前言前言務(wù)是，綜合運(yùn)用大學(xué)四年所學(xué)理論基礎(chǔ)及專業(yè)知識(shí)，通過進(jìn)一步的學(xué)假日陽(yáng)光賓館工程 (學(xué)校專業(yè)學(xué)號(hào))摘要繪制，結(jié)構(gòu)設(shè)計(jì)為本設(shè)計(jì)最主要的部分。結(jié)構(gòu)設(shè)計(jì)主要進(jìn)行了結(jié)構(gòu)方案中①-④軸的一的結(jié)構(gòu)內(nèi)力(彎矩、軸力、剪力)，找出最不利的一組或幾組內(nèi)力組合，選取最不安全1緒論SUNSHINEOFHOLIDAYHOTELPROJECT (DepartmentofEngineeringQinghaiUniversityQingHaiXining810016)ABSTRACTThedesignisdividedintotwoparts:architecturaldesign,structuraldesign.Architecturaldesignandconstructionprogrammeofconstructionplansdrawn,structuraldesign-baseddesignofthemostimportantpart.Majorstructuraldesignofthestructureoftheprogrammeinthe①④axisframeworkofarepresentativeoftheload,andthecombinationofinternalforces,componentseismicreinforcementcalculationanddesign.Indeterminingtheframeworkofthelayout,thefirstforverticalloadvalueandearthquakes,windloads,andthenusingthevalueofDobtainedundertheloadofinternalforces(moment,theaxisofshear),toidentifythemostadverseofaGrouporseveralgroupsofinternalforceportfolio,selectthemostunsafeandreinforcedtheresultsofcalculationgraphics,useofPKPMmodelingreviewtheresults.Inaddition,aseparatecolumnunderthefoundation,floorstaircase,andothercomponentsofthedesign.rkinternalforcescalculation,seismicdesign，2緒論1緒論化、拓寬、綜合教和學(xué)的重要過程,是對(duì)大學(xué)期間所學(xué)專業(yè)知識(shí)的全面總結(jié)。根據(jù)教學(xué)個(gè)月里，在指導(dǎo)老師的幫助下，經(jīng)過資料查閱、設(shè)計(jì)計(jì)算、論文撰寫框架結(jié)構(gòu)設(shè)計(jì)的計(jì)算工作量很大，所以只抽取了一榀框架進(jìn)行手算，其它采用結(jié)構(gòu)M免有不妥和疏忽之處，敬請(qǐng)各位老師批評(píng)指正。32建筑設(shè)計(jì)2建筑設(shè)計(jì)m42建筑設(shè)計(jì)2.1工程名稱2.2設(shè)計(jì)資料2.3建筑技術(shù)條件(1)溫度：夏季最高氣溫39℃，冬季最低氣溫-25℃；(3)雨雪條件：基本雪壓0.40kNm2，凍土深度-0.8m。2.3.2工程地質(zhì)條件(1)設(shè)計(jì)的基本加速度為0.2g，修正后的地基承載力特征值為fa=200kNm2，Ⅱ2.4建筑平面設(shè)計(jì)單2.5建筑剖面設(shè)計(jì)52建筑設(shè)計(jì)2.6建筑立面設(shè)計(jì)2.7建筑屋面排水設(shè)計(jì)。63結(jié)構(gòu)設(shè)計(jì)3結(jié)構(gòu)設(shè)計(jì)3.1結(jié)構(gòu)選型方案的選擇力途徑：樓板的均布活載和恒載經(jīng)次梁間接或直接傳至主梁，再由主(1)屋面結(jié)構(gòu)(2)樓層結(jié)構(gòu)(3)樓梯結(jié)構(gòu)(4)過梁(5)基礎(chǔ)基礎(chǔ)，走廊采用雙柱(6)基礎(chǔ)梁7 3結(jié)構(gòu)設(shè)計(jì)3.2框架結(jié)構(gòu)計(jì)算，抗震設(shè)防類別丙類，填充墻為加采用木門(一層入口處采用鋁合金門)?