.712表6柱重力荷載標(biāo)準(zhǔn)值Table

6

standard

value

of

column

gravity

load層號(hào)類別高度(m)數(shù)量荷載(kN/m)自重(kN)總重(kN)∑2-6角柱3.016.9520.85020.850788.9223.036.80620.41861.254邊柱3.016.8220.46020.4603.016.72420.17220.1723.0186.59819.794356.292內(nèi)柱3.016.60819.82419.8243.0156.44619.338290.0701角柱5.016.9534.75034.7505.036.80634.030102.090續(xù)表6層號(hào)類別高度(m)數(shù)量荷載(kN/m)自重(kN)總重(kN)∑1邊柱5.016.8234.10034.1001314.8705.016.72433.62033.6205.0186.59832.990593.820內(nèi)柱5.016.60833.04033.0405.0156.44632.230483.4503.2.2門窗墻自重以首層M1為例，說(shuō)明門窗自重計(jì)算步驟M1自重：1.2M1總重：1.008M1門洞上方墻自重：1.2×1.2×墻總重：0.4968以長(zhǎng)度為5.25m內(nèi)橫墻為例，說(shuō)明墻重計(jì)算步驟內(nèi)橫墻自重：5.25內(nèi)橫墻總重：21.924表7門窗重力荷載標(biāo)準(zhǔn)值Table

7

standard

value

of

gravity

load

for

doors

and

windows層號(hào)編號(hào)尺寸（m）數(shù)量荷載(kN/m自重(kN)總重(kN)墻荷載(kN/m自重(kN)總重(kN)2-6M11.220.41.0082.0161.380.49680.994M11.230.41.0083.0241.740.41761.253M21.820.41.5123.0241.380.49680.994M21.830.41.5124.5361.380.99362.981M21.8100.41.51215.121.380.74527.452電梯門1.120.40.9241.8481.380.45540.911C11.810.41.081.082.653.8163.816C11.830.41.083.242.293.29769.893C11.840.41.084.322.294.12216.488C11.8230.41.0824.842.293.709885.325C21.220.40.721.442.652.5445.088C32.120.41.262.522.294.8099.6181M11.220.41.0082.0161.380.49680.994M11.230.41.0083.0241.740.41761.253M21.820.41.5123.0241.380.49680.994M21.830.41.5124.5361.380.99362.981M21.820.41.5123.0242.291.64883.298M21.830.41.5124.5362.291.23663.710續(xù)表7層號(hào)編號(hào)尺寸（m）數(shù)量荷載(kN/m自重(kN)總重(kN)墻荷載(kN/m自重(kN)總重(kN)1M21.890.41.51213.6081.380.74526.707電梯門1.120.40.9241.8481.380.45540.911C11.810.41.081.082.653.8163.816C11.830.41.083.242.293.29769.893C11.820.41.082.162.294.1228.244C11.8210.41.0822.682.293.709877.906C21.220.40.721.442.652.5445.088C32.120.41.262.522.294.8099.618C42.110.41.261.262.294.32814.328注：二至六層各層門窗重67.008kN，門窗洞口處墻重144.813kN；首層門窗重69.996kN，門窗洞口處墻重139.739kN。表8墻重力荷載標(biāo)準(zhǔn)值Table

8

standard

value

of

wall

gravity

load層號(hào)類型長(zhǎng)度(m)凈長(zhǎng)(m)高度(m)數(shù)量荷載(kN/m自重(kN)總重(kN)2-6外橫墻6.05.252.432.2928.85486.5626.05.252.412.6533.39033.3902.40.42.522.292.2904.580外縱墻6.62.42.422.2913.19026.3816.62.52.492.2913.740123.6606.64.32.412.2923.63323.6339.63.62.312.2918.96118.9619.64.82.312.6529.25629.2563.00.72.522.294.0088.0153.00.42.522.292.2904.580內(nèi)橫墻6.04.052.421.3813.41426.8276.05.252.4131.3817.388226.0446.05.252.411.7421.92421.9246.05.752.522.130.18860.3756.03.552.511.3812.24812.248內(nèi)縱墻6.64.22.411.3813.91013.9106.66.02.411.3819.87219.8726.62.852.411.389.4399.4396.62.83.011.3811.59211.5926.64.32.491.3814.242128.1743.00.72.531.382.4157.2459.65.42.311.3817.14017.1409.65.42.311.7421.61121.6119.62.82.912.117.05217.052續(xù)表8層號(hào)類型長(zhǎng)度(m)凈長(zhǎng)(m)高度(m)數(shù)量荷載(kN/m自重(kN)總重(kN)1外橫墻6.05.252.432.2928.85486.5626.05.252.412.6533.39033.3902.40.42.522.292.2904.580外縱墻6.62.42.422.2913.19126.3826.62.52.482.2913.740109.9206.64.32.412.2923.63323.6336.60.72.412.293.8483.8489.63.62.312.2918.96118.9619.64.82.312.6529.25629.2563.00.72.522.294.0088.0153.00.42.522.292.2904.580內(nèi)橫墻6.04.052.421.3813.41426.8276.05.252.4121.3817.388226.0446.03.152.111.389.1299.1296.05.252.411.7421.92421.9246.05.752.522.130.18860.3756.03.552.511.3812.24812.248內(nèi)縱墻6.64.22.411.3813.91013.9106.66.02.411.3819.87219.8726.62.852.411.389.4399.4396.62.83.011.3811.59211.5926.64.32.481.3814.242113.9363.00.72.531.382.4157.2459.65.42.311.3817.14017.1409.65.42.311.7421.61121.6119.62.82.912.117.05217.052注：二至六層每層墻重952.471kN，首層墻重937.471kN。3.2.3樓屋面重屋面板自重：4.705屋面雪荷載重：0.2屋面女兒墻自重：2.29以辦公區(qū)域?yàn)槔?，說(shuō)明樓面恒活荷載計(jì)算步驟恒荷載：3.77活荷載：2.0表9樓面重力荷載標(biāo)準(zhǔn)值Table

