畢業(yè)論文-武漢市呂錫三小學(xué)辦公樓建筑結(jié)構(gòu)設(shè)計(jì)

武漢市呂錫三小學(xué)辦公樓建筑結(jié)構(gòu)設(shè)計(jì)院系：專(zhuān)業(yè)班：姓名：學(xué)號(hào)：2013XXXXXXX指導(dǎo)教師：20年月④ΣGiui和ΣGiui2計(jì)算表3-20ΣGiui和ΣGiui2計(jì)算層次GiΣDuiGiuiGiui2410074.0116091620.0529532.9228.1937897.116091620.0466368.0017.1527897.116091620.0354279.569.9018315.615817280.0193160.493.101340.9758.34將表格數(shù)字結(jié)果代入計(jì)算公式：可得T=0.235s，取T=0.25S3.4內(nèi)力計(jì)算3.4.1計(jì)算恒荷載作用下的內(nèi)力采用分層法計(jì)算豎向荷載作用下的內(nèi)力。分層法的基本假定：①梁上荷載僅在該梁上及與其相連的上下柱上產(chǎn)生內(nèi)力，在其他層梁及柱上產(chǎn)生的內(nèi)力可忽略不及；②豎向荷載作用下框架結(jié)構(gòu)產(chǎn)生的水平位移可忽略不計(jì)。各層力矩分配計(jì)算的要點(diǎn)：a計(jì)算各端分配系數(shù)i:上層柱線(xiàn)剛度取為原線(xiàn)剛度的0.9倍，其他桿件不變；b計(jì)算固端彎矩；c由節(jié)點(diǎn)不平衡力矩，求分配彎矩；d由傳遞系數(shù)C，求傳遞彎矩。上層柱間的傳遞系數(shù)取為1/3,其他桿件的傳遞系數(shù)仍為1/2。

e循環(huán)、收斂后疊加，求桿端彎矩。（1）在對(duì)稱(chēng)荷載作用下奇數(shù)跨可取半結(jié)構(gòu)結(jié)算①固端彎矩計(jì)算（2）分層計(jì)算彎距①頂層計(jì)算：分配系數(shù)圖3-3頂層彎矩分配傳遞②中間層計(jì)算：分配系數(shù)圖3-4中間層彎矩分配傳遞③底層計(jì)算：分配系數(shù)圖3-5底層彎矩分配傳遞圖④梁柱在恒荷載作用下為不平衡彎矩分配，調(diào)整不平衡彎矩后，可得出框架在恒荷載作用下的彎矩圖。圖3-6彎矩圖（3）剪力的計(jì)算圖3-7在恒荷載作用下的圖(4)計(jì)算軸力：當(dāng)某節(jié)點(diǎn)受到從柱傳來(lái)的軸力和左右的剪力時(shí)，節(jié)點(diǎn)下柱的軸力為：,其中，，以拉力為負(fù)，壓力為正。2--4層柱重9.4×（3.3-0.1）=30.08kN底層柱重為9.4×（4.7-0.1）=43.24kNA軸柱軸向力4層：N柱上=45.62+91.06=136.68kNN柱下=136.68+30.08=166.76kN3層：N柱上=166.76+40.1+60.03=266.89kNN柱下=266.89+30.08=296.97kN2層：N柱上=296.97+40.1+60.03=397.1kNN柱下=397.1+30.08=427.31kN1層：N柱上=427.31+40.1+60.03=527.31kNN柱下=527.31+43.24=570.55kNB軸柱軸向力4層：N柱上=18.16+16.27+98.87=133.3kNN柱下=133.3+30.08=163.38kN3層：N柱上=163.38+26.88+68.11+10.74=269.11kNN柱下=269.11+30.08=299.19kN2層：N柱上=299.19+26.88+68.11+10.74=404.92kNN柱下=404.92+30.08=435kN1層：N柱上=435+26.88+68.5+10.74=541.12kNN柱下=541.12+43.24=584.36Kn圖3-8在恒荷載作用下N圖3.4.2活荷載作用下內(nèi)力計(jì)算（1）計(jì)算固端彎矩中間層邊跨：中間層中跨：（2）分層計(jì)算彎矩①頂層：圖3-9頂層活荷載彎矩分配傳遞圖②中間層：圖3-10中間層活荷載彎矩分配傳遞圖③底層：圖3-11底層活荷載彎矩分配傳遞圖④在活荷載作用下的梁柱不平衡彎矩的分配，不平衡彎矩調(diào)整后即可得出活荷載作用下框架彎矩圖。圖3-12活荷載作用下彎矩圖（3）剪力的計(jì)算同恒荷載作用下計(jì)算方法圖3-13活荷載作用下的V圖（4）計(jì)算軸力計(jì)算活荷載作用下軸力與恒荷載作用下的方法相同。圖3-14活荷載作用下N圖3.4.3計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力框架在風(fēng)荷載（從左向右吹）下的內(nèi)力用D值法（改進(jìn)的反彎點(diǎn)法）進(jìn)行計(jì)算，其步驟為：①計(jì)算各柱反彎點(diǎn)處的剪力值；②計(jì)算各柱反彎點(diǎn)高度；③計(jì)算各柱的桿端彎矩及梁端彎矩；④計(jì)算各柱的軸力和剪力。