目錄一、設(shè)計(jì)目的與要求,任務(wù)書(shū)資料…………………2二、結(jié)構(gòu)方案選型…………………4(一、)板、梁、柱截面形式和尺寸的估算……6三、屋面現(xiàn)澆混凝土板及CL-3設(shè)計(jì)………………8(一.)屋面現(xiàn)澆混凝土單向板設(shè)計(jì)………………81.荷載計(jì)算……………………82.計(jì)算簡(jiǎn)圖……………………83.內(nèi)力計(jì)算……………………94.板的配筋……………………10(二.)次梁CL-3設(shè)計(jì)……………101.荷載計(jì)算……………………112.計(jì)算簡(jiǎn)圖……………………113.內(nèi)力計(jì)算……………………114.承載力計(jì)算…………………13(三.)屋面現(xiàn)澆混凝土雙向板設(shè)計(jì)………………151.板荷載計(jì)算…………………152.計(jì)算跨度……………………163.彎矩值計(jì)算…………………17四、主梁ZL-3設(shè)計(jì)…………………23１.荷載設(shè)計(jì)值…………………232.計(jì)算簡(jiǎn)圖……………………233.內(nèi)力計(jì)算……………………234.承載力計(jì)算…………………245.斜截面承載力計(jì)算…………24五、現(xiàn)澆板式樓梯設(shè)計(jì)……………251.樓梯板設(shè)計(jì)…………………252.平臺(tái)板設(shè)計(jì)…………………273.平臺(tái)梁截面尺寸TL-1配筋設(shè)計(jì)…………284.梯柱TZ配筋設(shè)計(jì)…………29六、柱Z-3的設(shè)計(jì)…………………291.二、三層荷載計(jì)算…………302.計(jì)算簡(jiǎn)圖……………………313.柱Z-3承載力計(jì)算…………32七、基礎(chǔ)設(shè)計(jì)（獨(dú)立基礎(chǔ)）………331．基礎(chǔ)設(shè)計(jì)類(lèi)型確定………332、初步確定基礎(chǔ)底面尺寸…………………333.柱下獨(dú)立基礎(chǔ)設(shè)計(jì)………34一、提供設(shè)計(jì)資料1.本工程±0.000相當(dāng)于絕對(duì)標(biāo)高4.000米常見(jiàn)地下水位在天然地坪(即絕對(duì)標(biāo)高3.700米)下0.500米處.2.本工程場(chǎng)地土為IV類(lèi)場(chǎng)地土.3.本工程按6度設(shè)防.4.屋面做法:卷材防水;40㎜厚細(xì)石混凝土找平,內(nèi)配φ4@200鋼筋;50～200厚膨脹珍珠巖找坡;15㎜厚水泥砂漿找平上做油膏.膠泥一度隔氣;現(xiàn)澆鋼筋混凝土板;20㎜厚紙筋石灰粉底;6.樓、屋面使用可變荷載：樓梯為：3.5KN/㎡二層樓面為:5.0KN/㎡三層樓面為:5.5KN/㎡屋面荷載為0.7KN/㎡7.材料:（1）混凝土基礎(chǔ)和上部結(jié)構(gòu)用C30。（2）墻體：±0.000以下采用MU10標(biāo)準(zhǔn)磚,M5水泥砂漿;±0.000以上采用MU10多孔磚M5混合砂漿;(3)墻面裝飾:外墻均為14㎜厚1:3水泥砂漿底,6㎜厚1:1水泥砂漿加107膠貼白色面磚;內(nèi)墻用18㎜厚1:1:6混合砂漿,2㎜厚紙筋石灰抹面,刷白色內(nèi)墻涂料二度。8.基本風(fēng)壓:W0=0.60KN/㎡,基本雪壓:S0=0.20KN/㎡。9.地質(zhì)情況如表:土層號(hào)層底標(biāo)高M(jìn)土質(zhì)名稱(chēng)土容量r(KN/m3)承載力特征fk(KN/㎡)天然地面3.701.2.70雜質(zhì)土18.002.1.80褐黃色粉質(zhì)粘土19.00130.003.－7.70灰色砂質(zhì)粘土19.00120.004.－12.20灰色淤泥質(zhì)土17.0070.005.－20.20灰色粉質(zhì)粘土18.0090.006.－24.20暗綠色粉質(zhì)粘土200.007.－30.00灰色粉細(xì)砂210.0010.建筑平面圖布置:祥見(jiàn)附圖二、結(jié)構(gòu)方案選擇根據(jù)任務(wù)書(shū)要求,本建筑結(jié)構(gòu)形式采用鋼筋混凝土內(nèi)框架結(jié)構(gòu).框架結(jié)構(gòu)的特點(diǎn)是梁柱承重,外圍墻體承重,鋼筋混凝土的骨料可就地取材,好鋼量少,防火性和耐久性能好.該結(jié)構(gòu)的受力框架采用橫向框架布置,施工方案選用現(xiàn)澆整體式.結(jié)構(gòu)布置圖(一、)板、梁、柱截面形式和尺寸的估算1.跨度的確定次梁的跨度為6000㎜,主梁跨內(nèi)布置兩根次梁.板的跨度分別為2300㎜,2400㎜.2.板厚確定最小厚度必須滿足≥60㎜連續(xù)單向板h=～=～=60～80㎜對(duì)工業(yè)樓板的樓蓋,要求h≥80㎜,因此:二、三層樓面板板厚均取h=100㎜,h0=100－20=80㎜;屋面板荷載0.5KN/㎜2,荷載較輕,因此屋面板厚取80㎜.3.次梁截面尺寸的確定截面高度h=～=～=333.33～500㎜,取h=450,截面寬度b=～=～=150～225㎜,取b=200㎜(對(duì)于CL-2梁考慮磚墻寬度取b=250㎜)4.