9

standard

value

of

floor

gravity

load類型面積(m2恒載(kN/m恒重(kN)活載(kN/m活重(kN)辦公區(qū)域334.8（首層）3.771262.1962.0669.600374.4（2-6層）3.771411.4882.0748.800走廊154.083.77580.8822.5385.200門廳39.63.77149.2922.599.000樓梯363.77135.7203.5126.000廁所、熱水間57.64.86279.9362.5144.000儲(chǔ)物間39.63.77149.2925.0198.000會(huì)議室57.63.77217.1522.0115.200檔案室57.63.77217.1522.5144.000電梯187.0126.000注：每層樓面恒重為2991.622kN；二至六層樓面活重為1987.2kN，首層活重2007kN。3.2.4各層重力荷載代表值（G=∑恒+0.5活）GGGi=1綜上所得各層重力荷載代表值如圖所示圖4各層重力荷載代表值Fig.

4

representative

value

of

gravity

load

of

each

layer4水平荷載作用4.1風(fēng)荷載作用4.1.1風(fēng)荷載計(jì)算由荷載規(guī)范及所給資料可得，本設(shè)計(jì)基本風(fēng)壓ω0根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》8.4.1的規(guī)定，對(duì)于本建筑，高度19.35m<30m，高寬比H/B=19.35/14.4=1.34<1.5，可不考慮風(fēng)壓脈動(dòng)的影響，取βz查表8.3.1可得，迎風(fēng)面風(fēng)荷載體形系數(shù)μs為0.8，背風(fēng)面為?0.5本設(shè)計(jì)地面粗糙度類別為C類，各層風(fēng)荷載標(biāo)準(zhǔn)值見下表。表10柱頂風(fēng)荷載標(biāo)準(zhǔn)值(kN)Table

10

standard

value

of

column

top

wind

load(kN)層號(hào)離地面高度Hiμμω(F618.450.71211.30.35F515.450.6581F412.450.65F39.450.65F26.450.65F13.450.65F各層柱頂風(fēng)荷載標(biāo)準(zhǔn)值如圖所示圖5風(fēng)荷載作用下計(jì)算簡(jiǎn)圖Fig.

5

calculation

diagram

under

wind

load4.1.2結(jié)構(gòu)側(cè)移驗(yàn)算風(fēng)荷載作用下框架結(jié)構(gòu)的層間側(cè)移按?u表11風(fēng)荷載作用下結(jié)構(gòu)側(cè)移驗(yàn)算Table11checkingcalculationofstructurallateraldisplacementunderwindload層號(hào)風(fēng)荷載Fi(kN層間剪力Vi(kN側(cè)移剛度Di(kN/m層間位移??限值64.1704.17127974.60.0000325845911/920681/55055.92910.099127974.60.0000789140971/3801645.85615.955127974.60.0001246731771/2406335.85621.811127974.60.0001704322581/1760225.85627.667127974.60.0002161913381/1387716.29533.96242210.7260.0008045822291/7457故結(jié)構(gòu)側(cè)移滿足要求。4.2水平地震作用本設(shè)計(jì)抗震設(shè)防烈度為7度，設(shè)計(jì)基本地震加速度值為0.1g，查《建筑抗震設(shè)計(jì)規(guī)范》可得：本設(shè)計(jì)抗震等級(jí)為三級(jí)，設(shè)計(jì)地震分組為第三組，結(jié)構(gòu)阻尼比為0.05[11]。4.2.1場(chǎng)地類別由于場(chǎng)地土層厚度不一致，故各土層厚度均取平均值：雜填土厚0.75m，濕陷性黃土狀土厚2.3m，細(xì)砂層厚0.45m。d故v故該場(chǎng)地類別為Ⅱ類。4.2.2自振周期采用能量法計(jì)算結(jié)構(gòu)自振周期，樓層位移如表10所示。以頂層為例，說(shuō)明層間位移及樓層位移計(jì)算過(guò)程。∑故頂層的層間位移為?頂層的樓層位移為：?表12結(jié)構(gòu)樓層位移計(jì)算Table12calculationofstructuralfloordisplacement層號(hào)樓層重力G層間剪力V樓層側(cè)向剛度D層間位移?樓層位移?66738.6096738.6091241098.40.005430.1841456894.14813632.7571241098.40.010980.1787146894.14820526.9051241098.40.016540.1677236894.14827421.0531241098.40.022090.1511826894.14834315.2011241098.40.027650.1290917848.57942163.78415655.1640.101440.10144故結(jié)構(gòu)的自振周期為：T4.2.3水平地震作用計(jì)算本結(jié)構(gòu)H<40m，可用底部剪力法計(jì)算水平地震作用。查表得，T由于Tg

