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本文格式為Word版，下載可任意編輯——6層框架住宅畢業(yè)設(shè)計(jì)結(jié)構(gòu)計(jì)算書1.工程概況

黑龍江省某市興建六層商店住宅，建筑面積4770平方米左右，擬建房屋所在地震動(dòng)參數(shù)?max?0.08，Tg?0.40，基本雪壓S0?0.6KN?m-2，基本風(fēng)壓?0?0.40KN?m-2，地面粗糙度為B類。

地質(zhì)資料見表1。

表1地質(zhì)資料

土層深編號(hào)123土質(zhì)度（m）人工填土粉質(zhì)粘土粘土1510?(KNm-3)?(%)1518.818.55324.2e0.930.82IL0.350.40Es(kpa)fak(kpa)10121902102.結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖

根據(jù)該房屋的使用功能及建筑設(shè)計(jì)的要求，進(jìn)行了建筑平面、立面及剖面設(shè)計(jì)，其標(biāo)準(zhǔn)層建筑平面、結(jié)構(gòu)平面和剖面示意圖分別1見圖紙。主體結(jié)構(gòu)共6層，層高1層為3.6m，2～6層為2.8m。

填充墻采用陶?？招钠鰤K砌筑：外墻400mm；內(nèi)墻200mm。窗戶均采用鋁合金窗，門采用鋼門和木門。

樓蓋及屋面均采用現(xiàn)澆鋼筋砼結(jié)構(gòu)，樓板厚度取120mm，梁截面高度按跨度的

1/12～1/8估算，尺寸見表2，砼強(qiáng)度采用C30(fc?14.3KN?mm-2,ft?1.43N?mm-2)。

屋面采用彩鋼板屋面。

表2梁截面尺寸（mm）

層次混凝土強(qiáng)度等級(jí)橫梁(b?h)縱梁(b?h)次梁(b?h)1～6C30300?500300?600300?400柱截面尺寸可根據(jù)式Ac?N估算。由于抗震烈度為7度，總高度?30m，查表

[?N]fc可知該框架結(jié)構(gòu)的抗震等級(jí)為二級(jí)，其軸壓比限值[?N]?0.8；各層的重力荷載代表值近似取12KN?m-2，由圖2.2可知邊柱及中柱的負(fù)載面積分別為4.5?3m2和4.5?4.8m2。由公式可得第一層柱截面面積為

1.3?4.5?3?12?103?6邊柱Ac??98182mm2

0.8?14.31.25?4.5?4.8?12?103?6?151049mm2中柱Ac?0.8?14.3如取柱截面為正方形，則邊柱和中柱截面高度分別為371mm和389mm。根據(jù)上述計(jì)算結(jié)果并綜合考慮其它因素，本設(shè)計(jì)框架柱截面尺寸取值均為600mm?600mm，構(gòu)造柱取

400mm?400mm。

基礎(chǔ)采用柱下獨(dú)立基礎(chǔ)，基礎(chǔ)埋深標(biāo)高-2.40m，承臺(tái)高度取1100mm?？蚣芙Y(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖1所示。取頂層柱的形心線作為框架柱的軸線；梁軸線取至板底，2～6層柱高度即為層高，取2.8m；底層柱高度從基礎(chǔ)頂面取至一層板底，取4.9m。

4.9m2.85=14m5.0m5.0m5.8m3.6m5.4m2.7m5.4m3.6m

圖1.框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖

3.重力荷載計(jì)算

3.1屋面及樓面的永久荷載標(biāo)準(zhǔn)值

屋面（上人）：

20厚水泥砂漿找平層20?0.02?0.40KN?m-2150厚水泥蛭石保溫層5.0?0.15?0.75KN?m-2100厚鋼筋混凝土板25?0.10?2.5KN?m-220厚石灰砂漿17?0.02?0.34KN?m-2合計(jì)4.11KN?m-21～5層樓面：

瓷磚地面（包括水泥粗砂打底）0.55KN?m-2120厚鋼筋混凝土板25?0.10?2.5KN?m-2V型輕鋼龍骨吊頂或20厚水泥砂漿0.34KN?m-2合計(jì)3.39KN?m-2

3.2屋面及樓面可變荷載標(biāo)準(zhǔn)值

上人屋面均布荷載標(biāo)準(zhǔn)值2.0KN?m-2樓面活荷載標(biāo)準(zhǔn)值2.0KN?m-2屋面雪荷載標(biāo)準(zhǔn)值Sk??r?S0?1.0?0.6?0.6KN?m?2

3.3梁、柱、墻、窗、門重力荷載計(jì)算

梁、柱可根據(jù)截面尺寸、材料容重及粉刷等計(jì)算出單位長(zhǎng)度上的重力荷載；對(duì)墻、

門、窗等可計(jì)算出單位面積上的重力荷載了。具體計(jì)算過程從略，計(jì)算結(jié)果見表3。

表3梁、柱重力荷載標(biāo)準(zhǔn)值

層構(gòu)件次橫梁縱梁縱梁1柱橫梁縱梁縱梁

續(xù)表3

0.30.30.30.50.60.62525251.051.051.053.9384.7254.7253.04.82.1111612129.95362.88119.070.60.6251.059.4504.9663056.134288.76?bh-3(KN?m)(m)(m)0.30.30.30.50.60.6252525?1.051.051.05g(KN?m-1)li(m)n14124Gi(KN)?Gi(KN)3.9384.7254.7255.43.02.8397.71170.1052.92注:1)表中?為考慮梁、柱的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù)；

