淮安國安消防器材制造公司綜合辦公樓結(jié)構(gòu)設(shè)計說明

1、淮安國安消防器材制造公司綜合辦公樓結(jié)構(gòu)設(shè)計第一章結(jié)構(gòu)選型與布置題目：淮安國安消防器材制造公司綜合辦公樓設(shè)計根據(jù)要求，本工結(jié)構(gòu)程定為五層鋼筋混凝土框架，建筑面積約3000多平方米，詳見建筑圖紙。條件具體如下：1、氣象資料(1)不考慮基本風(fēng)壓(2)基本雪壓值0.4KN/m22、水文地質(zhì)資料場地條件：場地平整，場地土層等效剪切波速為145m/s,3md0v50m0場地為穩(wěn)定場地，類別R類。場地工程地質(zhì)資料：在舁廳P巖土名稱厚度(項fak(kPa)1耕土:1.1-2粘土2.82503粘土9.41103、抗震設(shè)防烈度7度，第一組4、荷載資料(1)辦公室樓面活載，查建筑結(jié)構(gòu)荷載規(guī)范(GB50009-200

2、1),確定樓面活載標(biāo)準(zhǔn)值為2KN/m2。(2)不上人屋面：活載標(biāo)準(zhǔn)值為0.7KN/m2。(3)屋面構(gòu)造：30厚C20的細(xì)石混凝土防水、冷底子油一道上鋪SBSW水卷材二道、15厚水泥砂漿、40厚水泥石灰焦渣砂漿找坡、80厚1:10珍珠巖保溫層、120厚現(xiàn)澆鋼筋混凝土板、15厚板底抹灰。(4)樓面構(gòu)造瓷磚地面（水泥粗砂打底）、120厚鋼筋混凝土板、V型輕鋼龍骨吊頂。（5）圍護墻：外墻采用240厚粘土空心磚，外墻面貼瓷磚，內(nèi)墻面為20m用灰。內(nèi)墻采用200厚蒸壓粉煤灰加氣砌塊，兩側(cè)均為20mnB抹灰。（6）門窗：底層商鋪選用卷簾門，其他選用木門。窗子均采用鋁合金窗。第二章計算簡圖2.1確定計算簡圖2

3、.1.1計算單元取軸線橫向框架進行計算，計算單元寬度為7.8m。假定底層柱下端固定于基礎(chǔ),初步確定基礎(chǔ)采用柱下獨基，基礎(chǔ)置于第二層粘土層上，基地標(biāo)高為設(shè)計相對標(biāo)高1.65m。柱子高度底層為：3.61.650.64.65m（初步假定基礎(chǔ)高度為0.6m）,至五層柱高h(yuǎn)2h53.6m。柱節(jié)點剛接，橫梁的計算跨度取至柱中心至中心間距離，三跨分別為6900、2400、6900。計算簡圖見圖21。圖21計算簡圖2.2梁、柱截面尺寸2.2.1框架柱查建筑抗震設(shè)計規(guī)范,此工程框架抗震等級為三級，柱軸壓比限值為0.9。各層重力代表值近似取13KN/m2中柱的負(fù)荷面積692427.87.836.27m2*則豎向荷

4、載壓力估計值NcCN1.21336.2752829.06KNNcfc2829.061060.914.3219818.18mm2,初選截面bh500mm500mm02.2.2框架梁1、橫向框架梁:,11、,h()l12811(-)6900128575mm863mm,取h=600mm171.4mm 300 mm ,取 b=250mm11b()l23.511()60023.52、縱向框架梁:,11、,h()112811()3900128325mm487mm,取h=400mm114mm 200mm ,取 b=250mm,11、,b()l23.511()40023.52.3材料強度等級混凝土：采用C30

