學(xué)士南陽(yáng)某高層辦公樓計(jì)算書

—Rg·a·ss·w·NNs-1層中柱（Rg==1.2、a=11.1、w=113KNN/m2、Ns=111、fc=119.1N/mmm2）⑥、⑦、eq\o\aac(○,B)、eq\\o\acc(○,C)軸相交的的柱：Ac=（10..8/2＋7.2//2）×（6.6//2＋2.4//2）×1.22×1.11×13××11/00.9×119.1××103=0.44447mm2Ac=aa2→a≈0.6667m2該柱取700××700㎜㎜③、④、⑨、⑩、eq\o\aac(○,B)、eq\\o\acc(○,C)軸相交的的柱：Ac=（7.22/2＋3.6//2）×（6.6//2＋2.4//2）×1.22×1.11×13××11/00.9×119.1××103=0.26668mm2Ac=a2→→a≈0。516m2該柱取550××550㎜㎜⑥、⑦、eq\o\aac(○,A)、eq\\o\acc(○,D)軸相交的的柱：Ac=（10..8/2＋7.2//2）×1.22×1.11×13××11/00.9×119.1××103=0.2661m22Ac=a2→→a≈0。510m2該柱取550××550㎜㎜6層⑥、⑦、eq\o\ac(○,B)、eq\o\ac(○,C)軸相交的柱Ac=（10..8/2＋7.2//2）×（6.6//2＋2.4//2）×1.22×1.11×13××5/0..9×144.3×1103=0.277m2Ac=a2→→a≈0。519m2該柱取700××700㎜㎜各柱的軸力雖然然不同，但但為了施工工方便和美美觀，往往往對(duì)柱截面面進(jìn)行合并并歸類。本本工程將柱柱截面歸并并。⑥、⑦、eq\o\ac(○,B)、eq\o\ac(○,C)軸相交的的柱截面尺尺寸為700××700㎜㎜，其余各各柱均為550××550㎜柱高度：地上部部分每層柱柱高均等于于該層層高高，地下部部分柱高h(yuǎn)=4..2+0..1=3..7m。3.4.3剪力墻墻的布置剪力墻墻的布置要要求：均勻勻、對(duì)稱、周周邊的原則則。根據(jù)框剪結(jié)構(gòu)地地層剪力墻墻截面積與與樓面面積積比（2度Ⅱ類場(chǎng)地）AW/Af=2％～3％的要求求布置面積積為：AW=（11％～1.5％）AF=1％～1.5％）×5833.2=（5.83～8.7448）㎡現(xiàn)取剪力墻的厚厚度與墻同同厚為250㎜，則則需剪力的的長(zhǎng)度為：：（23.332～34.999）m,剪力墻的的布置見結(jié)結(jié)構(gòu)平面布布置圖。3.5荷載匯集集.1屋面荷載（選選用圖集）合成高分子卷材材和涂膜防防水屋面2..44KKN/m22100厚鋼筋混混凝土板2.55KN//m2頂棚（混合砂漿漿）0..241KN/mm2∑5..23KKN/m223.5.2樓面面荷載大理石樓面1..16KKN/m22100厚鋼筋混混凝土板2.55KN//m2頂棚（混合砂漿漿）0..24KKN/m22∑3.99KN//m23.5.3可變變荷載上人均布荷載標(biāo)標(biāo)準(zhǔn)值2.00KN//m2樓面活荷載22.0KKN/m22雪荷載0.445KNN/m2∑2..45KKN/m223.5.4梁自自重主梁縱向框架梁梁①③、④⑥、⑦⑨、⑩eq\\o\acc(○,12)l=72200mmm截面尺寸250××600mmm荷載效應(yīng)應(yīng)分項(xiàng)系數(shù)數(shù)1.200根數(shù)16根/層0.25×0..6×1..25×11.2=44.5KKN/mGii=4..5×7..2×166=5188.4KKNL=10.8m⑥⑥⑦截面尺寸350××850mmm4根/層00.35××0.855×25××1.2==8.9225KNN/m2GGi=3385.556KNL=3600m③③④]、⑨⑩截面尺寸250××450mmm8根/層0.255×0.445×255×1.22=3.3375KNN/mGi=97..6KN橫向框架架梁AB、CDl==66000mm截面尺寸250××550mmm116根/層0.255×0.555×255×1.22=4.1125KNN/mGGi=4435.66KNL=24000mmBC截面尺寸250××300mmm8根/層0.255×0.33×25××1.2==2.255KN/mmGi==43.22KN次梁縱向次梁36600mmm①②、②③、⑤⑥、⑧⑨截面尺寸250××300mmm44根/層0.225×0..3×255×1.22=2.225KN//mGi==32.44KN橫向次梁梁l=66000mmAB、CD截面尺寸250××500mmm12根/層0.255×0.55×25××1.2==3.755KN/mmGi==297KKNLL=24000mmBC截面尺寸250××300mmm6根/層0.225×0..3×255×1.22=2.225KN//mGi==32.44KN每層梁總重力荷荷載代表值值518.4+3385.556+977.6+4435.66+43..2+322.4+2297+332.4==18422.16KKm3.5.5柱柱自重截面尺寸7000×7000mm4根/層0.7×0.77×25××1.2==14.77KN//m截面尺寸5500×5500mm32根/層0.55×0..55×225×1..2=9..075KN/mm構(gòu)造柱截面面尺寸250××250mmm224根/層0.25×0..25×225×1..2=1..875KN/mm-1層Gi==（14.77×4＋9.0775×322＋1.8775×244）×（4.2＋0.1）=16995.066KN1～2層Gi=（144.7×44＋9.0775×322＋1.8775×244）×（4.2）=16555.644KN3～10層Gi=（3994.2××3.6）=14119.122KN3.5.6內(nèi)內(nèi)外墻00.25××11.88＋0.044×20==3.755KN/m2Gi=3..75×（46.88×4＋15.66×12）×3.66=50554.4KNGi=3.775×（46.88×4＋15.66×12）×4.22=58996.8KN3.5.7整整棟房屋集集中于樓蓋蓋及屋蓋出出的重力荷荷載代表值值Gi=恒＋00.5活＋0.5雪G10=（446.8＋0.25）×（15.6＋0.25）×（0.5××2.0＋0.5××0.455＋5.23）=48113.177KNG9=（466.8＋0.25）×（15.6＋0.25）×（3.9＋0.5××2.0）＋18422.16＋14199.12＋50544.4=1119699.82KKNG3=G44=GG5=G6==G7=G88=GG9=1119699.82KKNG1=G22=36654.113＋18422.16＋16555.64＋58966.8=1130488.73KKNG-1=36654.113＋18422.16＋16955.06＋58966.8=1130888.15KKN總重力荷載代表表值GE=48113.177＋119669.822×7＋130448.733×2＋130888.155=1277787..5KN等效總重力荷載載Geq==0.855GE==1086619.3392KKN3.6橫向（縱縱向）地震震作用計(jì)算算計(jì)算梁的線剛度度時(shí)，考慮慮到現(xiàn)澆板板的作用，一一邊有樓板板的梁截面面慣性矩取取i=1..5i0，兩邊有有樓板的梁梁截面慣性性矩取i=2ii0，i0為按矩形形截面計(jì)算算的梁截面面慣性矩。