学士南阳某高层办公楼计算书

—Rg·a·ss·w·NNs-1层中柱（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)轴相交的的柱：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该柱取700××700㎜㎜③、④、⑨、⑩、eq\o\aac(○,B)、eq\\o\acc(○,C)轴相交的的柱：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该柱取550××550㎜㎜⑥、⑦、eq\o\aac(○,A)、eq\\o\acc(○,D)轴相交的的柱：Ac=（10..8/2＋7.2//2）×1.22×1.11×13××11/00.9×119.1××103=0.2661m22Ac=a2→→a≈0。510m2该柱取550××550㎜㎜6层⑥、⑦、eq\o\ac(○,B)、eq\o\ac(○,C)轴相交的柱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该柱取700××700㎜㎜各柱的轴力虽然然不同，但但为了施工工方便和美美观，往往往对柱截面面进行合并并归类。本本工程将柱柱截面归并并。⑥、⑦、eq\o\ac(○,B)、eq\o\ac(○,C)轴相交的的柱截面尺尺寸为700××700㎜㎜，其余各各柱均为550××550㎜柱高度：地上部部分每层柱柱高均等于于该层层高高，地下部部分柱高h=4..2+0..1=3..7m。3.4.3剪力墙墙的布置剪力墙墙的布置要要求：均匀匀、对称、周周边的原则则。根据框剪结构地地层剪力墙墙截面积与与楼面面积积比（2度Ⅱ类场地）AW/Af=2％～3％的要求求布置面积积为：AW=（11％～1.5％）AF=1％～1.5％）×5833.2=（5.83～8.7448）㎡现取剪力墙的厚厚度与墙同同厚为250㎜，则则需剪力的的长度为：：（23.332～34.999）m,剪力墙的的布置见结结构平面布布置图。3.5荷载汇集集.1屋面荷载（选选用图集）合成高分子卷材材和涂膜防防水屋面2..44KKN/m22100厚钢筋混混凝土板2.55KN//m2顶棚（混合砂浆浆）0..241KN/mm2∑5..23KKN/m223.5.2楼面面荷载大理石楼面1..16KKN/m22100厚钢筋混混凝土板2.55KN//m2顶棚（混合砂浆浆）0..24KKN/m22∑3.99KN//m23.5.3可变变荷载上人均布荷载标标准值2.00KN//m2楼面活荷载22.0KKN/m22雪荷载0.445KNN/m2∑2..45KKN/m223.5.4梁自自重主梁纵向框架梁梁①③、④⑥、⑦⑨、⑩eq\\o\acc(○,12)l=72200mmm截面尺寸250××600mmm荷载效应应分项系数数1.200根数16根/层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/层00.35××0.855×25××1.2==8.9225KNN/m2GGi=3385.556KNL=3600m③③④]、⑨⑩截面尺寸250××450mmm8根/层0.255×0.445×255×1.22=3.3375KNN/mGi=97..6KN横向框架架梁AB、CDl==66000mm截面尺寸250××550mmm116根/层0.255×0.555×255×1.22=4.1125KNN/mGGi=4435.66KNL=24000mmBC截面尺寸250××300mmm8根/层0.255×0.33×25××1.2==2.255KN/mmGi==43.22KN次梁纵向次梁36600mmm①②、②③、⑤⑥、⑧⑨截面尺寸250××300mmm44根/层0.225×0..3×255×1.22=2.225KN//mGi==32.44KN横向次梁梁l=66000mmAB、CD截面尺寸250××500mmm12根/层0.255×0.55×25××1.2==3.755KN/mmGi==297KKNLL=24000mmBC截面尺寸250××300mmm6根/层0.225×0..3×255×1.22=2.225KN//mGi==32.44KN每层梁总重力荷荷载代表值值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/层0.7×0.77×25××1.2==14.77KN//m截面尺寸5500×5500mm32根/层0.55×0..55×225×1..2=9..075KN/mm构造柱截面面尺寸250××250mmm224根/层0.25×0..25×225×1..2=1..875KN/mm-1层Gi==（14.77×4＋9.0775×322＋1.8775×244）×（4.2＋0.1）=16995.066KN1～2层Gi=（144.7×44＋9.0775×322＋1.8775×244）×（4.2）=16555.644KN3～10层Gi=（3994.2××3.6）=14119.122KN3.5.6内内外墙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整整栋房屋集集中于楼盖盖及屋盖出出的重力荷荷载代表值值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总重力荷载代表表值GE=48113.177＋119669.822×7＋130448.733×2＋130888.155=1277787..5KN等效总重力荷载载Geq==0.855GE==1086619.3392KKN3.6横向（纵纵向）地震震作用计算算计算梁的线刚度度时，考虑虑到现浇板板的作用，一一边有楼板板的梁截面面惯性矩取取i=1..5i0，两边有有楼板的梁梁截面惯性性矩取i=2ii0，i0为按矩形形截面计算算的梁截面面惯性矩。