目錄目錄目錄咸陽市某小區高層住宅樓1號樓結構設計摘要本設計為咸陽市渭城區名流花園高層住宅樓1號樓結構設計，建筑形狀大致為矩形。此次設計的高層住宅樓的建筑層數為12層，地上12層為1單元，每單元一梯三戶，高度36.3米，長度28.9米，寬度20.20米，建筑總面積約為4918.50㎡，結構為剪力墻結構，該地區抗震烈度經查閱為8度，場地分類經查為Ⅱ類，設計地震分組經查為第二組，基本風壓經查為0.35KN/㎡，地面的粗糙度分類經查為C類，基本雪壓經查是0.25KN/㎡，極端高氣溫為38℃，極端低氣溫為-5℃。首先完成建筑設計最終的結果包括建筑平面圖、剖面圖、建筑立面圖；然后也完成結構設計：荷載的計算、內力的計算并進行內力組合以及截面設計。在建筑設計結束后，根據建筑圖紙確定相應的計算簡圖，然后根據設計規范和相關書籍進行相關數據的計算，將計算所得到的內力值進行內力組合，再去選擇其中特別不利的組合值進而做最終的梁柱的截面設計。關鍵字：建筑設計；結構設計；抗震設計；內力組合目錄摘要 IABSTRACT II第一章工程概況 11.1工程概況 11.2工程地質及水文氣象條件 11.2.1氣象條件 11.2.2地質條件 11.2.3地震資料 1第二章剪力墻結構分析計算 22.1剪力墻的類型判別及剛度計算 22.1.1剪力墻的截面特征計算與類型判別 22.1.2剪力墻類型的判別 42.1.3各片剪力墻剛度計算 102.1.4總框架、總剪力墻剛度及結構剛度特征值 172.2重力荷載計算[14] 182.2.1屋面荷載 182.2.2樓面荷載 192.2.3墻體自重重力荷載 192.2.4梁自重重力荷載 202.3風荷載計算 212.4水平地震作用計算 222.4.1重力荷載代表值計算 222.4.2結構基本自振周期 232.4.3水平地震作用計算 242.4.4結構水平位移驗算 26第三章 273.1水平地震作用下結構內力計算 273.1.1總剪力墻、總框架內力計算 273.1.2剪力墻內力的分配 283.2風荷載作用下結構內力計算 323.2.1總剪力墻、總框架內力計算 333.2.2剪力墻內力的分配 333.3豎向荷載作用下結構內力計算 323.3.1XSW-14（整截面墻） 323.3.2XSW-10（小開口墻） 33第四章 354.1內力組合 354.1.1結構抗震等級 354.1.2剪力墻內力組合 35第五章截面設計 435.1XSW-14（整截面墻）截面設計 435.1.1驗算墻肢截面尺寸 435.1.2軸壓比驗算 445.1.3偏心受壓正截面承載力計算 445.1.4斜截面受剪承載力計算 455.2XSW-10（小開口墻）截面設計 465.2.1左墻肢 465.2.2右墻肢 495.2.3連梁 515.3樓板 525.3.1荷載 525.3.2計算 53參考文獻 54

第一章工程概況1.1工程概況本工程為咸陽市名流花園高層住宅樓1號樓，該住宅總層數12層，每單元一梯三戶，建筑總高度大致為36.30m，長度大致為28.90m，寬度大致為20.20m，建筑總面積大致為4918.50㎡，層高大致為2.8m。此次設計的高層住宅樓屋面將采用有組織排水的建筑方式，且該樓為不上人屋面。女兒墻高度為1m，電梯機房高度為3m。1.2工程地質及水文氣象條件1.2.1氣象條件建筑所在地區粗糙型為C類；極端低氣溫為-11℃，極端高溫度為41℃。建筑物所在地區基本風壓為0.35KN/㎡，基本雪壓0.25KN/㎡。1.2.2地質條件（1）從工程地質的勘探報告上可以看出，擬建工地的地勢非常平整，工地地層也沒有對建筑場地穩定性有不良的地質作用，非常適合建筑。不考慮地下水的影響。（2）該地區地基承載力特征值為220.0Kpa。1.2.3地震資料所設計高層住宅樓的安全等級為：二級?？拐鹪O防烈度基本地震加速度設計地震分組8度0.1g第二組地震參數：Tg=0.40s，αmax=0.12.第二章剪力墻結構分析計算2.1剪力墻的類型判別及剛度計算在這次的設計中，只對其中的一個方向進行相關的計算，且假定其中所有的結構并無扭轉，也不考慮縱橫墻的共同協作。2.1.1剪力墻的截面特征計算與類型判別圖1-1X方向各片剪力墻的截面尺寸根據建筑圖紙中標準層平面圖，得到在X方向各剪力墻的平面尺寸，如上圖1-1所示；其中XSW-4、XSW-12、XSW-14為整截面墻，在此次設計中的外墻的門窗洞口高2400mm，其中窗洞口高為1500mm，窗臺高900mm，外墻門窗洞口處的連梁高都是450mm；內墻門洞口的高2000mm，則內墻的門洞口處的連梁高750mm。由此對外墻連梁的截面面積、慣性矩分別計算：Abj=0.2×0.45=0.09m內墻連梁的截面面積和慣性矩分別為 Abj=0.2×0.75=0.15m2Ibj0=1/12×0.2×0.753=7.03×10-3m4剪力墻連折算慣性矩見表1-1。XSW-1A1=0.2×3.15=0.63m2I1=1/12×0.2×3.153=520.9×10-3m4A2=0.2×1.2=0.24m2I2=1/12×0.2×1.23=28.8×10-3m4A3=0.2×1.65=0.33m2I3=1/12×0.2×1.653=74.9×10-3m4A4=0.2×1.5=0.3m2I4=1/12×0.2×1.53=56.25×10-3m4A5=0.2×1.35=0.27m2I5=1/12×0.2×1.353=41×10-3m4A6=0.2×0.75=0.15m2I6=1/12×0.2×0.753=7×10-3m4XSW-2A1=0.2×1.9=0.38m2I1=1/12×0.2×1.93=114.3×10-3m4A2=0.2×0.4=0.08m2I2=1/12×0.2×0.43=1.1×10-3m4A3=0.2×2.2=0.44m2I3=1/12×0.2×2.23=177.5×10-3m4XSW-3A1=0.2×1.2=0.24m2I1=1/12×0.2×1.23=28.8×10-3m4A2=0.2×4.0=0.8m2I2=1/12×0.2×4.03=1066.7×10-3m4A3=0.2×0.4=0.08m2I1=1/12×0.2×0.43=1.1×10-3m4A4=0.2×1.5=0.3m2I1=1/12×0.2×1.53=56.25×10-3m4XSW-5A1=0.2×4.1=0.82m2I1=1/12×0.2×4.13=1148.7×10-3m4A2=0.2×0.3=0.06m2I2=1/12×0.2×0.33=0.45×10-3m4XSW-6A1=0.2×1.35=0.27m2I1=1/12×0.2×1.353=41×10-3m4A2=0.2×1.5=0.3m2I2=1/12×0.2×1.53=56.25×10-3m4A3=0.2×4.55=0.91m2I3=1/12×0.2×4.553=1569.9×10-3m4A4=0.2×7.2=1.44m2I4=1/12×0.2×7.23=6220.8×10-3m4A5=0.2×4.55=0.91m2I5=1/12×0.2×4.553=1569