；撅L(fēng)壓0.45KN/m2，地面粗糙度為B計(jì)基本地震加速度為0.1g，場(chǎng)地類別為Ⅱ類，凍土深度為-0.8m，地下水位為m.2=5.7m，其它層高均為83結(jié)構(gòu)設(shè)計(jì)9N3結(jié)構(gòu)設(shè)計(jì)N==×≥==(1/12~1/8)L(1/12~1/8)L(1/18~1/12)L(1/18~1/12)L(1/2~1/3)L(1/2~1/3)L(1/2~1/3)L(1/2~1/3)Lbhmmmm梁高(mm)567~850600~900567~850167~250267~400267~400200~300200~300(mm)梁11柱的截面尺寸估算aa1n7中柱0.7514.31.25Na2c柱un66q選柱尺寸為600mm×600mm，則A=b×h=600×600=3.5×105mm2﹥3.25×105ccc3結(jié)構(gòu)設(shè)計(jì)實(shí)實(shí)際選用板厚度(mm)最小計(jì)算厚度(mm)計(jì)算板厚度(mm)(mm)度的計(jì)算3結(jié)構(gòu)設(shè)計(jì)bC08.48×1010C0C05×1010I0Nmm2)lcIIc6.60×10109.82×1010Nmm2)mm12~6CcccKKacKb(一般層)(一般層)aici(底層)c9.82×1010104Kb底層)c2K6~2K2K4422根數(shù)DKiccc3結(jié)構(gòu)設(shè)計(jì)504422。3結(jié)構(gòu)設(shè)計(jì)梁(300×800)自重3結(jié)構(gòu)設(shè)計(jì)25×0.3×(0.8-0.1)=5.25KN/m梁(300×600)自重×0.6=4.50KN/m==20.83KN/m⑷(縱向框架梁傳來的集中力)的計(jì)算。梁重(300×800)為：25×0.3×0.7+0.25×0.1×25=5.88KN/m抹灰層(梁外側(cè)為瓷磚貼面)(0.5+0.34)×0.8=0.67KN/m墻寬(7.2-0.6)墻高(3.3-0.8)墻的凈面積=(7.2-0.6)×(3.3-0.8)-4.5=12m2.22+4.5×0.4=28.44KNR=1.8×0.5×3.6×2×3.305=21.42KN1L-1梁重(250×600)25×0.25×(0.6-0.1)=3.13KN/m梁上墻重1.78×(7.2+0.05)×(3.3-0.6)/2=17.42KNR=0.5×(6.8+3.2)×1.8×3.305=29.75KN2F=3.13×6.8/2+17.42+29.75=57.81KNL-13結(jié)構(gòu)設(shè)計(jì)所以F=(5.88+0.67)×7.2+21.42+28.44+57.81=154.83KNAB梁重(300×800)自重為：25×0.3×(0.8-0.1)=5.25KN/m墻寬(7.2-0.6)墻高(3.3-0.8)墻的凈面積=(7.2-0.6)×(3.3-0.8)-4.8=11.7m2×1.78+4.8×0.2=21.79KNR=2×0.5×3.6×1.8×3.305=21.42KN1q=3.305×2/2=3.305KN/m以F=(5.25+3.305)×7.2+21.79+21.42+57.81=162.62KNBCBDA1-2a2+a3)p=121.86.821.86.834.711.87.45KN/m梁(300×800)自重25×0.3×(0.8-0.11)=5.18KN/m3結(jié)構(gòu)設(shè)計(jì)梁(300×600)自重6=3.75KN/m==20.08KN/mA梁重(300×800)為：25×0.3×(0.8-0.11)+0.25×0.11×25=5.86KN/m抹灰層(梁外側(cè)為瓷磚貼面)(0.5+0.34)×0.8=0.67KN/mR=2×0.5×3.6×1.8×4.71=30.52KN1L-1梁重(250×600)25×0.25×(0.6-0.11)=3.06KN/mR=0.5×(6.8+1.6)×1.8×4.71=35.61KN2F=3.06×6.8/2+35.61=46.01KNL-1所以F=(5.86+0.67+3.11)×7.2+30.52+46.01=145.94KNAB梁重(300×800)為5.25KN/mF25+4.71)×7.2+30.52+46.01=148.24KNBCBDA所選計(jì)算單元(一品框架)在恒荷載作用下的計(jì)算簡(jiǎn)圖如下圖所示。3結(jié)構(gòu)設(shè)計(jì)C墻寬(7.2-0.6)墻高(3.3-0.8)墻的凈面積=(7.2-0.6)×(3.3-0.8)-4.8=11.7m2×1.78+4.8×0.2=21.79KN梁(300×800)自重25×0.3×(0.8-0.1)=5.25KN/mq=3.305×2/2=3.305KN/m所以F=(5.25+3.305)×7.2+21.79=83.39KNC下得計(jì)算簡(jiǎn)圖3結(jié)構(gòu)設(shè)計(jì)下的計(jì)算簡(jiǎn)圖m 3結(jié)構(gòu)設(shè)計(jì)m(一)恒荷載計(jì)算平層計(jì)KN/m2KN/m2墻2重KN/m2--5樓面恒荷載計(jì)算樓面荷載/樓面荷載/層KN---4、5層 3結(jié)構(gòu)設(shè)計(jì)結(jié)果總層數(shù)面層m2m5層6層①②線①②線3.650.50.63510.23.650.50.632120.26.80.6320.60.2526(3.6×5+0.6)×9.4-23.6=156首先計(jì)算出墻體沿豎向的凈面積，用凈面積乘其自重便得其重量 3結(jié)構(gòu)設(shè)計(jì)混合砂漿抹面(雙面)--------屋面梁上墻體(女兒墻)重量計(jì)算③×④⑦KN/m2(縱向)(橫向)KN/m2①×②m④m⑤11 3結(jié)構(gòu)設(shè)計(jì)⑥=④-2×③(kN/m2)②—(kN/m2)①③⑧——⑨——④總重量 (kN/÷6?2)?