剪力在第層的第柱分配的公式為：，-第層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值；-第層第根柱的抗側(cè)剛度，由查表計(jì)算；自框架柱柱底開(kāi)始計(jì)算的反彎點(diǎn)位置與柱高之比。由查表獲取。表3-21A軸反彎點(diǎn)位置計(jì)算層號(hào)h(m)Ky0y1y2y3yy×h43.61.570.450000.451.6233.61.570.480000.481.72823.61.570.50000.51.814.12.150.550000.552.255表3-22B軸柱反彎點(diǎn)位置計(jì)算層號(hào)h(m)Ky0y1y2y3yy×h43.63.30.50000.51.833.63.30.50000.51.823.63.30.50000.51.814.14.660.550000.552.255（3）框架結(jié)構(gòu)中各柱的桿端彎矩、梁端彎矩按下面公式計(jì)算：中柱：邊柱：Vb=（M1b+M）Nb=Σ(Vlb-Vrb)（4）各軸在風(fēng)載作用下框架柱剪力與梁彎矩的計(jì)算表3-23風(fēng)載作用下A軸框架柱剪力和梁彎矩的計(jì)算層數(shù)ViΣDDimDim/ΣDVimy×hMc上Mc下M總47.11166424384020.231.4931.4853.241.9863.24316.04166424384020.233.3681.5846.7025.08611.788224.35166424384020.235.1141.659.8198.0817.899132.05182702281340.1546.7312.58512.25111.30823.559表3-24風(fēng)載作用下B軸框架柱剪力和梁彎矩的計(jì)算47.11166424550780.3302.091.654.0133.3021.8462.167316.04166424550780.3304.7161.658.2538.2537.5938.913224.35166424550780.3307.1591.6512.52812.5289.22610.83132.05182702529490.2909.4232.58516.4916.4915.17117.809表3-25風(fēng)載作用下框架柱軸力的計(jì)算層柱軸力A軸柱B軸柱C軸柱F軸柱4-3.24-0.3210.3213.243-15.028-1.6411.64115.0282-32.927-2.9242.92432.9271-56.486-4.2424.24256.486圖3-15框架柱和梁在風(fēng)載作用下的剪力彎矩圖圖3-16框架柱在風(fēng)載作用下軸力圖注：軸力壓力為正，拉力為負(fù)。3.4.4地震作用下內(nèi)力計(jì)算地震作用在求的時(shí)候先通過(guò)底部剪力法確定作用在各層上的剪力值的大小，然后在通過(guò)反彎點(diǎn)法或D值法求出作用在柱子上的剪力值的大小。

(1)計(jì)算水平地震作用下的內(nèi)力表3-26水平地震作用下A柱的內(nèi)力計(jì)算柱層號(hào)h(m)ViΣDDD/ΣDVikKy0M上M下VA柱43.61616.361609161281330.0169.5571.570.3617.67810.8969.5533.61933.261609161281330.01615.7521.570.4226.93820.32115.7423.62157.941609161281330.01620.8031.570.4434.32628.08520.7914.12282.131774070384010.02024.7111.570.4738.55235.58524.70表3-27水平地震作用下B柱的內(nèi)力計(jì)算柱層號(hào)h(m)ViΣDDD/ΣDVikKy0M上M下VB柱43.6703.931609161550770.03415.2933.40.4525.23320.64615.2833.61207.21609161550770.03425.2053.40.537.80837.80825.2023.61617.31609161550760.03433.2873.40.549.93149.93133.1914.11934.21774070529450.03039.5393.40.559.30959.30939.53計(jì)算的梁端剪力和柱軸力公式如下；VE=(ME左+ME右)/L；M下=Viky0h，M上=Vik(1-y0)h；表3-28梁端剪力標(biāo)準(zhǔn)值層AB跨梁端剪力BC跨梁端剪力L(m)ME左ME右VEL(m)ME左ME右VE47.317.7787.7175