.9×10-3m4A6=0.2×1.5=0.3m2I6=1/12×0.2×1.53=56.25×10-3m4A7=0.2×1.35=0.27m2I7=1/12×0.2×1.353=41×10-3m4XSW-7A1=0.2×0.2=0.04mA2=0.2×0.92=0.184m2I2=1/12×0.2×0.923=14.3×10-3m4A3=0.2×0.3=0.06m2I3=1/12×0.2×0.33=0.45×10-3m4A4=0.2×0.9=0.18m2I4=1/12×0.2×0.93=12.2×10-3m4A5=0.2×0.2=0.04m2I5=1/12×0.2×0.233=0.1×10-3mXSW-8A1=0.2×1.05=0.21m2I1=1/12×0.2×1.053=19.3×10-3m4A2=0.2×2.1=0.42m2I2=1/12×0.2×2.13=154.35×10-3m4A3=0.2×1.05=0.21m2I3=1/12×0.2×1.053=19.3×10-3m4XSW-9A1=0.2×1.5=0.3m2I1=1/12×0.2×1.53=56.25×10-3m4A2=0.2×5.3=1.06m2I2=1/12×0.2×5.33=2481.3×10-3m4A3=0.2×1.2=0.24m2I3=1/12×0.2×1.23=28.8×10-3m4XSW-10A1=0.2×2.55=0.51m2I1=1/12×0.2×2.553=276.4×10-3m4A2=0.2×2.85=0.57m2I2=1/12×0.2×2.853=385.8×10-3m4XSW-11A1=A2=0.2×0.6=0.12m2I1=I2=1/12×0.2×0.63=3.6×10-3m4XSW-13A1=0.2×0.2=0.04m2I1=1/12×0.2×0.23=0.1×10-3m4A2=0.2×1.7=0.34m2I2=1/12×0.2×1.73=81.9×10-3m4XSW-15A1=A2=0.2×0.65=0.13m2I1=I2=1/12×0.2×0.653=4.6×10-3m4XSW-16A1=0.2×3.45=0.68m2I1=1/12×0.2×3.453=655×10-3m4A2=0.2×0.25=0.05m2.1.2剪力墻類型的判別剪應力的不均勻系數μ=1.2，根據表1-1以及表1-2，然可進行各片剪力墻的類型判別。計算結果見表1-2。XSW-4、XSW-12、XSW-14墻上都沒有洞口，最后對整截面墻進行計算。表1-1各片剪力墻連梁的折算慣性矩墻號洞口lbj0mhbjmlbjmAbjm2Ibj0m4Ibjm4ajmIbjaj2/lbj3ΣIbjaj2/lbj3XSW-110.60.40.80.080.0010.000592.7750.00890.015121.50.41.70.080.0010.000872.9250.001531.50.41.70.080.0010.000873.0750.001741.50.41.70.080.0010.000872.9250.001551.20.41.40.080.0010.000812.250.0015XSW-210.90.71.250.140.00570.00292.050.0620.013420.90.71.250.140.00570.00292.20.072XSW-311.80.42.00.080.0010.00094.40.00220.022120.90.71.250.140.00570.00293.10.014330.70.71.050.140.00570.00241.650.0056XSW-511.00.71.350.140.00570.00323.20.01330.0133XSW-611.80.42.00.080.0010.00093.2250.00120.1321.80.42.00.080.0010.00094.8250.002631.00.71.350.140.00570.00326.8750.061241.00.71.350.140.00570.00326.8750.061251.80.42.00.080.0010.00094.8250.002661.80.42.00.080.0010.00093.2250.0012XSW-710.80.71.150.140.00570.00271.3750.00340.008721.20.41.40.080.0010.00081.8250.0009731.20.41.40.080.0010.00081.8250.0009740.80.71.150.140.00570.00271.3750.0034XSW-811.80.42.00.080.0010.00093.3750.00130.00321.50.41.70.080.0010.00093.0750.0017XSW-910.70.71.050.140.00570.00244.10.03490.037821.80.42.00.080.0010.00095.050.0029XSW-1010.90.71.250.140.00570.00293.60.01920.0192XSW-1111.80.41.40.080.0010.00081.50.0010.001XSW-1310.80.71.150.140.00570.00271.750.00540.0054XSW-1511.20.71.550.140.00570.00351.80.0030.003XSW-1610.90.71.250.140.00570.00321.350.0090.009表1-2各片剪力墻類型的判別墻號ΣIjm4Im4Inm4ΣIbjaj2/lbj3m3ταIn/I類型XSW-10.7288545.8845.15150.01510.8510.86>100.98>ξ=0.997壁式框架XSW-20.29293.97973.68680.01340.816.63>100.93>ξ=0.956壁式框架XSW-31.152913.068811.91590.02210.810.77>100.91<ξ=0.97整體小開口墻XSW-51.14921.72170.57250.01330.8512.99>100.33<ξ=0.942整體小開口墻XSW-69.5551298.0005288.44540.130.88.8<10聯肢墻XSW-70.02932.11412.08480.00870.841.24>100.986<ξ=0.887壁式框架XSW-80.1934.5664.3730.0039.7<10聯肢墻XSW-92.566411.163413.72980.03789.44<10聯肢墻XSW-100.66224.15063.48840.019212.93>100.84<ξ=0.943整體小開口墻XSW-110.00720.21060.19440.00121.38>100.96>ξ=0.903壁式框架XSW-130.0820.19160.10960.005423.68>100.572<ξ=0.898整體小開口墻XSW-150.00720.21060.19440.00356.67>100.964>ξ=0.887壁式框架XSW-160.65510.93050.27540.00915.38>100.296<ξ=0.926整體小開口墻