=⑦③②(m2)?——層(kN)?(kN)?=①(kN)?——(m)⑩——?—— 3結(jié)構(gòu)設(shè)計(jì)×⑥2.52.7(kN/m2)①線線(kN/m2)②—③⑤=④-③④⑥⑧⑨——————2)?=⑦(m2)⑩×?——(kN)①×?(kN)(m)⑩——(kN)?——?——? 3結(jié)構(gòu)設(shè)計(jì)2.52.7106.14—20.7—(kN/m2)(kN/m2)----=-———?——(m2)?=⑦(m2)⑩——(kN)(kN)?(kN)?——(kN)?①-③?—— 3結(jié)構(gòu)設(shè)計(jì)(kN/㎡)ABC6.86.82=14.8(kN/㎡)(kN/㎡)(kN)(㎡)積(㎡)(㎡)(kN)(kN)(kN)552 3結(jié)構(gòu)設(shè)計(jì)(kN/㎡)(kN/㎡)寬=-3.6×5+0.66×3=16.83.6×5+0.66×3=16.83.6×5+0.6-0.6×3-2=14.82.1(㎡)(kN/㎡)(kN)(㎡)(m)(kN)(kN)552(kN)m 3結(jié)構(gòu)設(shè)計(jì)m×5+0.6-0.6316.8×=264.65.253.756.23113.4×5+0.6-0.6825.1753.6756.2過道m(xù)房間0.7過道0.5房間過道0.690.49m①-③①-③m重3m數(shù)量層數(shù)3356m①-③mmmm(3 3結(jié)構(gòu)設(shè)計(jì)重mm39m12-56999(二)樓面活荷載計(jì)算樓面活荷載計(jì)算2-6載2㎡活荷載(三)雪荷載計(jì)算0kr0S5.47KN目力荷載代kN(kN)6 3結(jié)構(gòu)設(shè)計(jì)恒荷載恒荷載51作用于建筑物表面的水平風(fēng)荷載標(biāo)準(zhǔn)值W=UUW,這里為風(fēng)振系kZSZ0Z 3結(jié)構(gòu)設(shè)計(jì)ZSSZ(m)(kN)ok(kN/(m)zz654321(一)采用能量法計(jì)算結(jié)構(gòu)的基本自振周期T。(二)結(jié)構(gòu)等效總重力荷載代表值Geqi(三)計(jì)算水平地震影響系數(shù)amax 3結(jié)構(gòu)設(shè)計(jì)g。gggT0.35a=(g)rn2a=()0.91.00.16=0.14Tmax0.4031(四)各層水平地震作用標(biāo)準(zhǔn)值，樓層地震剪力及樓層間位移計(jì)算EK1eqg1下式計(jì)算F=iiFii層水平地震層間的剪力為ik計(jì)算過程見后表樓層最大位移與樓層層高之比為U0.00381911i===<3結(jié)構(gòu)設(shè)計(jì)GiuiGiui2i=165432樓層i=1震作用標(biāo)準(zhǔn)值、樓層地震剪力及樓層間位移計(jì)算Fn880654321 3結(jié)構(gòu)設(shè)計(jì)(一)彎矩二次分配法計(jì)算彎矩 3結(jié)構(gòu)設(shè)計(jì)上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱.592.000.3175.4820.544.60-5.5129.630.46529.190.27-0.4738.990.31720.540.27-5.5125.30.535-77.3733.59-9.25-0.55-53.580.365-80.2023.64-7.5-6.34-70.460.30377.37-18.506.80-4.0571.620.24080.26-15.820.208-13-8.031.221.0678.3-19.970.263-14.82-16.06-6.53.52-26.080.208-16.26-13-6.5-18.440.434-1.5-26.503.07-5.80-36.870.344-1.5-21.5-2.39-23.640.623-6.13-13.259.16-8.720.4520.274-4.78-2.90-10.75-1.866.363.85-7.67-0.910.3778.34-3.71-1.455.540.380.2749.07-2.90-1.453.85-0.50.3170.3170.36515.48-80.2620.5420.5423.6410.2710.27-7.5-4.13-4.13-4.7626.6826.68-68.880.2400.2080.2080.34480.26-16.26-1.5-15-13-13-21.511.82-6.5-6.5-2.390.860.740.741.2377.94-18.76-18.76-22.660.4520.274-4.78-2.90-10.75-1.456.17-7.863.76.