線剛度計(jì)算公式式i=EII/lD值為使柱上下端端產(chǎn)生單位位相對(duì)位移移所需施加加的水平力力，計(jì)算公公式為：D=αC×（12iic/h2）3.6.1橫梁梁線剛度Lb（m）截面（m）砼等級(jí)Ec（KN/m2）I0=bh3/122（m4）Ib=2I0ib=EcIbb/Lb（KN.m）AB跨3.250.25×0..55C3030.0×10063.5×10--37.0×10--336521.770C4032.5×100639565.226.350.25×0..5C3030.0×10062.6×10--35.2×10--324567.000C4032.5×100626614.22BC跨2.150.25×0..3C3030.0×10060.56×100-31.12×100-315628.00C4032.5×100616930.223.6.2AA柱線剛度度及剛度層數(shù)截面bhc層高h(yuǎn)砼E慣性矩Ic=b4/112ic=EcIcc/hK=∑ib/ic（底底層）K=2ib/2ic（一般層層）a=a5＋K/K（底層）a=K/K＋＋2（一般層層）D=aic112/h227～100.55×0..553.630.0×10067.6×10--363333.330.4320.177610414.880.7×0.7720.0×100-3166666..70.14880.06921067960.55×0..553.630.0×10067.6×10--363333.330.45050.183810778.440.7×0.7720.0×100-3166666..70.1550.071911095.773～50.55×0..553.632.5×10067.6×10--368611.110.43250.177611295.440.7×0.7720.0×100-3180555..60.1640.075812672.331～20.55×0..554.232.5×10067.6×10--358809.550.50460.20158061.30.7×0.7720.0×100-3154761..90.17360.07998411.9-10.55×0..554.332.5×10067.6×10--357441.990.51660.40415061.000.7×0.7720.0×100-3151162..80.17780.311230530.113.6.3BB柱線剛度度及剛度層數(shù)截面bhc層高h(yuǎn)砼E慣性矩Ic=b4/112ic=EcIcc/hK=∑ib/ic（底底層）K=2ib/2ic（一般層層）a=a5＋K/K（底層）a=K/K＋＋2（一般層層）D=aic112/h227～100.55×0..553.630.0×10067.6×10--363333.330.61760.235713833.660.7×0.7720.0×100-3166666..70.2190.09915277.8860.55×0..553.630.0×10067.6×10--363333.330.64330.243414273.440.7×0.7720.0×100-3166666..70.22830.102515817.443～50.55×0..553.632.5×10067.6×10--368611.110.61760.235914986.440.7×0.7720.0×100-3180555..60.2190.098716500.881～20.55×0..554.232.5×10067.6×10--358809.550.72050.02648810593.770.7×0.7720.0×100-3154761..90.25570.113411938.88-10.55×0..554.332.5×10067.6×10--357441.990.73760.452116854.220.7×0.7720.0×100-3151162..80.26180.336833041.663.6.4因因結(jié)構(gòu)對(duì)稱稱，故A柱線剛度度及剛度同同D柱線剛度度及剛度BB柱線剛度度及剛度同同C柱線剛度度及剛度3.6.5DD值層數(shù)ZAZBZCZD∑D（KN/m）106×104144.8＋2×100679==838446.86×138333.6＋2×155277..8=11135577.2113557..283846.88394808983846.88113557..2113557..283846.88394808883846.88113557..2113557..283846.88394808783846.88113557..2113557..283846.8839480866×107788.4＋2×111095..7=866861..86×142733.4＋2×155817..9=11172766.2117276..286861.8840827656×112955.4＋2×122672..3=9331176×149866.4＋2×166500..8=1222920012292093117432074493117122920122920931174320743931171229201229209311743207426×8061..3＋2×84411.99=651191.666×105933.7＋2×111938..8=877439..887439.8865191.66305262..8165191.6687439.8887439.8865191.66305262..8-16×150611＋2×300530..1=15514266.26×168544.2＋2×333041..6=16672088.4167208..4151426..2637269..23.6.6自自振周期計(jì)算周期T1的的假想頂點(diǎn)點(diǎn)位移層數(shù)Gi（KN）∑Gi（KN）∑D（KN/m）Ui→Ui=∑Gi//∑D（m）Ui（m）104813.1774813.1773948080.01221.801911969.88216782.9993948080.04251.789811969.88228752.8813948080.07281.746711969.88240722.6633948080.10311.674611969.88252692.4454082760.12911.571511969.88264662.2274320740.14971.441411969.88276632.0094320740.17741.292311969.88288601.9914320740.20511.114213048.773101650..64305262..80.33300.909113048.773114699..37305262..80.37570.576-113088.115127787..52637269..20.20050.201假想位移1.8801m自振周期計(jì)算公公式T==1.700ψTψT取0.7T=1.70××0.7××=1.5597S3.6.7質(zhì)點(diǎn)點(diǎn)i水平地震震作用計(jì)算算（底部剪剪力法）a1=（Tg//T1）0.4aamax==（0.4//1.5997）0.9××0.088=0.002結(jié)構(gòu)彈性總水平平地震作用用（底部剪剪力標(biāo)準(zhǔn)值值）GE=1277787.552KNNGeq=0.885GEE=1088619..392KNFeq=a1Geq==0.022×1088619..392==21722.4KKN3.6.8質(zhì)點(diǎn)點(diǎn)i水平地震震作用標(biāo)準(zhǔn)準(zhǔn)值層數(shù)hiHiGiGiHiFi=FEK（KN）（KN）103.641.44813.177199265..240.074155.1099155.109993.637.811969.882452459..1960.1621352.1466507.255583.634.211969.882409367..8440.1467318.6911825.946673.630.611969.882366276..4920.1313285.23661111.188263.62711969.882323185..140.1158251.56441362.744653.623.411969.882280093..7880.1004218.10991580.855543.619.811969.882237001..4360.0849184.43771765.299233.616.211969.882193911..0840.0695150.98221916.277424.212.613048.773164413..9980.0589127.95442044.222814.28.413048.773109609..3320.039385.3752129.6003-14.24.213088.11554970.2230.019742.7962172.3999∑41.4—127787..5227905544.7812172.4—3.6.9變變形驗(yàn)算層數(shù)層高h(yuǎn)i