《樓蓋設(shè)計(jì)計(jì)算書》word版
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《樓蓋設(shè)計(jì)計(jì)算書》word版
鋼筋混凝土樓蓋設(shè)計(jì)任務(wù)書一 題目:某市輕工業(yè)廠房樓蓋設(shè)計(jì) 圖1 二 設(shè)計(jì)條件 某市輕工業(yè)廠房承重體系為鋼筋混凝土內(nèi)框架,四周為370mm磚墻承重,廠房平面尺寸見下圖,二樓可變荷載為7.0kN/m2,設(shè)計(jì)只考慮豎向荷載,要求學(xué)生完成二層鋼筋混凝土整澆樓蓋的設(shè)計(jì)。二層平面尺寸見圖一。1.永久荷載:樓面面層采用20mm厚水泥砂漿,重度20kN/m3;板底、梁側(cè)及梁底抹灰層15mm厚混合砂漿,重度17kN/m3;鋼筋混凝土重度25kN/m3。2.二樓樓面可變荷載7.0kN/m2。3.材料:混凝土強(qiáng)度等級(jí)C25;主梁、次梁主筋采用HRB335級(jí)鋼筋;其余鋼筋采用HPB235級(jí)鋼筋。4.板伸入墻內(nèi)120mm,次梁伸入墻內(nèi)240mm,主梁伸入墻內(nèi)370mm。5.柱斷面尺寸400×400mm。三 設(shè)計(jì)內(nèi)容 1.學(xué)生承擔(dān)的具體設(shè)計(jì)題號(hào)見表一 表一 課程設(shè)計(jì)題號(hào)表可變荷載題號(hào)a×b5.005.506.006.507.007.5022.5×37.5(1)(2)(27)(28)(29)21.6×36.00(3)(4)(5)(30)(31)20.70×34.5(6)(7)(8)(9)(32)19.80×31.50(10)(11)(12)(13)(14)18.90×31.50(33)(15)(16)(17)(18)(19)18.00×30.00(34)(20)(21)(22)(23)17.10×28.50(35)(36)(24)(25)(26)注明:可變荷載的單位為kN/m22.設(shè)計(jì)計(jì)算書一份,內(nèi)容包括:(1)二層樓面結(jié)構(gòu)平面布置:柱網(wǎng)、主梁、次梁及板的布置。(2)現(xiàn)澆板、次梁的承載力計(jì)算(內(nèi)力計(jì)算按塑性內(nèi)力重分布考慮)。(3)主梁的承載力計(jì)算(內(nèi)力計(jì)算按彈性理論考慮)。3.A3圖紙一張,內(nèi)容包括:(1)二層樓面結(jié)構(gòu)布置圖,板的配筋圖,板的配筋圖畫在結(jié)構(gòu)布置圖上。(2)次梁的配筋圖,主梁的配筋圖。(3)必要的結(jié)構(gòu)設(shè)計(jì)說明。鋼筋混凝土樓蓋設(shè)計(jì)樓蓋a×b=(20.70×34.5)m,可變荷載為5.50kN/20.7÷3=6.9m 34.5÷5=6.9m 6.9÷3=2.3m3300÷35=94.2mm 3300÷40=82.5mm 取板厚為90mm故設(shè)計(jì)單向板 a×b×h=6900mm × 2300mm × 90mmh:6900÷12=575mm 6900÷18=383.33mm 取次梁高位400mmb:400÷3=133.3mm 400÷2=200mm 取次梁寬為160mm 設(shè)計(jì)次梁 a×b×h=6900mm × 160mm × 400mmh:6900÷15=460mm 6900÷12=575mm 取次梁高位540mmb:540÷3=180mm 540÷2=270mm 取次梁寬為240mm 設(shè)計(jì)主梁 a×b×h=6900mm × 240mm × 540mm單向板配筋計(jì)算鋼筋混凝土重度25kN/ 1×0.09×25 =2.25 kN/樓面面層水泥砂漿重度20kN/ 1×0.02×20 =0.4 kN/+板底抹灰混合砂漿17kN/ 1×0.015×17=0.255 kN/ 板的恒荷載標(biāo)準(zhǔn)值 =2.905 kN/ 板的活荷載標(biāo)準(zhǔn)值 =1×5.50=5.5 kN/板的計(jì)算簡(jiǎn)圖板在活荷載控制下的外力設(shè)計(jì)值:(g+q)=+ =1.2×2.905+1.3×5.50=10.636 kN/板在恒荷載控制下的外力設(shè)計(jì)值:(g+q)= +=1.2×2.905+0.7×1.3×5.50=8.491 kN/兩者取大值,故 (g+q)=10.636 kN/邊跨: = + =(2.3-0.12-0.08)+ =2.145m= + =(2.3-0.12-0.08)+ =2.16m兩者取小值,故=2.145m中跨:=2.3m平均跨:=(2.3+2.145)/2=2.223m各跨以及支座彎矩設(shè)計(jì)值:=×10.636×=4.45 kN=-×10.636×=-4.78 kN=×10.636×=3.52 kN=-×10.636×=-4.02 kN=-=-3.52 kN計(jì)算:假定受力鋼筋排一層,則=-20=90-20=70mm計(jì)算,并判斷是否屬于超筋板=-=70-=5.56mm<=0.550×70=38.5mm不屬于超筋板計(jì)算=1.0×11.9×1000×5.56/210=315=0.45×1.27/300=0.19%,取=0.2%=0.2%×1000×90=180 < 不屬于少筋板查表,選配690。計(jì)算,并判斷是否屬于超筋板=-=70-=6.00mm<=0.550×70=38.5mm不屬于超筋板計(jì)算=1.0×11.9×1000×6.00/210=340=0.45×1.27/300=0.19%,取=0.2%=0.2%×1000×90=180 < 不屬于少筋板查表,選配685。計(jì)算,并判斷是否屬于超筋板=-=70-=4.36mm<=0.550×70=38.5mm不屬于超筋板計(jì)算=1.0×11.9×1000×4.36/210=247=0.45×1.27/300=0.19%,取=0.2%=0.2%×1000×90=180 < 不屬于少筋板,去=243查表,選配6110。計(jì)算,并判斷是否屬于超筋板=-=70-=5.01mm<=0.550×70=38.5mm不屬于超筋板計(jì)算=1.0×11.9×1000×5.01/210=284=0.45×1.27/300=0.19%,取=0.2%=0.2%×1000×90=180 < 不屬于少筋板查表,選配6100。因?yàn)?-,故選配6110。次梁配筋計(jì)算次梁兩側(cè)抹灰重度17kN/ 2×0.31×0.015×17=0.1581 kN/鋼筋混凝土重度25kN/ 0.16×0.31 ×25= 1.24 kN/次梁恒載標(biāo)準(zhǔn)值 =2.905×2.3+0.1581+1.24=8.0796 kN/次梁活載標(biāo)準(zhǔn)值 =5.50×2.3=12.65 kN/板在活荷載控制下的外力設(shè)計(jì)值:(g+q)=+ =1.2×8.0796+1.3×12.65=26.14 kN/板在恒荷載控制下的外力設(shè)計(jì)值:(g+q)= +=1.2×8.0796+0.7×1.3×12.65=21.21 kN/兩者取大值,故=26.14 kN/邊跨: = 1.025=1.025×(6.9-0.12-0.24)=6.7035m= + =(6.9-0.12-0.24)+ =6.74m兩者取小值,故=6.74m中跨:=6.9m平均跨:=(6.9+6.74)/2=6.82m次梁計(jì)算簡(jiǎn)圖各跨以及支座彎矩設(shè)計(jì)值:=×26.14×=107.95 kN=-×26.14×=-110.53 kN=×26.14×=77.78 kN=-×26.14×=-88.89 kN=-=-77.78 kN根據(jù)各彎矩設(shè)計(jì)值,計(jì)算次梁配筋如下:確定翼緣計(jì)算寬度按次梁的計(jì)算跨度考慮:=6900/3=2300mm按次梁凈距考慮:=+=160+6540=6700mm按翼緣厚度考慮:=90/365=0.247>0.1,不受此項(xiàng)限制。取較小值得翼緣計(jì)算寬度=2300mm計(jì)算:假定受力鋼筋排一層,則=-35=400-35=365mm對(duì)于段,判別T形截面的類型=1.0×11.9×2300×90×(365-90/2) =788.256×>=107.95 kN屬于第一類T形截面計(jì)算= =10.98mm計(jì)算=1.0×11.9×2300×10.98/300=1001.74=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配418對(duì)于段,判別T形截面的類型=1.0×11.9×2300×90×(365-90/2) =788.256× > =77.78 kN屬于第一類T形截面計(jì)算= =7.87mm計(jì)算=1.0×11.9×2300×7.87/300=718.01=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配910對(duì)于段,因?yàn)?-=-77.78 kN,故選配910。