.3112.417.51617.17816.52137.337.83417.87611.6062.440.57839.79438.27227.354.64826.83216.9752.460.90759.73057.44617.366.63633.40720.8422.475.83374.36871.524表3-29梁端軸力標(biāo)準(zhǔn)值層柱軸力A軸柱B軸柱C軸柱F軸柱4-5.31-11.21-11.21-5.313-16.92-37.87-37.82-16.912-33.86-78.25-78.25-33.881-54.71-129.03-129.03-54.72圖3-17水平地震作用下的框架結(jié)構(gòu)彎矩、剪力圖3.5內(nèi)力組合當(dāng)各種荷載情況下的內(nèi)力計(jì)算出以后，根據(jù)最不利又是可能的原則進(jìn)行內(nèi)力組合。當(dāng)考慮結(jié)構(gòu)塑性?xún)?nèi)力重分布的有利影響時(shí)，應(yīng)在內(nèi)力組合之前對(duì)豎向荷載作用下的內(nèi)力進(jìn)行調(diào)幅。有地震作用的情況時(shí)，應(yīng)分別考慮恒荷載和活荷載由可變荷載效應(yīng)控制的組合，由永久荷載效應(yīng)控制的組合及重力荷載代表值與地震作用的組合，并比較三種組合的內(nèi)力，取最不利者。結(jié)構(gòu)控制界面為梁端與柱邊及跨中，由于對(duì)稱(chēng)性，每層梁取5個(gè)控制面。3.5.1框架梁內(nèi)力組合在有豎向荷載作用下，應(yīng)當(dāng)考慮框架梁端的塑性?xún)?nèi)力重分布，梁端彎矩需考慮彎矩調(diào)幅，因而表中恒載、活載兩列中的彎矩值為乘以彎矩調(diào)幅系數(shù)0.8后的值，而剪力值仍采用（1）調(diào)幅前的剪力值橫梁的內(nèi)力組合表3-30頂層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類(lèi)別內(nèi)力組合恒載活載風(fēng)載地震1.35恒+活1.2×恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震A4B4A4右M-66.904-3.936-2.592.59-17.7817.78-85.7952-94.2564-88.5076-81.9808-105.76-59.5324V72.8484.7120.94-0.945.31-5.3194.0144103.056894.5391292.1703297.147883.3418跨中M643.264-0.560.56-5.035.0381.369689.66480.2070481.6182472.219485.2974B4左M90.3286.248-1.481.48-7.727.72117.1408128.1908114.4013118.1309102.1064122.1784V-79.096-4.952-0.940.94-5.315.31-101.848-111.732-102.339-99.9703-104.789-90.9834B4C4B4右M-45.056-2.424-1.731.73-17.5217.52-57.4608-63.2496-59.3012-54.9416-78.2976-32.7456V13.0160.721.81-1.8116.52-16.5216.627218.291618.80714.245837.5272-5.4248跨中M-7.808-0.4320000-9.9744-10.9728-9.91392-9.91392-9.6288-9.6288

表3-31三層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類(lèi)別內(nèi)力組合恒載活載風(fēng)載地震1.35恒+活1.2×恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震A3B3A3右M-36.32-20.456-9.439.43-37.8337.83-72.2224-69.488-81.2404-57.4768-105.037-6.6786V48.02416.1923.59-3.5911.61-11.6180.297681.024482.5541273.5073282.43752.251跨中M60.57614.208-1.681.68-9.989.9892.582495.985688.4764892.7100868.24294.19B3左M47.65623.584-6.076.07-17.8817.8890.204887.919679.2548494.5512448.093694.5816V-54.488-22.448-3.593.59-11.6111.61-96.8128-96.0068-98.1935-89.1467-93.9474-63.7614B3C3B3右M-16.984-10.048-7.137.13-40.5840.58-34.448-32.9764-42.0251-24.0575-79.163626.3444V8.9523.67.43-7.4338.27-38.2715.782415.685224.64025.916662.6534-36.8486跨中M-5.152-2.160000-9.2064-9.1152-8.904-8.904-7.4784-7.4784

