn)彎矩MK=-2.20KN?MRA=-2.20/3.39=-0.65KNRB=2.20/3.39=0.65KN全部作用時(shí)RA=3.31+4.71-2.50-0.65=4.87KNRB=6.08+15.34+2.50+0.65=24.57KN令∑V=0即4.87-3.93×（y-1.0）-16.78×(y-1.0)2/(2×2.39)=0解得y=1.74m最大彎矩Mmax=4.87×1.74-1/2×3.93×(1.74-1.0)2-16.78×(1.74-1.0)3/(6×2.39)+8.49=15.41KN?M3.軸向力值?-?截面：NK=139.04+6.05=145.09KN/m;設(shè)計(jì)值N=169.27+7.64=176.91KN/mП-П截面：NK=139.04+6.05+7.62×1.74=158.35KN/m;設(shè)計(jì)值N=169.27+7.64+1.2×7.62×1.74=192.82KN/mШ-Ш截面：NK=139.04+6.05+7.62×（3.39-0.3）=168.64KN/m;設(shè)計(jì)值N=169.27+7.64+1.2×7.62×（3.39-0.3）=205.16KN/m4.承載力驗(yàn)算橫墻間距3.6墻高3.39米，H<S<2S,H0=0.4S+0.2H=0.4×3.6+0.2×3.39=2.12m高厚比β=H0/d=2.12/0.37=5.72<[β]=26取1米墻體驗(yàn)算：項(xiàng)目截面?-?П-ПШ-ШMK8.4915.412.20NK145.09158.35168.64N176.91192.82205.16e=MK/NK(mm)0.0590.0970.013e/h0.1590.2620.035e/y0.3180.5240.07β5.725.725.72φ0.6470.4410.866A370000370000370000f1.511.511.51φAf361.48>N246.39>N483.83>N結(jié)論：墻體受壓驗(yàn)算滿足要求。三）.砌體局部受壓計(jì)算取結(jié)構(gòu)局部受壓較薄弱處計(jì)算。eq\o\ac(○,C)～eq\o\ac(○,D)/eq\o\ac(○,23)+：1）梁直接擱置在砌體上梁的有效支承長(zhǎng)度a0=10(hc/f)1/2=10×√[250/（1.89×0.80）]=128.6>a=120mm取a0=120局部受壓面積Al=a0×b=120×150=18000㎜2局部受壓的計(jì)算面積：A0=（120+120+240）×240=115200㎜2Al/A0=115200/18000=6.4>3上部荷載的折減系數(shù)ψ=0，砌體局部抗壓強(qiáng)度提高系數(shù)γ由式γ=1+0.35√（A0/Al–1）有γ=1+0.35√（A0/Al–1）=1+0.35√（6.4–1）=1.81≤2.5梁端支承處砌體的局部受壓承載力由式ηγAlf=0.7×1.81×18000×1.89=43.10N梁端支承壓力設(shè)計(jì)值Nl由前可知Nl=（1.31+8.08）×1.5/2+（1.2×4.2+1.4×2.0）×1.5/4×1.5/2×2+（1.2×4.2+1.4×2.0）×3.6/4×(0.12+0.12+0.24)=7.04+4.41+3.39=14.84KN<43.10KN=ηγAlf滿足。砌體局部受壓承載力滿足要求。六、樓梯計(jì)算1.樓梯板1）荷載計(jì)算：設(shè)板厚h=100mm,混凝土強(qiáng)度等級(jí)C20，鋼筋RRB400，取1m寬板帶計(jì)算，由前面荷載統(tǒng)計(jì)可知，總荷載設(shè)計(jì)值p=1.2×7.05+1.4×2.0=11.26KN/m.2.）截面設(shè)計(jì)：板水平計(jì)算跨度Ln=2.24m,彎矩設(shè)計(jì)值M=1/10pLn2=1/10×11.26×2.242=5.65KN·mh0=100-20=80mm,αs=M/fcmbh02=5650000/(9.6×1000×802)=0.092γs=(1+√1-2αs)/2=0.952As=M/γsfyho=5650000/0.952×360×80=206.14選用φ8@200As=251㎜2分布鋼筋φ6@250.2.平臺(tái)板設(shè)平臺(tái)板厚h=80mm,取1m寬板帶計(jì)算。1）荷載計(jì)算大理石面層0.66KN/㎡80厚混凝土板25×0.08=2.0KN/㎡板底抹灰20×0.02=0.4KN/㎡小計(jì)3.06KN/m活荷載2.0KN/㎡總荷載設(shè)計(jì)值p=1.2×3.06+1.4×2=6.47KN/m2）截面設(shè)計(jì)：PB1板水平計(jì)算跨度Ln=1.2m,彎矩設(shè)計(jì)值M=1/8pLn2=1/8×6.47×1.22=1.16KN·mh0=80-20=60mm,αs=M/fcmbh02=1160000/(9.6×1000×602)=0.034γs=(1+√1-2αs)/2=0.983As=M/γsfyho=1160000/0.983×360×60=40.98選用φ8@200As=251㎜2分布鋼筋φ6@250.PB2板水平計(jì)算跨度Ln=1.52m彎矩設(shè)計(jì)值M=1/10pLn2=1/8×6.47×1.522=1.87KN·mh0=80-20=60mm,αs=M/fcmbh02=1870000/(9.6×1000×602)=0.054γs=(1+√1-2αs)/2=0.972As=M/γsfyho=1870000/0.972×360×60=89.05選用φ8@200As=251㎜2分布鋼筋φ6@250.3.平臺(tái)梁設(shè)平臺(tái)梁截面b=200mm,h=300mm荷載計(jì)算梁自重25×0.2×（0.3-0.08）=1.1KN/m梁側(cè)粉刷0.02×（0.3-0.08）×2×20=0.18KN/m平臺(tái)板傳來(lái)3.06×1.52/2=2.33KN/m梯段板傳來(lái)7.05×2.24/2=7.90KN/m小計(jì)11.51KN/m活荷載2.0×（2.24/2+1.52/2）=3.76KN/m總荷載設(shè)計(jì)值p=1.2×11.51+3.76×1.4=19.08KN/m截面設(shè)計(jì)計(jì)算跨度L0=1.05Ln=1.05×(2.24-0.24)=2.1m內(nèi)力設(shè)計(jì)值M=1/8pLn2=1/8×19.08×2.12=10.52KN·mV=1/2pLn=1/2×19.08×2.1=20.03KN截面按倒L形計(jì)算，bf’=b+5hf’=200+5×80=600h0=300-30=270mm,fcmbf’hf’(h0-1/2hf’)=9.6×600×80×(270-1/2×80)=105.984≥10.52KN·m=M;屬于第一類T形截面αs=M/fcmbh02=10520000/(9.6×200×2602)=0.081γs=(1+√1-2αs)/2=0.958采用HRB335鋼筋，As=M/γsfyho=10520000/0.958×300×260=140.83㎜2選用2φ14As=308㎜2配置箍筋φ6@200則VCS=0.07fcbh0+1.5fyv(Asv/s)×h0=0.07×9.6×200×260+1.5×210×2×28.3×270/200=58121.7>20030N符合設(shè)計(jì)要求。七.雨蓬計(jì)算:（一）雨蓬板h=100㎜HPB235C25砼as=25㎜1.荷載統(tǒng)計(jì)：(1)均布恒載：防水砂漿20厚20×0.02=0.4KN/㎡100厚砼板25×0.10=2.5KN/㎡20厚水泥砂漿20×0.02=0.4KN/㎡合計(jì)gk=3.3