縱向主梁ZL-B截面尺寸的確定:h=～=～=500～750㎜,因此取h=550㎜截面寬度b=～=～=183.3～275㎜,考慮磚墻寬度取b=250㎜.5.橫向主梁截面尺寸的確定:截面高度的確定:h=～=～～=600～900㎜對(duì)于eq\o\ac(○,2)～eq\o\ac(○,8)軸ZL－2、ZL－3框架梁取h=700㎜,截面寬度的確定:b=～=～=233.33～350㎜,對(duì)于eq\o\ac(○,2)～eq\o\ac(○,8)軸ZL－2、ZL－3框架梁取b=300㎜;6.柱截面的確定NC—設(shè)計(jì)柱軸力rG—分項(xiàng)系數(shù),一般取1.2.地震作用放大系數(shù),取1.1.S—柱的受荷面積(長(zhǎng)邊×短邊)W—單位面積豎向荷載框剪取12～14KN/㎡,取13KN/㎡,剪筒取14～16KN/㎡.NS—柱截面的樓層層數(shù).NC=1.2×1.1×(6×7.05)×13×3=2177.6KN砼取C30,fc=14.3Mpa假設(shè)柱截面b×h=0.35×0.55m,則Z2、Z3等于350×550㎜.==0.79<0.9(Ⅳ類(lèi)場(chǎng)地,6類(lèi)設(shè)防)所以取b=0.35mh=0.55m為了考慮到縱向間距較小,橫向間距較大,故柱截面在橫向?yàn)?50㎜.三、屋面現(xiàn)澆混凝土板板及CL-3設(shè)計(jì)(一.)屋面現(xiàn)澆混凝土單向板設(shè)計(jì)因eq\o\ac(○,2)～eq\o\ac(○,8)軸間板==2.5>2,故按彈性理論計(jì)算連續(xù)單向板內(nèi)力。板厚h=80㎜,混凝土強(qiáng)度C30。1、荷載計(jì)算荷載種類(lèi)恒荷載防水卷材0.4×1=0.4KN/m40㎜厚細(xì)石砼找平0.04×25×1=1KN/m130㎜厚珍珠巖隔熱層0.13×10×1=1.3KN/m15㎜厚水泥砂漿找平0.015×20×1=0.3KN/m80㎜厚鋼筋混凝土板0.08×25×1=2KN/m20㎜厚紙筋石灰抹底0.02×17×1=0.34KN/m小計(jì)5.34KN/m活荷載0.7KN/m恒荷載分項(xiàng)系數(shù)取G=1.2(或1.35),活荷載分項(xiàng)系數(shù)取Q1.4(或1.4×0.7)恒荷載設(shè)計(jì)值g1=1.2×5.34=6.41KN/m,活荷載設(shè)計(jì)值q1=1.4×0.7=0.98KN/m或恒荷載設(shè)計(jì)值g2=1.35×5.34=7.21KN/m,活荷載設(shè)計(jì)值q2=0.98×0.7=0.69KN/mP1=g1＋q1=6.41＋0.98=7.39KN/m,p2=g2＋q2=7.21＋0.69=7.9>7.39KN/m取g=7.21KN/m,q=0.69KN/m。2、計(jì)算簡(jiǎn)圖次梁截面為200㎜×450㎜,250㎜×450㎜板的斷面如圖所示:1.)跨度計(jì)算邊跨的計(jì)算跨度,由于板直接擱置在磚墻上l01=(1.025ln1＋)=(1.025×2080＋)=2232㎜或l01=(2080＋)=2220㎜,兩者中取小值,所以l01=2220㎜；中間跨的計(jì)算跨度取梁中心線,l02=2400㎜；因跨度小于10%,可按等跨連續(xù)板計(jì)算,由于本工程為六跨連續(xù)梁,計(jì)算內(nèi)力時(shí)可按五等跨內(nèi)力系數(shù)表。計(jì)算簡(jiǎn)圖:3、內(nèi)力計(jì)算采用折算荷載，取值如下：g＇=g＋q=7.21＋=7.56KN/m,q＇=q==0.35KN/m；彎矩值:M=K1g＇l2＋K2q＇l2,查表求得不同荷載組合下各截面的彎矩值。計(jì)算結(jié)果如下表:項(xiàng)次荷載圖KKKKKKKKM1MBM2MCM3M4MEM5eq\o\ac(○,1)0.078-0.0150.033-0.0790.0460.033-0.1050.0782.91-3.911.32-3.442.001.44-4.273.17eq\o\ac(○,2)0.1000.0850.1000.170.170.19eq\o\ac(○,3)-0.119-0.21eq\o\ac(○,4)-0.119-0.22eq\o\ac(○,5)0.0790.0790.150.16eq\o\ac(○,6)-0.111-0.22組合項(xiàng)次Mmin(KN.m)eq\o\ac(○,1)＋eq\o\ac(○,3)eq\o\ac(○,1)＋eq\o\ac(○,6)eq\o\ac(○,1)＋eq\o\ac(○,4)-4.12-3.66-4.49組合項(xiàng)次Mmax(KN.m)eq\o\ac(○,1)eq\o\ac(○,1)＋eq\o\ac(○,2)eq\o\ac(○,1)＋eq\o\ac(○,5)eq\o\ac(○,1)＋eq\o\ac(○,2)eq\o\ac(○,1)＋eq\o\ac(○,5)eq\o\ac(○,1)＋eq\o\ac(○,2)3.081.472.171.63.36正截面受彎承載力計(jì)算采用C30混凝土,HPB235級(jí)鋼筋,fc=14.3N/㎜2,fy=210N/㎜2,h0=80-20=60㎜4.