17-7.860.2749.07-2.90-1.453.74-0.610.3170.3175.4820.5420.5410.2710.27-4.13-4.1326.6826.680.365-80.2623.64-7.5-4.76-68.880.24080.26-15.820.8677.940.2080.2080.344-16.26-1.5-13-13-21.5-6.5-6.5-2.390.740.741.230.4520.274-4.78-2.90-10.75-1.456.173.74-7.86-0.610.2749.07-2.90-1.453.74-0.610.3170.3175.4820.5420.5410.2713.21-5.07-5.0725.7428.630.4080.3545.4826.4322.930.27-0.91-0.790.365-80.2623.64-7.5-5.83-69.950.238-80.265.42-8.03-0.530.24080.26-15.820.9878.060.2080.208-16.26-13-13-3.07-6.50.850.85-18.65-19.150.2570.2240.15080.26-16.26-16.06-14-9.387.71-6.50.360.320.210.344-1.5-21.5-2.39-23.990.369-1.5-23.06-2.620.520.4520.2740.2741.59.07-4.78-2.90-2.90-10.75-1.45-1.596.233.783.78-7.8-0.57-0.710.4960.300.2041.59.07-5.24-3.18-2.16-11.53-1.456.443.912.65 3結(jié)構(gòu)設(shè)計(jì)74.3578.3225.318.470.3277.9413.5418.726.680.6626.6635.797.180.494.5911.07 3結(jié)構(gòu)設(shè)計(jì)恒荷載作用下的AB跨梁端剪力V、V和跨中彎矩MABBAqq2(kN/m)q1(kN/m)M-74.35-70.32-68.27-69.52-70.50-70.52MAB-53.5870.46-68.88-68.88-69.95-73.4MBAVBA.48.42-73.33-73.1473.89-71.28VABal層65432(三)恒荷載作用下的BC跨梁端剪力V、V和跨中彎矩MBCCB恒荷載作用下的BC跨梁端剪力V、V和跨中彎矩MBCCBMMBC817-23.64-22.66-22.66-23.99-26.66MMCBVBCVCBl222222層654321q2 3結(jié)構(gòu)設(shè)計(jì)61.5218.58-0.79-20.-0.79-0.79-0.74-0.79-0.74-15.75-0.34-0-0.34-0.37-16.1711.322.32-0.37-0.37-0.36-15.98-0.360.43-0.360.43-19.54-13.4270.0319-19-8.52-71.281919下得剪力圖 3結(jié)構(gòu)設(shè)計(jì)框架柱的軸力計(jì)算層61.52145.9428.7171.56154.8328.869.58154.8328.870.76154.8328.871.77154.8328.870.03154.8343.29.5883.3928.7191.6428.891.6491.6491.6428.891.648148.2428.7112.49162.6228.811.32162.6228.811.32162.6228.812.12162.6228.813.42162.6228.8 3結(jié)構(gòu)設(shè)計(jì)荷載作用下的軸力圖 3結(jié)構(gòu)設(shè)計(jì)21.418.439.8820.888.198.8925.658.6924.7825.23.886.666.1523.4424.59.556.256.250.710.570.470.160.170.540.20.220.888.898.8922.766.2524.59.556.250.540.2023.1721.248.586.229.5623.522.4111.936.73.3825.00.866.3823.228.893.060.570.240.540.160.190.2423.511.583.690.08.2 3結(jié)構(gòu)設(shè)計(jì)4.764.76.26.26.26-0.11-0.1220.44-19.854.09.25-21.55.25-5.39-0.12-0.12-0.14.06-5.33-6.51-21.114.4420.0184-20.37.06.06 3結(jié)構(gòu)設(shè)計(jì) 3結(jié)構(gòu)設(shè)計(jì)4.444.443.828.726.8920.888.898.894.210.882.482.0322.757.396.665.9522.6824.597.556.256.250.330.040.460.220.100.540.200.2020.888.8921.249.5622.417.388.898.5822.766.2523.176.2223.56.7324.597.556.2525.007.866.3823.228.893.060.540.20.570.240.540.160.200.190.2423.511.583.690.08屋面雪荷載、樓面活荷載作用下的彎矩圖 