縱梁縱梁縱梁縱梁柱2～60.30.30.30.30.60.30.30.30.30.30.30.60.60.60.60.60.50.50.40.40.40.425252525252525252525251.051.051.051.051.051.051.051.051.054.7254.7254.7254.7259.453.9383.9383.153.153.04.82.12.82.85.43.03.23.55.23.418255.1516362.8812119.07679.38661746.3622467.833588.5722259.91828680.6422.05131.0464.26橫梁橫梁次梁次梁次梁次梁1.053.151.053.15g表示單位長(zhǎng)度構(gòu)件重力荷載；n為構(gòu)件數(shù)量

2）梁長(zhǎng)度取凈長(zhǎng)；柱高取層高。

外墻為400厚陶?？招钠鰤K（5KN?m-2），外墻面貼瓷磚（0.5KN?m-2），內(nèi)墻面為20mm厚抹灰，則外墻單位墻面重力荷載為：

0.5?15?0.40?17?0.02?6.84KN?m-2；

內(nèi)墻為200厚陶?？招钠鰤K，兩側(cè)均為20mm厚抹灰，則內(nèi)墻單位面積重力荷載為：15?0.20?17?0.02?2?3.68KN?m-2。木門單位面積重力荷載為0.2KN?m-2；鋁合金窗單位面積重力荷載取0.4KN?m-2；鋼鐵門單位面積重力荷載為0.4KN?m-2。

3.4重力荷載代表值（見圖4）

集中于各樓層標(biāo)高處的重力荷載代表值，為計(jì)算單元范圍內(nèi)的各樓層樓面上的重力荷載代表值及上下各半層的墻柱等重量。計(jì)算時(shí)，各可變荷載的組合按規(guī)定采用，屋面上的可變荷載均取雪荷載，具體過程略，計(jì)算簡(jiǎn)圖見圖2。

2800G6G54940.39KN28006880.28KN189002800G46880.28KN2800G36880.28KN2800G26880.28KNG17058.88KN4900

圖2

4.橫向框架側(cè)移剛度計(jì)算

橫梁線剛度ib計(jì)算過程見表4；柱線剛度ic計(jì)算見表5。

表4橫梁線剛度ib計(jì)算表

類別層次I0Lb?hEcI0/L1.5EcI0/L2EcI0/L-24(mm)(mm?mm)(N?mm)(N?mm)(N?mm)(N?mm)(mm)Ec4AB1~63.0?10300?5003.125?10936002.604?10103.906?10105.208?1010BC1～63.0?104300?5003.125?109

60001.562?10102.343?10103.124?1010表5柱線剛度ic計(jì)算表

層次hc(mm)49002800Ec(N?mm)3.0?1043.0?104-2b?h(mm?mm)600?600600?600Ic(mm)4EcIC/hc(N?mm)11.08?10101.08?10106.612?101011.57?10102~6

柱的側(cè)移剛度D值按下式計(jì)算：D??c12ic。根據(jù)梁柱線剛度比K的不同，柱可分2h為中框架中柱和邊柱、邊框架中柱和邊柱以及樓、電梯間柱等，計(jì)算結(jié)果分別見表6、

表7、表8。

表6中框架柱側(cè)移剛度D值(N?mm-1)

層次1左邊柱（18根）右中柱（18根）中柱（18根）K?cDi21199616292K0.5190.338?c0.4210.145Di11391025678K1.260.72?c0.540.265Di21784546929?Di78751813660660.3540.3632～60.2030.092表7邊框架柱側(cè)移剛度D值(N?mm-1)

層A-1，A-15，A-16，A-30次1D-1，D-15，D-16，D-30B-1，B-15，B-16，B-30K?cDi21391025678K0.3540.203?c0.3630.092

Di1K?c0.490.213Di21619337721?Di1683963187640.5910.421119960.945162920.542～60.3380.145將上述不可憐況下同層框架側(cè)移剛度相加，即得框架各層層間側(cè)移剛度?Di，見表8。由表8可見，?D1/?D2?1194642/1684830?0.709?0.7，故該框架為橫向規(guī)則框架。

表8橫向框架層間側(cè)移剛度D值(N/mm)

層次111946422168483031684830416848305168483061684830?Di5.橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算

5.1橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算

5.1.1橫向自振周期計(jì)算

結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算見表9。

表9結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算

層G(KN)i次64940.394940.3916848302.93088.58VGi(KN)?Di(N/mm)??i(mm)?i(mm)543216880.286880.286880.286880.287058.8811820.6718700.9525581.2332461.5139520.39168483016848301684830168483011946427.02011.1015.18019.27033.08085.6578.6367.5352.3533.08

結(jié)構(gòu)基本自震周期T1?1.7?T?T，其中υT的量綱為m，取?T?0.7，則

T1?1.7?0.7?0.1711?0.492S

5.1.2水平地震作用及樓層地震剪力計(jì)算

本方案結(jié)構(gòu)高度小于40m，質(zhì)量和剛度沿高度分布較均勻，變形以剪切型為主，故可

用底部剪力法計(jì)算水平地震作用。由于是多質(zhì)點(diǎn)結(jié)構(gòu)，所以

Geq?0.85?Gi?0.85?（4940.39?6880.28?4?7058.88）?33592.33KN設(shè)防烈度按7度考慮，場(chǎng)地特征周期分區(qū)為二區(qū)，場(chǎng)地土為Ⅱ類，查表得：特征周期Tg=0.40s水平地震影響系數(shù)最大值?max?0.08