板配筋計(jì)算表如下:截面彎矩設(shè)計(jì)值(KN.m)as=AS=(㎜2)實(shí)際配筋(㎜2)13.08=0.060.062=253φ8@200AS=251B-4.12=0.080.083=339φ8@150AS=33521.47=0.0290.029=118φ8@250AS=201C-3.66=0.0710.074=302φ8@150AS=33532.17=0.0420.043=176φ8@250AS=20141.6=0.0310.031=127φ8@250AS=201E-4.49=0.0870.091=372φ8@150AS=33553.36=0.0650.067=274φ8@200AS=251驗(yàn)算max=0.091≤b=0.614,min==0.25%>0.15%,滿足截面最小配筋率的要求。(二.)次梁CL-3設(shè)計(jì)按彈性理論設(shè)計(jì),截面尺寸200㎜×450㎜,混凝土C30。其斷面如下圖:1.荷載計(jì)算板荷載荷載標(biāo)準(zhǔn)值恒荷載防水卷材0.4×1=0.4KN/m40㎜厚細(xì)石砼找平0.04×25×1=1KN/m130㎜厚珍珠巖隔熱層0.13×10×1=1.3KN/m15㎜厚水泥砂漿找平0.015×20×1=0.3KN/m80㎜厚鋼筋混凝土板0.08×25×1=2KN/m20㎜厚紙筋石灰抹底0.02×17×1=0.34KN/m小計(jì)5.34KN/m活荷載0.7KN/m荷載種類(lèi)荷載標(biāo)準(zhǔn)值恒荷載板傳來(lái)5.34×2.3=12.28KN/m次梁自重0.2×(0.45-0.08)×25=1.85KN/m次梁紙筋粉底0.02×(0.45-0.08)×2×17=0.25KN/m小計(jì)14.38KN/m活荷載0.7×2.3=1.61KN/m恒荷載分項(xiàng)系數(shù)取G=1.2(或1.35),活荷載分項(xiàng)系數(shù)取Q1.4(或1.4×0.7)恒荷載設(shè)計(jì)值g1=1.2×14.38=17.26KN/m活荷載設(shè)計(jì)值q1=1.4×1.61=2.25KN/m,或恒荷載設(shè)計(jì)值g2=1.35×14.38=18.69KN/m,活荷載設(shè)計(jì)值q2=1.4×0.7×1.61=1.58KN/mP1=g1＋q1=17.26＋2.25=19.51KN/mP==g2＋q2=18.69＋1.58=20.27KN/m兩者取大值P==20.27KN/mg2=18.69KN/mq2=1.58KN/m。2.計(jì)算簡(jiǎn)圖:橫向主梁尺寸為:300㎜×700㎜計(jì)算跨度:梁擱置在磚墻上,擱置長(zhǎng)度240㎜,故邊跨、中間跨取主梁中心線距離計(jì)算,l0=6000㎜,并按五跨連續(xù)梁簡(jiǎn)化計(jì)算,3.內(nèi)力計(jì)算:按彈性理論計(jì)算,采用折算荷載,取值如下:g＇=g＋0.25q=18.69＋0.25×1.58=19.09KN/m,q＇=0.75q=0.75×1.58=1.19KN/m彎矩值:M=K1g＇×l2＋k2q×l2,查表得,剪力值V=k1＇g’l＋k＇2q＇l不同荷載組合下各截面的內(nèi)力,計(jì)算結(jié)果如下表:項(xiàng)次荷載圖KKKKKKKKKKM1MBM2MCM3VAVBLVBRVCLVCReq\o\ac(○,1)0.078-0.1050.033-0.0790.0460.394-0.6060.526-0.4740.554.98-72.1622.68-54.2931.6145.13-69.4159.44-54.2957.27eq\o\ac(○,2)0.10.0850.4474.283.643.19eq\o\ac(○,3)SHAPE-0.119-0.6200.598-5.1-4.434.21eq\o\ac(○,4)0.0793.38eq\o\ac(○,5)-0.111-0.576-0.591-4.76-4.114.22組合項(xiàng)次Mmin(KN/M)eq\o\ac(○,1)＋eq\o\ac(○,3)eq\o\ac(○,1)＋eq\o\ac(○,5)-77.26-59.05組合項(xiàng)次Mmax(KN/M)eq\o\ac(○,1)＋eq\o\ac(○,2)eq\o\ac(○,1)＋eq\o\ac(○,4)eq\o\ac(○,1)＋eq\o\ac(○,2)59.2626.0635.25組合項(xiàng)次Vmax(KN)eq\o\ac(○,1)＋eq\o\ac(○,2)eq\o\ac(○,1)＋eq\o\ac(○,3)eq\o\ac(○,1)＋eq\o\ac(○,3)eq\o\ac(○,1)＋eq\o\ac(○,5)eq\o\ac(○,1)＋eq\o\ac(○,5)48.32-73.8463.65-58.461.494.