3結(jié)構(gòu)設(shè)計(jì)44.10-3.3520.45-3.35-5.25-5.25-5.3920.22-5.39-5.3320.51-5.33-6.5120.01-6.51-2.84-2.840.39-0.130.45-0.13-0.113.97-0.11-0.124.12-0.12-0.124.18-0.12-0.144.44-0.14-0.06-0.060.392.39-2.410.452.293.64-21.253.973.643.79-20.954.123.793.78-20.904.183.783.97-21.114.443.97-20.37用下的剪力圖 3結(jié)構(gòu)設(shè)計(jì)活荷載作用下的軸力圖力計(jì)算(一)確定反彎點(diǎn)高度123 3結(jié)構(gòu)設(shè)計(jì)度計(jì)算64柱264H2—1111—1111Y0h-yhKy31111—1111—1——Y2—00000—00000Y300000—00000—Y00000—00000—(二)風(fēng)荷載作用下柱端彎矩及剪力計(jì)算。 3結(jié)構(gòu)設(shè)計(jì)柱層65A、A邊柱32165F Vj KNDij DijVijyh-yhMmMB 3結(jié)構(gòu)設(shè)計(jì)B、邊柱432 3結(jié)構(gòu)設(shè)計(jì)82.483.218.174.621.0127.03的彎矩圖 3結(jié)構(gòu)設(shè)計(jì) 3結(jié)構(gòu)設(shè)計(jì)圖(一)確定反彎點(diǎn)高度0123 3結(jié)構(gòu)設(shè)計(jì)64柱2642—1111—1111h-yhY0Ky31111—1111—h(m)1——Y2—00000—00000Y300000—00000—Y00000—00000--(二)水平地震作用下柱端彎矩以剪力計(jì)算A 3結(jié)構(gòu)設(shè)計(jì)A剪力計(jì)算DDij(KN/m)M(Kc上M(KVj(KN)832.9977.06.53832.9977.06.53VijDijh-yhy柱C軸(邊B軸(中樓層6543216543213結(jié)構(gòu)設(shè)計(jì)3結(jié)構(gòu)設(shè)計(jì)(單位：KN)3結(jié)構(gòu)設(shè)計(jì)單位：KN)2.6框架梁柱的內(nèi)力組合一、內(nèi)力組合的種類.(一)非抗震設(shè)計(jì)時(shí)的組合GGKQ1Q1K 3結(jié)構(gòu)設(shè)計(jì)GGKQiQiki=1GG2.由永久荷載效應(yīng)控制組合GGKQiciQiki=1GG(二)有地震作用效應(yīng)組合GEGEEhEhk這里對(duì)于永久荷載分項(xiàng)系數(shù)y，當(dāng)其效應(yīng)對(duì)結(jié)構(gòu)不利是取1.2，對(duì)結(jié)構(gòu)有利GG二．框架梁的內(nèi)力組合(一)控制截面的選擇及最不利內(nèi)力+M進(jìn)行截面設(shè)計(jì)。max(二)梁端彎矩的調(diào)幅一)梁端截面配筋計(jì)算3結(jié)構(gòu)設(shè)計(jì)下調(diào)幅后的彎矩圖(單位：KN)3結(jié)構(gòu)設(shè)計(jì)(單位：KN)3結(jié)構(gòu)設(shè)計(jì)圖(單位：KN)cttkyykyyk 3結(jié)構(gòu)設(shè)計(jì)第一層框架梁(AB)非抗震基本組合表內(nèi)恒荷載活荷載風(fēng)荷載力MVMMV-62.39-61.43-71.28-19.05-19.73-20.37-15.50-37.06-15.50-68.36-15.650活+0.6風(fēng))應(yīng)的VM左風(fēng)右風(fēng)-45.47-160.32185.01-182.01101.13127.17128.78128.75、8143.21116.92145.39----133.40-71.14145.27-145.27-129.21-103.17-130.73130.73可變荷載控制的組合(活+風(fēng))左風(fēng)右風(fēng)-101.54-12.74-185.0189.72128.78129.29145.39105.95-101.34-145.27-51.88-114.05-130.73-91.67梁左端跨中梁右端截面位置第一層框架梁(AB)抗震基本組合表內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-62.39-19.05281.69-281.69279.90-452.49452.49-452.49左V70.0320.01-66.9266.929.05183.04183.04183.04端跨M77.5725.8666.92-66.92195.6021.60195.60---中梁M-61.43-19.73-147.85147.85-277.76106.65277.76-277.76右V-71.28-20.37-66.9266.92-184.75-10.76-184.75184.75端 