（m）總高Hi（m）∑Fj（KN）∑D（KN/m）層間位移Uj==∑Fj/∑D（m）屋頂位移Ut==∑Uj（m）層間位移與層高高之比Uj/hhi頂點(diǎn)位移與總高高之比Ut/HHi103.641.4155.10993948080.0003990.0394110.00010.00095593.637.8507.25553948080.0012880.0390220.00040.00103383.634.2825.94663948080.0020990.0377330.00060.00110073.630.611110028110.0356550.00080.00117763.6271362.74464082760.0034550.0328440.00100.00122253.623.41580.85554320740.0040000.0293990.00110.00126643.619.81765.29924320740.0044770.0253990.00120.00128833.616.21916.27744320740.0048550.0209220.00130.00129924.212.62044.2228305262..80.0051880.0160770.00120.00128814.28.42129.6003305262..80.0053990.0108990.00130.001300-14.24.22172.3999637269..20.0055000.0055000.00130.001311層間位移與層高高之比Uj/hhi限值為<1/4450=00.00222上式中該值均小小于1/4550，故變形形滿足頂點(diǎn)位移與總高高之比Ut/HHi限值為<1/5550=00.001182上式中該值均小小于1/5550，故變形形滿足。3.6.10向水平地地震作用下下框架內(nèi)力力分析3.6.10..1框架柱柱的彎矩層數(shù)層高h(yuǎn)i（m）∑Fj（KN）∑D（KN/m）A柱B柱DD/∑DVKy0MbMuDD/∑DVKy0MbMu103.6155.109939480810414.880.02644.0950.4320.2163.1811.5613833.660.0355.430.6180.35.8613.6893.6507.255539480810414.880.026413.3920.4320.31615.2332.9813833.660.03517.750.6180.3623.040.9083.6825.946639480810414.880.026421.8050.4320.36628.7349.7813833.660.03528.910.6180.441.6362.4573.61111.188239480810414.880.026429.3350.4320.4042.2463.3613833.660.03538.890.6180.456377.063.61362.744640827610778.440.026435.9760.45050.4558.2871.2314273.440.03547.670.6430.4577.2394.3953.61580.855543207411295.440.026141.2600.43250.4566.8481.6914986.440.03555.330.6180.4589.63109.5543.61765.299243207411295。440.026146.0740.43250.4574.6491.2314986.440.03561.790.6180.45100.1122.3433.61916.277443207411295。440.026150.0150.43250.4581.0299.0314986.440.03567.070.6180.45108.65132.8024.22044.2228305262..88061.30.026453.9680.50460.50113.33113.3310593.770.03571.550.7210.5150.26150.2614.22129.6003305262..88061.30.026456.2220.50460.55129.77106.2610593.770.03574.540.7210.5156.53156.53-14.22172.3999637269..215961。000.023651.2690.51660.742159.7755.5616854.220.02676.030.7380.681217.46101.863.6.10..2框架梁梁的彎矩由節(jié)點(diǎn)平衡條件件，將彎矩矩分配給梁梁端=（＋）=（＋）根據(jù)梁端彎矩計(jì)計(jì)算梁端剪剪力，再由由梁端剪力力計(jì)算柱軸軸力。由梁端彎矩之和和除梁跨得得梁剪力VbE層數(shù)AB跨左端AB跨右端10036521.77011.56011.5636521.7715628013.689.5804.109036521.773.1832.98036.1636521.77156285.8640.9032.74714.0138036521.7715.2349.78065.0136521.771562823.0062.4559.84336.6487036521.7728.7363.36092.0936521.771562841.6377.083.07947.9726036521.7742.2471.230113.4736521.771562863.094.39110.224447.1665039565.2258.2881.690139.9739565.2216930.2277.23109.55130.807755.9734039565.2266.8491.230158.0739565.2216930.2289.63122.34148.448863.5223039565.2274.6499.030173.6739565.2216930.22100.10132.80163.106669.7942039565.2281.02113.330194.3539565.2216930.22108.65150.26181.321177.5891039565.22113.33106.260219.5939565.2216930.22150.26156.53214.853391.937-1039565.22129.8755.560185.4339565.2216930.22156.53101.86180.957777.4333.6.10..3框架架梁的剪力力層數(shù)AB跨L=6.6mBC跨L=2.4m10（11.56＋99.5800）/6.66=3.22034.10×2//2.4==3.41179（36.16＋332.7447）/6.66=10..4414.013××2/2..4=111.67888（65.01＋559.8443）/6.66=18..91736.648××2/2..4=300.547（92.09＋883.0779）/6.66=26..54147.972××2/2..4=399.97776（113.47＋＋110..224）/6.66=33..89347.166××2/2..4=399.30555（139.97＋＋130..807）/6.66=41..02755.973××2/2..4=466.64444（158.07＋＋148..448）/6.66=46..44263.522××2/2..4=522.93553（173.67＋＋163..106）/6.66=51..02769.794××2/2..4=588.16222（194.35＋＋181..321）/6.66=56..9277.589××2/2..4=644.65881（219.59＋＋214..853）/6.66=65..82591.937××2/2..4=766.6144-1（185.43＋＋180..957）/6.66=55..51377.433××2/2..4=644.52883.6.10..4框架架柱的軸力力層數(shù)A柱B柱103.2033.417-33.2033=0.221493.203＋110.444=13..6430.214＋111.6778-100。