承載力計(jì)算:采用C30混凝土,HRB335,ft=1.43N/㎜2,fy=300N/㎜2跨間h0=450－35=415㎜,支座處h0=450－60=390㎜正截面承載力計(jì)算:跨中截面翼緣寬度bf’取值:按計(jì)算跨度考慮bf’=l0/3=6000/3=2000㎜按梁凈距考慮,bf’=b＋Sn=200＋(2300-200)=2300㎜按翼緣高度考慮,==0.19>0.1不予考慮上述三項(xiàng)取小者,bf’=2000㎜有于a1fcb’f(h0-)=1.0×14.3×2000×80×(415-80/2)=858KN/M>Mmax=59.26KN/M屬于第一類(lèi)型次梁的正截面配筋計(jì)算如下表:min=max(0.2%,45×ft/fy%)=max(0.2%,0.215%)=0.215%截面彎矩設(shè)計(jì)值bb’fh0as=AS=(㎜2)AS,min=pminbh實(shí)際配筋(㎜2)159.2620004150.0120.0124751942φ18AS=509B-77.2620003900.1770.1967281943φ18AS=763226.0620004150.0050.0051981942φ14AS=308C-59.0520003900.1350.1465421943φ18AS=763335.2520004150.0070.0072771942φ14AS=308斜截面承載力計(jì)算:截面尺寸的復(fù)核:hw/b=(h0-hf’)/b=(415-80)/200=1.68<4,故截面尺寸按下式驗(yàn)算:0.25Cfcbh0=0.25×1×14.3×200×415=296.73KN>Vmax=73.84KN故截面尺寸滿足要求.計(jì)算所需復(fù)筋:采用φ6雙肢箍筋,計(jì)算支座截面V=73.8＜0.07fcbh0=0.07×14.3×200×415=83.1KN,所以S<SMAX=200㎜S≤==313㎜S≤==173㎜三者取小:S=150㎜按φ6雙肢箍筋（三.）屋面現(xiàn)澆混凝土雙向板設(shè)計(jì):按彈性理論計(jì)算雙向板內(nèi)力,板厚h=80㎜,混凝土強(qiáng)度C30.屋面雙向板結(jié)構(gòu)平面布置圖如下:1.板荷載計(jì)算板荷載荷載標(biāo)準(zhǔn)值恒荷載防水卷材0.4×1=0.4KN/㎡40㎜厚細(xì)石砼找平0.04×25×1=1KN/㎡130㎜厚珍珠巖隔熱層0.13×10×1=1.3KN/㎡15㎜厚水泥砂漿找平0.015×20×1=0.3KN/㎡80㎜厚鋼筋混凝土板0.08×25×1=2KN/㎡20㎜厚紙筋石灰抹底0.02×17×1=0.34KN/㎡小計(jì)5.34KN/㎡活荷載0.7KN/㎡恒荷載分項(xiàng)系數(shù)取G=1.2(或1.35),活荷載分項(xiàng)系數(shù)取Q1.4(或1.4×0.7)恒荷載設(shè)計(jì)值g1=1.2×5.34=6.41KN/㎡,活荷載設(shè)計(jì)值q1=1.4×0.7=0.98KN/㎡,或恒荷載設(shè)計(jì)值g2=1.35×5.34=7.21KN/㎡,活荷載設(shè)計(jì)值q2=1.4×0.7×0.7=0.69KN/㎡P1=g1＋q1=6.41＋0.98=7.39KN/㎡P==g2＋q2=7.21＋0.69=7.9KN/㎡兩者取大值P==7.9KN/㎡g2=7.21KN/㎡q2=0.69KN/㎡。采用折算荷載,取值如下:g＇=g+1/2q=7.21+=7.56KN/㎡q＇=q/2=0.69/2=0.35KN/㎡g＇+q＇=7.56+0.35=7.91KN/㎡2.計(jì)算跨度:B2B3B4B5L012400-120=2280240024006900－120=6780L023500＋150-120=35303500＋150-120=35303500＋150-120=35303500＋150-120=35301.5=1.5=1.5=1.9判定<2按雙向板計(jì)算3.彎矩值計(jì)算B2板彎矩值計(jì)算(二邊固定,二邊鉸支)區(qū)區(qū)格項(xiàng)次l012280l023530l01/l020.65跨間彎矩計(jì)算二邊固定,二邊鉸支表中系數(shù)m1max0.465mx1=表中系數(shù)×g＇×l0120.0465×7.56×2.28×2.28=1.83四支簡(jiǎn)支表中系數(shù)m10.075mx2=表中系數(shù)×q＇×l0120.075×0.35×2.28×2.28=0.136mx=mx1＋mx21.83＋0.136=1.966二邊固定,二邊鉸支表中系數(shù)m2max0.0183my1=表中系數(shù)×g＇×l0120.0183×7.56×2.28×2.28=0.719四支簡(jiǎn)支表中系數(shù)m20.0271my2=表中系數(shù)×q＇×l0120.0271×0.35×2.28×2.28=0.049my=my1＋my20.719＋0.049=0.768Mx=mx＋vmy1.966＋0.2×0.768=2.12MY=my＋vmx0.768＋0.2×1.966=1.16支座彎矩計(jì)算二邊固定,二邊鉸支表中系數(shù)m1＇-0.1045Mx’=表中系數(shù)×p×l012-0.1045×7.91×2.28×2.28=-4.3二邊固定,二邊鉸支表中系數(shù)m2＇-0.0777My’=表中系數(shù)×p×l012-0.0777×7.91×2.28×2.28=-3.19B3板彎矩值計(jì)算(三邊固定,一邊鉸支)區(qū)區(qū)格項(xiàng)次l012400l023530l01/l020.68跨間彎矩計(jì)算三邊固定,一邊鉸支表中系數(shù)m1max0.371-[(0.68-0.65)(0.0371-0.0354)/0.05]=0.0362mx1=表中系數(shù)×g＇×l0120.0362×7.56×2.4×2.4=1.58