3結(jié)構(gòu)設(shè)計(jì)第一層框架梁(BC)非抗震基本組合表6.62-82.62103.65-103.65-28.5573.4998.2398.2329.4116.6031.61----68.0146.8395.7376.54-40.7061.34-65.6387.43+1.4活(活+風(fēng))左風(fēng)右風(fēng)-37.7830.21-103.659.66254.83-95.73-65.6398.2376.5487.43活荷載風(fēng)荷載-7.56464.44-60.74-68.36-60.74-53.127.6260.74-22.66-7.51力MVMMV梁左端跨中梁右端截面位置第一層框架梁(BC)抗震基本組合表截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3地震作用∣及相∣及相位力恒荷載雪+活地震作用]置左震右震左震右震梁M-22.66-7.56211.95-211.95243.81-307.26307.26-307.26左V13.424.44-34.8734.87-26.5664.1064.1064.10端34.87-34.87跨中梁右端281.69-37.36-37.365.9746-7.51---MMV 3結(jié)構(gòu)設(shè)計(jì)第二層框架梁(AB)非抗震基本組合表內(nèi)恒荷載活荷載風(fēng)荷載力MVMMV-59.46-66.35-73.89-18.05-21.25-21.11-24.68-11.43-53.03-14.18-109.373左風(fēng)右風(fēng)-53.41-142.51160.91-142.51107.39126.59126.37126.59141.94118.11143.50----131.13-88.67137.49-131.13-130.04-110.84-129.67130.04+1.4活(活+風(fēng))左風(fēng)右風(fēng)-96.62-27.28-160.91114.8497.56126.37129.25143.50107.76-137.49-137.49-75.30-118.22-129.67-100.87梁左端跨中梁右端截面位置第二層框架梁(AB)抗震基本組合內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-59.46-18.05260.01-260.01255.83-420.20420.20-420.20左V71.7720.51-71.5871.585.38191.48191.48191.48端跨M77.5525.8571.58-71.58201.6215.52201.62---中梁M-66.35-21.25-116.86116.86-244.2959.55244.29-244.29右V-73.89-21.11-71.5871.58-194.39-8.28-194.39194.39端 3結(jié)構(gòu)設(shè)計(jì)第二層框架梁(BC)非抗震基本組合表恒荷載活荷載風(fēng)荷載-20.396.633.126.68484.18-44.2053.03-44.20-35.37.8344.20-4.36-63.7877.45-77.45-16.6757.5975.5075.5028.8013.9731.52----53.9735.1275.3858.26-28.8245.44-46.6864.70+1.4活(活+風(fēng))左風(fēng)右風(fēng)-33.8211.68-77.458.639.6035.88-75.38-46.6875.5058.2664.70力MVMMV梁左端跨中梁右端截面位置第二層框架梁(BC)抗震基本組合表截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3地震作用∣及相∣及相位力恒荷載雪+活地震作用]置左震右震左震右震梁M-20.39-6.68167.54-167.54189.21-246.40246.40-246.40左V12.124.18-46.2446.24-43.0677.1677.1677.16端-46.24346.26-46.24跨中梁右端260.0153.8653.8642.08486.63---MMV 3結(jié)構(gòu)設(shè)計(jì)第三層框架梁(AB)非抗震基本組合表-58.67-66.-73.-17.75-20.90-20.904-9.235-18.-9.239.2349.231.41.4×(活+風(fēng))活-94.8325-108.-117.3-37.019-129.-125.-147..02.07-82.10-102.47合(0.7活+0.6-59.3396-125.