αF由于T1頂部附加地震作用系數(shù)δ頂部附加水平地震作用?質(zhì)點(diǎn)i的水平地震作用：F計(jì)算頂部機(jī)房時(shí)，應(yīng)考慮鞭梢效應(yīng)，故樓層水平地震作用及層間剪力見下表。表13樓層地震作用及層間剪力Table13floorseismicactionandstoryshearforce層號(hào)高度HiG(kN)G(kN?G(1?F(kN)V(kN)頂部機(jī)房22.4111.092488.4160.0051597.334134.158402.474620.06738.609134772.180.259413.031815.505517.06894.148117200.5160.225359.1801174.685414.06894.14896518.0720.185295.7951470.480311.06894.14875835.6280.145232.4101702.89028.06894.14855153.1840.106169.0261871.91615.07848.57939242.8950.075120.2661992.182注：G4.2.4樓層剪重比驗(yàn)算由于T1=0.792s<3.5s，查表可得，剪力系數(shù)λ4.2.5結(jié)構(gòu)側(cè)移驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間側(cè)移按?u表14樓層剪重比Table14floorshearweightratio層號(hào)G(kN)GλλV(kN)頂部機(jī)房111.09111.090.0161.777402.47466738.6096849.699109.595815.50556894.14813743.847219.9021174.68546894.14820637.995330.2081470.48036894.14827532.143440.5141702.89026894.14834426.291550.8211871.91617848.57942274.87676.3981992.182由上表可知，各樓層均符合Vi表15水平地震作用下結(jié)構(gòu)側(cè)移驗(yàn)算Table15checkingcalculationofstructurallateraldisplacementunderhorizontalearthquake層號(hào)?i層間剪力Vi(kN側(cè)移剛度Di(kN/m層間位移??限值63.0815.5051241098.40.0006570831/45661/55053.01174.6851241098.40.0009464881/317043.01470.4801241098.40.0011848211/253233.01702.8901241098.40.0013720831/218623.01871.9161241098.40.0015082741/198915.01992.182415655.1640.0047928721/1043故結(jié)構(gòu)側(cè)移滿足要求。5水平荷載作用下內(nèi)力計(jì)算5.1風(fēng)荷載作用5.1.1柱彎矩計(jì)算以頂層A柱為例說(shuō)明柱彎矩計(jì)算過(guò)程，計(jì)算結(jié)果見表16。頂層A柱反彎點(diǎn)高度：K=0.987，則y0=0.45；α1=1.0，y1DV6A=0.188M表16各層柱反彎點(diǎn)位置Table16locationofreversebendingpointofcolumnsoneachfloor柱號(hào)層號(hào)KyαyαyαyyA60.9870.451.001.000.453-50.9870.501.001.001.000.5020.9870.501.001.001.67-0.0280.47211.6460.6180.600.618B62.4160.4711.001.000.4713-52.4160.501.001.001.000.5022.4160.501.001.001.67-0.0100.4914.0270.550.600.55表17風(fēng)荷載作用下柱端剪力、彎矩Table17columnendshearandbendingmomentunderwindload柱號(hào)層號(hào)層高?iD(kN/m)∑(kN/m)DV(kN)V(kN)yMMA63.024100.06127974.60.1884.170.7850.451.0601.29653.024100.06127974.60.18810.0991.9020.502.8532.85343.024100.06127974.60.18815.9553.0050.504.5074.50733.024100.06127974.60.18821.8114.1070.506.1616.16123.024100.06127974.60.18827.6675.2100.4727.3788.25315.09276.04342210.7260.22033.9627.4630.61823.06214.255B63.039887.24127974.60.3124.171.3000.4711.8362.06353.039887.24127974.60.31210.0993.1480.504.7214.72143.039887.24127974.60.31215.9554.9730.507.4597.45933.039887.24127974.60.31221.8116.7980.5010.19710.19723.039887.24127974.60.31227.6678.6230.4912.67613.19415.011829.3242210.7260.28033.9629.5180.5526.17421.4155.2水平地震作用5.2.1柱彎矩計(jì)算以頂層A柱為例說(shuō)明柱彎矩計(jì)算過(guò)程。頂層A柱反彎點(diǎn)高度：K=0.987，則y0=0.45；α1=1.0，y1DV6A=0.0194M表18水平地震作用下柱端剪力、彎矩Table18shearforceandmomentatcolumnendunderhorizontalearthquakeaction柱號(hào)層號(hào)層高?iD(kN/m)∑(kN/m)DV(kN)V(kN)yM(kNM(kNA63.024100.061241098.40.0194815.50515.8360.4521.37826.12953.024100.061241098.40.01941174.68522.8100.5034.21634.21643.024100.061241098.40.01941470.48028.5540.5042.83142.83133.024100.061241098.40.01941702.89033.0670.5049.60149.60123.024100.061241098.40.01941871.91636.3490.47251.47157.57815.09276.043415655.1640.02231992.18244.4590.618137.37884.916B63.039887.241241098.40.0321815.50526.2090.47137.03441.59453.039887.241241098.40.03211174.68537.7530.5056.62956.62943.039887.241241098.40.03211470.48047.2590.5070.88970.88933.039887.241241098.40.03211702.89054.7290.5082.09382.09323.039887.241241098.40.03211871.91660.1610.4988.43692.04615.011829.32415655.1640.02851992.18256.6960.55155.915127.5675.1.2梁彎矩、剪力及柱軸力以頂層為例說(shuō)明風(fēng)荷載作用下內(nèi)力計(jì)算過(guò)程，計(jì)算結(jié)果見表18。AB跨：M