四支簡(jiǎn)支表中系數(shù)m10.561-[(0.68-0.65)(0.0561-0.0506)/0.05]=0.0532mx2=表中系數(shù)×q＇×l0120.0532×0.35×2.4×2.4=0.107mx=mx1＋mx21.58＋0.107=1.687三邊固定,一邊鉸支表中系數(shù)m2max0.0116-[(0.68-0.65)(0.0116-0.0127)/0.05]=0.0122my1=表中系數(shù)×g＇×l0120.0122×7.56×2.4×2.4=0.53四支簡(jiǎn)支表中系數(shù)m20.0334－[(0.68-0.65)(0.0334-0.0348)/0.05]=0.0341my2=表中系數(shù)×q＇×l0120.0341×0.35×2.4×2.4=0.069my=my1＋my20.53＋0.069=0.599Mx=mx＋vmy1.687＋0.2×0.599=1.81MY=my＋vmx0.599＋0.2×1.687=0.94支座彎矩計(jì)算三邊固定,一邊鉸支表中系數(shù)m1＇-0.0796-[(0.68-0.65)(-0.7967＋0.07740/0.05)]=-0.0785Mx＇=表中系數(shù)×p×l012-0.0785×7.91×2.4×2.4=-3.58三邊固定,一邊鉸支表中系數(shù)m2＇-0.0572-[(0.68-0.65)(-0.0572＋0.0572)/0.05]=-0.0572My＇=表中系數(shù)×p×l012-0.0572×7.91×2.4×2.4=-2.6B4板彎矩值計(jì)算(三邊固定,一邊餃支)區(qū)區(qū)格項(xiàng)次l012400l023530l01/l020.68跨間彎矩計(jì)算三邊固定,一邊鉸支表中系數(shù)m1max0.371-[(0.68-0.65)(0.0371-0.0354)/0.05]=0.0362mx1=表中系數(shù)×g＇×l0120.0362×7.56×2.4×2.4=1.58四支簡(jiǎn)支表中系數(shù)m10.561-[(0.68-0.65)(0.0561-0.0506)/0.05]=0.0532mx2=表中系數(shù)×q＇×l0120.0532×0.35×2.4×2.4=0.107mx=mx1＋mx21.58＋0.107=1.687三邊固定,一邊鉸支表中系數(shù)m2max0.0116-[(0.68-0.65)(0.0116-0.0127)/0.05]=0.0122My1=表中系數(shù)×g＇×l0120.0122×7.56×2.4×2.4=0.53四支簡(jiǎn)支表中系數(shù)m20.0334－[(0.68-0.65)(0.0334-0.0348)/0.05]=0.0341My2=表中系數(shù)×q＇×l0120.0341×0.35×2.4×2.4=0.069My=my1＋my20.53＋0.069=0.599Mx=mx＋vmy1.687＋0.2×0.599=1.81MY=my＋vmx0.599＋0.2×1.687=0.94支座彎矩計(jì)算三邊固定,一邊鉸支表中系數(shù)m1＇-0.0796-[(0.68-0.65)(-0.7967＋0.07740/0.05)]=-0.0785Mx’=表中系數(shù)×p×l012-0.0785×7.91×2.4×2.4=-3.58三邊固定,一邊鉸支表中系數(shù)m2＇-0.0572-[(0.68-0.65)(-0.0572＋0.0572)/0.05]=-0.0572My＇=表中系數(shù)×p×l012-0.0572×7.91×2.4×2.4=-2.6B5板彎矩值計(jì)算(三邊固定,一邊餃支)區(qū)區(qū)格項(xiàng)次l013530l026780l01/l020.52跨間彎矩計(jì)算二邊固定,二邊鉸支表中系數(shù)m1max0.0562-[(0.52-0.50)(0.0562-0.053)/0.05]=0.0549mx1=表中系數(shù)×g＇×l0120.0549×7.56×3.530×3.530=5.17四支簡(jiǎn)支表中系數(shù)m10.0965-[(0.52-0.50)(0.0965-0.0892)/0.05]=0.0936mx2=表中系數(shù)×q＇×l0120.0936×0.35×3.53×3.53=0.41mx=mx1＋mx25.17＋0.41=5.58二邊固定,二邊鉸支表中系數(shù)m2max0.0135-[(0.52-0.50)(0.0135-0.0153)/0.05]=0.0128my1=表中系數(shù)×g＇×l0120.0128×7.56×3.53×3.53=1.21四支簡(jiǎn)支表中系數(shù)m20.0174-[(0.52-0.50)(0.0174-0.021)/0.05]=0.0894my2=表中系數(shù)×q＇×l0120.0894×0.35×3.53×3.53=0.39my=my1＋my21.21＋0.39=1.6Mx=mx＋vmy5.58＋0.2×1.6=5.9MY=my＋vmx1.6＋0.2×5.58=2.72支座彎矩計(jì)算二邊固定,二邊鉸支表中系數(shù)m1＇-0.1179-[(0.52－0.50)(-0.1179＋0.114)/0.05]=-0.116Mx’=表中系數(shù)×p×l012-0.116×7.91×3.53×3.53=-11.43二邊固定,二邊鉸支表中系數(shù)m2＇-0.0786-[(052-0.50)(-0.0786＋0.0785)/0.05]=-0.079My＇=表中系數(shù)×p×l012-0.079×7.91×3.53×3.53=-7.79按彈性理論計(jì)算板配筋:l01方向：板截面有效高度:h0=80-20=60㎜l02方向：板截面有效高度:h0=80-30=50㎜支座截面有效高度h0=80-20=60㎜板取b=1000㎜為計(jì)算單元板配筋計(jì)算如下:a.