表A-1各片剪力墻的截面特征墻號各墻肢截面面積Ajm2各墻肢截面慣性矩Ij10-3m4形心軸yim組合截面慣性矩Im4A1A2A3A4A5A6A7I1I2I3I4I5I6I7XSW-10.750.3510.3260.2960.2500.311523.2029.075.056.3041.007.007.0046.28ΣAj=2.284ΣIj=731.500XSW-20.3500.0500.381114.301.10177.503.1854.23ΣAj=0.781ΣIj=292.91XSW-30.2400.8000.1000.30029.001067.01.10056.2525.54112.972ΣAj=1.421ΣIj=1153.0XSW-50.8200.1001149.00.4502.3721.717ΣAj=0.90ΣIj=1149.450XSW-60.300.301.001.4401.000.300.3041.0056.301570.06221.01570.056.304116.41295.43ΣAj=4.130ΣIj=9555.1XSW-70.0400.2000.1000.200.0410.1014.2930.485013.5690.0512.9522.051ΣAj=0.581ΣIj=28.498續表C-1XSW-80.2110.4320.25120.12156.5120.4513.7636.784ΣAj=0.894ΣIj=197.081XSW-90.4011.240.53356.342480.52328.5315.21014.284ΣAj=2.174ΣIj=2565.394XSW-100.4920.561277.23385.743.2434.2151ΣAj=1.053ΣIj=662.97XSW-110.0720.0473.5613.731.1570.2015ΣAj=0.119ΣIj=7.291XSW-130.0350.3370.182.01.7310.2357ΣAj=0.372ΣIj=82.1XSW-150.1150.1153.63.611.1660.173ΣAj=0.23ΣIj=7.21XSW-160.680.035652.510.0622.351.520ΣAj=0.715ΣIj=652.572

2.1.3各片剪力墻剛度計算2.1.3.1XSW-4,XSW-12,XSW-14（整截面墻）整截面墻的等效剛度計算:EcIeq=1~6層，Ec=2.8×107kN/m27~12層，Ec=2.55×107kN/m2則沿豎向的加權平均值為：Ec=kN/m2由式EcIeq=計算各整截面墻等效剛度，見下表：表1-3整截面墻的等效剛度墻號H,mb×hm×mAwm2Iwm4μEc107kN/m2EcIeq107kN.m2XSW-433.60.2×6.31.264.167451.22.67510.806XSW-120.2×6.61.324.79161.22.67512.387XSW-140.2×3.90.780.98871.22.6752.6132.1.3.2剪力墻XSW-1、XSW-2、XSW-3、XSW-5、XSW-10、XSW-13、XSW-16(小開口墻)整體小開口墻的等效剛度由下述公式計算：EcIeq=計算結果見下表1-4表1-4整體小開口墻的等效剛度墻號HmAm2Im4μEc,107kN/m2EcIeq,107kN.m2XSW-333.61.4213.06871.22.67525.704XSW-50.881.72173.617XSW-101.084.15068.567XSW-130.380.19160.4081XSW-160.720.93051.9672.1.3.3XSW-6,XSW-8,XSW-9（雙肢墻）因水平地震作用的分布近似看作倒三角形分布，所以：EcIeq=結果見下表1-5。表1-5雙肢墻的等效剛度墻號ΣDjm3ΣIjm4α12α2τψaAjm2γE107kN.m2XSW-60.269.555165.82877.4450.850.03864.130.0059125.118XSW-80.0061.58219.174611.46830.80.19660.840.004811.293XSW-90.07562.566471.272289.09030.80.03441.60.004128.3162.1.3.4XSW-1,XSW-2,XSW-7,XSW-11,XSW-15（壁式框架）[5]壁梁和壁柱的剛域長度按式lb1lb2lc1=clc2=c計算。表1-6,表1-7分別由式EI=計算壁梁與壁柱的等效剛度，表中ηv按式ηv=確定；β=,式=分別是壁梁、壁柱的線剛度和混凝土的彈性模量；1~6層，E7~12層，E根據梁柱線剛度比可求得柱的側移剛度修正系數，再由式D=αckc計算XSW-1的側移剛度，然后計算壁式框架的剪切剛度，結果下表：表1-7XSW-1壁柱等效剛度計算樓層柱號bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~1210.2×3.150.52092.82.80.2085276.95098.91120.2×1.20.02882.80.644747.34716.91030.2×1.650.07492.80.49093.58833.42440.2×1.50.05632.80.537477.08327.53050.2×1.350.0412.80.589261.60122.00060.2×0.750.0072.7750.820915.0535.3762~610.2×3.150.52092.82.80.2085304.101108.60820.2×1.20.02882.80.644751.98918.56730.2×1.650.07492.80.490102.76336.70140.2×1.50.05632.80.537484.64130.22950.2×1.350.0412.80.589267.64024.15760.2×0.750.0072.7750.820916.5285.903110.2×3.150.52092.62.60.1851269.972103.83520.2×1.20.02882.60.639151.53719.82230.2×1.650.07492.60.452894.96136.52340.2×1.50.05632.60.500478.81330.31350.2×1.350.0412.60.552963.47324.41360.2×0.750.0072.58750.799415.8966.114表1-6XSW-1壁梁等效剛度計算樓層梁號bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