MVBC跨：MVA柱軸力：NB柱軸力：N表19風(fēng)荷載作用下梁端彎矩、剪力及柱軸力Table19bendingmoment,shearforceandcolumnaxialforceatbeamendunderwindload層號(hào)ABBCNNMMVMMV61.060.750-0.3021.0861.086-0.905-0.302-0.60354.1492.773-1.1544.0114.011-3.343-1.455-2.79247.364.978-2.0567.2027.202-6.002-3.512-6.738310.6687.216-2.98110.44010.440-8.700-6.492-12.457213.5399.348-3.81413.52513.525-11.271-10.307-19.914131.31516.089-7.90123.27923.279-19.399-18.207-31.412注：1.表中M的量綱為kN?2.M、V以繞桿件順時(shí)針為正，N以桿件受壓為正。（a）框架柱彎矩圖（（b）框架梁彎矩圖（（c）框架梁剪力及柱軸力圖（圖6風(fēng)荷載作用下框架內(nèi)力圖Fig.6internalforcediagramofframeunderwindload5.2.2梁端彎矩、剪力及柱軸力以頂層為例說(shuō)明水平地震作用下內(nèi)力計(jì)算過(guò)程，計(jì)算結(jié)果見表20。AB跨：M

MVBC跨：MVA柱軸力：NB柱軸力：N表20水平地震作用下梁端彎矩、剪力及柱軸力Table20beamendbendingmoment,shearforceandcolumnaxialforceunderhorizontalearthquakeaction層號(hào)ABBCNNMMVMMV626.12916.999-7.18824.59524.595-20.496-7.188-13.308555.59438.279-15.64555.38455.384-46.153-22.833-43.816477.04752.115-21.52775.40375.403-62.836-44.361-85.124392.43262.522-25.82690.46090.460-75.383-70.186-134.6822107.17971.169-29.725102.970102.970-85.809-99.911-190.7661136.38788.278-37.444127.725127.725-106.438-137.355-259.760注：1.表中M的量綱為kN2.M、V以繞桿件順時(shí)針為正，N以桿件受壓為正。（a）框架柱彎矩圖（（b）框架梁彎矩圖（（c）框架梁剪力及柱軸力圖（圖7水平地震作用下框架內(nèi)力圖Fig.7internalforcediagramofframeunderhorizontalearthquakeaction6豎向荷載作用下內(nèi)力計(jì)算6.1計(jì)算單元及計(jì)算簡(jiǎn)圖④軸處計(jì)算簡(jiǎn)圖如圖8所示，板按雙向板傳力。因此，傳給橫梁的荷載為梯形荷載(AB跨)和三角形荷載(BC跨)，梁自重以及梁上的填充墻自重按均布荷載考慮，計(jì)算單元范圍內(nèi)的其余荷載通過(guò)縱梁以集中荷載的形式傳給框架柱，本結(jié)構(gòu)中縱梁中心與柱中心不重合，故作用于框架柱上的荷載還有集中力矩。圖8豎向荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖Fig.8structurecalculationdiagramunderverticalload6.2豎向荷載計(jì)算6.2.1頂層框架梁屋面板均布恒載標(biāo)準(zhǔn)值（屋面板自重）AB跨恒載標(biāo)準(zhǔn)值qBC跨恒載標(biāo)準(zhǔn)值qAB跨梁自重（標(biāo)準(zhǔn)值）BC跨梁自重（標(biāo)準(zhǔn)值）q20AB跨活載標(biāo)準(zhǔn)值q'BC跨恒載標(biāo)準(zhǔn)值q'女兒墻自重（標(biāo)準(zhǔn)值）2.29A、D軸框架梁自重（標(biāo)準(zhǔn)值）4.07kN/mB、C軸框架梁自重（標(biāo)準(zhǔn)值）3.904kN/m次梁自重（標(biāo)準(zhǔn)值）2.112kN/mA、D軸外縱梁傳來(lái)恒載標(biāo)準(zhǔn)值P1女兒墻自重2.061外縱梁自重4.07次梁自重2.112屋面板上恒載[6.6×PB、C軸內(nèi)縱梁傳來(lái)恒載標(biāo)準(zhǔn)值P2內(nèi)縱梁自重3.904次梁自重2.112屋面板上恒載[6.6(4.2+6.6)×PA、D軸外縱梁傳來(lái)活載標(biāo)準(zhǔn)值P1屋面板上活載[6.6×PB、C軸外縱梁傳來(lái)活載標(biāo)準(zhǔn)值P2屋面板上恒載[6.6(4.2+6.6)×PA、D軸外縱梁偏移軸線100mm，由此偏心產(chǎn)生的節(jié)點(diǎn)彎矩：MMB、C軸內(nèi)縱梁偏移軸線150mm，由此偏心產(chǎn)生的節(jié)點(diǎn)彎矩：MM6.2.2樓面框架梁樓面板均布恒載標(biāo)準(zhǔn)值（樓面板自重）3.77kN/內(nèi)隔墻自重（標(biāo)準(zhǔn)值）1.38AB跨恒載標(biāo)準(zhǔn)值qBC跨恒載標(biāo)準(zhǔn)值qAB跨梁及梁上墻體自重（標(biāo)準(zhǔn)值）qBC跨梁自重（標(biāo)準(zhǔn)值）q辦公樓面活荷載標(biāo)準(zhǔn)值2.0kN/走廊活荷載標(biāo)準(zhǔn)值2.5kN/AB跨梁上活載標(biāo)準(zhǔn)值q'BC跨梁上活載標(biāo)準(zhǔn)值q'A、D軸外縱梁傳來(lái)恒載標(biāo)準(zhǔn)值P墻自重（標(biāo)準(zhǔn)值）[6.6窗自重（標(biāo)準(zhǔn)值）1.8外縱梁自重4.07次梁自重2.112樓面板上恒載[6.6×PB、C軸外縱梁傳來(lái)恒載標(biāo)準(zhǔn)值P墻自重（標(biāo)準(zhǔn)值）[6.6窗自重（標(biāo)準(zhǔn)值）1.8內(nèi)縱梁自重3.904次梁自重2.112樓面板上恒載[6.6(4.2+6.6)×PA、D軸外縱梁傳來(lái)活載標(biāo)準(zhǔn)值P樓面板上活載[6.6×PB、C軸外縱梁傳來(lái)活載標(biāo)準(zhǔn)值P樓面板上恒載[6.6(4.2+6.6)×PA、D軸外縱梁偏移軸線100mm，由此偏心產(chǎn)生的節(jié)點(diǎn)彎矩：MMB、C軸內(nèi)縱梁偏移軸線150mm，由此偏心產(chǎn)生的節(jié)點(diǎn)彎矩：MM（a）恒荷載（b）活荷載圖9豎向荷載作用下框架受力圖Fig.9stressdiagramofframeunderverticalload6.3恒荷載作用下內(nèi)力計(jì)算恒荷載作用下內(nèi)力分析采用彎矩二次分配法，由于結(jié)構(gòu)和荷載對(duì)稱，故可選取半榀框架進(jìn)行分析，對(duì)稱軸處改用滑動(dòng)支座。則BC跨計(jì)算跨度為1.2m，線剛度ib相對(duì)線剛度如圖10所示。6.3.1梁固端彎矩梯形荷載等效為均布荷載：p（1）屋面框架梁AB跨：α1=0.5pMBC跨：pM圖10梁柱相對(duì)線剛度Fig.10relativelinearstiffnessofbeamcolumn（2）樓面框架梁AB跨：α1=0.5pMBC跨：pM6.3.2彎矩分配系數(shù)（1）頂層節(jié)點(diǎn)A6