板跨中配筋計(jì)算表截面bH0fc彎矩設(shè)計(jì)值(KN.M)as=fyAS=實(shí)際值B2l01方向10006014.32.120.040.04210163φ8@200AS=251l02方向10005014.31.160.0320.026210106φ8@200AS=251B3l0110006014.31.810.0350.036210147φ8@200AS=251l0210005014.30.940.0260.02621088φ8@200AS=251B4l0110006014.31.810.0350.036210147φ8@200AS=251l0110005014.30.940.0260.02621088φ8@200AS=251B5l0110006014.35.90.160.18210735φ10@100AS=785l0210005014.32.720.060.07210238φ8@200AS=251b.板支座配筋計(jì)算表截面bh0fc彎矩設(shè)計(jì)值(KN.M)as=fyAS=實(shí)際配筋(㎜2)支座B2-B310006014.3-4.30.080.08210326φ8@150AS=335支座B3-B410006014.3-3.580.0690.07210286φ8@150AS=335支座B4-B510006014.3-3.580.0690.07210286φ8@150AS=335支座B2-B110006014.3-3.190.0610.063210249φ8@200AS=251支座B3-B110006014.3-2.60.050.05210204φ8@200AS=251支座B4-B110006014.3-2.60.050.05210204φ8@200AS=251支座B5-B110006014.3-7.790.1530.166210678φ10@100AS=785四、主梁ZL-3設(shè)計(jì)按彈性理論設(shè)計(jì)截面尺寸700×300㎜,混凝土C30.其簡(jiǎn)圖如下:１.荷載設(shè)計(jì)值為簡(jiǎn)化計(jì)算,將主梁自重等效為集中荷載。荷載種類(lèi)荷載標(biāo)準(zhǔn)值次梁傳來(lái)恒荷載14.38×7.2=103.57KN/m主梁自重(0.7-0.08)×0.3×2.4×25×1.2=13.39KN/m次梁紙筋粉底(0.7-0.08)×2×0.02×2.4×17=1.21KN/m小計(jì)118.17KN/m活荷載1.61×7.2=11.59KN/m２.計(jì)算簡(jiǎn)圖:主梁按連續(xù)梁計(jì)算,端部支承在磚墻上,支承長(zhǎng)度為370㎜；中間支承在550㎜×350㎜的混凝土柱上。其計(jì)算跨度邊跨：ln=7200－550－120=6530㎜，因0.025ln=163㎜<a/2=185㎜,取:ln=0.025ln+b/2=1.025×6530+550/2=6968㎜,近似取l0=6970。3.內(nèi)力計(jì)算項(xiàng)次荷載圖KKKKKM1MBVAVBLVBReq\o\ac(○,1)0.222-0.3330.667-1.3331.333182.85-274.2778.82-157.52157.52eq\o\ac(○,2)0.2780.83322.469.65eq\o\ac(○,3)-0.333-1.3331.333-26.9-15.4515.45組合項(xiàng)次-Mmax(KN/m)eq\o\ac(○,1)＋eq\o\ac(○,3)-301.17組合項(xiàng)次Mmax(KN/m)eq\o\ac(○,1)＋eq\o\ac(○,2)205.31組合項(xiàng)次±Vmax(KN)eq\o\ac(○,1)＋eq\o\ac(○,2)eq\o\ac(○,1)＋eq\o\ac(○,3)eq\o\ac(○,1)＋eq\o\ac(○,3)88.47-158.85158.854.承載力計(jì)算采用C30混凝土,HRB335,fc=14.3N/㎜2,ft=1.43N/㎜2,fy=300N/㎜2跨間h0=700－35=665㎜支柱處h0=700－70=630㎜跨中截面翼緣寬度取值,按計(jì)算跨度考慮,=l0/3=2400㎜按梁近距考慮,=BsN=300+(2400-300)=2400㎜按翼緣高度考慮,/h0=100/(700-35)=0.25>0.1,不考慮上述三項(xiàng)取小值,即=2400㎜由于a1fc(h0-/2)=1.0×14.3×2400×100×(665－100/2)=2110KN/M>205.31KN/M屬于第一類(lèi)型主梁正截面配筋計(jì)算如下:min=(0.2%,45×ft/fy%)=(0.2%,0.215%)=0.215%截面彎矩設(shè)計(jì)值(KN/M)b(bf)h0as=AS=(㎜2)AS,min=pminbh實(shí)際配筋(㎜2)1205.3124006650.0130.0139883613φ22AS=1140MB-301.173006300.1760.19517564515φ22AS=19005.