表3-32二層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類(lèi)別內(nèi)力組合恒載活載風(fēng)載地震1.35恒+活1.2×恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震A2B2A2右M-36.32-20.456-14.3214.32-54.6554.65-72.2224-69.488-87.4018-51.3154-126.90315.1874V48.02416.1925.02-5.0216.98-16.9880.297681.024484.3559271.7055289.41845.27跨中M60.57614.208-3.463.46-13.9113.9192.582495.985686.2336894.9528863.13399.299B2左M47.65623.584-7.387.7.38-26.8326.8390.204887.919677.6042488.75336.4586106.2166V-54.488-22.448-5.025.02-16.9816.98-96.8128-96.0068-99.9953-87.3449-100.928-56.7804B2C2B2右M-16.984-10.048-8.668.16-60.9160.91-34.448-32.9764-43.9529-22.7597-105.59352.7734V8.9523.69.03-9.0357.45-57.4515.782415.685226.65623.900687.5874-61.7826跨中M-5.152-2.160000-9.2064-9.1152-8.904-8.904-7.4784-7.4784

表3-33底層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類(lèi)別內(nèi)力組合恒載活載風(fēng)載地震1.35×恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震A1B1A1右M-33.392-19.632-18.8518.85-66.6466.64-67.5552-64.7112-88.5577-41.0557-138.48234.7824V47.71215.4647.18-7.1820.84-20.8478.90479.875285.7858467.6922493.624839.4408跨中M59.98414.664-3.353.35-33.4233.4292.510495.642486.2364494.6784437.3332124.2252B1左M49.41623.488-12.1412.14-33.4133.4192.182490.199673.59768104.190529.959116.825V-54.8-23.176-7.187.18-20.8420.84-98.2064-97.156-104.009-85.915-106.758-52.5736B1C1B1右M-18.36-10.256-14.2514.25-75.8375.83-36.3904-35.042-52.9096-16.9996-126.76570.3934V8.5923.614.84-14.8471.52-71.5215.350415.199233.5448-3.852105.4464-80.5056跨中M-5.152-2.160000-9.2064-9.1152-8.904-8.904-7.4784-7.47843.5.2框架柱內(nèi)力組合（對(duì)柱子來(lái)講，要確定Mmax及相應(yīng)的N；Mmin,及相應(yīng)的N；Nmax及相應(yīng)的M和Nmin及相應(yīng)的M四種內(nèi)力，為后面的確定最危險(xiǎn)內(nèi)力用）（1）框架柱取每層柱頂和柱底兩個(gè)控制截面表3-34A柱內(nèi)力組合表層次截面內(nèi)力恒載活載風(fēng)載地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震MNN4柱頂M-70.89-4.744.01-4.0125.23-25.23-91.704-100