44=11.4522813.643＋＋18.9917=332.5661.452＋330.544-18..917==13.0075732.56＋226.5441=599.101113.075＋＋39.9977-2265411=26..511659.101＋＋33.8893=992.999426.511＋＋39.3305-333.8993=311.9233592.994＋＋41.0027=1134.002131.923＋＋46.6644-441.0227=377.544134.0211＋46.4442=1180.446337.54＋552.9335－46.4442=444.03333180.4633＋51.0027=2231.44944.033＋＋58.1162-551.0227=511.16882231.49＋＋56.992=2888.41151.168＋＋64.6658-556.922=58..9061288.41＋＋65.8825=3354.223558.906＋＋76.6614-665.8225=699.6955-1354.2355＋55.5513=4409.774869.695＋＋64.5528-555.5113=788.713.6.11縱縱向地震作作用計(jì)算經(jīng)計(jì)算（略），縱縱向與橫向向的位移一一樣。滿足足要求。3.7水平風(fēng)荷荷載3.7.1查查規(guī)范（荷荷載）中全全國(guó)基本風(fēng)風(fēng)壓分布圖圖，可知，南南陽(yáng)市基本本風(fēng)壓為0.355KN//m2。根據(jù)荷荷載規(guī)范規(guī)規(guī)定，對(duì)于于高層建筑筑結(jié)構(gòu)其基基本風(fēng)壓按按風(fēng)壓分布布圖中數(shù)值值乘以1.1后采用；；即ω0=1.11×0.335=0..385KN/mm2垂直于建筑物表表面上的風(fēng)風(fēng)荷載標(biāo)準(zhǔn)準(zhǔn)值按ωK下式計(jì)算算。ωK=βZ·μS·μZ·ω0風(fēng)荷載體型系數(shù)數(shù)μS，查荷載載規(guī)范可知知，矩形平平面建筑μS=1..3，風(fēng)壓高度變化系系數(shù)μZ，本工程程建在某高高校校區(qū)，地地面粗糙度度類別為C類，查荷荷載規(guī)范中中μZ之值，5m以上按內(nèi)內(nèi)插法計(jì)算算，5m以下按5m高處取值值。風(fēng)振系數(shù)βZ，βZ=1+（Hi/H）×（ξV/μZ），式中V為脈動(dòng)影響系數(shù)數(shù)，當(dāng)高層層建筑的高高寬比不小小于2，地面粗粗糙度類別別為C類時(shí)，V=0..63。式中ξ為脈動(dòng)增大系數(shù)數(shù)，與基本本風(fēng)壓ω0，結(jié)構(gòu)自自振周期T及地面粗粗糙度有關(guān)關(guān)?？蚣芙Y(jié)結(jié)構(gòu)基本自自振周期取取T=0..07n==0.077×11==0.777，ω0×T2=0.335×0..772=0.2228。查荷載規(guī)范，ξξ=1.2257。3.7.2各各層風(fēng)荷載載標(biāo)準(zhǔn)值計(jì)計(jì)算層數(shù)距地面高度HIIβZμZμSω0ωK=βZ·μS·μZ·ω0q=5.4×ωωK1138.11.6521.2151.3000.3851.0055.4271034.51.6131.1691.3000.3850.9445.088930.91.5721.1221.3000.3850.8834.768827.31.5331.0641.3000.3850.8164.406723.71.4911.0031.3000.3850.7484.039620.11.4430.9421.3000.3850.6803.672516.51.4040.8481.3000.3850.5963.218412.71.3450.7771.3000.3850.5232.82439.31.2770.6981.3000.3850.4462.40825.11.1690.6271.3000.3850.3671.98210.91.0350.541.3000.3850.2801.5123.7.3水水平荷載作作用下框架架內(nèi)力及側(cè)側(cè)移計(jì)算由平面圖可以看看出，除邊邊框架外，中中間各榀框框架受風(fēng)面面積相同，故故應(yīng)選取邊邊框架和中中間框架分分別進(jìn)行計(jì)計(jì)算。下面面僅以中框框架為例進(jìn)進(jìn)行計(jì)算，邊邊框架計(jì)算算從略。計(jì)算在風(fēng)荷載作作用下各樓樓層節(jié)點(diǎn)上上集中力及及各層剪力力。計(jì)算在風(fēng)荷載作作用下各樓樓層節(jié)點(diǎn)上上集中力時(shí)時(shí)，假定風(fēng)風(fēng)荷載在層層間為均勻勻分布，并并假定上下下相鄰各半半層層高范范圍內(nèi)的風(fēng)風(fēng)荷載按集集中力作用用在本層樓樓面上。B取0.810層頂處風(fēng)荷荷載作用下下各樓層節(jié)節(jié)點(diǎn)上集中中力計(jì)算：：F10=（ω100+1×hh10+11+ω10×h10/2）×B=（11.0055×1.55+0.9944×11.8）×7.88=25..012226KN9層頂處風(fēng)荷載作作用下各樓樓層節(jié)點(diǎn)上上集中力計(jì)計(jì)算：F9=（ω10×h10//2+ω9×h9/2）×B=（00.9444×1.88+0.8883×11.8）×7.88=25..651KKN層號(hào)i層高h(yuǎn)I（m）風(fēng)荷標(biāo)準(zhǔn)值ωki各層集中力FI（KN）各層剪力VI=∑FI（KN）∑D（ΔU）（mm）Ui（mm）103.61.00525.01225.0122080830.1206.48493.60.94425.65150.6632080830.2436.36483.60.88323.85474.5172080830.3586.12173.60.81621.95996.476215233..70.4645.76363.60.74820.049116.5255228709..30.5415.29953.60.68017.917134.4422228709..30.5884.75843.60.59615.71150.1522228709..30.6574.1733.60.52313.605163.7577228709..20.7163.51324.20.44612.273176.03161043..31.092.79714.20.36710.598186.6288161043..31.1591.707-14.20.2804.586191.2144349164..70.5480.5483.7.4框架架側(cè)移驗(yàn)算算側(cè)移驗(yàn)算一般宜宜在框架內(nèi)內(nèi)力計(jì)算之之前進(jìn)行，以以減少因構(gòu)構(gòu)件剛度不不足而進(jìn)行行的重復(fù)計(jì)計(jì)算，由于于該房屋高高度小于550m，且H/B==38.11/15..6=2..44233<4，故無需需考慮柱軸軸力軸向變變形產(chǎn)生的的側(cè)移。頂點(diǎn)側(cè)移與房屋屋總高度之之比分別為為u/H==6.4884/388100==1/58876<〔u/H〕=1/6650第-1、1層間相對(duì)側(cè)移與與屋高之比比分別為（ΔU-1）/h--1=0..548//42000=1/77665<<1/4550（ΔU1）/h1=1.7707/44200==1/24460<11/4500（ΔU1）/h1為最大值值，故其它它各層的相相對(duì)側(cè)移不不必驗(yàn)算，均均滿足規(guī)定定。