5、級。鋼筋直徑12的采用HRB335I岡筋，其余采用HPB235ffl筋。防水層(剛性)30厚C20細(xì)石混凝土防水1.0KN/m2防水層(柔性)冷底子油一道上鋪SBS防水卷材二道0.35KN/m2找平層：15厚水泥砂漿0.015m20KN/m30.30KN/m2找坡層：40厚水泥石灰焦渣砂漿找坡0.04m14KN/m30.56KN/m2保溫層：80厚1:10珍珠巖保溫層0.08m7KN/m30.56KN/m2結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土板0.12m25KN/m33KN/m2抹灰層：15厚板底抹灰0.015m20KN/m30.3KN/m2屋面包荷載標(biāo)準(zhǔn)值：6.07KN/m22、樓面包載：瓷磚地面

6、(包括水泥粗砂打底)0.55KN/mm2120厚現(xiàn)澆鋼筋混凝土板0.12m25KN/m33KN/m2V型輕鋼龍骨吊頂0.015m20KN/m30.3KN/m2樓面包荷載3.8KN/m2223、外墻米用240厚粘土空心磚(15KN/m),外墻面貼瓷磚(0.5KN/m),內(nèi)墻面2為20mnft灰，則外墻的單位面積重力荷載為0.5150.24170.024.44KN/m024、內(nèi)墻為200厚蒸壓粉煤灰加氣砌塊(5.5KN/m),兩側(cè)均為20mm*灰，則內(nèi)墻的單位面積重力荷載值為5.50.2170.0221.78KN/m205、木門的單位面積重力荷載為0.2KN/m2,鋁合金窗單位面積荷載值取0.4K

7、N/m2,玻璃門單位面積荷載值為0.45KN/m2。所以，橫梁線荷載(包括抹灰)：0.60.2525(0.60.12)0.021724.08KN/m,縱梁線荷載(包括抹灰)：0.40.2525(0.40.12)0.021722.69KN/m圖22梁上作用的荷載對于第5層，g、g1代表橫梁自重，為均布荷載形式。gi4.08KN/m,gi4.08KN/mg2和g2'分別為屋頂傳給橫梁的梯形荷載和三角形荷載，由幾何關(guān)系可得'.g26.073.923.67KN/m,g26.072.414.57KN/mR和的分別為由邊梁、中柱梁直接傳給柱得包載，它包括梁自重、樓板重、女兒墻等的重力荷載。

8、計算如下：1 19569Q13.91.9521.956.072.697.82 26.94.084.440.87.8161.29KN21 1.956.93.92.4Q23.91.9521.951.226.072.697.82 223.92.44.08175.98KN22集中力矩：M1Q1e161.290.12520.16KNmM2Q2e2175.780.12522.00KNm對于14層：g1包括梁自重和其上橫墻自重，為均布荷載，其他包載算法同第5層。g14.081.78(3.60.6)9.42KN/m,g14.08KN/mg23.83.914.82KN/m,g23.82.49.12KN/m一69

9、Q1(3.91.952)3.84.08-2.697.84.44(7.33.22.41.52)20.42.41.52167.47KNQ2(3.91.9526.61.2)3.84.08皿2.697.821.783.27.3164.52KN集中力矩：M1Qe167.470.12520.93KNmM2Q2e2164.520.12520.57KNm2.4.2活載計算活載作用下各層框架梁上的荷載分布如圖2-3所示。圖2 3各層梁上作用的活載P23.9 1.95 26.6 1.20.7 16.19KN1、對于第5層，q20.77.85.46KN/m,q20.72.41.68KN/mPi(3.91.953.9

10、1.95)0.710.65KNM110.650.1251.33KNmM216.190.1252.02KNm同理，在雪荷載作用q20.4 7.83.12KN / m , q20.4 2.4 0.96KN /m6.08KN ,9.25KNM10.76KNM2 1.16KN m2、對于第14層,q23.92 7.8KN /m,q22.4 2.5 6KN /m(3.9 1.95 3.91.95)30.42KNP230.426.6 1.22.550.22KNM130.420.1253.8KN mM250.220.1256.28KN m表2-1橫向框架恒載匯總表層次g1(KN/m)G'(KN/m)