對(duì)于支座,計(jì)算,并判斷是否屬于超筋次梁= =11.24mm<=0.550×365=200.75mm計(jì)算,并判斷是否少筋=1.0×11.9×2300×11.24/300=1025.46=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配714對(duì)于支座,計(jì)算,并判斷是否屬于超筋次梁= =9.01mm<=0.550×365=200.75mm計(jì)算,并判斷是否少筋=1.0×11.9×2300×9.01/300=822.01=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配416次梁箍筋計(jì)算計(jì)算各支座的剪力=0.45(g+q) =0.45×26.14×6.74=79.28KN=0.6(g+q) =0.6×26.14×6.9=108.22KN=0.55(g+q) =0.55×26.14×6.9=99.20KN計(jì)算A處的箍筋 查表得=1.0 =210N/復(fù)核截面尺寸=365/160=2.28125 < 4.0應(yīng)按式復(fù)核截面尺0.25=0.25×1.0×11.9×160×365=173.74KN > =79.28KN截面尺寸滿足要求確定是否需按計(jì)算配置箍筋=0.7×1.27×160×365=51.92KN < =79.28KN需按計(jì)算配置箍筋,確定箍筋數(shù)量=0.286按構(gòu)造要求,箍筋直徑不宜小于6mm,現(xiàn)選用6雙肢箍筋(=28.3) =197.90mm查表得,=200mm,取S=190mm。驗(yàn)算配箍率=0.19%=0.24×1.27/210=0.15% < =0.19%配箍率滿足要求,所以箍筋選用6190,沿次梁長(zhǎng)均勻布置。計(jì)算處的箍筋,按式復(fù)核截面尺0.25=0.25×1.0×11.9×160×365=173.74KN> =108.22KN截面尺寸滿足要求確定是否需按計(jì)算配置箍筋=0.7×1.27×160×365=51.92KN < =108.22KN需按計(jì)算配置箍筋,確定箍筋數(shù)量=0.588按構(gòu)造要求,箍筋直徑不宜小于6mm,現(xiàn)選用8雙肢箍筋(=50.3) =171.09mm查表得,=200mm,取S=170mm。驗(yàn)算配箍率=0.36%=0.24×1.27/210=0.15% < =0.36%配箍率滿足要求,所以箍筋選用8170,沿次梁長(zhǎng)均勻布置。計(jì)算,處的箍筋,按式復(fù)核截面尺0.25=0.25×1.0×11.9×160×365=173.74KN> =99.20KN截面尺寸滿足要求確定是否需按計(jì)算配置箍筋=0.7×1.27×160×365=51.92KN < =99.20KN需按計(jì)算配置箍筋,確定箍筋數(shù)量=0.493按構(gòu)造要求,箍筋直徑不宜小于6mm,現(xiàn)選用6雙肢箍筋(=28.3) =114.81mm查表得,=200mm,取S=120mm。驗(yàn)算配箍率=0.29%=0.24×1.27/210=0.15% < =0.29%配箍率滿足要求,所以箍筋選用6120,沿次梁長(zhǎng)均勻布置。主梁按彈性方法計(jì)算次梁傳來的恒荷載:6.9×8.0796=55.8KN主梁的自重:25×(0.54-0.09)×0.24×2.3=6.21KN主梁兩側(cè)的抹灰層:2×17×0.015×)×2.3=0.52785KN主梁的永久荷載總計(jì):G=55.8+6.21+0.52785=62.54KN主梁活荷載:Q=12.65×6.9=87.29KN邊跨:=+=(6.9-0.2-0.37)+ +=6.515m =1.025+=1.025×(6.9-0.2-0.37)+ =6.688m兩者取小,故取=6.50m中跨:=+b=(6.9-0.4)+0.4=6.9m平均跨:=6.7m主梁邊跨與中跨相差=5.79% < 10%,故按照等跨連續(xù)梁計(jì)算內(nèi)力。主梁計(jì)算簡(jiǎn)圖彎矩設(shè)計(jì)值系數(shù)表附錄荷 載 圖跨內(nèi)最大彎矩支座彎矩剪 力0.2440.067-0.267-0.2670.733-1.2671.000-1.0001.267-0.7330.289-0.133-0.1330.866-1.134001.134-0.8660.200-0.133-0.133-0.133-0.1331.000-1.0000.1330.1330.2290.170-0.311-0.0890.689-1.3111.222-0.7780.0890.089彎矩設(shè)計(jì)值彎矩 式中系數(shù)k1、k2由附錄相應(yīng)欄內(nèi)查得。