建筑類(lèi)畢業(yè)設(shè)計(jì)

1、1.工程概況：本旅館是為了解決外地旅客短期居住而設(shè)置的，主要服務(wù)對(duì)象為出差辦事，期探親及 旅途中專(zhuān)等一般旅客。建設(shè)地點(diǎn)黑龍江省哈爾濱市，位于抗震設(shè)防烈度 7度區(qū)，場(chǎng)地類(lèi)別為 U類(lèi)，設(shè)計(jì) 地震分組為第二組，基本雪壓 So=O.45 kN/m2，基本風(fēng)壓wo= 0.55kN/m2，永久值系數(shù)=0.5, 地面粗糙度為c類(lèi)，蓋房屋為二類(lèi)建筑。本旅館為10層框架結(jié)構(gòu)一層層高3.6m, 2-10層為3m，一層主要配有衛(wèi)生間、會(huì)客廳、 門(mén)廳、辦公室、電話(huà)總計(jì)室、總務(wù)倉(cāng)庫(kù)、配電室、維修間等； 2-10層主要配有接待臺(tái)、衛(wèi) 生間、洗漱室、淋浴室、客房等。根據(jù)結(jié)構(gòu)使用功能要求，首層 3.6m，2-10層層高均為3

2、.0m。外墻墻厚400mm內(nèi)墻 為200mm標(biāo)準(zhǔn)層建筑平面示意圖見(jiàn)圖1，剖面示意圖見(jiàn)圖2。橫向框架縱向框架圖1框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖2.結(jié)構(gòu)布置及初選截面尺寸該建筑經(jīng)過(guò)對(duì)建筑高度、使用要求、材料用量、抗震要求、造價(jià)等因素綜合考慮后, 宜采用鋼筋混凝土框架結(jié)構(gòu)?；炷翉?qiáng)度等級(jí)采用：梁、板為 C30;柱為C40,按照建筑設(shè)計(jì)確定得軸線(xiàn)尺寸和框架結(jié)構(gòu)布置得原則進(jìn)行結(jié)構(gòu)布置。標(biāo)準(zhǔn)層結(jié)構(gòu)布置平面圖各構(gòu)件的截面尺寸初估如下：合計(jì):3.04KN/m采用鋁合金玻璃窗，房間門(mén)用木門(mén)，底層入口處門(mén)用鋁合金玻璃門(mén)。其單位面積重力荷載為鋁合金玻璃門(mén)窗0.4 KN/m木門(mén)0.2 KN/m3. 3重力荷載代表值結(jié)構(gòu)抗震分析時(shí)所

3、采用的計(jì)算簡(jiǎn)圖如圖2所示。集中于各指點(diǎn)的重力荷載代表值 Gi為計(jì)算單元范圍內(nèi)各層樓面上的重力荷載代表值及上、下各半的墻、柱等重力荷載。按上述方法所計(jì)算的各質(zhì)點(diǎn)的重力荷載代表值 Gi見(jiàn)圖2。Gi=2295.00kNGo=9257.7OkN =7638.04kN Ge=7638.04 kN G=7638.04 kN G>=7638.04 kN G5=7862.43kN G=7862.43kN G=7862.43kN 0=7862.73 kN G = 1 0966.52 kNoGGGGGGGGGGGmu3-«u Xu 387654321圖2各質(zhì)點(diǎn)的重力荷載代表值 Gi(kN)4.框架

4、的剛度計(jì)算4. 1.橫向側(cè)移剛度計(jì)算4. 1. i以e軸框架的幾何尺寸截面尺寸KL2-1、KL2-2的截面尺寸相同，均為 b hb 350mm 700mm柱的截面尺寸相同15層為800mr 800mm 611層為700mrK 700mm柱的計(jì)算長(zhǎng)度Lc為：1層lc = 3600mm 211層lc = 3000mm梁、柱截面慣性矩Ib、lc考慮梁板做為梁的有效翼緣，梁慣性矩lb可近似取:一側(cè)有樓板時(shí)lb1.5I兩側(cè)有樓板時(shí)lb2Il卑梁矩形截面慣性矩梁截面慣性矩可近似取矩形截面慣性矩的3123lb 2l 212320.008 10 mlb 1.5l1.5 0.35 0.715.006 10柱的截