.40.0010.82.7750.587262.49522.52121.72.9250.865311.2393.84231.73.0750.865313.0594.24741.72.9250.865311.2393.84251.42.250.81338.6093.8261~610.2×0.40.0010.82.7750.587268.62224.72921.72.9250.865312.3414.21931.73.0750.865314.3394.66341.72.9250.865312.3414.21951.42.250.81339.4534.201表1-8XSW-1壁式框架剪切剛度及壁柱的側移剛度樓層柱號hmKc104kN/mαcD/×104kN/mCf/×104kN8~1212.898.9110.2280.10215.442126.185216.9101.5590.43811.337333.4240.2470.1105.628427.5300.3000.1305.478522.0000.3490.1495.01765.3760.7120.2632.164712.898.9110.2390.10716.199131.107216.9101.6350.45011.647333.4240.2570.1145.832427.5300.31100000.3660.1555.21965.3760.7470.2722.2382~612.8108.6080.2280.10216.956138.289218.5671.5590.43812.447336.7010.2460.1106.179430.2290.2940.1285.922524.1570.3490.1495.50965.9030.7120.2632.376112.6103.8350.2380.33060.826367.167219.8221.4600.56619.916336.5230.2430.33121.460430.3130.2930.34618.618524.4130.3450.36015.60166.1140.6870.4424.797同理，計算XSW-2壁梁和壁柱等效剛度和柱的側移剛度，并計算壁式框架的剪切剛度，如下表：表1-9XSW-2壁梁等效剛度計算樓層梁號bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~12左梁0.2×0.70.00571.252.050.51633.08216.138右梁1.252.20.51640.88918.5861~6左梁0.2×0.70.00571.252.050.51636.32617.72右梁1.252.20.51644.89720.408表1-10XSW-2壁式框架的剪切剛度及壁柱的側移剛度樓層柱號hmKc104kN/mαcD104kN/mCf104kN8~12左柱2.844.4840.3630.15410.48670.112中柱1.65221.0190.9132.309右柱56.740.3280.14112.2457左柱2.844.4840.3180.16010.89472.744中柱1.65222.050.9172.319右柱56.740.3440.14712.7672~6左柱2.848.8460.3630.15411.51476.986中柱1.81421.0190.9132.532右柱62.3030.3280.14113.4461左柱2.648.1510.3680.36731.369189.662中柱1.77421.4930.9362.948右柱60.7870.3360.35838.630表1-11XSW-2壁柱等效剛度計算樓層柱號bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~12左柱0.2×1.90.11432.82.7750.416124.55644.484中柱0.2×0.40.00112.30.9144.6261.652右柱0.2×2.20.17752.80.351158.87156.742~6左柱0.2×1.90.11432.82.7750.416136.76748.846中柱0.2×0.40.00112.30.9145.0791.814右柱0.2×2.20.17752.80.351174.44762.3031左柱0.2×1.90.11432.62.5750.380125.91248.151中柱0.2×0.40.00112.20.9074.6111.774右柱0.2×2.20.17752.60.318158.04660.787同理，可以計算得到XSW-7壁梁和壁柱的等效剛度以及柱的側移剛度，并計算壁式框架的剪切剛度，如下表：表1-12XSW-7壁柱等效剛度計算樓層柱號bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~1210.2×0.20.00012.82.20.9820.5160.18420.2×0.950.01432.80.74327.0939.67630.2×0.30.000452.550.9601.4580.52140.2×0.950.01432.80.74327.0939.67650.2×0.20.00012.20.9820.5160.1842~610.2×0.20.00012.82.20.9820.5670.20220.2×0.950.01432.80.74329.75010.62530.2×0.30.000452.550.9601.6010.57240.2×0.950.01432.80.74329.75010.62550.2×0.20.00012.20.9820.5670.202110.2×0.20.00012.62.150.9810.4860.18720.2×0.950.01432.60.71428.58910.99630.2×0.30.000452.4750.6941.0140.39040.2×0.950.01432.60.71428.58910.99650.2×0.20.00012.150.9810.4860.187表1-13XSW-7壁梁等效剛度計算樓層梁號bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.70.00571.151.3750.47411.7768.56520.2×0.40.0011.41.8250.8134.5922.51630.2×0.40.0011.41.8250.8134.5922.51640.2×0.70.00571.151.3750.47411.7768.5651~610.2×0.70.00571.151.3750.47412.9319.40420.2×0.40.0011.41.8250.8135.0432.76330.2×0.40.0011.41.8250.8135.0432.76340.2×0.70.00571.151.3750.47412