3.8在重力荷荷載作用下下框架內(nèi)力力計(jì)算3.8.1彎矩矩分配系數(shù)數(shù)U下柱=ic/ic＋＋ib左梁：（1-U下柱）×Kb11/Kb11＋Kb2層數(shù)A軸B軸下柱上柱左梁右梁下柱上柱左梁右梁100.609000.3910.45700.2930.25090.3790.37900.2420.3140.3140.20.17280.3790.37900.2420.3140.3140.20.17270.3790.37900.2420.3140.3140.20.17260.3790.37900.2420.3140.3140.20.17250.390.3600.250.3210.2970.2060.17640.3790.37900.2420.3140.3140.2010.17230.3790.37900.2420.3140.3140.2010.17220.3430.400.2570.2820.3280.2100.18010.3640.36400.2720.2950.2950.2210.189-10.3590.36700.2740.2900.2970.2230.1903.8.2梁端端固端彎矩矩10層屋面梁梁固端彎矩矩恒載作用下AAB跨=1/112〔5.233×（3.6＋7.2）/2＋4.1225〕×=1177.49KN·mmBC跨=1/12（55.23××5.4＋2.25）×=14..641KN·mm活載作用下ABB跨=1/112〔2.0××5.4〕×=39..20KKN·mBC跨=1/12（22.0×55.4）×=5.118KNN·m3～9層樓面梁固端彎矩矩恒載作用下AAB跨=1/112〔3.9××5.4＋4.1225＋13.5〕×=1400.43KN·mmBC跨=1/12（33.9×55.4＋2.25＋13.5）×=17..67KNN·m活載作用下ABB跨=1/112〔2.0××5.4〕×=39..20KKN·mBC跨=1/12（22.0×55.4）×=5.118KNN·m-1、1、2層樓面梁固端彎矩矩恒載作用下AAB跨=1/112〔3.9××5.4＋4.1225＋15.775〕×=1488.59KN·mmBC跨=1/12（33.9×55.4＋2.25＋15.775）×=18..75KNN·m活載作用下ABB跨=1/112〔2.0××5.4〕×=39..20KKN·mBC跨=1/12（22.0×55.4）×=5.118KNN·m3.9.3按簡(jiǎn)簡(jiǎn)支梁計(jì)算算的跨中彎彎矩和剪力力10層恒載下=1/88×（5.233×5.44＋4.1225）×=1766.24KN·mm=1/88×（5.233×5.44＋2.25）×=21..95KKN·m=1/22×（5.233×5.44＋4.1225）×6.66=1066.81KKN=1/22×（5.233×5.44＋2.25）×2.44=36..59KNN活載下=1/88×10..8×=558.811KN··m=1/88×10..8×=77.78KN·mm=1/22×10..8×6..6=355.64KKN=1/22×10..8×2..4=122.96KKN3～9層恒載下=1/88×38..685××=2100.64KN·mm=1/88×36..81×==26.550KNN·m=1/22×38..685××6.6==127..65KNN=1/22×36..81×22.4=444.177KN活載下=1/88×10..8×=558.811KN··m=1/88×10..8×=77.78KN·mm=1/22×10..8×6..6=355.64KKN=1/22×10..8×2..4=122.96KKN-1、1、2層恒載下=1//8×400.9355×=2222.899KN··m=1/88×39..06×==28.112KNN·m=1/22×40..935××6.6==135..09KNN=1/22×39..06×22.4=446.877KN活載下=1/88×10..8×=558.811KN··m=1/88×10..8×=77.78KN·mm=1/22×10..8×6..6=355.64KKN=1/22×10..8×2..4=122.96KKN3.8.4彎矩矩分配（恒恒載作用下下）傳遞系數(shù)：底層層柱傳遞系系數(shù)1/2，其余各各柱傳遞系系數(shù)1/3，梁遠(yuǎn)端端固定傳遞遞系數(shù)1/2，遠(yuǎn)端滑滑動(dòng)傳遞系系數(shù)為-1層數(shù)A軸B軸下柱傳遞的力上柱傳遞的力左梁右梁下柱傳遞的力上柱傳遞的力左梁右梁10+83.1+27.7000-83.1-59.2-19.7100+106.222-47.039+58.58+19.53+58.58+19.530-117.166-44.42-14.81-44.42-14.81+130.844-428+58.58+19.53+58.58+19.530-117.166-44.42-14.81-44.42-14.81+130.844-427+58.58+19.53+58.58+19.530-117.166-44.42-14.81-44.42-14.81+130.844-426+58.58+19.53+58.58+19.530-117.166-44.42-14.81-44.42-14.81+130.844-425+60.48+20.16+55.83+18.610-116.3-45.09-15.03-41.8-13.93+130.544-42.394+58.6+19.53+58.6+19.530-117.222-44.42-14.81-44.42-14.81+130.711-423+58.6+19.53+58.6+19.530-117.222-44.42-14.81-44.42-14.81+130.711-422+56.4+18.8+65.78+21.930-122.188-42.58-14.19-49.52-16.51+138.022-45.931+60.19+20.06+60.19+20.060-120.377-44.93-14.98-44.93-14.98+137.577-47.55-1+59.44+29.72+60.78+20.260-120.233-44.24-22.12-45.3-15.1+137.288-47.74分層計(jì)算的結(jié)果果在節(jié)點(diǎn)不不平衡，因因此，還需需要再進(jìn)行行一次分配配。層數(shù)A軸B軸下柱上柱左梁右梁下柱上柱左梁右梁10+90.7400-90.74-67.240+110.566-43.339+60.21+68.380-128.599-48.38-53.3+137.755-36.068+63.31+63.310-126.611-49.93-49.93+136.766-36.917+63.31+63.310-126.611-49.93-49.93+136.766-36.916+62.73+63.650-126.399-49.33-50.21+136.599-37.065+64.78+61.30-126.077-50.39-47.81+136.644-37.184+63.09+63.720-126.822-49.86-50.08+136.711-36.873+64.82+62.420-127.255-51.1-49.4+137.011-36.612+62.88+69.470-132.355-47.56-54.56+144.288-40.571+66.23+64.770-130.999-51.39-50.48+144.011-42.01-1+52.24+73.480-125.733-39.9-55.83+140.622-44.893.8.5彎矩矩分配（活活載作用下下）活荷載計(jì)算過程程同恒荷載載計(jì)算過程程圖示層數(shù)A軸B軸下柱傳遞的力上柱傳遞的力左梁右梁下柱傳遞的力上柱傳遞的力左梁右梁10+27.7+9.23000-27.7-19.62-6.5400+35.53-15.919+16.35+5.45+16.35+5.450-32.69-12.32-4.11-12.32-4.11+36.59-11.938+16.35+5.45+16.35+5.450-32.69-12.32-4.11-12.32-4.11+36.59-11.937+16.35+5.45+16.35+5.450-32.69-12.32-4.11-12.32-4.11+36.59-11.936+16.35+5.45+16.35+5.450-32.69-12.32-4.11-12.32-4.11+36.59-11.935+16.87+5.62+15.57+5.190-32.45-12.65-4.22-11.71-3.90+36.49-12.124+16.36+5.45+16.36+5.450-32.71-12.32-4.11-12.32-4.11+36.55-21.933+16.36+5.45+16.36+5.450-32.71-12.32-4.11-12.32-4.11+36.55-21.932+14.88+4.96+17.34+5.780-32.22-11.16-3.72-12.98-4.33+36.47-12.311+15.88+5.29+15.88+5.290-31.74-11.78-3.93-11.78-3.93+36.34-12.73-1+15.68+7.84+16.03+5.340-31.7-11.59-5.80-11.88-3.96+36.2-12.77分層計(jì)算的結(jié)果果在節(jié)點(diǎn)不不平衡，因因此，還需需要再進(jìn)行行一次分配配。