5、面慣性矩:15層 lc0.841234.13310 3m4611層lc0.741220.00810 3m4梁的線(xiàn)剛度：ib Elb/lbKL-1ibElb/lb6330 1015.°06 10= 53.593 103 kN m8.4KL-2ibElb/lb30 106 2°.008 10 3 = 71.457 103kN m8.4柱線(xiàn)剛度ic331 層 ic = 32.5 X 34.133 X 10/3.6 = 308.145 X 10 kN - m3325 層ic = 32.5 X 34.133 X 10/3.0 = 369.774 X 10 kN - m611 層 ic

6、 = 31.5 X 20.008 X 103/3.0 = 210.084 X 103kN - m表4 橫梁等效剛度ib計(jì)算表類(lèi)別層次4E=/(10bX hL9I/ X 1010i b / X 10 n mmN/mrf)/mm/ mm4 mmElo/I1.5 EM2EI0 /l橫梁1113.00350 X 700840010.0043.5735.3597.146表5 各層柱線(xiàn)剛度ic計(jì)算表類(lèi)別層次/(10 4N/mr2)BcX he/mmh/ mmI c94/ X 10mmi c= Ecl c/h(1010N mm)® © ® © ©列柱6113

7、.15700X 700300034.13320.008253.25800X 800300020.00836.97713.25800X 800360020.00830.814-GB柱的抗推剛度計(jì)算ii >213142ic53.593 53.59371.4572 210.08471.457= 0.595611層0.229;Dh= Dh12ic0.229 12 210.084 =192.437 103kN>3>453593 兔59371.45771.457 =0.3382ic2 369.7740.145 ；Dh= Dh12ich0.078 12 369.774 =115.369 1

8、03kN53593 Z =0.406308.1450.5 k =2 k0.377Dh= Dh旦 0.361h12 308.145 = 387.235 103kN3.6表6框架柱側(cè)移剛度 D值（N/mn）層次- 5類(lèi)柱6根5- 5軸柱6根©-5類(lèi)柱3根Dka cDj1ka cDj 2ka cDi36100.2770.122324370.5530.217578410.3570.15240421662931250.1500.070343540.3000.130642310.1930.0884344272183610.1800.312889750.3630.3651042020.2330.3

9、28936475根1627297（續(xù)表6）層次5- 5類(lèi)柱2根5- 5類(lèi)柱1根5-5類(lèi)柱1根Djka cDj1ka cDj2ka cDj36100.5950.229641460.1790.082218670.5360.21156362206521250.3880.145384560.0970.046227220.2900.1276241416204810.4060.3771075650.1160.229830550.3480.361103033401218一層（5-類(lèi)柱2根k = 0.464a 尸 0.391Di1 = 111611將上述不同情況下同層框架柱側(cè)移剛度相加，即得框架各層層間側(cè)移剛

10、度Dj如表表7橫向框架層間側(cè)移剛度（N/mn）層數(shù)12345678910Di2140126883884883884883884883884869452869452869452869452869452由表7可見(jiàn)， D1/ D2 = 2140126/883884=2.421>0.7,故框架為規(guī)則框架4. 2縱向框架側(cè)移剛度計(jì)算縱向側(cè)移剛度計(jì)算與橫向框架相同。柱在縱向的側(cè)移剛度除與柱沿縱向的截面特性有關(guān)外，還與縱梁的線(xiàn)剛度有關(guān)?？v梁線(xiàn)剛度表8 縱梁線(xiàn)剛度計(jì)算表類(lèi)別層次4E/(10N/mrr)bx h/mmL/ mm9I/ x 104 mm10i b / x 10 n mmEI0/I1.5 EI