11、g2(KN/m)G'(KN/m)Q(KN)Q(KN)M(KN.m)M(KN.m)54.084.0823.6714.57161.29175.9820.1622.00149.424.0814.829.12167.47164.5220.9320.57表2-2橫向框架活載匯總表層次q2(KN/m)Q'(KN/m)R(KN)P2(KN)M(KN.m)M(KN.m)55.46(3.12)1.68(0.96)10.65(6.08)16.19(9.25)1.33(0.76)2.02(1.16)147.806.0030.4250.223.806.28注：表中括號內(nèi)的數(shù)值對應(yīng)于屋面雪荷載作用情況。

12、2. 4. 3地震作用1、建筑物總重力荷載代表值 G的計算:(1)集中于屋蓋處的質(zhì)點重力荷載代表值 G550%載0.5 0.4 16.2 39 126.36KN屋面荷載6.07 39 16.2 3835.03KN橫梁4.08 16.2 11 727.06KN縱梁2.69 10 4 3.9 419.64KN女兒墻4.44 0.8 39 16.2 2 392.14KN柱重0.5 0.5 25 1.8 40 450KN橫墻4.441.5 1.5 4 6.9 1.82.4 1.8 21.78 126.9 1.8 514.24KN縱墻4.44 18 3.9 1.82.4 1.521.78 18 3.9

13、1.8 4.44 2(忽略內(nèi)縱墻的門窗按墻重量計算)1.5 1.53.9 1.8 694.45KN鋁合金窗1.5 1.50.42.4 1.5 -18 0.4 13.86KNG57172.78KN(2)集中于五、四和三層處的質(zhì)點重力荷載代表值GG50%面活0.5 3.9 6.9 16 2.0 2.5 3.9 6.9 4392.4682.11KN樓面包載3.83916.22400.84KN橫梁727.06KN縱梁419.64KN柱重450 2 900KN橫墻514.24 2 1028.48KN縱墻694.45 2 1388.90KN鋁合金窗13.86 2 27.72KNG2 G3 G4 7574.

14、75KN(3)集中于二層處的質(zhì)點重力荷載代表值G150嗾面活0.53.96.9182.02.53.96.92392.4668.66KN樓面包載2400.84KN橫梁727.06KN縱梁419.64KN件壬4.65柱重0.50.5251.8401031.25KN2橫墻514.241坐51178.47KN21.8縱墻694.4515-182.41.5絲1578.49KN21.824.65一一門窗1859.81.80.86221.51.50.411315.48KN3.6G19319.89KN2、地震作用計算(1)框架柱的抗側(cè)移剛度在計算梁柱線剛度時，應(yīng)考慮樓改對框架梁的影響，在現(xiàn)澆樓蓋中，中框架梁的

15、慣性彎矩取I21。，邊框架取I1.5I。I。為框架按矩形截面計算的截面慣性矩。橫梁、柱線剛度見表3-3表23橫梁、柱線剛度桿件截面尺寸Ec(KN/m2)I0(mnn)I(mm4)L(mm)i=EcI/L(KN.m)相對剛度B(mmH(mm邊框架梁25060030_94.5X106.75X10969002.935X1071邊框架梁2506003094.5X1096.75X10924008.438X1072.875中框架梁25060030_94.5X10一一_99.0x1069003.913XI071.333中框架梁2506003094.5X1099.0X109240011.25XI073.833

16、底層框架柱500500305.21X1095.21X10946503.361X1071.145中層框架柱500500305.21X1095.21X10936004.342X1071.479每層框架柱總的抗側(cè)移剛度見表2-4。表24框架柱橫向側(cè)移剛度D值項目K-2ic/2iz(f層)K-2ic/iz(底層)ac=K/(2+K)(一般層)ac=(0.5+K)/(2+K)(底層)D=aciz(12/h2)(KN/mm)根數(shù)層柱類型及截面五層邊框架邊柱(500X500)0.680.2510.054邊框架中柱(500X500)2.620.5722.924中框架邊柱(500義500)0.90.3112.4