活荷載計(jì)算過程程同恒荷載載計(jì)算過程程圖示。層數(shù)A軸B軸下柱上柱左梁右梁下柱上柱左梁右梁10+29.8300-29.83-21.850+36.73-14.889+16.24+20.020-36.24-13.09-15.48+38.72-10.18+17.67+17.670-35.33-13.85-13.85+38.23-10.527+17.67+17.670-35.33-13.85-13.85+38.23-10.526+17.51+17.770-35.26-13.7-13.91+38.19-10.555+18.07+17.10-35.18-14.12-13.38+38.18-10.674+17.61+17.780-35.39-13.81-13.92+38.22-20.53+17.88+17.550-35.43-14-13.78+38.25-20.482+16.49+18.490-34.98-12.82-14.45+38.16-10.861+17.47+17.090-34.54-13.47-13.23+38.03-11.28-1+13.78+19.380-33.15-10.45-14.64+37.08-12.023.8.6內(nèi)力力組合計(jì)算算過程。1.2×恒＋11.4×活框架梁的彎矩層數(shù)AB跨梁BC跨梁左端右端左端10150.65184．0972.839200.0219.5157.418201.39217.6359.027201.39217.6359.026201.03217.3759.245200.54217.4259.554201.73217.5672.943202.30217.9672.602207.79226.5666.891205.54226.0566.20-1197.29220.6670.70框架柱的彎矩層數(shù)A柱B柱柱上柱下柱上柱下10150.65110.08111.2885.63994.99100.7176.3879.318100.71100.7179.3179.317100.71101.2679.3179.73699.7997.578.3876.105103.03101.3680.2479.584100.3699.4779.1778.573102.82109.2580.9285.70298.54101.6575.0279.101103.9311115.3180.5387.49-181.9840.9962.5131.26——框架柱的軸力層數(shù)A軸B軸101.2×1033.81＋1.4××34.559=1773.01.2×1466.4＋1.4××49.665=2445.1999373.12522.378573.73799.067774.341075.7556974.941352.45551175.4771629.22241376.1441905.85531576.8442182.455217862471.68811994.9002761.188-12203.3553051.1333.8.7框架架梁的調(diào)幅幅計(jì)算對(duì)現(xiàn)澆框架，ββ=0.88調(diào)幅前層數(shù)AB跨中彎矩BC跨中彎矩10176.24--（150..65＋184..09）/2=88.8721.95-772.833=-500.8890.885-30.9181.13-32.5271.13-32.5261.44-32.7451.66-33.0540.995-46.4430.51-46.125.715-38.7717.095-38.08-113.915-42.58調(diào)幅后層數(shù)AB跨中彎矩BC跨中彎矩10176.24--（150..65＋184..09）/2×00.8=442.34421.95-772.833×0.88=-366.31942.84-19.43843.04-20.72743.04-20.72643.28-20.89543.46-21.14442.93-31.85342.54-31.58249.15-25.39150.26-24.84-155.71-28.443.9內(nèi)力組合合按S=1.2×重重力荷載＋＋1.3×水平地震震作用計(jì)算算豎向地震作用和和風(fēng)荷載不不參與組合合。框架柱的彎矩層數(shù)A柱B柱柱下柱上柱下柱上10136.23195.8088110.3744151.329140.6511156.8622125.0722144.82668158.2011185.5666149.2911176.35777176.4244203.22177.5766195.27226192.7622212.3477191.7199216.76335208.5244229.8333212.0155238.70334216.3966239.0311224.4144254.04663236.4266252.9033244.0855269.74442269.3099265.5777290.2588285.36221307.2033262.8544308.4777300.1255-1256.3899170.6044320.21207.43框架梁的彎矩層數(shù)AB跨梁BC跨梁左端右端左端10159.6522189.178875.2429239.0088253.303374.5258277.8455286.7166104.30667313.0499316.9233119.02886340.4955351.9711118.18445374.4777378.7299129.93334399.1477401.8422152.59993419.9799421.2822160.42882452.1311453.2177165.07881482.7833496.3177183.0700-1430.4555447.0800168.5355梁端剪力層數(shù)AB跨梁BC跨梁左端右端左端10211.7644-224.71178.9029253.7166-260.811100.56118265.3244-271.244125.08227274.6955-281.1551137.35006284.6977-290.8117136.47775293.9711-300.0991146.01774301.1799-306.9551153.54553307.1755-312.8775160.99112324.9888-321.0116173.32331336.2533-343.7005188.8666-1322.3077-330.8339173.1544框架柱的軸力層數(shù)A軸B軸10211.7644294.50669465.48628.73228730.8044975.870071006.03391325.366461290.82201664.444051584.79912003.866641885.97702344.266332193.14452685.455822518.13333042.599412854.38863404.0220-13176.69923763.67793.10構(gòu)件截面設(shè)設(shè)計(jì)3.10.1框框架柱設(shè)計(jì)計(jì)。B柱內(nèi)力組合值=3320.221=37763.6679KNN=4.2m，b==0.555m/b=44.2/00.55==7.6<<8，可視為為短柱，不不考慮縱向向彎曲對(duì)偏偏心矩的影影響，取η=1.00其截面按按對(duì)稱配筋筋計(jì)算==320.211/37663.6779=0..085mm=550/300=18..33mmm<20mmm，故取=20mmm=85＋20==105mmm取=35mmη＋h/2-=3445mm=h--=515mmm判斷大小偏壓η=1.0×1005=1005mm<<0.3==154..5mm故按小偏壓計(jì)算算。