?Tg??0.40??1????max????0.08?0.066

T0.492???1?0.90.9FEK??1Geq?0.066?33592.33?2217.09KN

由于1.4Tg?1.4?0.4?0.56S?T1?0.492S，所以不應(yīng)考慮頂部附加水平地震作用。各質(zhì)點(diǎn)的水平地震作用：

Fi?GiHin?GHjj?1?1??n??FEK?2217.09jGiHi?GHjj?1n

j

表10各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表

層次6Hi（m）18.9Gi（KN）4940.39GiHi（KN）93373.37GiHi?GjHj0.27Fi（KN）1116.79Vi（KN）1116.795432116.113.310.57.74.96880.286880.286880.286880.287058.88110772.5191507.7272242.9452978.1634588.510.2230.1850.1460.1070.07922.386765.208603.984442.58289.542039.1762804.3843408.2783850.8584140.398各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度的分布如下圖3。

V6F6F5V5F4V4F3F2V3V2F1V1

（a）縱向水平地震作用分布（b）層間剪力分布圖3縱向水平地震作用及層間剪力分布圖

5.1.3水平地震作用下的位移驗(yàn)算

水平地震作用下框架結(jié)構(gòu)的層間位移??i和頂點(diǎn)位移?i按下式計(jì)算

（??）（??），各層的層間彈性位移角i?Vi/?Dij和???j?1k?1ksn?e???i/hi，計(jì)算結(jié)果如表11。

表11橫向水平地震作用下的位移驗(yàn)算

層次654V（iKN）1116.792039.1762804.384?Di(N/mm)168483016848301684830??i(mm)0.661.211.66?i(mm)11.3110.659.44h（）imm280028002800?e???ihi?30.236?100.432?100.593?10?3?33213408.2783850.8584140.3981684830168483011946422.022.293.477.785.763.472800280049000.721?100.818?100.708?10?3?3?3由表可見，最大層間彈性位移角發(fā)生在第2層，其值0.818?10?3〈1/550,滿足要求,其中[??/h]?1/550是由彈性層間位移角限值查得。

5.1.4水平地震作用下框架內(nèi)力計(jì)算

以4軸線框架內(nèi)力計(jì)算，其余框架計(jì)算從略?？蚣苤思袅皬澗匕词絍ij?Dij?Dj?1sVi；

ijMbij?Vij?yh；

uMij?V（ij1?y）h

各柱反彎點(diǎn)高度比y?yn?y1?y2?y3本例中底層柱需考慮修正值y2，其次層柱需考慮修正值y1和y3，其余柱均無修正。計(jì)算結(jié)果見表12。

梁端彎矩、剪力及柱軸力分別按式

ilbbuM?l(M?Mi?1,jij)；rib?iblbirbbuM?l(M?M)；i?i,jijrib?ibrb2M1b?MbVb?；

LNi??(Vbl?Vbr)；

k?ikn計(jì)算結(jié)果見表12。

表12各層柱端彎矩及剪力計(jì)算層次hi/mVi/kNΣDijN·mDi1Vi1右邊柱中柱??k0.130yMbi1Mui1Di2Vi2k0.149yMib23.8Miu272.1662.81116.7916848303567817.020.13.16228.463975325.320.05052.82039.17616848302567831.080.1310.1510.1957.763975354.440.1490.116.33146.9942.82804.38416848302567842.740.1310.219.6578.63975378.70.1490.2559.03177.0832.83408.27816848302567851.940.1310.3514.2779.53975397.990.1490.35102.89191.0822.83850.85816848302567858.690.1570.698.854.8926711108.390.1730.53206.81183.414.94140.39811946421391048.210.230.95305.8316.12547183.580.4160.9368.5940.59注:表中M的量綱為kN·m,V量綱為kN

續(xù)表12

層次hi/mVi/kNΣDijN·mDi1Vi1邊柱?kyMib13.162Miu128.4663.076111946031654110.540.1300.153.01635.8711946031654122.650.1310.1510.1957.7643.02364.9311946031654132.750.1310.219.6578.633.02944.5311946031654140.770.1310.3514.2779.523.63363.748289631127145.740.1570.698.854.8914.93640.7911095932023265.70.230.95305.8316.1

表13梁端彎矩、剪力及柱軸力計(jì)算

層次654邊梁邊梁Vb柱軸力LVb6.559.83右邊柱17.8848.2793.21中柱N1-11.33-31.89-64.87左邊柱-6.55-16.38-28.34Mlb39.60267.31799.564MrbLMlbMrb24.7543.617.8842.0733.630.3962.2283.644.9428.57710.7166.042.90916.096.052.17219.5656.011.9671.69226.8856.016.4378.33829.3776.017.953127.85779.9113.657.71231.75619.8483.614.33150.92-106.15-44.77165.25-102.53-62.72291-204.93-86.071278.574174.113.6125.75101.9038.2116.023.35注:1)柱軸力中的負(fù)號(hào)表示拉力。當(dāng)為左地震時(shí)，左側(cè)兩根柱為拉力,對(duì)應(yīng)的右側(cè)兩根柱為壓力。2）表中單位為kN·m，V單位N，l的單位為m。

28.5828.5839.6016.0910.7224.7525.2639.66.55-6.559.86-16.3811.96-28.3416.43-44.7717.95-62.7223.356.5517.88-11.3317.8817.8830.3948.2744.9493.2157.71150.9214.33165.25125.7542.0741.251.6642.9167.3219.5662.2361.8538.295.428.0559.269.8630.39-31.8944.94-64.8799.5626.8952.1779.9113.9750.76120.2963.62146.1929.3871.827.7611.9679.99127.8671.6919.8520.9336.8198.4247.8716.4357.71-106.15-46.5565.4433.69174.1117.9514.33-102.9378.3434.4331.7638.2141.53119.61123.95198.0280.55101.9278.5767.46346.8823.35125.75-86.07155.68-204.93291169.31179.11.