μμB6

μμμ（2）標(biāo)準(zhǔn)層節(jié)點(diǎn)A2?5

μμB2?5

μμμ（3）首層節(jié)點(diǎn)A1

μμμB1μ

μμμ6.3.3內(nèi)力計(jì)算桿端彎矩以繞桿件順時(shí)針轉(zhuǎn)動(dòng)為正，節(jié)點(diǎn)彎矩以繞節(jié)點(diǎn)逆時(shí)針轉(zhuǎn)動(dòng)為正，桿端剪力以繞桿件順時(shí)針轉(zhuǎn)動(dòng)為正，柱軸力以柱受壓為正。恒荷載作用下彎矩分配過(guò)程見圖12。以頂層框架梁、柱為例說(shuō)明梁端剪力及柱軸力計(jì)算過(guò)程，計(jì)算結(jié)果見表21。恒載作用下梁端剪力（單位：kN）：AB跨：VV=?47.494BC跨：V恒載作用下柱端軸力（計(jì)入柱自重）（單位：kN）：A柱：

NNB柱：NN表21恒荷載作用下梁端剪力及柱軸力Table21beamendshearforceandcolumnaxialforceunderconstantload層號(hào)AB跨BC跨A柱B柱VVVNNNN643.472-47.49410.560149.662169.834180.033199.371547.897-49.5179.214324.584344.378380.376399.714447.761-49.6549.214498.992518.786580.856600.194347.761-49.6549.214673.4693.194781.336800.674247.798-49.6169.214847.845867.639981.7781001.116147.334-50.0809.2141021.8261054.8161182.6841214.914注：表中數(shù)值的量綱為kN。恒荷載作用下框架內(nèi)力圖見圖13。（a）頂層邊跨梁；（b）頂層中跨梁；（c）1-5層邊跨梁；（d）1-5層中跨梁圖11實(shí)際分布恒荷載作用下的跨中彎矩（按簡(jiǎn)支梁計(jì)算）（kN?Fig.11midspanbendingmomentunderactualdistributeddeadload(calculatedassimplysupportedbeam)10.619-18.297上柱下柱右梁左梁上柱下柱右梁0.5030.4970.3640.36900.267-52.23652.236-4.90220.93320.684-10.569-10.7147-7.7536.773-5.28510.342-3.8476-0.748-0.740-2.364-2.3966-1.73426.958-37.57749.644-16.9582-14.38910.685-18.3410.3350.3350.3300.2660.26950.26950.195-51.11951.119-4.22913.54513.54513.343-7.594-7.694-7.694-5.56710.4676.773-3.7976.672-5.3573-3.8475-4.503-4.503-4.4360.6740.68260.68260.49419.50915.815-46.00950.870-12.3687-10.8584-9.30210.685-18.3410.3350.3350.3300.2660.26950.26950.195-51.11951.119-4.22913.54513.54513.343-7.594-7.6940-7.6940-5.5676.7736.773-3.7976.672-3.847-3.8473、4-3.266-3.266-3.2170.2720.27550.27550.19917.05217.052-44.79050.469-11.2654-11.2654-9.59710.685-18.3410.3350.3350.3300.2660.26950.26950.195-51.11951.119-4.22913.54513.54513.343-7.594-7.6940-7.6940-5.5676.7737.824-3.7976.672-3.8470-4.31092-3.618-3.618-3.5640.3950.40050.40050.29016.70017.751-45.13750.592-11.1404-11.6043-9.50610.685-18.3410.3870.2320.3810.2980.30200.18100.219-51.11951.119-4.22915.6489.38115.405-8.508-8.6218-5.1674-6.2526.773-4.2547.703-3.8471-0.975-0.584-0.960-1.149-1.1644-0.6979-0.84421.4468.796-40.92749.165-13.6332-5.8653-11.3264.398-2.9326圖12恒荷載作用下彎矩二次分配Fig.12secondarydistributionofbendingmomentunderconstantload（a）彎矩圖（kN?（b）梁端剪力及柱軸力圖（kN）圖13恒荷載作用下框架內(nèi)力圖Fig.13internalforcediagramofframeunderdeadload6.4活荷載作用下內(nèi)力計(jì)算6.4.1梁固端彎矩梯形荷載等效為均布荷載：p屋面框架梁AB跨：α1=0.5pMBC跨：pM（2）樓面框架梁AB跨：α1=0.5pMBC跨：pM6.4.2內(nèi)力計(jì)算活荷載作用下彎矩分配過(guò)程見圖14。以頂層框架梁、柱為例說(shuō)明梁端剪力及柱軸力計(jì)算過(guò)程，計(jì)算結(jié)果見表22?；钶d作用下梁端剪力（單位：kN）：AB跨：VVBC跨：V活載作用下柱端軸力（單位：kN）：A柱：NB柱：N表22活荷載作用下梁端剪力及柱軸力Table22beamendshearandcolumnaxialforceunderliveload層號(hào)AB跨BC跨A柱B柱VVVNN63.504-3.6730.729.81513.944513.925-14.7372.8848.98573.006413.973-14.7232.8888.203132.054313.973-14.7232.88127.421191.102213.987-14.9022.88166.653250.329113.808-14.3552.88205.706309.009注：表中數(shù)值的量綱為kN。