.442-85.9878-96.093-55.113-120.711-120.711-55.113-120.711N133.37.58-0.320.32-11.2111.21170.572187.535169.1076169.914149.935179.081187.535149.935187.535柱底M-40.13-7.873.3-3.320.65-20.65-59.174-62.0455-53.9142-62.2302-26.033-79.723-79.723-26.033-79.723N163.387.58-0.320.32-11.2111.21206.668228.143205.2036206.01186.031215.177228.143186.031228.1433柱頂M-14.39-9.068.25-8.2537.81-37.81-29.952-28.4865-18.2886-39.078626.449-71.857-71.857-18.2886-71.857N269.1149.27-1.641.64-37.8837.88391.91412.5685382.9458387.0786303.25401.738412.5685303.25412.5685柱底M-14.39-7.878.25-8.2537.81-37.81-28.286-27.2965-16.7892-37.579227.163-71.143-71.143-16.7892-71.143N299.1949.27-1.641.64-37.8837.88428.006453.1765419.0418423.1746339.346437.834453.1765339.346453.17652柱頂M-14.39-9.0212.53-12.5349.93-49.93-29.896-28.4465-12.8454-44.42142.229-87.589-87.589-12.8454-87.589N404.9283.2-2.922.92-78.3578.35602.384629.842587.0568594.4152433.969637.679637.679587.0568637.679柱底M-15.16-8.7112.53-12.5349.93-49.93-30.386-29.176-13.3788-44.954441.491-88.327-88.327-13.3788-88.327N43583.2-2.922.92-78.3578.35638.48670.45623.1528630.5112470.065673.775673.775470.065673.7751柱頂M-24.32-8.9116.49-16.4959.31-59.31-41.658-41.742-19.6332-61.18842.573-111.633-111.633-19.6332-111.633N541.12119.25-4.244.24-129.03129.03816.294849.762794.2566804.9414553.155888.633888.633553.155888.633柱底M-13.4-3.2316.49-16.4959.31-59.31-20.602-21.320.6276-40.927259.085-95.121-95.1210.6276-95.121N584.36119.25-4.244.24-129.03129.03868.182908.136846.1446856.8294605.043940.521940.521605.043940.521表3-35柱剪力組合表層次恒載活載風(fēng)載地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震柱A448.14.990.94-0.949.56-9.5664.70669.92565.191862.82373.14248.286332.17.753.59-3.5915.75-15.7549.3751.08552.808443.761663.64522.695229.439.465.02-5.0220.8-20.848.5649.190553.560840.910468.03213.95217.222.677.18-7.1824.71-24.7112.40212.41721.0752.981442.389-21.857柱B4-33.64-3.821.81-1.8115.29-15.29-45.716-49.234-42.9006-47.4618-22.783-62.5373-8.72-5.137.43-7.4325.21-25.21-17.646-16.902-7.566-26.289619.231-46.3152-8.72-5.379.03-9.0333.29-33.29-17.982-17.142-5.8524-28.60829.591-56.9631-6.29-2.5814.84-14.8439.54-39.54-11.16-11.07157.8996-29.497242.306-60.4983.6框架梁柱配筋計(jì)算3.6.1橫梁配筋計(jì)算（1）梁的混凝土強(qiáng)度等級(jí)為C30，=14.3N/mm2，=1.43N/mm；縱筋的等級(jí)為HRB400，=360N/mm2，箍筋的等級(jí)為HPB235，=210N/mm2。