17、68中框架中柱(500X500)3.490.6425.738底層邊框架邊柱(500X500)0.870.488.954邊框架中柱(500義500)3.380.7213.434中框架邊柱(500X500)4.510.7714.368中框架中柱(500X500)1.160.529.78注：ic為梁的線剛度，iz為柱的線剛度底層：D8.9513.43414.369.708282.0KN/mm一般層：D10.0522.92412.4625.738437.4KN/mm(2)框架自振周期的計算自振周期為：T1.700口1.70.6,0.3080.567s其中，°考慮結(jié)構(gòu)非承重磚墻影響的折減系數(shù)，

18、對于框架取0.6,為框架頂點假想水平位移，計算見表2-5。表2-5框架頂點假想水平位移計算表層G(KN)2Gi(KN)2D(KN/mm)6=2Gi/2D(層間相對位移)總位移(mm)57172.787172.78437.4016.40308.5747574.7514747.53437.4033.72292.1737574.7522322.28437.4051.03258.4527574.7529897.03P437.4068.35207.4219319.8939216.92282.00139.07139.07表2-6樓層地震作用和地震剪力標(biāo)準(zhǔn)值計算值層H(m)G(KN)GHiFi=Fn+VFn

19、Fi=GHFE«1-Ln)/2GiH樓層剪力V(KN)519.057172.78136641.46665.92665.92415.457574.75117029.89399.611065.53311.857574.7589760.79306.501372.032P8.2517574.7562491.69213.381585.4114.659319.8943337.49147.981733.39(3)地震作用計算根據(jù)本工程設(shè)防烈度7度，設(shè)計地震分組第一組。查建筑抗震設(shè)計規(guī)范可知為R類場地土，查得特征周期Tg0.35s, max0.08結(jié)構(gòu)等效總重力荷載:工 1.4Tg 1.4 0.35

20、Tg1T1Geq0.9max0.85 G0.350.5670.850.90.08 0.05239216.92 33334.38KN0.49s,故需考慮框架頂部附加集中力作用。n0.08T10.070.080.5670.070.115結(jié)構(gòu)底部：Fek1Geq0.05233334.381733.39KN各樓層的地震作用和地震剪力標(biāo)準(zhǔn)值由表26列出。GHi449261.32,VFnnFEK0.1151733.39199.34KN第三章框架內(nèi)力計算3.1恒載作用下的框架內(nèi)力3.1.1彎矩分配系數(shù)由于該框架為對稱結(jié)構(gòu)，取框架的一半進行簡化，如圖3-123.674優(yōu)20J6c14220.93c94220.

21、93。9,4226g3,422口014821£8214821482/-T0820Mr千4燒9,12408707圖31橫向框架承擔(dān)的包載及節(jié)點不平衡彎矩(a)恒載；(b)包載產(chǎn)生的節(jié)點不平衡彎矩節(jié)點 A1：SA1A04i A1A04 1.145 4.58SA1 B14iA1B1 4 1.333 5.332SA1A24iA1A241.4795.916S4.585.3325.91615.828A1A0SA1A0SA4.5815.8280.289A1B1Sa1A2A1A2節(jié)點B:SB1E1iB1E15.33215.8280.3375.91615.8283.8330.3747.666節(jié)點A節(jié)點

22、B:B1A1B1B2B1E1B1B0A2A1A2A1B2A2B2B1B2E21.1451.33323.49441.47923.4947.66623.49441.14523.4941.3331.4797.6660.2270.2520.3260.19541.479A2A31.4791.3331.479441.3330.3111.4791.3331.479441.3331.4791.3331.47947.66641.47923.4940.3450.215B2B31.4791.3331.47947.6661.4791.3331.47947.6660.309節(jié)點A3、A4和A2相同，B3、B4和B2相同