斜截面承載力計(jì)算驗(yàn)算截面尺寸:hw/b=(h0-hf’)/b=(665-80)/300=1.95<4,故截面尺寸按下試計(jì)算:0.25=0.25×1×14.3×300×665=713.12KN>Vmax=158.85故截面尺寸滿足要求。計(jì)算所需覆筋:采用φ8@200雙肢箍筋,計(jì)算支座B左側(cè)截面VCS=158.85<0.7fcbh0=0.07×14.3×300×665=199.7KN,所以S>SMAXS≤==138㎜S≤==204㎜三者取小:S=200㎜按φ8@200雙肢箍筋因主梁的腹板高度面大于450㎜,需在梁側(cè)設(shè)置腰筋,截面的尺寸不小于腹板面積的0.1%,且間距小于200㎜?，F(xiàn)每側(cè)配置2φ18,509/(300×620)=0.27%>0.1%,滿足要求五、現(xiàn)澆板式樓梯設(shè)計(jì)本設(shè)計(jì)采用板式樓梯,平面布置如圖所示:1.樓梯板設(shè)計(jì)板的傾斜角tga=150/300=0.5,cosa=0.984板厚為板斜長(zhǎng)的1/30,即h=1/30×3600×cosa==134㎜，本工程板厚h=150㎜。1．）荷載計(jì)算荷載種類(lèi)荷載標(biāo)準(zhǔn)值恒荷載30㎜厚水泥砂漿面層（0．3＋0.15）×0.03×20/0.3=0.9KN/㎡三角形踏步1/2×(0.3×0.15)×25/0.3=1.875KN/㎡混凝土斜板0.15×25/0.894=4.195KN/㎡20㎜厚紙筋石灰抹底0.02×17/0.894=0.38KN/㎡小計(jì)7.35KN/㎡活荷載3.5KN/㎡取12.37×1=KN/m荷載分項(xiàng)系數(shù)取G=1.2(或1.35),活荷載分項(xiàng)系數(shù)取Q1.4(或1.4×0.7)7.35KN/㎡×1=7.35KN/m1.2×7.35＋1.4×2.5=12.32KN/m1.35×7.35＋1.40×0.7×2.5=12.37KN/m>12.32KN/m取荷載設(shè)計(jì)值p=12.32KN/m2.)截面設(shè)計(jì)板水平計(jì)算跨度ln=3.6m彎矩設(shè)計(jì)值:M=1/10pl02=0.1×12.37×3.62=16.03KN.m,板的有效高度h0=150-20=130㎜采用C30混凝土,HPB235,fc=14.3N/㎜2,fy=210N/㎜2,as===0.067,＋=0.965,AS===425.9㎜2選用10@150,AS=523㎜2,分部筋8@200。2.平臺(tái)板設(shè)計(jì)單跨簡(jiǎn)支(h/l短跨)≥1/45,雙向板:h≥l短跨/45=1550/45=34.4㎜雙向板板厚:80㎜≤h≤160㎜故取h=80㎜(2)單跨簡(jiǎn)支單向板(h/l)≥1/35單向板:h≥1/35=1550/35=44.3㎜,單向板工業(yè)建筑樓板厚:h≥70㎜故取h=80㎜平臺(tái)板板厚h=80㎜荷載計(jì)算恒荷載種類(lèi)恒荷載標(biāo)準(zhǔn)值恒荷載30㎜厚水泥砂漿面層0.03×20=0.6KN/㎡80㎜厚鋼筋混凝土板0.08×25=2.KN/㎡20㎜厚紙筋石灰抹底0.02×17=0.34KN/㎡小計(jì)2.94KN/㎡活荷載3.5KN/㎡荷載分項(xiàng)系數(shù)取G=1.2(或1.35),活荷載分項(xiàng)系數(shù)取Q1.4(或1.4×0.7)1.2×2.94×1＋1.4×3.5×1=6.96KN/m1.35×2.94×1＋1.4×0.7×3.5×1=7.4KN/m>6.96KN/m取荷載設(shè)計(jì)值q=7.4KN/m截面設(shè)計(jì)板水平計(jì)算跨度l0=ln=1.65-0.2-0.05=1.45m,彎矩設(shè)計(jì)值1/10pl2=0.1×7.4×1.452=1.56KN/m板有效高度h0=80-20=60㎜,采用C30混凝土,HPB235,fc=14.3N/㎜2,fy=210N/㎜2as===0.03＋=0.985AS===125.7㎜2選用6@200,AS=141㎜2。3.平臺(tái)梁截面尺寸TL-1配筋設(shè)計(jì)1.)荷載計(jì)算平臺(tái)梁截面高度:h≥l0/12單跨簡(jiǎn)支梁l0≤h≤l0/8h≥l0/12=3500/12=291.7㎜故取h=350㎜≥291.7㎜恒荷載種類(lèi)恒荷載標(biāo)準(zhǔn)值恒荷載梁自重0.2×(0.35-0.08)×25=1.35KN/m梁側(cè)紙筋石灰抹底0.02×(0.35-0.08)×2×17=0.18KN/m平臺(tái)板傳來(lái)2.94×1.65/2=2.43KN/m梯段板傳來(lái)7.35×3.6/2=13.23KN/m小計(jì)17.19KN/m活荷載3.5×(3.6/2＋1.65/2)=9.19KN/m荷載分項(xiàng)系數(shù)取G=1.2(或1.35),活荷載分項(xiàng)系數(shù)取Q1.4(或1.4×0.7)1.2×17.19＋1.4×9.19=33.49KN/m1.35×17.19×1＋1.4×0.7×9.19=32.21KN/m<33.49KN/m取荷載設(shè)計(jì)值q=33.49KN/m2.)