线刚度计算公式式i=EII/lD值为使柱上下端端产生单位位相对位移移所需施加加的水平力力，计算公公式为：D=αC×（12iic/h2）3.6.1横梁梁线刚度Lb（m）截面（m）砼等级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柱线刚度度及刚度层数截面bhc层高h砼E惯性矩Ic=b4/112ic=EcIcc/hK=∑ib/ic（底底层）K=2ib/2ic（一般层层）a=a5＋K/K（底层）a=K/K＋＋2（一般层层）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柱线刚度度及刚度层数截面bhc层高h砼E惯性矩Ic=b4/112ic=EcIcc/hK=∑ib/ic（底底层）K=2ib/2ic（一般层层）a=a5＋K/K（底层）a=K/K＋＋2（一般层层）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因因结构对称称，故A柱线刚度度及刚度同同D柱线刚度度及刚度BB柱线刚度度及刚度同同C柱线刚度度及刚度3.6.5DD值层数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自自振周期计算周期T1的的假想顶点点位移层数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自振周期计算公公式T==1.700ψTψT取0.7T=1.70××0.7××=1.5597S3.6.7质点点i水平地震震作用计算算（底部剪剪力法）a1=（Tg//T1）0.4aamax==（0.4//1.5997）0.9××0.088=0.002结构弹性总水平平地震作用用（底部剪剪力标准值值）GE=1277787.552KNNGeq=0.885GEE=1088619..392KNFeq=a1Geq==0.022×1088619..392==21722.4KKN3.6.8质点点i水平地震震作用标准准值层数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变变形验算层数层高hi（m）总高Hi（m）∑Fj（KN）∑D（KN/m）层间位移Uj==∑Fj/∑D（m）屋顶位移Ut==∑Uj（m）层间位移与层高高之比Uj/hhi顶点位移与总高高之比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层间位移与层高高之比Uj/hhi限值为<1/4450=00.00222上式中该值均小小于1/4550，故变形形满足顶点位移与总高高之比Ut/HHi限值为<1/5550=00.001182上式中该值均小小于1/5550，故变形形满足。3.6.10向水平地地震作用下下框架内力力分析3.6.10..1框架柱柱的弯矩层数层高hi（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框架梁梁的弯矩由节点平衡条件件，将弯矩矩分配给梁梁端=（＋）=（＋）根据梁端弯矩计计算梁端剪剪力，再由由梁端剪力力计算柱轴轴力。由梁端弯矩之和和除梁跨得得梁剪力VbE层数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框架架梁的剪力力层数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框架架柱的轴力力层数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纵纵向地震作作用计算经计算（略），纵纵向与横向向的位移一一样。满足足要求。3.7水平风荷荷载3.7.1查查规范（荷荷载）中全全国基本风风压分布图图，可知，南南阳市基本本风压为0.355KN//m2。根据荷荷载规范规规定，对于于高层建筑筑结构其基基本风压按按风压分布布图中数值值乘以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风风荷载标准准值按ωK下式计算算。ωK=βZ·μS·μZ·ω0风荷载体型系数数μS，查荷载载规范可知知，矩形平平面建筑μS=1..3，风压高度变化系系数μZ，本工程程建在某高高校校区，地地面粗糙度度类别为C类，查荷荷载规范中中μZ之值，5m以上按内内插法计算算，5m以下按5m高处取值值。风振系数βZ，βZ=1+（Hi/H）×（ξV/μZ），式中V为脉动影响系数数，当高层层建筑的高高宽比不小小于2，地面粗粗糙度类别别为C类时，V=0..63。式中ξ为脉动增大系数数，与基本本风压ω0，结构自自振周期T及地面粗粗糙度有关关。框架结结构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。查荷载规范，ξξ=1.2257。3.7.2各各层风荷载载标准值计计算层数距地面高度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水水平荷载作作用下框架架内力及侧侧移计算由平面图可以看看出，除边边框架外，中中间各榀框框架受风面面积相同，故故应选取边边框架和中中间框架分分别进行计计算。下面面仅以中框框架为例进进行计算，边边框架计算算从略。计算在风荷载作作用下各楼楼层节点上上集中力及及各层剪力力。计算在风荷载作作用下各楼楼层节点上上集中力时时，假定风风荷载在层层间为均匀匀分布，并并假定上下下相邻各半半层层高范范围内的风风荷载按集集中力作用用在本层楼楼面上。