23、。0.2387.666節(jié)點A:A5B5A5A441.3331.4791.333441.4791.4791.33340.4740.5263.節(jié)點E5:41.333B5A5B5B4B5E51.2桿件周端彎矩1.4791.33347.66641.4791.4791.33347.6667.6661.4791.33347.6660.2820.3130.40532。計算桿件周端彎矩時應(yīng)帶符號，桿端彎矩一律以順時針方向為正，如圖1、橫梁周端彎矩(1)頂層橫梁:自重作用:M A5B5M B5A51 . 2 ql 12M B5E5M E5 B54.08 12123ql2 M B5E56.9216.19KN m1

24、4.08 30.98KN1.221.96KN m圖3 2桿件及節(jié)點彎矩正方向12ql2 112M A5B5板傳來的恒載作用:11223.676.92121.9521.9536.926.93525ql14.572.424.37KNm96961212ql14.572.42.62KNm323281.03KNmMB5E5ME5B5MB5A5(2) 二五層橫梁:自重作用：M A1B1 M B1A11212ql9.42 6.916.19KN m12121212MB1E1 ql24.08 1.221.96KN m331M E1B1 M B1E1 0.98KN m2板傳來的包載作用：M A1 B1M B1A1

25、12ql 1122a%1214.82 6.92122 1.9521.9536.926?50.73KN m5252B5E5ql2一9.122.422.83KNm9696M E5 B51212ql9.122.41.70KNm32322、縱梁引起的柱端附加彎矩頂層外縱梁樓層外縱梁頂層中縱梁樓層中縱梁MA5MD5MA1MD1MB5MC5MB1MC120.16KNm20.93KNm20.00KNm20.57KNm3.1.3節(jié)點不平橫彎矩橫向框架的節(jié)點不平衡彎矩為通過該節(jié)點的各桿件(不包括縱向框架梁)在節(jié)點處的固定彎矩與通過該節(jié)點的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點彎矩的正方向與桿端彎矩方向

26、相反，一律以逆時針方向為正，如圖32。不平衡彎矩：節(jié)點A:MA5B5+MA5縱梁16.1981.0320.1677.06KNm節(jié)點B5:MB5A5+MB5E+M5縱梁16.191.9681.034.3720.1670.73KNm節(jié)點A:MA4B4+MA4縱梁16.1950.7320.9345.99KNm節(jié)點B:MB4A4+MB4E+M4縱梁16.191.9650.732.8320.9341.2KNm314內(nèi)力計算根據(jù)對稱原則，只計算AB、BC跨。在進行彎矩分配時，應(yīng)將節(jié)點不平衡彎矩反號后再進行桿件彎矩分配。節(jié)點彎矩使相交于該節(jié)點桿件的近端產(chǎn)生彎矩，同時也使各桿件的遠(yuǎn)端產(chǎn)生彎矩，近端產(chǎn)生的彎矩通

27、過節(jié)點彎矩分配確定，遠(yuǎn)端產(chǎn)生的彎矩由傳遞系數(shù)C（近端彎矩與遠(yuǎn)端彎矩的比值）確定。傳遞系數(shù)與桿件遠(yuǎn)端的約束形式有關(guān)。彎矩分配過程如圖33，恒載作用下彎矩見圖34，梁剪力、柱軸力見圖35。0.526A50.4740.282B50.4050.313E5A5A4-77.06A5B5B5A570.73B5E5B5B440.53-97.2297.22-6.33-3.636.5318.27-4.913.83-11.86-23.71-34.06-26.3234.064.223.811.911.748.58-68.74-1.02-1.46-1.311.4692.67-41.85-30.6631.920.345A

28、40.3450.3110.2380.215B40.3090.238E4A4A5-45.99A4A3A4B4B4B5B4A441.2B4E4B4B3-66.9266.92-4.79-2.6820.277.94-4.43-9.81-8.86-12.73-9.8112.737.667.666.91-13.163.46-4.592.11-0.961.543.43.074.423.4-4.42-0.93-0.93-0.84-19.5764.59-13.1-115.6329.1113.71-63.740.345A30.3450.3110.2380.215B30.3090.238E3A3A4-45.99A3