（a）頂層邊跨梁；（b）頂層中跨梁；（c）1-5層邊跨梁；（d）1-5層中跨梁圖14實(shí)際分布活荷載作用下的跨中彎矩（按簡(jiǎn)支梁計(jì)算）（kN?Fig.14midspanbendingmomentunderactualdistributedliveload(calculatedassimplysupportedbeam)0.631-1.4330上柱下柱右梁左梁上柱下柱右梁0.5030.4970.3640.36900.267-4.3074.307-0.3601.8491.827-0.915-0.9277-0.6712.462-0.4580.913-1.28946-1.008-0.9960.1370.13870.1003.303-3.9344.442-2.0784-0.9312.525-6.21700.3350.3350.3300.2660.26950.26950.19517.22617.226-1.4404.9254.9254.851-2.545-2.5788-2.5788-1.8660.9252.462-1.2732.426-0.4638-1.28945-0.708-0.708-0.698-0.179-0.1812-0.1812-0.1315.1416.679-14.34516.927-3.2239-4.0495-3.4372.525-6.21700.3350.3350.3300.2660.26950.26950.195-17.22617.226-1.4404.9254.9254.851-2.545-2.5788-2.5788-1.8662.4622.462-1.2732.426-1.2894-1.28943、4-1.223-1.223-1.2050.0410.04130.04130.0306.1646.164-14.85317.147-3.8270-3.8270-3.2762.525-6.21700.3350.3350.3300.2660.26950.26950.195-17.22617.226-1.4404.9254.9254.851-2.545-2.5788-2.5788-1.8662.4622.845-1.2732.426-1.2894-1.44492-1.352-1.352-1.3310.0820.08320.08320.0606.0366.418-14.97917.188-3.7851-3.9406-3.2462.525-6.21700.3870.2320.3810.2980.30200.18100.219-17.22617.226-1.4405.6893.4115.601-2.852-2.8898-1.7320-2.0962.462-1.4262.801-1.28941-0.401-0.240-0.395-0.450-0.4564-0.2735-0.3317.7513.170-13.44616.725-4.6356-2.0055-3.8671.585-1.0028圖15活荷載作用下彎矩二次分配Fig.15secondarydistributionofbendingmomentunderliveload（a）彎矩圖（kN?（b）梁端剪力及柱軸力圖（kN）圖16活荷載作用下框架內(nèi)力圖Fig.16internalforcediagramofframeunderliveload6.5P??效應(yīng)由∑Di與20表23各層重力荷載代表值及二階效應(yīng)驗(yàn)算Table23checkingcalculationofrepresentativevalueandsecondordereffectofgravityloadofeachlayer層號(hào)層高?i恒載軸力標(biāo)準(zhǔn)值活載軸力標(biāo)準(zhǔn)值G(kN)G20∑A柱B柱A柱B柱63.0169.834199.3719.81513.9441031.21343.7376874.73312797553.0344.378399.71448.98573.0062300.6122766.87115337.41512797543.0518.786600.19488.203132.0543570.1191190.04023800.79312797533.0693.194800.674127.421191.1024839.62581613.209322640867.6391001.116166.653250.3296109.7092036.57040731.39312797515.01054.8161214.914205.706309.0097445.4431489.08929781.77242211注：1.G2.Gi/Hi、20G由表可得，本結(jié)構(gòu)∑D7內(nèi)力組合7.1控制截面內(nèi)力標(biāo)準(zhǔn)值7.1.1恒載作用以頂層邊跨梁為例說(shuō)明梁端柱邊剪力和彎矩的計(jì)算過(guò)程，計(jì)算結(jié)果見表24。VM表24恒載作用下梁端柱邊剪力及彎矩Table24shearforceandmomentofbeamendcolumnunderconstantload層號(hào)梁端剪力梁端柱邊剪力梁端柱邊彎矩VVVVVVMMM643.497-47.49410.56039.14443.1418.00727.79138.85912.387547.897-49.5179.21443.38745.0077.01235.16239.6187.549447.761-49.6549.21443.25145.1447.01233.97739.1837.844347.761-49.6549.21443.25145.1447.01233.97739.1837.844247.798-49.6169.21443.28845.1067.01234.31539.3167.753147.334-50.0809.21442.82445.577.01230.22137.7739.573注：表中V的量綱為kN，M的量綱為kN7.1.2活載作用以頂層邊跨梁為例說(shuō)明梁端柱邊剪力和彎矩的計(jì)算過(guò)程，計(jì)算結(jié)果見表25。