=0.828=3958.885兩側(cè)各配6φ330，42399>39558.855該柱在所有柱子子中彎矩最最大，軸力力最大。故故，其它柱柱子按該配配筋方式配配筋，都能能滿足穩(wěn)定定。3.10.2框框架梁設(shè)計(jì)計(jì)設(shè)計(jì)彎矩取最大大框架梁彎彎矩496..317，該該處剪力也也亦最大343..705故該處梁截面尺尺寸550××250mmm（1）受拉和受壓鋼鋼筋（正截截面受彎承承載力計(jì)算算）eq\o\aac(○,1).驗(yàn)算是否否需要采用用雙筋截面面受拉鋼筋按二排排考慮=h--60=5550-660=4990mm三級(jí)鋼筋=0..518，單筋截截面最大抗抗彎能力為為==440.1<<496..317故需要采用雙筋筋截面。eq\o\aac(○,2).計(jì)算令，則440.1133366.664eq\o\aac(○,3).計(jì)算由和承擔(dān)的彎矩為=496.3117-4440.1==56.2217===343.2005eq\o\aac(○,4).計(jì)算=＋=3709.8845eq\o\aac(○,5).選用鋼筋筋受拉鋼筋：5φφ30＋2φ16（=35332.5＋401..2=39933.77）受壓鋼筋：2φφ16（=4011.2）（2）箍筋（受剪承承載力計(jì)算算）剪力設(shè)計(jì)值v==343..705eq\o\aac(○,1)復(fù)核核截面=490//250==1.966<4.00按復(fù)核：v=55849337.5NN>3433705NN故截面滿滿足要求。eq\o\aac(○,2)驗(yàn)算算是否需配配腹筋=1466322.5N<<3437705N故需按計(jì)算配置置腹筋eq\o\aac(○,3)僅配配箍筋計(jì)算算=0.894選用雙肢n=22，φ12，=1133.04s2×113.004/0..894==252..886mmm取s=2500mm選用φ12@250==2×113..04/（250××250）=0.0003622>0.224=0..001114滿足要求。3.10.3板板的設(shè)計(jì)（按按考慮塑性性變形內(nèi)力力重分布方方法計(jì)算）（1）荷載計(jì)算大理石樓面11.16100mm厚現(xiàn)現(xiàn)澆鋼筋混混凝土板2..5混合砂漿頂棚00.24恒荷載標(biāo)準(zhǔn)值=3..9活荷載標(biāo)準(zhǔn)值=2..0荷載設(shè)計(jì)值（g＋q）=1.22×3.99＋1.4××2.0==7.488每米板寬寬：（g＋q）×1.00=7.448（2）計(jì)算簡(jiǎn)圖內(nèi)力計(jì)算計(jì)算跨度：邊邊跨==66000-2550＋250//2=64475mmm中跨==24000-1225×2==21500mm其中為板的凈跨跨。計(jì)算支座彎矩時(shí)時(shí)，一般取取相鄰兩計(jì)計(jì)算跨度之之較大值，當(dāng)當(dāng)兩跨度差差值較小時(shí)時(shí)，可取其其平均值?？缍炔睿?4755-21550）/2<110%，應(yīng)按不不等跨連續(xù)續(xù)梁計(jì)算。邊邊跨一端放放置在梁上上，另一端端與梁整澆澆。板的截面彎矩計(jì)計(jì)算截面邊支座邊跨中第一內(nèi)支座中間跨中彎矩系數(shù)01/14-1/111/16（）022.428.512.16截面承載力計(jì)算算b=1000mmm，h=1000mm=1000-20==80mmm；=19..1，=3600各截面的配筋計(jì)計(jì)算板帶部位截面A支座AB跨中B支座BC跨中（）022.428.512.1600.1830.2330.01800.2040.2690.01800.01080.0140.0009555（）0864112076.4選配鋼筋0φ16@160φ16@160φ16@160實(shí)配鋼筋面積（）01256125612563.10.4次次梁的計(jì)算算3.10.5荷載由板傳來的荷載載33.9×（3.6＋1.8）=21..06次梁自重25××0.255×0.55=3.1125次梁粉刷0..24恒載標(biāo)準(zhǔn)值=24..425活載標(biāo)準(zhǔn)值=2.00×（3.6＋1.8）=8.88荷載設(shè)計(jì)值（g＋q）=1.22×24..425＋1.4××8.8==41.6633.10.6次次梁計(jì)算簡(jiǎn)簡(jiǎn)圖3.10.7內(nèi)內(nèi)力計(jì)算計(jì)算跨度：邊跨跨==66000-2550＋250//2=64475mmm<1.0025=66508中跨==24000-1225×2==21500mm跨度差（64775-21150）/2<110%，應(yīng)按不不等跨連續(xù)續(xù)梁計(jì)算。截面A支座AB跨中B支座BC跨中彎矩彎矩系數(shù)01/14-1/111/16（）022.428.512.16剪力剪力系數(shù)0.45—0.550.55—（）0.45×411.63××6.355=1188.9588—0.55×411.63××6.355=1455.39330.55×411.63××2.155=49..227—3.10.8截面承載載力計(jì)算次梁跨中按T形形截面計(jì)算算，其翼緣緣計(jì)算寬度度為邊跨=64755/3=22158mmm <3。6m中間跨=21550/3==716..7mm<<3。6m梁高h(yuǎn)=500mmm，=5000-35==465mmm，翼緣高高=1000mm判斷屬哪類T形形截面：邊跨跨中=222.4<<=17110.544故跨中截面均屬屬第一類T形截面。次梁正截面承載載力計(jì)算板帶部位截面A支座AB跨中B支座BC跨中（）022.428.512.162.1582500.71700.05430.02760.015800.05590.0280.015900.00300.00150.0008（）0647.4174.375520選配鋼筋06φ122φ122φ12實(shí)配鋼筋面積（）0678.24226.08226.08次梁斜截面承載載力計(jì)算板帶部位截面A支座B支座（左）B支座（右）（）118.9588145.393349.227264468..75>11189558264468..75>11453993264468..75>4492277155426..25>VV155426..25>VV155426..25>VV選用箍筋按構(gòu)造配筋2HYPERLINKmailto:φ8@250φφ8@2550φ8按構(gòu)造配筋2HYPERLINKmailto:φ8@250φφ8@2550φ8按構(gòu)造配筋2HYPERLINKmailto:φ8@250φφ8@2550φ8（）——————（）————————————實(shí)配箍筋間距（）——————3.10.9主梁計(jì)算算主梁吊筋計(jì)算次梁傳給主梁的的全部荷載載：G+Q=224.4225×7..2×1..2＋8.8××7.2××1.4==299..736KKN則=（G+QQ）/2=5888.8選3φ16，=602.888。3.11樓梯設(shè)設(shè)計(jì)斜板兩端與平臺(tái)臺(tái)梁和樓梯梯梁整結(jié)，平平臺(tái)板一端端與平臺(tái)梁梁整結(jié)，另另外三端與與框架梁整整結(jié)，平臺(tái)臺(tái)梁兩端與與框架梁整整結(jié)。3.11.1斜斜板TB-1設(shè)計(jì)取1m寬板帶作為計(jì)算算單元。3.11.1..1確定斜斜板厚度t斜板的水平投影影凈長(zhǎng)為：：l1n=36000-2500=33550mm，斜板的斜向凈長(zhǎng)長(zhǎng)為:l’1n=l1nn/cosα=33550/(300/（1502+30002)1/2)=3747mmm，斜板的厚度：t1=（1/25～1//30）l’1n=（1/25～1/30）37477=150～124..9mm,取t1=120mmm。