11、0/I2EI0 /I縱梁1113.00350x 700780010.0043.8485.7727.695表9縱向框架邊柱側(cè)移剛度值層次CA-類(lèi)柱6根-軸柱4根©-省類(lèi)柱4根Dka cDi1ka cDi 2ka cDi36100.2890.1273.36290.3850.1614.30260.5770.2235.9729612794250.150.0733.56940.2080.0944.64650.3120.1356.656866629610.1880.3148.96540.2500.3339.50810.3740.36810.5088（6根）1548776（續(xù)表9）層次©

12、-類(lèi)柱2根©-類(lèi)柱2根©-類(lèi)柱1根ka cka cDi2ka cDi36 100.6730.251671730.5770.224597250.3850.16143031296827250.3640.154759490.3120.135665630.2080.0944647133149510.4370.38410.97030.3740.36810.50850.2500.3339.508411380417一層-類(lèi)柱2根k = 0.500a 尸 0.400 Di1 = 114088將上述不同情況下同層框架柱側(cè)移剛度相加，即得框架各層層間側(cè)移剛度Di如表10表10 縱向框架N層間側(cè)

13、移剛度（N/mn）層數(shù)12345678910Di3043281997791997791997791997791909621909621909621909621909621由表可見(jiàn)，D2 = 3043281/99779仁3.05>0.7,故框架為規(guī)則框架。5.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)算對(duì)于帶屋面局部突出間的房屋應(yīng)折算到主體結(jié)構(gòu)的頂層3 hi33Ge Gn i(1-)2295.0 (1)2632.5kN2 H2 30.6結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算計(jì)算結(jié)果如表11表11結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層數(shù)Gi/kNVG

14、i/kNDii/(N/mm)ui/mmui/mm1011890.211890.286945213.68476.9097638.0419528.2486945222.46463.2387638.0427166.2886945231.25440.7777638.0434804.3286945240.03409.5267638.0442442.3686945248.82369.4957862.4350304.7988388456.91320.6847862.4358167.2288388465.81263.7637862.4366029.6588388474.70197.9527862.437389

15、2.0888388483.60123.25110966.5284858.6214012639.6539.65nsn計(jì)算公式 VGiGk( U)j VGi / D ijUt( U)kk ij 1k 1計(jì)算基本周期，其中Ut的量綱為m取t 0.7 ,則T11.7 0.7.0.47690.82s5.1.2水平地震作用及樓層地震剪力計(jì)算。結(jié)構(gòu)高度不超過(guò)40m質(zhì)量和剛度沿高度分布比較均勻，變形以剪切型為主，故可用底0.85 (10966.52 7862.43 4 7638.04 4 9257.7 2295.0)部剪力法計(jì)算水平地震作用。結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值計(jì)算，即Geq 0.85 Gi=71842.

16、94kN0.9040.080.0420.9 T11T10.82FEk1Geq 0.042 71842.94 3017.4kN因?yàn)?.4 Tg1.4 0.4 0.56s T, 0.82s，所以應(yīng)考慮頂部附加水平地震作用。頂部附加地震作用系數(shù)n按表1.19土導(dǎo)取，即0.08 0.820.010.0756F100.0756 3017.4 228.1 kN各質(zhì)點(diǎn)的水平地震作用計(jì)算F.時(shí) FEk 1 nGjHjj 1FEk 1n = 3017.4 X( 1-0.0756 )= 2789.3kN具體計(jì)算過(guò)程見(jiàn)表12。各層地震剪力計(jì)算結(jié)果見(jiàn)表12表12各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層數(shù)Hi/mG

17、i/kNGi Hi /kN mGiHiGjHjFi/kNVi/kN33.62295771120.053147.9147.91030.69257.7283285.60.195543.2691.1927.67638.04210809.90.145404.21095.3824.67638.04187895.80.129360.31455.6721.67638.04164981.70.113316.31771.9618.67638.04142067.50.098272.42044.3515.67862.43122653.90.084235.22279.5412.67862.4399066.620.06