（a）框架彎矩圖（b）梁端剪力及柱軸力圖圖4左地震作用下框架彎矩圖、梁端剪力及柱軸力圖

5.2橫向風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力和側(cè)移計(jì)算

5.2.1風(fēng)荷載標(biāo)準(zhǔn)值

風(fēng)荷載標(biāo)準(zhǔn)值按式?k??z?s?z?o，基本風(fēng)壓w0=0.40KN/m2。由《荷載規(guī)范》查得?s?0.8（迎風(fēng)面）和?s??0.5（背風(fēng)面），B類地區(qū)，H/B=18.9/82.9=0.23，查表得：脈動(dòng)影響系數(shù)υ=0.42.T1=0.492S，W0T12=0.097KNS2/m2.查表得脈動(dòng)增大系數(shù)ξ=1.23。?z?1????z1.23?0.42Hi?1???z?zH仍取圖4軸線橫向框架，其負(fù)載寬度4.05m，沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值

q(z)?4.05?0.4?z?z?s

根據(jù)各樓層標(biāo)高處高度Hi查取?z，q(z)沿房屋高度的分布見表14。q(z)沿房屋高度的分布見圖5（a）。

表14沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值

層次654321Hi（m）18.916.113.310.57.74.9Hi（m）1.000.8520.7030.5560.4070.259?z1.2261.1641.0921.0141.01.0?z1.4211.3781.3331.2831.2101.134q1(z)(KN/m)2.262.081.891.691.571.47q2(z)(KN/m)1.411.301.181.050.980.92

《荷載規(guī)范》規(guī)定，對(duì)于高度大于30m且高寬比大于1.5的房屋結(jié)構(gòu)，應(yīng)采用風(fēng)振系數(shù)?z來考慮風(fēng)壓脈動(dòng)的影響，本例房屋高度H=18.9m

表16風(fēng)荷作用各層柱端彎矩及剪力計(jì)算層次hi/mVi/kNΣDijN·mDi1Vi1左邊柱中柱??kyMbi1Mui1Di2Vi2kyMib28.847Miu23.61362.88.4388899162921.540.2030.0550.2374.075469294.450.720.7152.817.8843751162923.280.2030.2532.3246.86469299.4390.720.410.57215.85742.826.4743751162924.850.2030.3544.8078.7734692913.9730.720.4517.60621.51832.834.2143751162926.270.2030.457.99.6564692918.0590.720.4522.75427.81122.841.3643751162927.580.2030.64713.7327.4924692921.8340.721.1670.917-9.78114.952.33437511199614.350.3540.83158.43211.8831784521.3441.260.5961.70642.88續(xù)表16

層次hi/mVi/kNΣDijN·m?右邊柱Di1Vi1kyMib11.15Miu15.65462.88.4388899256782.430.3380.16952.817.8843751256785.160.3380.3194.6099.83942.826.4743751256787.650.3380.48.56812.85232.834.2143751256789.880.3380.4512.44915.21522.841.36437512567811.950.3381.20540.319-6.85914.952.33437511391016.640.5910.65953.73227.8044.0754.0756.8683.5340.4893.6135.6540.76-0.761.325-2.0852.072-4.1572.7-6.8572.873-9.734.782-14.5120.762.552-6.7922.5522.5524.967.5127.88215.39410.73526.1292.52328.65230.756.860.2377.0975.6540.85210.9891.33210.9038.8478.77315.8571.1521.5189.8391.3254.96-5.42711.09717.4611.73614.8642.32410.57212.8524.60915.2153.4942.0727.882-11.2379.65617.60627.8118.568-9.78112.44942.8815.3892.710.735-19.27214.4637.49223.7831.8474.807-6.85942.5172.8732.523-18.92225.61568.12311.88370.91713.73215.3925.593.0747.922.75427.8044.78230.75-44.8959.40258.43261.70653.732

（a）框架彎矩圖（b）梁端剪力及柱軸力圖圖6橫向框架在水平風(fēng)荷載作用下框架彎矩圖、梁端剪力及柱軸力圖

6.豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算6.1橫向框架內(nèi)力計(jì)算

6.1.1計(jì)算單元

取8軸線橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為3.6m，如圖9所示。由于房間內(nèi)布置有次梁，故直接傳給該框架的樓面荷載如圖中的水平陰影線所示，計(jì)算單元范圍內(nèi)的其余樓面荷載則通過次梁和縱向框架梁以集中力的形式傳給橫向框架，作用于各節(jié)點(diǎn)上。由于縱向框架的中心線與柱的中心線不重合，因此在框架節(jié)點(diǎn)上還作用有集中力矩。