荷載計(jì)算3.11.1..2樓梯梯斜板荷載載計(jì)算荷載種類荷載標(biāo)準(zhǔn)準(zhǔn)值荷載分項(xiàng)項(xiàng)系數(shù)設(shè)計(jì)荷載載欄桿自重0.211.20.224斜板自重5.2231.26..2830厚水磨石面層11.1311.21.366板底20厚紙筋灰0.3361.20.433小計(jì)g66.928.331活荷載q2.01..422.8總計(jì)8.922KNN/m111.111KN//m3.11.1..3計(jì)算算簡(jiǎn)圖3.11.1..4內(nèi)力力計(jì)算斜板的內(nèi)力，一一般只需計(jì)計(jì)算跨中最最大彎矩即即可。考慮到斜板兩端端均與梁整整結(jié)，對(duì)板板有約束作作用，所以以跨中最大大彎矩?。海篗=Pl21nn/10==11.111×3..352/10==12.4468KNN.m，3.11.1..5配筋筋計(jì)算h0=t1-20==120--20=1100mmm。αs=M/fcmbbh02=12..468××106/（19.11×10000×10002）=0.00653γs=0.5（1++（1-2αs）1/2）=0.5（1+（1-2××0.06653）1/2）=0.9966As=M/fyγssh0=12..468××106/（360××0.9666×1000）=358..52mmm2。選用：受力鋼筋筋—HYPERLINKmailto:φ8@250φ8@2550φ8@1550，As=5022.4mmm2，分布鋼筋—HYPERLINKmailto:φ8@250φ88@2500φ6@3000，（即即每一踏步步下放一根根）3.11.2平平臺(tái)板PB-1設(shè)計(jì)3.11.2..1平臺(tái)板板計(jì)算簡(jiǎn)圖圖取1m寬作為計(jì)算單元元平臺(tái)板近似地按按短跨方向向的簡(jiǎn)支板板計(jì)算，計(jì)算跨度：由于于平臺(tái)板兩兩端均與梁梁整結(jié)，所所以計(jì)算跨跨度取凈跨跨：l2n=12250mmm，平臺(tái)板厚度取tt2=1000mm。3.11.2..2荷載載計(jì)算荷載種類荷載標(biāo)準(zhǔn)準(zhǔn)值荷載分項(xiàng)項(xiàng)系數(shù)設(shè)計(jì)荷載載平臺(tái)板自重2..501.2330厚水磨石面層00.751..200.9板底20厚紙筋灰0.3321.200.3844小計(jì)g33.574.2884活荷載q2.01..422.8總計(jì)55.57KN//m7.0084KKN/m3.11.2..3內(nèi)力計(jì)計(jì)算考慮到平臺(tái)板兩兩端梁的嵌嵌固作用，中中最大彎矩矩?。篗=Pl21nn/10==7.0448×1..252/10==1.1007KN..m，3.11.2..4配筋計(jì)計(jì)算h0=t1-20==100--20=880mm。αs=M/fcmbbh02=1.1107×1106/（19.11×10000×8002）=0.00091γs=0.5（1++（1-2αs）1/2）=0.5（1+（1-2××0.00091）1/2）=0.9995As=M/fyγssh0=1.1107×1106/（360××0.9995×800）=38.663mm22。選用：受力鋼筋筋—HYPERLINKmailto:φ8@250φ8@2550φ6@3000，As=1133.04mmm2，分布鋼筋—HYPERLINKmailto:φ8@250φ88@2500φ6@2550，（即即每一踏步步下放一根根）3.11.3平平臺(tái)板PB-2設(shè)計(jì)3.11.3..1平臺(tái)板板計(jì)算簡(jiǎn)圖圖取1m寬作為計(jì)算單元元平臺(tái)板近似地按按兩鄰邊嵌嵌固、兩鄰鄰邊簡(jiǎn)支的的雙向板計(jì)計(jì)算，計(jì)算跨度：lxx3n=12250mmm，ly3n=33350mmm，平臺(tái)板厚度取取取t3=1000mm。3.11.3..2荷載計(jì)計(jì)算3.11.3..3內(nèi)力計(jì)計(jì)算n=ly/llx=3.335/1..25=22.68，取α=1/n2=00.1399，取β=2，Mx=（ly-lx/4）mmx=（3.355-1.225/4）mx=3.00375mx，My=（3/4）αlxxmx=（3/4）×0.1139×11.25mmx=0.113mxx，M’x=βlymx=2×3.35mxx=6.77mx,M’’x=0,M’y=βαlxmx=2×0.139×11.25mmx=0.33475mx,M’’y=0,代入公式：2Mx+2Myy+M’x+M’’x+M’y+M’’y=（3ly-lx）Plx2/122×3.03775mx+2×00.13mmx+6.77mx+0.33475mmx=（3×3.35--1.255）7.0884×1..252/12故得：mx=0.60655KN.mm/m，my=αmx=0.60655×0.1139=00.08KKN.m//m，m’x=βmx=2×0.60065=11.2133KN.mm/m，mm’’x=0,m’y=βmy=2×0.088=0.116KN..m/m，m’’y=0。3.11.3..4配筋計(jì)計(jì)算h0x=100--20=880mm，h0y=1000-300=70mmm。跨中：αxs=M/fcmbbh02=0.66065××106/（19.11×10000×8002）=0.0005γxs=0.5（1++（1-2αs）1/2）=0.5（1+（1-2××0.0005）1/2）=0.9997Axs=M/fyγssh0=0.66065××106/（360××0.9997×800）=21.1105mmm2；αys=0.08×1106/（19.11×10000×7002）=0.00009γys=0.99955Ays=1.1×1006/（210××0.9990×700）=3.1776mm22。支座：αxs=1.213××106/（19.11×10000×8002）=0.0010γxs=0.995Axs=1.213××106/（360××0.9995×800）=42.333mm22；αys=0.16×1106/（19。1×10000×7702）=0.00017γys=0.999Ays=0.16×1106/（360××0.9999×700）=6.3556mm22。選用鋼筋：跨中：受力鋼筋筋—HYPERLINKmailto:φ8@250φ8@2550φ6@2000，As=1133.04mmm2，分布鋼筋—HYPERLINKmailto:φ8@250φ88@2500φ6@2000，As=1133.04mmm2，支座：受力鋼筋筋—HYPERLINKmailto:φ8@250φ8@2550φ6@2000，As=1133.04mmm2，分布鋼筋—HYPERLINKmailto:φ8@250φ88@2500φ6@2000，As=1133.04mmm2。3.11.4平平臺(tái)梁TL-1設(shè)計(jì)3.11.4..1平臺(tái)梁梁計(jì)算簡(jiǎn)圖圖平臺(tái)梁兩端擱置置在框架梁梁（或構(gòu)造造柱）上，所所以計(jì)算跨跨度取l=l4nn=33550mm，平臺(tái)梁截面尺寸寸為：b=250mmm，h=3500mm。3.11.4..2荷載計(jì)計(jì)算平臺(tái)梁荷載計(jì)算算表荷載標(biāo)準(zhǔn)準(zhǔn)值分項(xiàng)系數(shù)設(shè)計(jì)荷載載由斜板傳來的恒恒載11.55911..213.99092由平臺(tái)板傳來恒恒載2.2331..22.6776平臺(tái)梁自重8.7551..210.55平臺(tái)梁上30厚厚水磨石0.11511.20.11820紙筋灰0.2661..20.3112小計(jì)222.9881277.57772活荷載q22.0××（3.355/2＋1.255/2＋0.25）=5.111..47.144總計(jì)288.081134..71722內(nèi)力計(jì)算平臺(tái)梁跨中截面面最大彎矩矩：M=pl4n22/8=334.71172×33.3522/8=448.7002KN..m，平臺(tái)梁支座截面面最大剪力力：V=pl4nn/2=334.7