18、8190.02469.439.67862.4375479.330.052144.72614.126.67862.4351892.040.03699.52713.613.610966.5239479.470.02775.72789.3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見(jiàn)圖35.1.3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)的層間位移山和頂點(diǎn)位移Ui分別計(jì)算，計(jì)算過(guò)程見(jiàn)表。表中還計(jì)算了各層的層間彈性位移角Ui / hi圖3橫向水平地震作用及樓層地震剪力表13橫向水平地震作用下的位移驗(yàn)算層數(shù)Vi/kND./iN/mmu./mmu./mmh./mmeU./h.10691.1869

19、4520.7920.8230001/377491095.38694521.2620.0230001/238181455.68694521.6718.7630001/179271771.98694522.0417.0930001/147262044.38694522.3515.0530001/127652279.58838842.5812.7030001/116342469.48838842.7910.1230001/107432614.18838842.967.3330001/101422713.68838843.074.3730001/97712789.321401261.301.33600

20、1/2762由表13可見(jiàn)，最大層間彈性位移角發(fā)生在第 2層，其值為1/977<1/550,滿(mǎn)足彈性位 移角限值的要求。5.1.4水平地震作用下框架內(nèi)力計(jì)算。Fii(“、水平地震作用分布V1i VV1(I層間剪力分布按建筑平面圖中CB軸線(xiàn)橫向框架內(nèi)力計(jì)算，說(shuō)明計(jì)算方法，其余框架內(nèi)力計(jì)算從略框架柱端剪力及彎矩分別按式 2.12和2.13土導(dǎo)計(jì)算。各柱反彎點(diǎn)高度比按 2.14土導(dǎo)確定，其中yn由表2.4土導(dǎo)查得。表14 C-2各層柱端彎矩及剪力計(jì)算層數(shù)hi/mVi/kND.i/(N/mm)C-2Di1v.1KyMi；MiU103691.18694522186717.380.179-1.2-62

21、.57114.72931095.38694522186727.550.1790.097.4475.20831455.68694522186736.610.1790.221.9787.86731771.98694522186744.560.1790.2229.41104.28632044.38694522186751.410.1790.3249.36104.89532279.58838842272258.600.0970.352.74123.06432469.48838842272263.480.0970.476.18114.27332614.18838842272267.200.0970.55

22、110.8890.72232713.68838842272269.760.0970.75156.9652.3213.62789.3214012683055108.250.1161.25487.12-97.42表15 C-3各層柱端彎矩及剪力計(jì)算層數(shù)hi/mv./kND.i/(N/mm)C-3Di1v.1KyMi；MiU103691.18694525636244.800.5360.2736.0298.38931095.38694525636271.000.5360.3574.55138.45831455.68694525636294.360.5360.40113.23169.85731771.9

23、86945256362114.860.5360.40137.84206.75（續(xù)表15）632044.386945256362132.520.5360.45178.90218.66532279.588388462414160.960.290.40193.16289.73432469.488388462414174.370.290.45232.79290.33332614.188388462414184.590.290.46251.97301.81232713.688388462414191.620.290.51293.17281.6813.62789.32140126103033134.290

24、.3480.83399.3184.12表16 C-4各層柱端彎矩及剪力計(jì)算層數(shù)hi/mVi/kND.i/(N/mm)C-4Di1v.1KyM i1M i1103691.18694525972947.480.3570.1622.36120.07931095.38694525972975.240.3570.2862.87162.87831455.686945259729100.000.3570.3398.55201.44731771.986945259729121.720.3570.38138.22226.96632044.386945259729140.440.3570.43180.53240.