VM表25活荷載作用下梁端柱邊剪力及彎矩Table25shearforceandmomentofbeamendcolumnunderliveload層號(hào)梁端剪力梁端柱邊剪力梁端柱邊彎矩VVVVVVMMM63.504-3.6730.723.145-3.3140.5333.148-3.6140.798513.925-14.7372.8812.490-13.3022.13011.223-13.6022.905413.973-14.7232.8812.538-13.2882.13011.719-13.8252.744313.973-14.7232.8812.538-13.2882.13011.719-13.8252.744213.987-14.9022.8812.552-13.4672.13011.841-13.8212.714113.808-14.3552.8812.373-12.9202.13010.353-13.4953.335注：表中V的量綱為kN，M的量綱為kN7.1.3風(fēng)荷載作用以頂層邊跨梁為例說(shuō)明梁端柱邊剪力和彎矩的計(jì)算過(guò)程，計(jì)算結(jié)果見表26。VM表26風(fēng)載作用下梁端柱邊剪力及彎矩Table26shearforceandmomentofbeamendcolumnunderwindload層號(hào)梁端剪力梁端柱邊剪力梁端柱邊彎矩VVVVVVMMM6-0.302-0.302-0.905-0.302-0.302-0.9050.9850.6750.8605-1.154-1.154-3.343-1.154-1.154-3.3433.8612.4853.1754-2.056-2.056-6.002-2.056-2.056-6.0026.8464.4645.7023-2.981-2.981-8.700-2.981-2.981-8.7009.9236.4718.2652-3.814-3.814-11.271-3.814-3.814-11.27112.5868.39510.7071-7.901-7.901-19.399-7.901-7.901-19.39929.34014.11418.429注：表中V的量綱為kN，M的量綱為kN7.1.4地震作用以頂層邊跨梁為例說(shuō)明梁端柱邊剪力和彎矩的計(jì)算過(guò)程，計(jì)算結(jié)果見表27。VM表27地震作用下梁端柱邊剪力及彎矩Table27shearforceandmomentofbeamendcolumnunderearthquakeaction層號(hào)梁端剪力梁端柱邊剪力梁端柱邊彎矩VVVVVVMMM6-7.188-7.188-20.496-7.188-7.188-20.49624.33215.20219.4715-15.645-15.645-46.153-15.645-15.645-46.15351.68334.36843.8464-21.527-21.527-62.836-21.527-21.527-62.83671.66546.73359.6943-25.826-25.826-75.383-25.826-25.826-75.38385.97656.06671.6142-29.725-29.725-85.809-29.725-29.725-85.80999.74863.73881.5181-37.444-37.444-106.438-37.444-37.444-106.438127.02678.917101.116注：表中V的量綱為kN，M的量綱為kN7.2內(nèi)力組合本設(shè)計(jì)考慮以下內(nèi)力組合：①1.3S②1.3S③1.3S④1.3S⑤1.2(S⑥1.2(S⑦1.37.2.1框架梁彎矩調(diào)幅（1）恒荷載作用以頂層邊跨梁為例說(shuō)明彎矩調(diào)幅過(guò)程，計(jì)算結(jié)果見下表。MM表28恒荷載作用下梁端彎矩調(diào)幅Table28momentmodulationatbeamendunderconstantload層號(hào)梁端柱邊彎矩調(diào)幅系數(shù)調(diào)幅后彎矩調(diào)幅后跨中彎矩MMMMMMAB跨BC跨627.791-38.85912.3870.8523.622-33.03010.52957.0977.361535.162-39.6187.5490.8529.888-33.6756.41795.7787.318433.977-39.1837.8440.8528.880-33.3066.66796.7506.964333.977-39.1837.8440.8528.880-33.3066.66796.7506.964234.315-39.3167.7530.8529.168-33.4196.59096.4687.073130.221-37.7739.5730.8525.688-32.1078.13799.8504.889（2）活荷載作用以頂層邊跨梁為例說(shuō)明彎矩調(diào)幅的過(guò)程，計(jì)算結(jié)果見下表。MM表29活荷載作用下梁端彎矩調(diào)幅Table29momentmodulationatbeamendunderliveload層號(hào)梁端柱邊彎矩調(diào)幅系數(shù)調(diào)幅后彎矩調(diào)幅后跨中彎矩MMMMMMAB跨BC跨63.148-3.6140.7980.852.676-3.0720.6782.988-0.420511.223-13.6022.9050.859.540-11.5622.46913.284-1.356411.719-13.8252.7440.859.961-11.7512.33212.852-1.164311.719-13.8252.7440.859.961-11.7512.33212.852-1.164211.841-13.8212.7140.8510.065-11.7482.30712.744-1.128110.353-13.4953.3350.858.800-11.4712.83513.944-1.872恒活荷載需滿足：|以頂層中跨為例說(shuō)明求跨中彎矩的方法。