-126.7-133.0967-94.09-111.47∣max4297-125.∣max-133.9----125.7力MVMMV截面位置活荷載梁右端梁左端跨中 3結(jié)構(gòu)設(shè)計(jì)第三層框架梁(AB)抗震基本組合內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-58.55-17.75212.45-212.45195.40-356.98356.98-356.98左V70.7620.22-56.7423.28170.81170.81170.81191.48端跨M76.4725.4956.74-56.74180.8233.30180.82---中梁M-66.25-20.90-98.9898.98-220.7136.63220.71-220.71右V-73.14-20.90-56.7456.74-174.07-26.55-174.07174.07端第三層框架梁(BC)非抗震基本組合表1.4×(活+風(fēng))活左風(fēng)右風(fēng)-9.6-54.9965.25-65.25-10.4849.1263.4863.4827.1012.8829.77----46.3827.4463.9646.77-22.6336.97-36.7352.68梁左端跨中梁右端-27.02-65.25截面位置載力-35.48-19.26-32.10-36.735.933.963.94468.666.68MMMVV 3結(jié)構(gòu)設(shè)計(jì)第三層框架梁(BC)抗震基本組合表截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3地震作用∣及相∣及相位力恒荷載雪+活地震作用]置左震右震左震右震梁M-19.26-6.42141.89-141.89157.49-211.42211.42-211.42左V11.324.12-35.2835.28-29.8161.9261.9261.92端-35.28-35.28跨中梁右端-40.6140.6129.03466.68---MMV第四層框架梁(AB)非抗震基本組合表內(nèi)恒荷載活荷載風(fēng)荷載力MVMMV-58.55-66.25-73.33-17.75-20.90-20.95-6.79-14.65-6.79-31.54456.79左風(fēng)右風(fēng)-69.94-122.93132.37-122.93107.71119.12117.10119.12133.02118.83133.02----122.23-97.61124.29-122.23-125.23-113.82-122.95125.23+1.4活(活+風(fēng))左風(fēng)右風(fēng)-95.11-52.88-132.37111.3399.99117.10125.18132.32111.02-108.76-124.29-87.38-117.33-122.95-105.84梁左端跨中梁右端截面位置 3結(jié)構(gòu)設(shè)計(jì)第四層框架梁(AB)抗震基本組合內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-58.55-17.75168.19-168.19137.74-299.56299.56-299.56左V69.5819.88-48.0548.0532.96157.89157.89157.89端跨M75.1025.0448.05-48.05167.6142.68167.61---中梁M-66.25-20.90-72.1072.10-185.771.69185.77-185.77右V-73.33-20.95-48.0548.05-163.03-38.10-163.03163.03端第四層框架梁(BC)非抗震基本組合表恒荷載活荷載風(fēng)荷載-19.266.682.3242463.97-26.28-31.54-26.28-21.015.2726.28-14.64-49.9457.67-57.67-2.9041.2551.7051.7024.4215.5625.75----35.9617.0248.3431.14-15.0529.10-25.3340.90+1.4活(活+風(fēng))左風(fēng)右風(fēng)-32.1-4.73-57.6719.14-14.5351.708.668.34-48.34-25.3331.1440.90力MVMMV梁左端跨中梁右端截面位置 