.9319.404表1-14XSW-7壁柱的側移剛度以及壁式框架的剪切剛度樓層柱號hmKc104kN/mαcD104kN/mCf104kN8~1212.80.18446.5490.9590.2733.5529.6761.1450.3645.39130.5219.6580.8280.6649.6761.1450.3645.39150.18446.5490.9590.27712.80.18448.8290.9610.27134.48529.6761.2010.3755.55430.52110.1320.8350.66649.6761.2010.3755.55450.18448.8290.9610.2712~612.80.20246.5540.9590.29736.845210.6251.1450.3645.9230.5729.6610.8280.725410.6251.1450.3645.9250.20246.5540.9590.297112.60.18750.2890.9710.32255.786210.9961.1060.51710.09230.39014.1690.9070.628410.9961.1060.51710.09250.18750.2890.9710.322同理，計算XSW-11壁梁、壁柱的等效剛度以及柱的側移剛度，并計算壁式框架的剪切剛度，如下表：表1-15XSW-11壁梁等效剛度計算樓層梁號bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.40.0011.41.80.8134.4062.4481~614.8382.688表1-16XSW-11壁柱等效剛度計算樓層柱號bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~12左柱0.2×0.60.00362.82.70.8718.9183.185右柱0.2×0.60.8718.9183.1852~6左柱0.2×0.60.00362.82.70.8719.7923.497右柱0.2×0.60.8719.7923.4971左柱0.2×0.60.00362.62.550.8589.1673.526右柱0.2×0.60.8589.1673.526表1-17XSW-11壁柱的側移剛度及壁式框架的剪切剛度樓層柱號hmKc104kN/mαcD104kN/mCf104kN8~12左柱2.83.1850.7690.2781.3557.588右柱3.1850.7690.2781.3557左柱2.83.1850.8060.2871.3997.834右柱3.1850.8060.2871.3992~6左柱2.83.4970.7690.2781.4888.333右柱3.4970.7690.2781.4881左柱2.63.5260.7620.4572.86014.872右柱3.5260.7620.4572.860同理，計算XSW-15壁梁、壁柱等效剛度以及柱的側移剛度，并計算壁式框架的剪切剛度，如下表：表1-18XSW-15壁梁等效剛度計算樓層梁號bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.70.00571.551.80.62114.1367.8531~6115.5228.623表1-19XSW-15壁式框架的剪切剛度及壁柱的側移剛度樓層柱號hmKc104kN/mαcD104kN/mCf104kN8~12左柱2.84.3841.7910.4723.16717.735右柱4.3841.7910.4723.1677左柱2.84.3841.8790.4843.24818.189右柱4.3841.8790.4843.2482~6左柱2.84.8131.7920.4733.48519.516右柱4.8131.7920.4733.4851左柱2.64.9291.7490.6005.25027.30右柱4.9291.7490.6005.250表1-20XSW-15壁柱等效剛度計算樓層柱號bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~12左柱0.2×0.60.00362.82.40.84212.2744.384右柱0.2×0.60.84212.2744.3842~6左柱0.2×0.60.00362.82.40.84213.4784.813右柱0.2×0.60.84213.4784.8131左柱0.2×0.60.00362.62.250.82412.8164.929右柱0.2×0.60.82412.8164.9292.1.4總框架、總剪力墻剛度及結構剛度特征值總框架的剪切剛度計算為：Cf==558.146×104kN表1-21壁式框架的總剪切剛度樓層hmC總壁式框架各層剪切剛度104kN總剪切剛度Cf104kNXSW-1（2）XSW-2（2）XSW-7（2）XSW-11（2）XSW-15（2）8~122.8126.18570.11233.5507.58817.735476.79558.14672.8131.10772.74434.4857.83418.189494.2332~62.8138.28976.98636.8458.33319.516523.09312.6367.167189.66255.78614.87227.30125.788總剪力墻剛度等于各片剪力墻等效剛度的總和，計算結果見下表1-22。結構剛度特征值計算為：λ=表1-22總剪力墻的剛度墻號墻體類型數量EcIeq107kN.m2ΣEcIeq107kN.m2XSW-4整截面墻110.810250.695XSW-12112.390XSW-1422.610XSW-3整體小開口墻125.711XSW-523.617XSW-1018.567XSW-1320.4081XSW-1621.967XSW-6聯肢墻（雙肢墻）1125.1182XSW-8211.2931XSW-9128.31632.2重力荷載計算[14]2.2.1屋面荷載屋面恒載30厚細石混凝土基層防水保護層0.03×20=0.600kN/m2160厚巖棉保溫層0.400kN/m220厚水泥砂漿找平層0.02×20=0.400kN/m220厚水泥沙漿找平層0.02×20=0.400kN/m2120厚鋼筋混凝土板0.12×25=3.000kN/m20.01×14=0.140kN/m2合計Σ4.940kN/m2屋面活荷載（不上人）0.5kN/m2屋面雪荷載0.25kN/m22.2.2樓面荷載200厚加氣混凝土0.2×0.55=1.1kN/m210厚干硬性水泥砂漿找平層0.02×20=0.400kN/m2160厚巖棉保溫層0.10×25=3.000kN/m20.02×10=0.200kN/m2合計Σ4.700kN/m2衛生間、廚房地面恒載10厚陶瓷地磚0.008×17.8=0.142kN/m220厚硬性水泥砂漿找平層0.02×20=0.400kN/m2120mm厚鋼筋混凝土板0.12×25=