（2）考慮地震作用時(shí)，結(jié)構(gòu)構(gòu)件的截面設(shè)計(jì)采用下面的表達(dá)式：S≤其中：—承載力抗震調(diào)整系數(shù)；S—地震作用效應(yīng)或地震作用效應(yīng)與其它荷載效應(yīng)的基本組合；R—結(jié)構(gòu)構(gòu)件的承載力。注意：在截面配筋時(shí)，組合表中與地震力組合的內(nèi)力均應(yīng)乘以后再與靜力組合的內(nèi)力進(jìn)行比較，挑選出最不利內(nèi)力。表3-36承載力抗震調(diào)整系數(shù)材料結(jié)構(gòu)構(gòu)件受力狀態(tài)鋼筋混凝土梁受彎0.75軸壓比小于0.15的柱偏壓0.75軸壓比大于0.15的柱偏壓0.80抗震墻偏壓0.85各類(lèi)構(gòu)件受剪、偏拉0.85（1）框架梁的正截面受彎承載力計(jì)算：在進(jìn)行截面配筋計(jì)算時(shí)，①由表中得到的支座處彎矩為支座中心處的彎矩，需換算成支座邊緣控制截面的彎矩進(jìn)行配筋。②當(dāng)梁下部受拉時(shí)，按T形截面計(jì)算，截面翼緣寬度按規(guī)定取值；當(dāng)梁上部受拉時(shí)，按矩形截面計(jì)算。③截面一律按單筋梁計(jì)算。（2）梁截面的計(jì)算表3-37第一層框架梁正截面強(qiáng)度計(jì)算截面AB跨BD跨12345M（kNm）-88.5695.64104.19-52.91-9.2梁截面尺寸b×h（mm×mm）320×600320×600320×600320×550320×5500.0350.0380.0410.0210.0040.9820.9810.9790.9890.998A=(mm)28330633419834選筋314314314314314實(shí)配面積(mm)461461461461461（%）0.23%0.23%0.23%0.27%0.27%=0.2%h/h00.212%表3-38第二～四層框架梁正截面強(qiáng)度計(jì)算截面AB跨BC跨12345M（kNm）-126.9099.30128.19-105.59-10.97梁截面尺寸b×h（mm×mm）320×600320×600320×600320×550320×5500.0330.0260.0340.0330.0030.9830.9870.9830.9830.998A=(mm)40531640939741選筋314314314314314實(shí)配面積(mm)461461461461461（%）0.23%0.23%0.23%0.27%0.27%（%）0.22%表3-39梁斜截面強(qiáng)度計(jì)算截面一層二~四層A右B左B右A右B左B右設(shè)計(jì)剪力V(kN)93.62106.76105.4589.66111.7362,65（kN）79.5890.7589.6376.2194.9753.25b×h(mm×mm)320×600320×600320×600320×600320×600320×6000.2570.57570.57484.77570.57570.57484.770.25713.21713.21605.96713.21713.21605.96<0<0<0<0<0<0<0<0<0<0<0<0箍筋直徑肢數(shù)2肢82肢82肢82肢82肢82肢8間距S100加密150非加密100加密150非加密100加密150非加密100加密150非加密100加密150非加密100加密150非加密（%）0.3370.2240.3370.2240.3370.2240.3370.2240.3370.2240.3370.224（%）0.1773.6.2框架柱配筋計(jì)算（1）柱的軸壓比及剪跨比驗(yàn)算如表2-30所示：二級(jí)抗震，框架柱軸壓比限值：0.8，柱的剪跨比一般不宜小于2。表3-40柱的剪跨比和軸壓比柱層bhNB柱440040014.33.3228.1432.92＞20.0470.8340040014.33.3453.17652.92＞20.093240040014.33.3673.7752.92＞20.138140040014.34.7940.5214.16＞20.194底層柱：Nmax=940.521kN==940.521×103/（14.3×400×400）=0.312<0.8所以B軸柱滿(mǎn)足軸壓比的規(guī)定。