3結(jié)構(gòu)設(shè)計(jì)第四層框架梁(BC)抗震基本組合表截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3地震作用∣及相∣及相位力恒荷載雪+活地震作用]置左震右震左震右震梁M-19.26-6.42103.37-103.37107.42-161.35161.35-161.35左V11.323.97-32.4132.41-26.1758.1058.1058.10端.4126.94-32.41跨中梁右端-168.1936.9736.97-25.30466.68---MMV第五層框架梁(AB)非抗震基本組合表內(nèi)恒荷載活荷載風(fēng)荷載力-18.20-3.31-2.37-21.45-21.55左風(fēng)右風(fēng)-87.23-110.15111.99-110.15113.86119.42115.80119.42131.68127.70131.68----60.98-46.0367.11-60.98-125.72-120.16-121.83125.72+1.4活(活+風(fēng))左風(fēng)右風(fēng)-97.35-77.61-111.99114.49-107.46115.80128.91128.29122.32-58.90-67.11-44.69-120.67-121.83-113.49梁左端跨中梁右端截面位置-59.89-24.06-75.42-13.648.90-3.31MMMVV 3結(jié)構(gòu)設(shè)計(jì)第五層框架梁(AB)抗震基本組合截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-59.89-15.90100.24-100.2448.90-211.72211.72-211.72左V71.5620.45-26.3726.3763.86132.42132.42132.42端-26.37102.23-137.54跨中梁右端102.23-137.54-47.50-26.37-19.34-21.25-24.06-75.428.97---MMV第五層框架梁(BC)非抗震基本組合表恒荷載活荷載風(fēng)荷載-20.09-6.523.49-6.70404.09-13.2013.64-13.20-12.750-22.98-44.4048.62-48.629.7831.9636.7736.7722.1221.3722.12----20.652.2625.518.26-2.3719.81-7.2925.973.49-8.389.91×1.4×(活+風(fēng))6.49-25.51-7.2925.97力MVMMV梁左端跨中梁右端-48.62截面位置 3結(jié)構(gòu)設(shè)計(jì)第五層框架梁(BC)抗震基本組合表截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-20.09-6.2868.10-68.1060.65-116.41116.41-116.41左V12.490.45-16.0716.07-5.6336.1536.1536.15端16.07-138.37-16.07跨中梁右端100.246.43.432.65-6.52---MMV第六層框架梁(AB)非抗震基本組合表左風(fēng)右風(fēng)-68.03-81.7682.19-81.7699.38102.1898.72102.18139.21135.05139.21----106.23-100.84106.23-106.23-111.95-109.15-111.95111.95+1.4活(活+風(fēng))左風(fēng)右風(fēng)-73.81-61.60-82.1999.1594.5198.72166.31135.62129.37-103.55-104.54-96.45-108.77-108.09-103.88活荷載風(fēng)荷載-13.6918.09-1.671.6727.262.48-2.48-21.78-3.213.21-19.85-1.671.67-45.54-60.88-67.48力MVMMV梁左端跨中梁右端截面位置-8.17 3結(jié)構(gòu)設(shè)計(jì)第六層框架梁(AB)抗震基本組合截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-45.54-3.7744.33-44.330.72-114.54114.54-114.54左V61.524.10-13.4313.4358.8393.7493.7493.74端.43-60.88-67.48跨中梁右端.4797.95-52.5297.9564.9699.88.4399.883.6341---MMV第六層框架梁(BC)非抗震基本組合表-48.69-56.4156.67-56.6724.3835.1236.3536.3532.1229.1232.13----17.45-3.7319.940.6512.2322.979.4425.55恒荷載活荷載風(fēng)荷載-10.45-6.39-1.79-8.17-6.39-52.24-9.736×1.4×(活+風(fēng))4.9819.949.4425.55力MVMMV梁左端跨中梁右端-56.57截面位置-31.340.604.60 3結(jié)構(gòu)設(shè)計(jì)第六層框架梁(BC)抗震基本組合表截截荷載類型內(nèi)力組合面內(nèi)1.2[恒荷載+0.5×(雪+活)+1.3位力恒荷載雪+活地震作用]置左震右震左震右震梁M-31.34-0.7525.04-25.04-5.51-70.6170.61-70.61左V18.580.39-9.659.659.9935.0835.0835.08端9.6566.69.82跨中梁右端-44.330.28.829.6541-6.52---MMV第一層框架柱(A)非抗震基