6.1.2荷載計(jì)算

6.1.2.1恒荷計(jì)算

在圖7中，q1代表橫梁自重，為均布荷載。

對(duì)于第6層：q1'=q1?3.938KN/m，q2為房間板傳給橫梁的梯形荷載，

由圖7所示，幾何關(guān)系得

圖7橫向框架計(jì)算單元

P1M1q2P2q2P3q2P4M3Aq13600B2700Cq13300D

圖8各層梁上作用的恒荷載

'q2=q2?4.11?7.2?14.796KN/m2P1、P2分別為由邊縱梁、中縱梁直接傳給柱的恒載，它包括梁自重、樓板重和女兒墻

等的重力荷載，計(jì)算如下：

1P1?3.6?1.8??4.11?4.725?3.6?6.84?0.6?3.6?45.1KN21P2?3.6?1.8??4.11?2+4.725?3.6=43.64KN

21P3?3.6?1.8??4.11?4.725?3.6?6.84?0.6?3.6?45.1KN

20.6?0.3?6.725KN?m集中力矩M1?M4=P1e1?45.1?2對(duì)2～5層，q1包括梁自重和其上橫墻自重，為均布荷載。其它荷載計(jì)算方法同第6層：

'q1?q1?q1''?3.938?3.68?(2.8?0.5)?12.402KN/m

q2?3.39?3.6?12.204KN/mq'2?3.39?2.7?9.153KN/mq''2?3.39?3.3?11.187KN/m

1P1?(3.6?1.8??3.39)?4.725?3.6?6.84?[3?(2.8?0.6)?2.1?1.5?2]?20.4?2.1?1.5?2?32.57KN1P2?[3.6?1.8??(0.45?1.8)?1.35]?3.39?4.725?3.6?3.68?3?2.2?62.58KN

2

P3?[(0.45?1.8)?1.35?(0.15?1.8)?1.65]?3.39?3.15?3.6?3.68?3.6?(2.8?0.4)?63.34KN

P4?(0.15?1.8)?1.65?3.39?4.725?3.6?6.84?(3?2.2?2.1?1.5?2)?0.4?2.1?1.5?2?32.49KN

M1?M4=45.1?0.6-0.3=6.765KN?m2'''對(duì)1層：q1?q1?q1?3.938?3.68?(4.2?0.5)?17.55KN/m'''q2?12.204q2?11.187?9.153q2P1?32.57KN

P2?62.58KNP3?63.34KN

P4?32.49KN

0.6?0.3?4.89KN?m20.6?0.3?4.87KN?mM4?P4e4?32.49?2M1?P1e1?32.57?6.1.2.2活荷載計(jì)算

活荷載作用下各層框架梁上的荷載分布如圖9所示。

'q2?2.0?3.6?7.2KN?m?1q2?2?6?12KN/m

1P1?P4?(3.6?1.8?)?2.0?6.48KN

21P2?3.6?1.8??2?2=12.96KN

2

M1?P1e1?6.48?1.6?1.3?0.972KN?m2M2?0KN?m

M4?P4e4?6.48?0.6?0.3?6.48?0.15?0.972KN?m2P1M1A3600

P2q2B6000'q2P4M4D

圖9各層梁上作用的活荷載

在雪荷載作用下：

q2?6?0.2?1.2KN?m?1

P1?0.648KNM1?Pe11?0.097KN?mP2?12.96KNM1?0KN?m

P3?0.648KNM3?P3e3?0.097KN?m對(duì)于1～5層：

q2?3.6?2?7.2KN/mq'2?2.7?2?5.4KN/m

q''2?3.3?2?6.6KN/m

11P1?3.6?1.8??2=6.48KNP2?6.48?(0.9?3.6)?1.35??2=12.56KN

2211P3?(0.9?3.6)?1.35??2+(0.3+3.6)?1.65??2=12.51KN

221P4?(0.3?3.6)?1.65??2=6.435KN

20.6-0.3M1=6.48?=0.972KN?mM2=M3=0KN?m

2M4=6.435?0.15=0.965KN?m

將以上計(jì)算結(jié)果匯總，見表18，表19。

表18橫向框架恒荷匯總表

層次62～12.40212.2045117.5512.2049.1539

9.153911.132.5762.5849q13.938q2q'2q2011.1''P145.132.57P243.6462.58P3063.3463.3P4M1M2M30000M46.7654.8714.79614.79645.16.7732.44.89932.44.89004.87

表19橫向框架活荷匯總表

層次61～5q27.27.2q2'125.4q2''06.6P16.486.48P212.9612.56P325.9225.92P3M10.9720.972M200M300M4012.510.9720.965

6.1.3內(nèi)力計(jì)算

梁端、柱端彎矩采用彎矩二次分派法計(jì)算。彎矩計(jì)算過程如圖10所示，所得彎矩圖如圖11所示。梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得；柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到，計(jì)算柱底軸力還需要考慮柱的自重，如表20和表21所列。