B取0.810层顶处风荷荷载作用下下各楼层节节点上集中中力计算：：F10=（ω100+1×hh10+11+ω10×h10/2）×B=（11.0055×1.55+0.9944×11.8）×7.88=25..012226KN9层顶处风荷载作作用下各楼楼层节点上上集中力计计算：F9=（ω10×h10//2+ω9×h9/2）×B=（00.9444×1.88+0.8883×11.8）×7.88=25..651KKN层号i层高hI（m）风荷标准值ωki各层集中力FI（KN）各层剪力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框架架侧移验算算侧移验算一般宜宜在框架内内力计算之之前进行，以以减少因构构件刚度不不足而进行行的重复计计算，由于于该房屋高高度小于550m，且H/B==38.11/15..6=2..44233<4，故无需需考虑柱轴轴力轴向变变形产生的的侧移。顶点侧移与房屋屋总高度之之比分别为为u/H==6.4884/388100==1/58876<〔u/H〕=1/6650第-1、1层间相对侧移与与屋高之比比分别为（ΔU-1）/h--1=0..548//42000=1/77665<<1/4550（ΔU1）/h1=1.7707/44200==1/24460<11/4500（ΔU1）/h1为最大值值，故其它它各层的相相对侧移不不必验算，均均满足规定定。3.8在重力荷荷载作用下下框架内力力计算3.8.1弯矩矩分配系数数U下柱=ic/ic＋＋ib左梁：（1-U下柱）×Kb11/Kb11＋Kb2层数A轴B轴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梁端端固端弯矩矩10层屋面梁梁固端弯矩矩恒载作用下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活载作用下ABB跨=1/112〔2.0××5.4〕×=39..20KKN·mBC跨=1/12（22.0×55.4）×=5.118KNN·m3～9层楼面梁固端弯矩矩恒载作用下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活载作用下ABB跨=1/112〔2.0××5.4〕×=39..20KKN·mBC跨=1/12（22.0×55.4）×=5.118KNN·m-1、1、2层楼面梁固端弯矩矩恒载作用下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活载作用下ABB跨=1/112〔2.0××5.4〕×=39..20KKN·mBC跨=1/12（22.0×55.4）×=5.118KNN·m3.9.3按简简支梁计算算的跨中弯弯矩和剪力力10层恒载下=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活载下=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层恒载下=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活载下=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层恒载下=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活载下=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弯矩矩分配（恒恒载作用下下）传递系数：底层层柱传递系系数1/2，其余各各柱传递系系数1/3，梁远端端固定传递递系数1/2，远端滑滑动传递系系数为-1层数A轴B轴下柱传递的力上柱传递的力左梁右梁下柱传递的力上柱传递的力左梁右梁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分层计算的结果果在节点不不平衡，因因此，还需需要再进行行一次分配配。层数A轴B轴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弯矩矩分配（活活载作用下下）活荷载计算过程程同恒荷载载计算过程程图示层数A轴B轴下柱传递的力上柱传递的力左梁右梁下柱传递的力上柱传递的力左梁右梁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分层计算的结果果在节点不不平衡，因因此，还需需要再进行行一次分配配。活荷载计算过程程同恒荷载载计算过程程图示。层数A轴B轴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内力力组合计算算过程。1.2×恒＋11.4×活框架梁的弯矩层数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框架柱的弯矩层数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——框架柱的轴力层数A轴B轴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框架架梁的调幅幅计算对现浇框架，ββ=0.88调幅前层数AB跨中弯矩BC跨中弯矩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调幅后层数AB跨中弯矩BC跨中弯矩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内力组合合按S=1.2×重重力荷载＋＋1.3×水平地震震作用计算算竖向地震作用和和风荷载不不参与组合合。框架柱的弯矩层数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框架梁的弯矩层数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梁端剪力层数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框架柱的轴力层数A轴B轴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构件截面设设计3.10.1框框架柱设计计。