25、78532279.588388466568171.680.1930.39202.41312.62432469.488388466568185.980.1930.40223.17334.76332614.188388466568196.880.1930.50297.38293.25232713.688388466568204.370.1930.61374.00239.1113.62789.32140126105088136.960.2331.20592.18-99.11注：表中 M量綱為kN - m V量綱為kN梁端彎矩、剪力及柱軸力分別按土導(dǎo)式 2.15、2.16和2.17計(jì)算。其中梁線(xiàn)剛度取

26、自表具體計(jì)算過(guò)程如表17表17梁端彎矩、剪力及柱軸力計(jì)算樓層MbM：lVbc-2柱c-4柱c-3柱10114.7265.598.4021.4721.4718.203.27912.63116.328.4015.3536.8247.1710.36（續(xù)表17）895.30162.938.4030.7467.5688.3420.787126.24213.328.4040.42107.98139.7831.806134.30237.668.4044.28152.26199.0546.795172.42312.428.4057.72209.98276.3666.374167.00322.328.4058.

27、25268.24359.4991.253166.90356.408.4062.30330.53442.18111.652163.20336.608.4059.50390.03526.09136.05159.53402.398.4054.99445.02582.76137.74（續(xù)表17）樓層MbMblVb10120.0732.798.418.209185.2358.168.428.978264.3181.478.441.167325.50106.668.451.456379.00118.838.459.275493.16156.218.477.314537.17161.168.483.1335

28、16.42178.208.482.692536.49168.308.483.901274.89201.208.456.68注：1）柱軸力中的負(fù)號(hào)表示拉力。當(dāng)為左地震作用時(shí)，左側(cè)兩根樁為拉力，對(duì)應(yīng)的右側(cè)兩根柱為壓力。2）表中的 M單位為kN m V單位為kN, N單位為kN, l單位為 m水平地震作用下框架的彎矩圖、梁端剪力圖及柱軸力如圖4(a)框架彎矩圖(kN - m)32.7921.473.2718.20(b)梁端剪力及柱軸力圖(kN- m)圖4左地震作用下框架彎矩圖、梁端剪力及軸力圖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)值基本風(fēng)壓3 o=0.55 KN/m

29、2,對(duì)本工程風(fēng)載體型系數(shù)卩s可按圖11規(guī)定采用，因房屋計(jì)算高度H=30.6m>30m,H/B=30.6.2=1.0>1.5,因此應(yīng)考慮風(fēng)壓脈動(dòng)的影響。C類(lèi)地區(qū)，由表 1.15土導(dǎo)查得 v 0.43 ; T1 0.82s ,0Tj 0.55 0.822 0.37kN ?s2/m2 由土導(dǎo)表 1.12 查得 £=1.331.33 0.43z取建筑平面圖中O軸線(xiàn)橫向框架，其負(fù)載寬度為7.8m,計(jì)算沿房屋高度的分布風(fēng)荷載標(biāo)準(zhǔn)值q(z) l z s z 07.8 0.55 z s z 4.29 z s z根據(jù)各樓層標(biāo)高處的高度Hi由土導(dǎo)表1.11查取z，代入上式可得各樓層標(biāo)高處 的

30、q(z)，見(jiàn)表18。沿房屋高度的分布見(jiàn)圖5(a)表18沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值樓層H i / mHi / Hzzq,z)/(kN/m)q2(z)/(kN/m)1030.61.0001.011.5665.4293.393927.60.9020.961.5375.0653.166824.60.8040.911.5054.7012.938721.60.7060.861.4694.3372.711618.60.6080.811.4293.9732.483515.60.5100.751.3893.5752.234412.60.4120.741.3183.3482.09239.60.3140.741.2

31、423.1551.97226.60.2160.741.1672.9631.85213.60.1180.741.0912.7711.732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(lái)考慮風(fēng)壓脈動(dòng)的影響。房屋高度H= 30.6m,且 H/B= 30.6/17.6 = 1.7>1.5，由表18可見(jiàn)，z沿房屋高度在1.0911.566范圍內(nèi)變化，即風(fēng)壓脈動(dòng)的影響較大。因此，該 房屋應(yīng)考慮風(fēng)壓脈動(dòng)的影響?？蚣芙Y(jié)構(gòu)分析時(shí)，應(yīng)按靜力等效原理的分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載，R=(2.771+1.732+0+0) X 3.6 X 1/2+(2.936-2.771)+(