29、A2A3B3B3B4B3A341.2B3E3B3B2-66.9266.92-4.79-2.6815.8715.8714.3-4.917.15-4.913.835.85-4.14-9.17-8.28-11.91-9.1711.91-1.91-1.91-1.721.7-0.860.5817.7919.81-58.48-0.33-0.31-0.44-0.330.44-12.7164.62-17.14-13.839.670.345A20.3450.3110.2380.215B20.3090.238E2A2A3-45.99A2A1A2B2B2B3B2A241.2B坦B2B1-66.9266.92-4.7

30、9-2.687.948.6-4.43-9.81-8.86-12.73-9.8112.7311.6911.6910.54-4.595.27-5.55-0.96-0.160.531.161.051.51.16-1.50.20.20.18-13.2464.38-16.02-14.28.5518.8720.33-60.10.374A10.2890.3370.5250.227B10.3260.195巳A1A2-45.99A1A0A1B1B1B2B1A141.2B1E1B1B0-66.9266.92-4.79-2.6817.213.2915.5-4.917.755.85-5.00-11.1-10-14.3

31、6-8.5914.36-0.32-0.25-0.290.58-0.1522731304-5671-0.11-0.1-0.14-0.080.14-15546442-1929-8671182A0A1B0B16.65-43-0.13-0.04652-434A。B0節(jié)點分配順序：（A、B、A、B、A）;（R、A、R、AB）圖3-3恒載彎矩分配過程般用 02,5719.81圖34恒載作用下彎矩圖KNmSSJ978.13仔M-13.5476.13-591923048265752E5.75230.45251船69小288.25-6S.3010.37-1(X372BB2559.50T9的252.9846051

32、55244照2444B0.5151201施2g554用-70.D71口&-10J755+J470.07-6人獨512.01747,777gg就7g虱7+7,7777CL27賽56B22.4一阻B0103710.3-吃招69JD-眼前770271Q0&JQ1057.091067.091006301028.80B8.05陽的.59-70.3010.37-1W7*5970.50T806102aB012643313347013MJB1264331293.39136184135314I2S139圖35恒載作用下梁剪力、柱軸力KN根據(jù)所求出的梁端剪力，再通過平衡條件，即可求出包載作用下梁剪

33、力、柱軸力，結(jié)果見表31表34表31AB跨梁端剪力（KN）層q(KN/m)g(KN/m)a(m)l(m)gl/2u=(l-a)xq/2Mb(KN.m)MBa(KN.m)SMik/lVA=gl/2+u-2mik/lV=-(gl/2+U+SMik/l)523.674.081.956.9014.0858.58-68.7492.673.4769.19-76.13414.829.421.956.9032.5036.68-63.7464.590.1269.06-69.30314.829.421.956.9032.5036.68-58.4864.620.8968.29-70.07214.829.421.95

34、6.9032.5036.68-60.1064.380.6268.56-69.80114.829.421.956.9032.5036.68-56.7164.421.1268.06-70.30注：a見圖3-3表32BC跨梁端剪力KN層q（KN/m）（板傳來作用）g（KN/m）（自重作用）l(m)gl/2lXq/4VB=gl/2+lXq/4Vc=-(gl/2+lXq/4)514.574.082.404.908.7413.64-13.6449.124.082.404.905.4710.37-10.3739.124.082.404.905.4710.37-10.3729.124.082.404.905.

35、4710.37-10.3719.124.082.404.905.4710.37-10.37表33AB跨跨中彎矩KNm層q（KN/m）（板傳來作用）g（KN/m）（自重作用）a(m)l(m)gl/2u=(l-a)xq/2MAb(KN.m)2M/lV=gl/2+u-WMJlM=gl/2X1/4+ux1.30-Mab-VaXl/2523.674.081.956.9014.0858.58-68.743.4769.19-69.52414.829.421.956.9032.5036.68-63.740.1269.06-70.77314.829.421.956.9032.5036.68-58.480.896