主梁彎矩表項(xiàng) 次 荷 載 簡(jiǎn) 圖 (1) 99.1928.91-111.82-115.22(2) 163.97-77.78-80.11(3) 120.46-77.78-80.11(4) 129.93102.39-181.89-53.60組合項(xiàng) (1)+(2) 263.16-189.6-195.33(1)+(3) 149.37-189.6-195.33(1)+(4) 229.12131.3-293.71-168.82剪力設(shè)計(jì)值剪力,式中系數(shù)K3、K4由上面的系數(shù)表可查得。根據(jù)G、Q值及相應(yīng)的K3和K4系數(shù)可求得各支座左、右剪力值。主梁剪力計(jì)算表項(xiàng) 次 荷 載 簡(jiǎn) 圖 (1) 45.84-79.2462.54(2) 75.59-98.990(4) 60.14-114.44106.67組合項(xiàng) (1)+(2) 121.43-178.2362.54(1)+(4) 105.98-193.68169.21主梁跨中按T形截面計(jì)算,假定鋼筋排兩層,則h0=540-35×2=470mm翼緣計(jì)算寬度=(6900-200-370)/3=2110mm,=240+6500=6740mm兩式較小者=2110mm主梁跨中截面按 式判別T形截面類型。=2110×90×11.9×(540-)=1118.61×>=263.16 kN屬于第一類T形截面計(jì)算= =23mm計(jì)算=1.0×11.9×2300×23/300=2098=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配818對(duì)于段,判別T形截面的類型=2110×90×11.9×(540-)=1118.61×>=149.37 kN屬于第一類T形截面計(jì)算= =13mm計(jì)算=1.0×11.9×2300×13/300=1186=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配616主梁支座截面按矩形截面計(jì)算對(duì)于支座,計(jì)算,并判斷是否屬于超筋次梁= =26mm<=0.550×470=258.5mm計(jì)算,并判斷是否少筋=1.0×11.9×2300×26/300=2372=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配332對(duì)于支座,計(jì)算,并判斷是否屬于超筋次梁= =17mm<=0.550×365=200.75mm計(jì)算,并判斷是否少筋=1.0×11.9×2300×17/300=1550=0.45×1.27/300=0.19%,取=0.2%=0.2%×160×400=128 < 不屬于少筋梁選配422主梁箍筋計(jì)算計(jì)算A處的箍筋 查表得=1.0 =210N/復(fù)核截面尺寸=365/160=2.28125<4.0應(yīng)按式復(fù)核截面尺0.25=0.25×1.0×11.9×240×470=336KN > =121.43KN截面尺寸滿足要求確定是否需按計(jì)算配置箍筋=4.89 > 3,取=3確定箍筋數(shù)量=0.476按構(gòu)造要求,箍筋直徑不宜小于6mm,現(xiàn)選用6雙肢箍筋(=28.3) =118.90mm查表得,=200mm,取S=110mm。驗(yàn)算配箍率=0.85%=0.24×1.27/210=0.15% < =0.85%配箍率滿足要求所以箍筋選用6110,沿次梁長(zhǎng)均勻布置。計(jì)算處的箍筋復(fù)核截面尺 =1.96 < 4應(yīng)按原腹梁復(fù)核截面尺寸0.25=0.25×1.0×11.9×240×470=335.58KN > =193.68KN截面尺寸滿足要求確定是否需按計(jì)算配置箍筋=4.89 > 3,取=3確定箍筋數(shù)量=1.06按構(gòu)造要求,箍筋直徑不宜小于6mm,現(xiàn)選用9雙肢箍筋(=63.6) =120mm查表得,=200mm,取S=120mm。驗(yàn)算配箍率=0.44%=0.24×1.27/210=0.15% < =0.44%配箍率滿足要求所以箍筋選用9120,沿次梁長(zhǎng)均勻布置。20