B柱内力组合值=3320.221=37763.6679KNN=4.2m，b==0.555m/b=44.2/00.55==7.6<<8，可视为为短柱，不不考虑纵向向弯曲对偏偏心矩的影影响，取η=1.00其截面按按对称配筋筋计算==320.211/37663.6779=0..085mm=550/300=18..33mmm<20mmm，故取=20mmm=85＋20==105mmm取=35mmη＋h/2-=3445mm=h--=515mmm判断大小偏压η=1.0×1005=1005mm<<0.3==154..5mm故按小偏压计算算。=0.828=3958.885两侧各配6φ330，42399>39558.855该柱在所有柱子子中弯矩最最大，轴力力最大。故故，其它柱柱子按该配配筋方式配配筋，都能能满足稳定定。3.10.2框框架梁设计计设计弯矩取最大大框架梁弯弯矩496..317，该该处剪力也也亦最大343..705故该处梁截面尺尺寸550××250mmm（1）受拉和受压钢钢筋（正截截面受弯承承载力计算算）eq\o\aac(○,1).验算是否否需要采用用双筋截面面受拉钢筋按二排排考虑=h--60=5550-660=4990mm三级钢筋=0..518，单筋截截面最大抗抗弯能力为为==440.1<<496..317故需要采用双筋筋截面。eq\o\aac(○,2).计算令，则440.1133366.664eq\o\aac(○,3).计算由和承担的弯矩为=496.3117-4440.1==56.2217===343.2005eq\o\aac(○,4).计算=＋=3709.8845eq\o\aac(○,5).选用钢筋筋受拉钢筋：5φφ30＋2φ16（=35332.5＋401..2=39933.77）受压钢筋：2φφ16（=4011.2）（2）箍筋（受剪承承载力计算算）剪力设计值v==343..705eq\o\aac(○,1)复核核截面=490//250==1.966<4.00按复核：v=55849337.5NN>3433705NN故截面满满足要求。eq\o\aac(○,2)验算算是否需配配腹筋=1466322.5N<<3437705N故需按计算配置置腹筋eq\o\aac(○,3)仅配配箍筋计算算=0.894选用双肢n=22，φ12，=1133.04s2×113.004/0..894==252..886mmm取s=2500mm选用φ12@250==2×113..04/（250××250）=0.0003622>0.224=0..001114满足要求。3.10.3板板的设计（按按考虑塑性性变形内力力重分布方方法计算）（1）荷载计算大理石楼面11.16100mm厚现现浇钢筋混混凝土板2..5混合砂浆顶棚00.24恒荷载标准值=3..9活荷载标准值=2..0荷载设计值（g＋q）=1.22×3.99＋1.4××2.0==7.488每米板宽宽：（g＋q）×1.00=7.448（2）计算简图内力计算计算跨度：边边跨==66000-2550＋250//2=64475mmm中跨==24000-1225×2==21500mm其中为板的净跨跨。计算支座弯矩时时，一般取取相邻两计计算跨度之之较大值，当当两跨度差差值较小时时，可取其其平均值。跨度差（64755-21550）/2<110%，应按不不等跨连续续梁计算。边边跨一端放放置在梁上上，另一端端与梁整浇浇。板的截面弯矩计计算截面边支座边跨中第一内支座中间跨中弯矩系数01/14-1/111/16（）022.428.512.16截面承载力计算算b=1000mmm，h=1000mm=1000-20==80mmm；=19..1，=3600各截面的配筋计计算板带部位截面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选配钢筋0φ16@160φ16@160φ16@160实配钢筋面积（）01256125612563.10.4次次梁的计算算3.10.5荷载由板传来的荷载载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恒载标准值=24..425活载标准值=2.00×（3.6＋1.8）=8.88荷载设计值（g＋q）=1.22×24..425＋1.4××8.8==41.6633.10.6次次梁计算简简图3.10.7内内力计算计算跨度：边跨跨==66000-2550＋250//2=64475mmm<1.0025=66508中跨==24000-1225×2==21500mm跨度差（64775-21150）/2<110%，应按不不等跨连续续梁计算。截面A支座AB跨中B支座BC跨中弯矩弯矩系数01/14-1/111/16（）022.428.512.16剪力剪力系数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截面承载载力计算次梁跨中按T形形截面计算算，其翼缘缘计算宽度度为边跨=64755/3=22158mmm <3。6m中间跨=21550/3==716..7mm<<3。6m梁高h=500mmm，=5000-35==465mmm，翼缘高高=1000mm判断属哪类T形形截面：边跨跨中=222.4<<=17110.544故跨中截面均属属第一类T形截面。