由于框架邊柱的軸壓比中柱小一些，而柱截面、柱凈高和混凝土強(qiáng)度等級(jí)與中柱相同，因而框架邊柱的軸壓比和剪跨比也都滿(mǎn)足規(guī)范要求。表3-41各層柱箍筋計(jì)算結(jié)果柱層次(kN)0.2(kN)N(kN)0.3（%）實(shí)配及配筋率加密區(qū)非加密區(qū)B柱159.07775.632940.5211544.4＜00.16210@1000.26%210@2000.17%263.97775.632673.7751544.4＜00.16210@1000.26%210@2000.17%352775.632453.1761544.4＜00.16210@1000.26%210@2000.17%472.89775.632228.1431544.4＜00.16210@1000.26%210@2000.17%3.7樓板設(shè)計(jì)混凝土強(qiáng)度等級(jí)為C30；板內(nèi)受力縱筋為HRB400，其余為HPB235鋼筋。（1）荷載設(shè)計(jì)值：q=1.4×2=2.8kN/m2g=1.2×3.83=4.60kN/m2p=g+q/2=6.0kN/m2q/2=1.4kN/m2g+q=7.4kN/m22.跨度計(jì)算：內(nèi)跨：支承中心線(xiàn)間距離邊跨：?。?.025+b/2）與（+兩者中的較小值）[14]為梁板邊跨的凈跨長(zhǎng)，b為第一內(nèi)支座的支承寬度，h為板厚。各區(qū)格板的計(jì)算跨度如表2-32所示：(1)彎矩計(jì)算：按彈性理論設(shè)計(jì)：連續(xù)雙向板跨中最大正彎矩，活荷載分布情況可分解為滿(mǎn)布荷載g+q/2及隔間布置±q/2，對(duì)前一種荷載可近似認(rèn)為各區(qū)格板都固定支撐在中間支承上，對(duì)后一種荷載情況，可近似認(rèn)為各區(qū)格板在中間支承處是簡(jiǎn)支的[15]。支座最大負(fù)彎矩近似按滿(mǎn)布活荷載考慮，認(rèn)為各區(qū)格板都固定在中間支座，樓蓋周邊仍按實(shí)際支承情況確定，然后按單塊雙向板計(jì)算各支座的負(fù)彎矩。根據(jù)不同的支承情況，整個(gè)樓蓋可以分為4種區(qū)格板。對(duì)于混凝土，=0.2。根據(jù)公式m=表中系數(shù)×p求各區(qū)格板的彎矩值于表所示：表中系數(shù)為查《混凝土結(jié)構(gòu)》（中冊(cè)）附表7所得表3-42按彈性理論計(jì)算的彎矩值1234l013.42.43.62.4l025.23.45.23.60.650.710.690.67m1(0.0461+0.2×0.0151)×6.0×3.42+(0.075+0.2×0.0271)×1.4×3.42=3.92(0.0346+0.2×0.0106)×6.0×2.42+(0.0670+0.2×0.0280)×1.4×2.42=1.6(0.0433+0.2×0.0186)×6.0×3.62+(0.0633+0.2×0.0313)×1.4×3.62=4.31(0.0356+0.2×0.0204)×6.0×2.42+(0.0561+0.2×0.0334)×1.4×3.62=4.65m2(0.0151+0.2×0.0461)×6.0×3.42+(0.0271+0.2×0.075)×1.4×3.42=2.74(0.0106+0.2×0.0346)×6.0×2.42+(0.0280+0.2×0.0670)×1.4×2.42=0.51(0.0186+0.2×0.0397)×6.0×3.62+(0.0313+0.2×0.0633)×1.4×3.62=2.65(0.0204+0.2×0.0356)×6.496×2.42+(0.0334+0.2×0.0561)×1.4×2.42=3.24-0.0883×7.4×3.42=-7.96-0.0807×7.4×2.42=-2.77-0.0949×7.4×3.62=-8.55-0.0883×7.4×2.42=-9.42-0.0748×7.4×3.42=-6.74-0.0571×7.4×2.42=-1.96-0.0762×7.4×3.62=-6.87-0.0748×7.4×3.62=-7.98(2)截面設(shè)計(jì)：截面有效高度：假定選用8鋼筋，則l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率：0.45>0.2%故取ρsmin=0.31%。截面設(shè)計(jì)時(shí)取用的彎矩設(shè)計(jì)值：中間跨的跨中截面及中間支座截面減小20%；邊跨跨中截面及樓板邊緣算起的第二個(gè)支座截面處，當(dāng)lb/l0<1.5時(shí)減小20%，當(dāng)lb/l0=1.5～2.0時(shí)減小10%；樓板的角區(qū)格不折減。