32、1.852-1.732)X 3X 1/2 X 1/3+(2.771-0)+(1.732-0)X 3.6 X 1/2 X 2/3=8.105+0.142+5.404 = 13.65kN(a)風(fēng)荷載沿房屋高度的分布(kN/m ) 圖5框架上的風(fēng)荷載17.28024.92023.14521.37019.56117.84716.49715.50314.56513.65(b)等效節(jié)點(diǎn)集中風(fēng)荷載5. 2. 2風(fēng)荷載作用下的水平位移驗(yàn)算根據(jù)等效節(jié)點(diǎn)集中風(fēng)荷載圖圖5(b),由式VFk計(jì)算層間剪力，然后依據(jù)以上k i求出軸線(xiàn)框架的層間側(cè)移剛度，在按土導(dǎo)式 2.10和2.11計(jì)算各層的相對(duì)側(cè)移和絕 對(duì)側(cè)移，計(jì)算結(jié)

33、果如表19表19風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算樓層Fi/kNVi/kND/(N/mm)ui/mmui/mmeui / hi1017.2817.28118650.000.157.331/20599924.9242.20118650.000.367.181/8435823.1565.34118650.000.556.831/5447721.3786.72118650.000.736.281/4105619.56106.28118650.000.905.551/3349517.85124.12128578.000.974.651/3108(續(xù)表19)416.50140.62128578.001.

34、093.691/27433.0015.50156.12128578.001.212.591/24712.0014.56170.69128578.001.331.381/22601.0013.65184.34279735.000.660.051/4553由表19可見(jiàn)，風(fēng)荷載作用下框架的最大層間位移角為1/2260,遠(yuǎn)小于1/550，滿(mǎn)足規(guī)范要求。5. 2. 3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算風(fēng)荷載作用下的框架結(jié)構(gòu)內(nèi)力計(jì)算過(guò)程遇水平地震作用下的相同，計(jì)算見(jiàn)圖略。表20 C-2各層柱端彎矩及剪力計(jì)算層數(shù)hi/mVi/kND.i/(N/mm)C-2Di1v.1KyMi；MiU10317.288694522

35、18670.430.179-1.2-1.562.879342.20869452218671.060.1790.090.292.908365.34869452218671.640.1790.20.993.947386.72869452218672.180.1790.221.445.1063106.28869452218672.670.1790.322.575.4553124.12883884227223.190.0970.32.876.7043140.62883884227223.610.0970.44.346.5133156.12883884227224.010.0970.556.625.42

36、23170.69883884227224.390.0970.759.873.2913.6184.342140126830557.150.1161.2532.19-6.44表21 C-3各層柱端彎矩及剪力計(jì)算層數(shù)hi/mV. /kND.i/(N/mm)C-3Di1v.1KyMbMiU10317.28869452563621.120.5360.270.902.469342.20869452563622.740.5360.352.875.33（續(xù)表21）8365.34869452563624.240.5360.405.087.627386.72869452563625.620.5360.406.75

37、10.1263106.28869452563626.890.5360.459.3011.3753124.12883884624148.760.290.4010.5215.7843140.62883884624149.930.290.4513.2616.5333156.128838846241411.020.290.4615.0518.0223170.698838846241412.050.290.5118.4417.7213.6184.3421401261030338.870.3480.8326.395.56表22 C-4各層柱端彎矩及剪力計(jì)算層數(shù)hi/mVi/kND.i/(N/mm)C-4D

38、i1v.1KyMi；MiU10317.28869452597291.190.3570.160.563.009342.20869452597292.900.3570.282.426.278365.34869452597294.490.3570.334.429.047386.72869452597295.960.3570.386.7611.1163106.28869452597297.300.3570.439.3912.5253124.12883884665689.350.1930.3911.0217.0243140.628838846656810.590.1930.4012.7119.06331