截面設(shè)計(jì)平臺(tái)梁水平計(jì)算跨度l0=1.05ln=1.05×(3.5-0.075)=3.44m,且l0=ln＋b=0.35-0.15-0.075＋0.25=3.53m,因此計(jì)算跨度l0=3.44。梁有效高度h0=350－35=315㎜,彎矩設(shè)計(jì)值:M=1/8pln2=1/8×33.49×3.442=49.54KN.M剪力設(shè)計(jì)值V=1/2pl0=1/2×33.49×3.44=57.6KN截面按照倒L形計(jì)算,分以下3種情況考慮:(1.)按計(jì)算跨度l0考慮,=(2.)按梁凈距Sn考慮,=b＋Sn=0.2＋=0.90m(3.)按翼緣高度hf考慮=0.25>0.1,則不考慮。因此按=0.57m計(jì)算采用C30混凝土,HRB335,fc=14.3㎜2,fy=300N/㎜2a1fcbf’hf’(h0-)=1.0×14.3×570×80×(315－)=179.3KN.m>=49.54KN.m屬于第一種類(lèi)型,as=,=1-=0.063<b=0.55s=,As=㎜2選用3φ16,As=603㎜23).斜截面受剪承載力計(jì)算,屬于厚腹梁,VC=0.7ftbh0=0.7×1.43×200×315=63.06KN>57.6KN按照構(gòu)造配置箍筋φ6@150,實(shí)有0.189>=0.163%滿足要求。4.)平臺(tái)梁TL-2、TL-A配筋設(shè)計(jì)TL-2其配筋與TL-1相同;TL-A截面尺寸250×350㎜,配筋采用3φ16,箍筋φ6@200。4.梯柱TZ配筋設(shè)計(jì)TZ柱截面尺寸為250㎜×250㎜,按構(gòu)造要求配筋,既4φ12，箍筋φ6@200。六、柱Z-3的設(shè)計(jì)1.二、三層荷載計(jì)算二層次梁荷載板荷載荷載標(biāo)準(zhǔn)值30㎜厚細(xì)石砼找平0.03×25×1=0.75KN/m100㎜厚鋼筋混凝土板0.1×25×1=2.5KN/m20㎜厚紙筋石灰抹底0.02×17×1=0.34KN/m小計(jì)3.59KN/m活荷載5.0KN/m荷載種類(lèi)荷載標(biāo)準(zhǔn)值恒荷載板傳來(lái)3.59×2.3=8.26KN/m次梁自重0.2×(0.45-0.1)×25=1.75KN/m次梁紙筋粉底0.02×(0.45-0.1)×2×17=0.238KN/m小計(jì)10.25KN/m活荷載5×2.3=11.5KN/m二層主梁傳來(lái)荷載荷載種類(lèi)荷載標(biāo)準(zhǔn)值次梁傳來(lái)恒荷載10.25×7.2=73.8KN/m主梁自重(0.7-0.1)×0.3×2.4×25×1.2=12.96KN/m次梁紙筋粉底(0.7-0.1)×2×0.02×2.4×17=0.98KN/m小計(jì)87.74KN/m活荷載5×7.2=36KN/m三層次梁荷載板荷載荷載標(biāo)準(zhǔn)值30㎜厚細(xì)石砼找平0.04×25×1=0.75KN/m100㎜厚鋼筋混凝土板0.1×25×1=2.5KN/m20㎜厚紙筋石灰抹底0.02×17×1=0.34KN/m小計(jì)3.59KN/m活荷載5.5KN/m荷載種類(lèi)荷載標(biāo)準(zhǔn)值恒荷載板傳來(lái)3.59×2.3=8.26KN/m次梁自重0.2×(0.45-0.1)×25=1.75KN/m次梁紙筋粉底0.02×(0.45-0.1)×2×17=0.238KN/m小計(jì)10.25KN/m活荷載5.5×2.3=12.65KN/m三層主梁傳來(lái)荷載荷載種類(lèi)荷載標(biāo)準(zhǔn)值次梁傳來(lái)恒荷載10.25×7.2=73.8KN/m主梁自重(0.7-0.1)×0.3×2.4×25×1.2=12.96KN/m次梁紙筋粉底(0.7-0.1)×2×0.02×2.4×17=0.98KN/m小計(jì)87.74KN/m活荷載5.5×7.2=39.6KN/m2.計(jì)算簡(jiǎn)圖3.柱Z-3承載力計(jì)算計(jì)算長(zhǎng)度室外地坪-0.45M,基礎(chǔ)至地坪0.5M,因此底層層高取4.85M。l0=1.25H=1.25×3.9=4.875m柱子軸力:恒載標(biāo)準(zhǔn)值:NGK屋NB主=[0.25×(0.55－0.08)×6×25＋0.02×(0.55-0.08)×2×17]×1.2=21.53KNN3主=[0.3×(0.7－0.08)×7.05×25＋0.02×(0.7-0.08)×2×17]×1.2=40.48KNN次=[0.2×(0.45－0.08)×6×25＋0.02×(0.45-0.08)×2×17]×2×1.2=27.24KNN板=5.34×7.05×6×1.2＋0.7×7.05×6×1.4=312.51KN軸力標(biāo)準(zhǔn)值:NK=21.53＋40.48＋27.24＋312.51=401.76KNNGK3NB主=[0.25×(0.55－0.1)×6×25＋0.02×(0.55-0.1)×2×17]×1.2=20.16KNN3主=[0.3×(0.7－0