為了便于計(jì)算，近似取=0.95，，過(guò)程見(jiàn)下表2-33表3-43截面配筋結(jié)果截面（mm）M（kNm）（mm2）配筋實(shí)(mm2)跨中1區(qū)格803.922468@200251702.741968@2002512區(qū)格801.601008@200251700.51378@2002513區(qū)格804.312708@200251702.651908@2002514區(qū)格804.652918@150335703.242328@150335支座1——280-7.964998@1004572——380-6.874308@1005021——480-2.881808@2002514——480-9.4259010@1506543——480-10.6566710@1007851短邊80-6.744228@1005021長(zhǎng)邊80-7.964998@1005022短邊80-1.961238@2002514短邊80-6.874308@1005023.8基礎(chǔ)設(shè)計(jì)設(shè)計(jì)基礎(chǔ)的荷載包括:①框架柱傳來(lái)的彎矩、軸力和剪力（可取設(shè)計(jì)底層柱的相應(yīng)控制力）；②基礎(chǔ)自重，回填土的重量；③底層基梁傳來(lái)的軸力和彎矩[10]。該榀框架四根柱子，柱距分別為7300mm，2400mm，7300mm因而將柱分別做成柱下獨(dú)立基礎(chǔ)。采用荷載標(biāo)準(zhǔn)組合值。（1）初步確定基礎(chǔ)高度：取基礎(chǔ)總高度為700mm。采用柱下獨(dú)立基礎(chǔ)，混凝土強(qiáng)度等級(jí)C20，墊層采用C15，厚度為100mm，每端伸出基礎(chǔ)邊100mm。HPB235級(jí)鋼筋，地基承載力特征值=500kN/m2（2）確定基礎(chǔ)地面尺寸：（先按照軸心受壓計(jì)算，然后再增大）設(shè)基礎(chǔ)埋置深度d=1.5mB軸力最大，所以以B軸進(jìn)行布置：=95.121kNmN=940.521kNV=-60.408kN設(shè)基礎(chǔ)及基礎(chǔ)上土的重力密度平均值=20kN/m3將其增大20%～40%，初步選用底面尺寸為：選用矩形l:b<2l×b=2×1.5A=3mb<3.0,基底承載力不對(duì)寬度進(jìn)行修正。W=b/6=1/6×1.5×22=1mGk=bd=20×1.3×3=78kN地基承載力特征值fak=500(kPa)，當(dāng)?shù)卣饏⑴c荷載組合時(shí)地基耐力提高系數(shù)ξa=1.1，寬度修正系數(shù)ηb=0;深度修正系數(shù)ηd=1土的重度γ=18(kN/m3);土的加權(quán)平均重度γm=20(kN/m)基礎(chǔ)短邊尺寸b=1500(mm);基礎(chǔ)埋置深度d=1300(mm)承載力設(shè)計(jì)值：=+ηb×γ×(b-3)+ηd×γm×(d-0.5) =500+0×18×(1.5-3)+1×20×(1.3-0.5)=516(kPa) =1.1×516=567.6(kPa)基礎(chǔ)底面抵抗矩基礎(chǔ)邊緣的最大和最小壓力即校核地基承載力：=339.5kN/m2<=516kN/m2，=525.375<1.2=1.2×516=619.2kN/m2，故該基礎(chǔ)底面尺寸滿(mǎn)足要求。3、驗(yàn)算基礎(chǔ)高度：（防止發(fā)生沖剪破壞）地基凈反力計(jì)算：沖切長(zhǎng)方體的有效高度=700-40=660mm，沖切破壞錐體最不利一側(cè)斜截面上邊和下邊長(zhǎng)分別為：=600+2×50=700mm，由于+2=2.02=2.所以 ==2m，,分別表示柱截面的長(zhǎng)邊，短邊寬。考慮沖切荷載對(duì)取用的多邊形面積=（2/2-0.6/2-0.66）×2－（1.5/2-0.6/2-0.66）2=0.0359m2=499.247×0.0359=17.92kN0.7=0.7×1.0×1.1×1350×660=686.07kN〉（當(dāng)基礎(chǔ)高度≤800時(shí)，取1.0，當(dāng)基礎(chǔ)高度2000時(shí)，取0.9，其間按照線(xiàn)性?xún)?nèi)插法計(jì)算）故該基礎(chǔ)高度滿(mǎn)足受沖切承載力要求。（3）基礎(chǔ)底板配筋計(jì)算：沿基礎(chǔ)長(zhǎng)邊方向，對(duì)柱邊截面Ⅰ—Ⅰ處的彎矩M：M==173.72kNm==173.72×10/0.9×660×210=1392.6mm故長(zhǎng)邊方向配置716@240,A=1570mm===117.75×106/0.9×660×210=943.96mm故短邊方向配置714@140，A=1077mm。3.9樓梯設(shè)計(jì)3.9.1梯段板設(shè)計(jì)層高3.6m，踏步尺寸150×300mm，采用C25混凝土，板采用HPB235鋼筋，梁縱筋采用HRB335鋼筋。取板厚h=100m