3.000kN/m210厚水泥砂漿打底0.01×20=0.200kN/m2合計Σ3.242kN/m2陽臺恒載20厚干硬性水泥砂漿找平層0.02×20=0.400kN/m2120厚鋼筋混凝土板0.10×25=3.000kN/m210厚水泥石灰膏砂漿打底0.01×15=0.150kN/m2合計Σ3.550kN/m22.2.3墻體自重重力荷載2.2.3.1外墻6厚水泥砂漿罩面0.006×20=0.120kN/m212厚水泥砂漿0.012×20=0.240kN/m2200厚鋼筋混凝土墻0.20×25=5.000kN/m20.02×20=0.400kN/m230厚稀土保護層0.03×4=0.120kN/m2合計Σ5.88kN/m22.2.3.2內墻5厚水泥石灰膏砂漿罩面（兩側）0.005×28=0.140kN/m210厚水泥石灰膏砂漿打底（兩側）0.400kN/m2200厚鋼筋混凝土墻0.20×28=5.600kN/m2合計Σ6.14kN/m22.2.3.3200厚空心磚墻（填充外墻窗臺）5厚水泥砂漿罩面0.005×20=0.100kN/m212厚水泥砂漿0.012×20=0.240kN/m200厚空心磚墻0.200×14=2.80kN/m210厚水泥石灰膏砂漿打底0.010×14=0.140kN/m2合計Σ3.280kN/m22.2.3.4120厚磚墻（內隔墻）5厚水泥石灰膏砂漿罩面（兩側）0.005×28=0.140kN/m210厚水泥石灰膏砂漿打底（兩側）0.40kN/m2120厚空心磚墻0.120×14=1.68kN/m2合計Σ2.114kN/m22.2.3.5女兒墻5mm厚水泥砂漿罩面0.005×20=0.100kN/m213厚水泥砂漿打底0.400kN/m2100厚鋼筋砼墻0.10×25=2.500kN/m220厚水泥砂漿找平層0.02×20=0.400kN/m2合計Σ3.400kN/m22.2.4梁自重重力荷載200mm×550mm梁自重梁自重0.20×(0.55-0.12)×25=2.15kN/m210厚水泥石灰膏砂漿0.01×(0.55-0.12)×28=0.1204kN/m2合計Σ2.2704kN/m22.3風荷載計算垂直作用于該高層建筑表面的風荷載標準值：wk=βzμsμzw0[5]式中wO=0.35kN/m2。風荷載體型系數的取值規律如下圖圖1-2風荷載體型系數H=33.6m>30m；建筑物的總寬度約為：B=28m、H/B=33.6/28=1.2結構基本周期：T1=0.03+0.03×H3B=0.64s、w02T=0.35查表[5]可得脈動增大系數ζ；脈響系數ν=0.47；風荷載體型系數μs=1.3；振型系數ψz=Hi/H；風振系數βz=1+ψzζν/μz=1+1.30×0.47×Hi/(H×μz在風荷載作用下，沿房屋高度分布的風荷載標準值如下：q(z)=0.35×1.3×40.5βzμz=18.4275βzμz對于水箱間和機房，查表風荷載體型系數1.3，風振系數近似取H=33.6m處的值，即βz=1.41，則q(z)=0.35×1.3×1.41×7.1μz=4.56μz所確定的各樓層的標高處的風荷載標準值如下表1-23所示表1-23各樓層風荷載計算層次Hi,mHi/Hμzβzq(z),kN/m2Fi,kNFiHikN×m水箱間40.51.0051.8205.9117.625713.8125機房37.50.9701.8205.7023.790892.12501233.61.00.92321.82030.27077.4152601.1441130.80.9170.88961.75028.05084.2051669.5141028.00.8330.8521.69025.94078.0102184.28925.20.7500.81281.65324.21072.4001824.480822.40.6670.77361.58022.02065.3651464.176719.60.5830.69141.48018.44056.4751106.91616.80.500.66621.43017.17051.350862.68514.00.4170.651.33015.58047.005658.070411.20.3330.651.24014.52036.890413.16838.40.2500.651.25014.64042.805359.56225.60.1670.651.07012.53038.355214.78812.80.0830.651.02011.95036.020100.8560.00.00.651.00011.710727.7115065.566注：表中Fi=(Fi+Fi-1)h/2+(Fi-Fi-1)h/3+(Fi+1-Fi)h/6，則qmax=12M0/H2-6V0/H=12×15066.00/33.62-6×728/33.6=160.140-130.002=30.14kN/mqmin=4V0/H-6M0/H2=4×728.01/33.6-6×15065.600/33.62=86.668-80.10=6.600kN/m2.4水平地震作用計算2.4.1重力荷載代表值計算結構地震反應分析計算簡圖如下：圖1-3動力的計算簡圖2.4.2結構基本自振周期根據的原則，將水箱間和電梯間質點的重力荷載代表值折算到主體結構的最頂層，并且將每個質點的重力荷載轉變成均布荷載。則可以得到以下結論：Ge===2713.005kNq==2850.008kN/mμq===0.120mμGe===0.100mμT=μq+μGe=0.120+0.100=0.220m當ψT=1.0，結構的基本自振周期T1=1.7ψT=1.7×1×0.22=0.80s2.4.3水平地震作用計算由于該建筑主體結構高度不超過40m，質量和剛度沿高度分布比較均勻，所以這里可以采用可用底部剪力法計算水平地震作用。結構的等效總重力荷載為Geq=0.85ΣGi=0.85×(8031×11+7406.33+1284.53+921.02)=83259.948kN因為Tg=0.40s<T=0.64s<5Tg=2.0s，則地震影響系數α==×0.16=0.123采用底部剪力法求得：FEK===10219.3kN因為T1=0.537s<1.4×04=0.56s質點i的水平地震作用Fi為Fi==10219.30×計算結果見表1-24。