39、56.128838846656811.760.1930.5017.7617.5123170.698838846656812.860.1930.6123.5215.0413.6184.3421401261050889.050.2331.2039.14-6.55表24各層梁端彎矩及剪力和柱軸力計(jì)算樓層M；M：lVbc-2柱c-4柱c-3柱102.870.828.40.44-0.44-0.55-0.1191.332.088.40.41-0.85-1.86-1.0184.233.508.40.92-1.77-4.06-2.2976.095.078.41.33-3.09-7.11-4.02(續(xù)表24 )

40、66.896.048.41.54-4.63-10.85-6.2159.278.368.42.10-6.73-15.98-9.2549.389.028.42.19-8.92-21.71-12.7939.7610.438.42.40-11.32-27.79-16.4729.9110.928.42.48-13.81-34.30-20.4913.438.008.41.36-15.17-38.22-23.05（續(xù)表24 ）樓層MbM：lVb103.001.648.40.5596.834.168.41.31811.477.008.42.20715.5310.138.43.06619.2812.088.43

41、.73526.4116.728.45.13430.0818.038.45.73330.2220.858.46.08232.8021.848.46.51116.9716.008.43.93注：1）柱軸力中的負(fù)號(hào)表示拉力。當(dāng)為左風(fēng)作用時(shí)，左側(cè)兩根樁為拉力，對(duì)應(yīng)的右側(cè)兩根柱為壓力。2）表中的 M單位為kN m V單位為kN, N單位為kN, |單位為 m6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 軸線(xiàn)橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為 7.8m，由于房間沒(méi)布置有次梁，故 直接傳給該框架的樓面如圖6中的陰影線(xiàn)所示，計(jì)算單元范圍內(nèi)的其余樓面荷載則通過(guò)次 梁和縱向框

42、架以集中力的形式傳給橫向框架，作用于各節(jié)點(diǎn)上。6. 1.2荷載計(jì)算6.1.2.1恒載計(jì)算如圖7q1， q1代表橫梁自重，為均不荷載形式。對(duì)于第 11層q1 = 6.431kN/mq2分別為房間走道板傳給橫梁的梯形荷載q26.39 3.9 24.921 kN/m圖6橫向框架計(jì)算單元R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：1 1 R (3.9 3.9 ) 2 6.39 6.431 7.8 98.75 kN2 2集中力矩M1 pe 0第10層，q1 = 6.431kN/mq1 = 6.431kN/mq2 = 6.39 X 3.9 = 24.921

43、 kN/mq2 = 24.921 kN/m1 1 P1(3.9 3.9 ) 2 6.39 6.431 7.8 98.75 kN2 2q2圖7各層梁上作用的恒載11P2(3.9 3.9) 26.39 2 6.431 7.8 147.35kN221 1P3(3.9 3.9 ) 2 6.39 6.431 7.898.75 kN2 2M1p1e1 98.75 07 035 17.281 kN - m2M 2p2e20M3P3e3010對(duì)于69層，q1包括梁自重和其上橫墻自重，為均不荷載。其它荷載計(jì)算方法同 層結(jié)果為q1 = 6.431+1.78 X 2.3 = 10.525kN/mq1 = 6.431

44、kN/mq2 = 6.39 X 3.9 = 24.921 kN/mq2 = 6.39 X 3.9 = 24.921 kN/m1 1R (3.9 3.9 ) 2 3.75 6.431 7.8 7.8 2.3 3.75 2.64 5.4 1.52 2=28.52+50.21+67.27-21.384 = 124.616kN1 1P2(3.9 3.9 ) 2 3.75 2 6.431 7.8164.28 kN2 21 1P3(3.9 3.9)2 3.75 6.431 7.878.732 2M1PG124.616 07 03521.81 kN - m2m2P2e20M3P3e30q, = 6.431+1.78 X 2.2 = 10.347kN/mq1 = 6.431kN/mq2 = 6.39 X 3.9 = 24.921 kN/mq2 = 6.39 X 3.9 = 24.921 kN/m28.5250.2164.2721.834121.696 kNP2 164.285 kN1 1P3 (3.9 3.9)2 3.75 6.431 7.8 78.732 20.8 0.35M1p1e1121.69627.38kN - m2M 2p2e2 0M3Paeg