上柱下柱0.69右梁0.316.765-39.9819.91810.2978.8391.383-7.586-3.32719.798-31.3270.1840.4080.408-48.244.8917.67717.67710.21411.4578.8394.920-9.602-9.602-4.31418.32416.671-38.7170.1840.4084.89-48.2417.67717.67710.2144.5708.8398.839-4.066-9.017-9.01716.33316.314-38.1910.4080.40817.6778.839-9.01716.3330.4080.4080.1844.89-48.2417.67710.2148.8394.570-9.017-4.06616.314-38.1910.184-48.2410.2144.57-3.915-37.9190.282-48.248.6275.164-3.949-38.076左梁0.15739.982.7665.148-1.73445.944上柱下柱0.581右梁0.2620.0990.36848.249.14033.4165.1075.118-1.623-5.17661.98633.427-57.610.2374.61616.708-5.41-9.374-3.76527.272-61.9820.1650.368-134.4833.41612.3416.708-9.39-5.176-2.76245.172-123.829左梁0.21357.6-10.822.3134.52153.8260.119129.621-18.7816.174.537110.762上柱下柱0.787-6.765-40-24.62717.314-47.3130.441-4.87-49.253-49.253-20-24.62717.20617.2060.4410.1650.0990.3680.36848.24-134.489.14033.41633.41612.345.10716.70816.708-9.390-2.924-3.048-6.765-6.76560.76243.42143.421-124.8290.3680.0990.36848.249.14033.41633.4165.10716.70816.708-2.924-6.765-6.76560.76243.42143.4210.165-134.4812.34-9.390-3.048-124.829-52.719-56.2130.1190.4410.441-4.87129.621-18.781-49.253-49.2536.17-24.627-24.6275.62320.42420.424111.157-53.234-53.2340.119129.621-18.7816.175.623111.1570.119129.621-18.7816.174.8710.4410.441-4.87-49.253-49.253-24.627-24.62720.42420.424-53.234-53.2340.441-49.253-24.62719.2760.441-4.87-49.253-24.62719.276-52.3900.404-4.870.4084.8917.67717.6778.8398.806-8.767-8.76717.05617.960.3590.3594.8917.21214.2128.839-5.014-5.01420.1048.9244.4620.3680.0990.3680.16548.24-134.489.14033.41633.41612.3416.70816.464-9.395.07-2.781-10.371-10.371-2.97960.56249.87949.728-123.7170.14548.240.3070.30732.9280.241-134.4814.179-9.525-2.945-131.27110.876-54.3900.1910.404129.02110.32932.928-19.051-48.964-48.9647.089-20.6271.4514.157119.328-65.5164.157-44.807-22.4034.31316.708-1.667-3.075-3.07561.13146.04628.62314.311

（a）恒荷作用下

圖10橫向框架彎矩的二次分派法

上柱下柱0.69右梁0.31-4.861.2052.012-0.87-2.5130.184-4.860.8990.719-0.525-3.7670.184-4.860.8990.719-0.424-3.6660.9722.6830.793-1.9352.5130.4080.4080.9721.5861.5861.3420.793-1.164-1.1641.7642.1870.4081.5860.793-0.941.4390.4081.5860.793-0.941.4390.4081.5860.793-0.9021.4770.4080.9721.5860.793-0.942.411左梁0.1574.864.0240.603-0.0219.4660.0994.851.4370.450-0.9425.7950.0994.851.4370.45-0.4696.2680.0994.851.4370.45-0.4696.268上柱下柱0.58114.8912.672右梁0.262-30.496.715-3.144-0.034-26.9530.165-19.372.396-1.054-1.57-19.5980.165-19.372.396-1.054-0.782-18.810.165-19.372.396-1.054-0.782-18.810.165-19.372.396-1.054-0.07617.4870.3680.3685.3437.446-3.5019.2880.3685.3432.672-3.5014.5140.368左梁0.21330.49-6.2873.3580.11627.6770.11918.61-2.1071.1981.70419.465上柱下柱0.787-0.972-23.231-3.9040.43-27.6770.441-0.965-7.808-7.808-11.616-3.9046.3166.3160.4415.3435.3432.6722.672-1.744-1.7446.2716.2710.3680.368-13.108-6.3610.1190.4410.441-0.96518.67-2.107-7.808-7.8081.198-3.904-3.9040.7872.9152.91518.548-8.797-9.7620.1190.4410.441-0.96518.67-2.107-7.808-7.8081.198-3.904-3.9040.7872.9152.91518.548-8.797-9.7620.11918.67-2.1071.1980.74818.5090.441-7.808-3.9042.771-8.9410.441-0.965-7.808-3.5772.771-9.5790.404-0.965-7.1530.87-7.248-3.6240.4080.1840.972-4.860.8991.5860.7930.719-0.94-0.4242.411-3.6660.4080.184-4.860.9721.5860.8990.6980.719-0.902-0.4072.354-3.6495.3435.3432.6722.672-1.744-1.7446.2716.2710.3680.0990.3684.851.4375.3432.6720.45-0.425-1.5816.3126.4340.1454.852.1050.548-0.2227.2810.3074.4585.3432.229-1.581-0.7096.434-18.7370.3074.4580.241-19.373.499-1.691-0.368-17.930.2820.3590.3590.972-4.861.0961.3961.3960.7931.053-0.663-0.663-0.5211.5261.705-3.2320.8532.672-0.469-0.4696.6613.9891.9950.1910.40418.67-3.382-7.1531.75-3.9040.4110.8717.449-10.187

（b）活荷作用下

圖10橫向框架彎矩的二次分派法

45.944123.82961.98219.78827.27238.71761.98616.67145.17256.213124.829111.157110.76253.82631.62747.31338.19118.32416.31460.76233.42751.71943.42153.234111.15738.19160.762124.82916.33316.31443.42153.23443.42153.234110.87617.9637.91960.56216.33343.421123.71753.23449.72852.39119.3288.92438.07661.131131.2717.05649.87953.39028.62344.80765.51620.10446.0464.462A14.311B（a）恒荷作用下