表1-24各質點水平地震作用標準值計算層次H1mGikNGiHikN.mFikNFiHikN.mvkN1440.5921.02437301.4720.0205209.4958484.555209.631337.51285.048197.000.030271.1010155.40480.001233.67406.330248853.000.13711397.39846973.0001879.011130.88031.003247352.9910.13611380.10042806.5003268.101028.8031.000224845.0000.12401264.13435395.5104532.71925.28031.000202380.0150.11141138.00528662.615670.00822.48031.000179893.3500.09911011.08622639.376681.003719.68031.000157407.0010.0911885.00117346.007566.00616.88031.000134920.0100.0741758.27012739.1001305.510514.08031.000112432.8910.0172631.5518842.1008323.71411.28031.00089947.0100.0495505.9015666.1058955.6038.48031.00067461.0150.0371380.1003184.7249840.16125.68031.00044973.3410.0247252.5171414.43010092.912.88031.00022487.0030.0124126.810355.21610219.27合計97952.9541818450.9010211.478244664.63計算剪力墻結構的內力和位移時，突出屋面的結構的水平地震作用可轉化為作用在主體結構最頂部的集中力Fe和集中力矩M1，即：Fe=F13+F14=209.495+271.1=480.595kNM1=271.1×3.9+209.495×(3.9+3.0)=2502.8055kN.mV0==9731kNM0==244665.10kN.mqmax==525.14kN/mF=3×244664.63+2502.84452.4.4結構水平位移驗算由于設計荷載遠遠小于水平地震作用，所以這里將會僅對水平地震作用下的位移進行驗算。水平地震作用下位移是倒三角形分布荷載加頂點集中的荷載產生的位移之和。其計算結果見表1-25。計算在倒三角形荷載作用下：μ1i計算在頂點集中荷載作用下表1-25水平地震作用下結構的位移計算層次ξH1（m）倒三角形荷載uli,mm頂點集中荷載ul2,mm總位移U,mm層間位移角?u/h121.033.612.513.56116.131/1665110.92130.811.203.13114.401/1650100.82328.010.122.71012.7421/164490.75025.28.702.3111.011/163880.66722.47.422.109.321/167070.58319.66.141.537.601/172060.50116.85.011.206.031/183050.42714.03.621.004.411/200040.33011.22.500.613.021/232430.2518.401.490.3411.811/294520.1675.600.680.200.931/444310.0812.800.200.0350.2221/12340由表1-25可知，在水平地震作用下位移驗算滿足要求，即?u/h=(16.13-14.40)/2800=725/1000000<[?u/h]=1/1000第三章3.1水平地震作用下結構內力計算3.1.1總剪力墻、總框架內力計算水平地震力作用在結構上的不只是左震也可以是右震。在水平地震的作用下剪力墻結構的高層住宅樓內力按倒三角分布荷載（qmax=525.14kN/m）和頂荷載（F=3070k這里將計算在倒三角形分布荷載的作用下的總剪力墻的剪力、彎矩和總框架剪力。(1)按倒三角形分布荷載作用下計算:Mw=Vw=Vf=(2)按頂點集中荷載作用下計算：Mw=Vw=Vf=3070×(th1.585×sh1.585ξ-ch1.585ξ+1)注：這里計算中剪力墻內力正負號規定如下：截面右側的彎矩在拉伸時是正，剪切力在繞截面順時針旋轉時是正，軸向力在壓縮時是正，各截面的內力采用左震的符號。3.1.2剪力墻內力的分配3.1.2.1總剪力墻內力的分配按照剪力墻各片的等效剛度與總剪力等效剛度的比值，即可得出各片剪力墻的等效剛度比，詳細的計算結果見下表2-1表2-1各片剪力墻等效剛度比墻號等效剛度10每片墻等效剛度比墻號等效剛度107各片墻等效剛度比XSW-3(1)26.0030.103XSW-10(1)8.6000.0343XSW-4(1)11.0200.035XSW-12(1)12.410.051XSW-5(2)4.0010.006XSW-13(2)0.4110.003XSW-6(1)125.110.501XSW-14(2)2.6120.011XSW-8(2)11.3040.050XSW-16(2)2.1000.011XSW-9(1)28.3150.113根據上表，在本次的設計中，計算配筋只針對XSW-10，剪力的分配計算對XSW-10、XSW-8以及XSW-14進行，根據公式、，來計算出各剪力墻分配的內力。詳情根據表2-2。3.1.2.2小開口墻即XSW-10的墻肢以及連梁內力計算小開口墻墻肢彎矩Mw?=0.85Mwi×0.28/4.151+0.15Mwi×0.30/0.700=0.1243MwiMwi2=0.85Mwi×0.390/4.1510+0.15Mwi×0.390/0.700=0.1640Mwi墻肢軸力Nwi1=kMwi×yci×Ai/I=0.85Mwi×2.0×0.50/4.151=0.1024MwiNwi2=-Nwi1墻肢剪力Vw=0.5(0.51/1.10+0.30/0.70)Vwi=0.4461VwiVwi2=0.5(0.60/1.10+0.400/0.70)Vwi=0.5584Vwi連梁內力Vbil=Nwil-Nw(i-l)lMbil=Vbil×Ibj0=Vbil×0.70/2=0.3500Vbi1計算結果見表2-3。表2-2水平地震作用下各片剪力墻分配的內力層次ξ總剪力墻內力XSW-14(整體墻)XSW-10（整體小開口墻）XSW-8（聯肢墻）VμikNMμiKN·mVμikNMμiKN·mVμikNMμiKN·mVμikNMμiKN·m121.0-1949.10.0-20.310.0-670.0-880.0110.9167?554.23470.4?6.036.11?19.3119?25.0156.22100.83337093220.47.71134.024.22110.1132.014590.7501862.0?40819.51?4.2164?1484?18.3280.66672924.1?7127.330.2?74.12101?244132.0?32170.58333915.3?16718.241.1?174134?572176.21?752.3160.504852.0?28997.151?302166?992218.31?130550.41675751.2?4385360?456.12197.0?1500259.0?1973.4140.33336628.1?6118669.0?636.34227?2093298.22?2753.4330.2507497.0?8095078.1?842256