次梁正截面承载载力计算板带部位截面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选配钢筋06φ122φ122φ12实配钢筋面积（）0678.24226.08226.08次梁斜截面承载载力计算板带部位截面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选用箍筋按构造配筋2HYPERLINKmailto:φ8@250φφ8@2550φ8按构造配筋2HYPERLINKmailto:φ8@250φφ8@2550φ8按构造配筋2HYPERLINKmailto:φ8@250φφ8@2550φ8（）——————（）————————————实配箍筋间距（）——————3.10.9主梁计算算主梁吊筋计算次梁传给主梁的的全部荷载载：G+Q=224.4225×7..2×1..2＋8.8××7.2××1.4==299..736KKN则=（G+QQ）/2=5888.8选3φ16，=602.888。3.11楼梯设设计斜板两端与平台台梁和楼梯梯梁整结，平平台板一端端与平台梁梁整结，另另外三端与与框架梁整整结，平台台梁两端与与框架梁整整结。3.11.1斜斜板TB-1设计取1m宽板带作为计算算单元。3.11.1..1确定斜斜板厚度t斜板的水平投影影净长为：：l1n=36000-2500=33550mm，斜板的斜向净长长为: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。荷载计算3.11.1..2楼梯梯斜板荷载载计算荷载种类荷载标准准值荷载分项项系数设计荷载载栏杆自重0.211.20.224斜板自重5.2231.26..2830厚水磨石面层11.1311.21.366板底20厚纸筋灰0.3361.20.433小计g66.928.331活荷载q2.01..422.8总计8.922KNN/m111.111KN//m3.11.1..3计算算简图3.11.1..4内力力计算斜板的内力，一一般只需计计算跨中最最大弯矩即即可。考虑到斜板两端端均与梁整整结，对板板有约束作作用，所以以跨中最大大弯矩取：：M=Pl21nn/10==11.111×3..352/10==12.4468KNN.m，3.11.1..5配筋筋计算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。选用：受力钢筋筋—HYPERLINKmailto:φ8@250φ8@2550φ8@1550，As=5022.4mmm2，分布钢筋—HYPERLINKmailto:φ8@250φ88@2500φ6@3000，（即即每一踏步步下放一根根）3.11.2平平台板PB-1设计3.11.2..1平台板板计算简图图取1m宽作为计算单元元平台板近似地按按短跨方向向的简支板板计算，计算跨度：由于于平台板两两端均与梁梁整结，所所以计算跨跨度取净跨跨：l2n=12250mmm，平台板厚度取tt2=1000mm。3.11.2..2荷载载计算荷载种类荷载标准准值荷载分项项系数设计荷载载平台板自重2..501.2330厚水磨石面层00.751..200.9板底20厚纸筋灰0.3321.200.3844小计g33.574.2884活荷载q2.01..422.8总计55.57KN//m7.0084KKN/m3.11.2..3内力计计算考虑到平台板两两端梁的嵌嵌固作用，中中最大弯矩矩取：M=Pl21nn/10==7.0448×1..252/10==1.1007KN..m，3.11.2..4配筋计计算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。选用：受力钢筋筋—HYPERLINKmailto:φ8@250φ8@2550φ6@3000，As=1133.04mmm2，分布钢筋—HYPERLINKmailto:φ8@250φ88@2500φ6@2550，（即即每一踏步步下放一根根）3.11.3平平台板PB-2设计3.11.3..1平台板板计算简图图取1m宽作为计算单元元平台板近似地按按两邻边嵌嵌固、两邻邻边简支的的双向板计计算，计算跨度：lxx3n=12250mmm，ly3n=33350mmm，平台板厚度取取取t3=1000mm。3.11.3..2荷载计计算3.11.3..3内力计计算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配筋计计算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。选用钢筋：跨中：受力钢筋筋—HYPERLINKmailto:φ8@250φ8@2550φ6@2000，As=1133.04mmm2，分布钢筋—HYPERLINKmailto:φ8@250φ88@2500φ6@2000，As=1133.04mmm2，支座：受力钢筋筋—HYPERLINKmailto:φ8@250φ8@2550φ6@2000，As=1133.04mmm2，分布钢筋—HYPERLINKmailto:φ8@250φ88@2500φ6@2000，As=1133.04mmm2。3.11.4平平台梁TL-1设计3.11.4..1平台梁梁计算简图图平台梁两端搁置置在框架梁梁（或构造造柱）上，所所以计算跨跨度取l=l4nn=33550mm，平台梁截面尺寸寸为：b=250mmm，h=3500mm。3.11.4..2荷载计计算平台梁荷载计算算表荷载标准准值分项系数设计荷载载由斜板传来的恒恒载11.55911..213.99092由平台板传来恒恒载2.2331..22.6776平台梁自重8.7551..210.55平台梁上30厚厚水磨石0.11511.20.11820纸筋灰0.2661..20.3112小计222.9881277.57772活荷载q22.0××（3.355/2＋1.255/2＋0.25）=5.111..47.144总计288.081134..71722内力计算平台梁跨中截面面最大弯矩矩：M=pl4n22/8=334.71172×33.3522/8=448.7002KN..m，平台梁支座截面面最大剪力力：V=pl4nn/2=334.7