22.403C

圖11豎向荷載作用下框架彎矩圖

26.9532.51327.6779.4662.51317.48727.6773.76719.5985.7952.1874.5146.36118.54819.4653.6662.4116.26818.811.7649.28813.1084.6518.819.76218.5481.4393.6666.2684.658.7972.4114.6518.7379.76218.5091.4393.6496.3124.658.7972.3546.43417.939.57917.4491.4773.2327.2816.4348.9411.7053.9896.6617.24810.1871.5260.853A1.995B（b）活荷作用下

3.624C

圖11豎向荷載作用下框架彎矩圖

表20恒荷作用下梁端剪力及柱軸力

層次AB跨VA=VB65432123.3153.9853.9853.9853.9853.98VB51.07100.73100.73100.73100.73100.73BC跨VC51.0793.4393.4393.4393.4393.43AB跨VA=-VB-3.977-6.464-6.27-6.27-6.29-6.404BC跨VB=VC1.3592.1782.2792.2792.141.99VA19.33347.51647.7147.7147.6947.576AB跨VB27.28760.44460.2560.2560.2760.384VB49.71191.25291.15191.15191.2991.44BC跨VC49.71198.55298.45198.45198.5998.74A柱N頂64.433203.354322.624441.894561.144680.28N底110.738229.814349.084468.354587.604706.74N頂120.638369.579598.38827.1811056.1411285.365B柱N底166.943396.039624.84853.6411082.6011311.825N頂94.811277.468440.179602.89765.74928.74C柱N底141.116303.928466.639629.35792.2955.2荷載引起的剪力彎矩引起的剪力總剪力柱軸力

表21活荷作用下梁端剪力及柱軸力

層次AB跨VA=VB6543216.486.486.486.486.486.48BC跨VB25.2015.6415.6415.6415.6415.64VC25.2015.0515.0515.0515.0515.05AB跨VA=-VB-1.931-0.563-0.723-0.723-0.74-1.125BC跨VB=VC0.1210.0220.0440.0440.0380.08VA4.5495.9175.7575.7575.745.355AB跨VB8.4117.0437.2127.2127.227.605VB25.32115.66215.68415.68415.67815.72BC跨VC25.07915.02815.00615.00615.01214.97A柱N頂=N底11.02912.39712.23712.23712.2211.835B柱N頂=N底46.69235.26535.45635.45635.45835.885C柱N頂=N底31.55921.46321.44121.44121.44721.405荷載引起的剪力彎矩引起的剪力總剪力柱軸力6.2橫向框架內(nèi)力組合6.2.1結(jié)構(gòu)抗震等級(jí)

結(jié)構(gòu)的抗震等級(jí)根據(jù)結(jié)構(gòu)類型、地震烈度、房屋高度等因素查表得，本商場(chǎng)框架結(jié)構(gòu)為二級(jí)抗震等級(jí)。

6.2.2框架梁內(nèi)力組合

本方案考慮了四種內(nèi)力組合，即1.2SGk?1.4SQk，1.2SGk?0.9?1.4(SQk?Swk)，

1.35SGk?1.0SQk及1.2SGE?1.3SEk。此外，對(duì)于本方案，1.2SGk?1.4Swk這種內(nèi)力組合與考慮地震作用的組合相比一般較小，對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用，故不予考慮。各層梁的內(nèi)力組合結(jié)果見表22，表中SGk，SQk兩列中的梁端彎矩M為經(jīng)過調(diào)幅后的彎矩（調(diào)幅系數(shù)取0.8）。

6.2.3框架柱內(nèi)力組合

取每層柱頂和柱底兩個(gè)控制截面進(jìn)行組合，組合結(jié)果以及柱端彎矩設(shè)計(jì)值的調(diào)整見表6.6～表6.9。在考慮地震作用效應(yīng)的組合中，取屋面為雪荷載時(shí)的內(nèi)力進(jìn)行組合。

表22框架梁內(nèi)力組合表

層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)?RE?1.2?SGK?0.5SQK??1.3SEK?1.35SGK?1.2SGK?V??MBRRE[?vb(Mb?lSQKSQK-40.17464.588-66.84183.108-146.101140.496134.09772.604162.89201.94-40.7765.312-65.35282.397-140.903140.099127.484130.39157.54160.03)/ln?VGb]?一層B右?135.546107.638-7.22940.658-181.969147.191138.40165.90946.39174.42-74.06680.341-44.53867.368-161.151143.879129.915126.6131.45148.31?243.031-77.378-216.393180.374-1.6273.17454.94268.237111.37299.3795.843-10.738-123.919113.738-26.74979.64460.497104.808151.13218.76?-300.188167.843123.122-64.838-200.318118.706129.45322.704153.72189.38-153.478101.79731.9081.203-166.548111.683112.92472.769270.56153-43.70869.583-71.84789.123-156.116149.019142.83373.07148.48272.31-44.1870.166-70.63888.55-149.863148.593134.888138.0634.53163.87AMV-30.461-2.58647.5765.355B左MVMVMV-48.905-5.82560.3847.605-105.02-14.34498.7495.46243.03815.7213.95914.97C跨間?68.123?30.75?42.58?30.75?25.62?4.782?3.074?4.782?278.574?125.75?174.11?125.75?101.896?23.35?38.211?23.3553.99921.538-126.453126.158-110.233133.801129.79379.29875.26230.18-7.47450.283-86.16597.426-120.655136.319125.054134.1768.98176.56177.843128.706MABMBCMV111.797三A-30.553-2.93347.71-48.6160.255.757-5.0147.212B左MV層B右MVMVMABMBC-99.863-15.04898.45188.92691.15115.68414.83815.006C右跨間?23.783?10.735?14.867?10.735?14.463?2.7?1.736?2.7?127.857?57.71?79.911?57.71?71.692?16.43?26.885?16.43121.683