.41?2769337.41?3643.020.16678375.3?10316387.3?1073286.41?3528.21377?4642.3210.129278.0?12788597?1330.2317.32?4374418?5745.90.010219.32?155165106.32?1614.1349.52?5307460?6982.4表2-3XSW-10水平地震作用下的墻肢及連梁內力層次ξ總內力左墻肢內力右墻肢內力連梁VwiKNMwiKN·mMwi1KN·mVwi1KNNwi1KNMwi2KN·mVwi1KNNwi2KNMbi1KNVbi1KN121.0?67.00.00.0?300.00.0?37.03?0.0?8.15?24.0110.9167?19.0118.7014.112?8.424.020?11?24.10.641.7100.833324.21110.11413.13112218.3114228.5825.290.75064.0?14?1.7228.30?2.83?2.2535.423.01646.00180.6667100.0?244?29.1444.52?48.26?4156.148.322365.1170.5833134?572?68.2260?113.19?95.1074.28113.2429.1083.1260.50166?992.0?11874?196.41?164.5092.0719635.2710150.4167197?1500?17988?297.02?249.6109.22296.5541.0617.4240.3333227?2093?249.4101?414.26?348.24126414.314713430.250256.4?2769?330.0114.02?547.8?461142.44548.2353.2150.3720.1667286.41?3528.3?421127.41?699?586.1160.169957167.410.0833317.03?4374?521.3141.03?866.01?728176.04867.165.01850.0350?5307?633156?1051?883.20193.51051

A-2水平地震作用下總剪力墻和總框架內力計算層次Himξ倒三角形荷載作用下頂點集中荷載作用下總內力VwkNMwkN.mVfkNVwkNMwkN.mVfkNVwkNMwkN.mVfkN1233.61.0-2500.7240.02501.360533.050.0853.154-1967.6740.03354.5141130.80.9167-1111.535022.2742519.117560.4-1551.0848.39-551.133471.2743367.5071028.00.833135.766356.02257.43574.1-3146833.683709.863210.021091.113925.20.7501263.5504365.132591.153597.126-4772.1810.401860.676-406.973401.553822.40.6672290.740-638.2502603.7632.19-6489.7775.22922.93-1327.953378.900719.60.5833237.420-8396.792579.0678.251-8320.8728.033915.671-16717.603307.03616.80.504116.140-18700.22494.25741.2-10297.54670.1174857.34-28997.743164.367514.00.4174943.5720-31395.522340.41807.079-12456.9600.95750.651-43852.422941.31411.20.3335735.693-46355.2812104.30893.73-14830.61514.356629.423-61185.8912618.6538.40.2506505.20-63486.711758.1995.15-17463.68415.07500.35-80950.392173.1025.60.1677265.16-82760.91302.751110.07-20410296.188375.23-103170.91598.9312.80.0838031.74-104189.42721.1271247.5-23699.5160.0029279.24-127888.92881.12900.00.008813.026-127756.930.01406.251-274180.010219.277-155168.930.00

3.2風荷載作用下結構內力計算3.2.1總剪力墻、總框架內力計算因為風荷載作用在建筑結構上不是左風就是右風作用，在墻肢內產生的內力大小相等并且且方向相反。所以本設計中只計算左風作用下產生的內力，墻肢截面內力正負號規定和上面水平地震作用下的正負號要求相同。在風荷載作用下，剪力墻結構應為：按倒三角形荷載作用下、均布荷載作用下計算內力。(1)在倒三角形荷載作用下（qmax=58.10KN/m），按下面計算公式Mw=Vw=Vf=(2)均布荷載作用下（q=2.65KN/m），計算結果見表2-29。計算公式為：Mw=Vw=Vf=表2-4風荷載作用下總剪力墻內力計算層次Hmξ倒三角形荷載作用下均布荷載作用下總內力VkNMkN·mVkNVkNMkN·mVkNVkNMkN.mVkN1233.61.0?277.00.0277?17.10.017.1?292.400.0293.371130.80.9171?123.10556.00279.9?9.32636.3317.3?132.42592.142961028.00.831315.28702.31283.00?2.18953.1517.05113.00757.21300.00925.20.810142.30482.812287.35.048.41418.33146.13531.215304.11822.40.672254.0?72.1288.21012.1025.316.60262.201?46.411306.01719.60.610360.0?930.2286.1220?19.47016.80378.141?947.53303.71616.80.501458.0?275.5127.21?84.42417.37483.115?2153.5294.80514.00.420547.88?3473.5259.2235.350?162.3016.520582.41?3645.7274.53411.20.333639.12?5136.3233.2044.230?282.814.150679.008?5412.78246.8938.40.310728.1?7028.2195.4954?420.113.42773.422?7444.52207.3425.60.210804.35?9157.5144