36、8.29-73.37214.829.421.956.9032.5036.68-60.100.6268.56-72.79114.829.421.956.9032.5036.68-56.711.1268.06-74.35Px P (1.95 6.9 2 1.95)P26.9 2 1.952q2 1.301圖3 6算法詳圖1，八 ，-q 1.95 1.5qjq1.95(0.651.5)1.5q表34柱軸力KN/m層邊柱AD軸邊柱RC軸橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力569.19161.2922.50230.4876.13+13.64=89.77175.9822.5

37、0265.75252.98288.25469.06167.4722.50489.5169.30+10.37=79.67164.5222.50532.44512.01554.94368.29167.4722.50747.7770.07+10.37=80.44164.5222.50799.90770.27822.40268.56167.4722.501006.3069.80+13.64=80.17164.5222.501067.091028.801089.59168.06167.4729.061264.3370.30+13.64=80.67164.5229.061334.781293.391363

38、.843.2活載作用下的框架內(nèi)力3. 2.1梁端固端彎矩1、頂層橫梁:MA5B5MB5A51 2qi121-，八5.46126.9221.9521.9536.926.9318.69KNmMB5E55,2qi961.682.420.50KNm961212ME5B5ql21.682.420.30KNm32322、二五層橫梁：M A1 B1M B1A11 2ql122%112 7.86.922 1.952 1.9536.926.9326.70KN mM B5E5M E5 B55959ql2 6.0 2.421.80KN m96961212ql26.0 2.421.08KN m32323.2. 2梁端

39、周端彎矩縱梁偏心引起的柱端附加彎矩頂層外縱梁MA5MD510.650.1251.33KNm（逆時針方向）樓層外縱梁MA1MD130.420.1253.80KNm頂層中縱梁MB5MC516.190.1252.02KNmMB5MC55.540.1250.69KNm（僅BC跨作用活載時）樓層中縱梁MB1MC150.220.1256.28KNmMB1MC119.800.1252.48KNm（僅BC跨作用活載時）3.2.3本工程只考慮活載滿跨情況，如圖37圖37活載滿跨布置3.2.4節(jié)點不平橫彎矩當(dāng)ARBC跨都布置活載時：MA5MA5B5MA518.691.3317.36KNmMaiMa2MA3Ma4M

40、A1B1Mai26.703.8022.90KNmMB5MB5A5MB5MB5E518.692.020.5016.17KNmMb1Mb2Mb3Mb4MB1A1MB1MB1E126.706.281.8018.62KNm3.2.5內(nèi)力計算采用“迭代法”計算，迭代計算次序同包載，如圖38?；钶d滿跨作用下梁彎矩、剪力、軸力如圖39、3-10o0.526A50.4740.282B50.4050.313E5A5A4-17.36A5B5B5A516.17B5E5B5B4-18.6918.69-0.50-0.309.138.234.12-2.22-1.13-0.27-0.53-0.76-0.590.760.74

41、0.660.330.158.74-10.07-0.14-0.19-0.150.1922.47-1.45-2.810.650.345A40.3450.3110.2380.215B40.3090.238E4A4A5-22.90A4A3A4B4B4B5B4A418.62B4E4B4B3-26.7026.70-1.80-1.084.573.95-2-4.43-4.00-5.75-4.435.75-2.25-2.25-2.03-0.30-1.020.110.370.370.130.290.260.370.29-0.37-0.30-0.30-0.27-4.4421.94-7.18-4.034.302.39

42、1.77-30.870.345A30.3450.3110.2380.215B30.3090.238E3A3A4-22.90A3A2A3B3B3B4B3A318.62B3E3B3B2-26.7026.70-1.80-1.087.907.907.12-2.223.56-2.22-1.13-1.080.100.210.190.270.21-0.270.730.730.660.150.330.137.507.55-18.82-0.15-0.13-0.19-0.150.19-2.0130.65-1.72-2.03-1.160.345A20.3450.3110.2380.215B20.3090.238E2A2A3-22.90A2A1A2B2B2B3B2A218.62B2E2B2B1-26.7026.70-1