續(xù)表22

層截內(nèi)力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)?RE?1.2?SGK?0.5SQK??1.3SEK?1.35SGK?1.2SGK?V??MBRRE[?vb(Mb?l次面六A?-25.26125.99549.76148.093-83.98594.03981.98795.82878.1196.27?-41.09233.14159.65640.947-95.39596.16783.35793.743.2693.94?14.9362.01412.35245.776-26.46849.74838.27162.41262.8794.37?-62.28836.8860.62310.91-82.19362.52159.16749.63966.1484.63SQK-36.16830.63957.19245.248-88.50392.43180.27492.18932.45150.72SQK-33.17629.56854.70844.52-89.6895.10382.67294.764132.3293.27)/ln?VGb]MVMV-25.302-2.0119.33336.75527.2874.5497.5738.411?5.654?2.552?3.534?2.552?4.075?0.76?0.489?0.76?39.602?17.88?24.754?17.88?28.577?6.55?10.716?6.5546.88層B左B右-49.586-21.56249.71143.06149.71125.32122.14225.07993.357CMVMABMBC跨間

表23(a)橫向框架A柱彎矩和軸力組合

層截內(nèi)SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)?RE?1.2?SGK?0.5SQK??1.3SEK?1.35SGK?1.2SGK?次面力SQKSQKMMAXNminM-19.66345.520-9.43387.194-41.793141.53411.720165.348-54.240204.98931.325228.803-62.221256.06447.793279.878-15.623349.410185.908398.105NmaxM29.24098.014-26.501160.52524.693286.925-23.489322.64624.435447.779-23.489483.50024.435608.794-24.503644.51526.600769.764-28.666805.485?柱M19.79864.433-18.324110.73816.671203.354-16.333229.81416.314322.624-16.333349.08416.314441.894-17.056468.35417.960561.144-20.104587.604???57.56180.386-25.138122.06073.769235.661-42.414259.47585.775386.748-62.020410.56293.756550.358-79.823574.17250.069671.647-225.973741.82529.24098.014-26.501160.52524.693286.925-23.489322.64624.435447.779-23.489483.50024.435608.794-24.503644.51526.600769.764-28.666805.485N27.27657.56192.76080.386-24.458-25.138148.326122.06023.06773.769261.381235.661-21.614-42.414293.133259.47522.95285.775404.281386.748-21.614-62.020436.033410.56222.95293.756547.405550.358-22.535-79.823579.157574.17224.84850.069690.481671.647-26.261-225.973722.233741.8252.51311.029-1.76411.0292.18712.397-1.43912.3972.41112.237-1.43912.2372.41112.237-1.47712.2372.35412.220-1.52612.2206頂N柱M底N柱M5頂N柱M底N柱M4頂N柱M底N柱M3頂N柱M底N柱M2頂N柱M底N?5.654?39.602?2.552?17.880?1.150?8.054?2.552?17.880?9.839?59.263?7.512?48.270?4.609?27.761?7.512?48.270?12.852?71.803?15.394?93.210?8.568?47.869?15.394?93.210?15.215?79.988?26.129?150.92?12.449?65.444?26.129?150.92?2.859?33.688?28.652?165.25?40.319?198.02?28.652?165.2519.36089.18739.191-19.66396.33345.520-22.848-26.068-9.433144.753151.89987.1949.29236.842-41.793250.864271.897141.534-15.162-28.06711.720282.616303.649165.3484.95940.945-54.240382.729425.832204.989-9.619-33.60931.325414.481457.584228.8031.65144.253-62.221510.824583.985256.064-5.106-39.96447.793542.576615.737279.87815.24534.450-15.623650.368730.594349.41030.185-82.708185.908682.120762.346398.105續(xù)表23(a)

層截內(nèi)SGK8.924680.280-4.462SQK1.70511.835-0.853SWKSEK1.2SGK+1.4(SQK+SWK)?RE?1.2?SGK?0.5SQK??1.3SEK?1.35SGK?1.2SGK?MMAXNminM-74.391356.110157.209381.511NmaxM13.752930.213-6.877965.934次面力柱M?-25.830749.74268.676?52.021916.068-81.773?-74.391356.110157.209?93.162961.390-166.595SQK13.752930.213-6.877SQK13.096832.905-6.549N93.162961.390-166.5951頂N柱M11.835947.820381.511986.791965.934864.657986.791底N706.740781.494注：表中M以左側(cè)受拉為正，單位為KN.m。N以受壓為正，單位為KN。SQK一列中括號(hào)內(nèi)的數(shù)值為屋面作用雪荷載，其它層樓面作用活荷載對(duì)應(yīng)的內(nèi)力值。?27.804?59.402?53.732?59.402?80.554?291.00?155.68?291.00

表23(b)橫向框架A柱柱端組合彎矩設(shè)計(jì)值調(diào)整

層次截面?RE??Mc??c?Mb??REN6柱頂柱底5柱頂柱底4柱頂柱底3柱頂柱底2柱頂78.41671.647柱底132.82741.8251柱頂105.15961.3

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