M故取0.5MM梁跨中彎矩計(jì)算結(jié)果見下表。表30梁跨中彎矩Table30midspanbendingmomentofbeam荷載類別層號(hào)AB跨BC跨AB跨BC跨MMMMMM恒荷載691.19120.52323.622-33.03057.09710.5297.3615128.25415.40029.888-33.67595.7786.4177.3184128.25415.40028.880-33.30696.7506.6676.9643128.25415.40028.880-33.30696.7506.6676.9642128.25415.40029.168-33.41996.4686.5907.0731128.25415.40025.688-32.10799.8508.1374.889活荷載66.6760.5762.676-3.0723.3380.6780.288526.7052.3049.540-11.56213.3532.4691.152426.7052.3049.961-11.75113.3532.3321.152326.7052.3049.961-11.75113.3532.3321.152226.7052.30410.065-11.74813.3532.3071.152126.7052.3048.800-11.47113.9442.8351.152圖17恒荷載作用下經(jīng)調(diào)幅并算至柱邊的梁彎矩圖Fig.17bendingmomentdiagramofbeamadjustedandcalculatedtocolumnsideunderconstantload圖18活荷載作用下經(jīng)調(diào)幅并算至柱邊的梁彎矩圖Fig.18momentdiagramofbeamadjustedtocolumnedgeunderliveload7.2.2框架梁內(nèi)力組合框架梁內(nèi)力組合見表31。由《建筑抗震設(shè)計(jì)規(guī)范》可得，框架梁受彎時(shí)γRE=0.75，受剪時(shí)γ表31框架梁內(nèi)力組合表Table31internalforcecombinationofframebeam層號(hào)位置內(nèi)力SSSS①、②③、④⑤、⑥⑦S|Mmax|Vmax左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震6AM-23.633-2.6760.98524.332-33.850-35.623-32.055-35.0101.250-46.198-34.737-24.971-46.198V39.1443.145-0.302-7.18855.33355.87753.73654.64233.58849.47455.60540.71755.877BM33.0303.0720.67515.20248.15546.94047.17745.15245.93116.28747.54734.56648.155V-43.141-3.314-0.302-7.188-61.326-60.783-60.016-59.110-53.637-37.751-61.054-44.798-61.326BM-10.529-0.6780.86019.471-13.931-15.479-13.110-15.6909.203-28.765-14.705-10.868-28.765V8.0770.533-0.905-20.49610.48512.1149.70212.417-14.13831.15811.3008.34431.158ABM57.0973.3380.1554.56579.37379.09477.96477.49957.34048.43979.23358.76679.373BCM7.3610.2880010.00110.0019.8729.8726.7556.75510.0017.50510.0015AM-29.888-9.5403.86151.683-49.690-56.639-43.080-54.66319.199-81.583-53.164-34.658-81.583V43.38712.490-1.154-15.64574.10076.17767.78771.24933.33767.91275.13849.63276.177BM33.67511.5622.48534.36863.35758.88459.64552.19069.0192.00261.12139.45669.019V-45.007-13.302-1.154-15.645-79.501-77.424-74.207-70.745-69.979-35.403-78.462-51.658-79.501BM-6.417-2.4693.17543.846-9.188-14.903-6.172-15.69735.864-49.636-12.046-7.652-49.636V7.0122.13-3.343-46.1539.30215.3196.33816.367-42.76159.23812.3118.07759.238ABM95.77813.3530.6888.658145.160143.922139.564137.500100.65183.768144.541102.455145.160BCM7.3181.1520011.24111.24110.72310.7237.1057.10511.2417.89411.2414AM-28.880-9.9616.84671.665-46.324-58.647-37.734-58.27239.399-100.348-52.486-33.861-100.348V43.25112.538-2.056-21.52773.18376.88466.30772.47526.72374.29875.03349.52076.884續(xù)表31層號(hào)位置內(nèi)力SSSS①、②③、④⑤、⑥⑦S|Mmax|Vmax左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4BM33.30611.7514.46446.73364.94256.90762.33248.94080.828-10.30160.92439.18280.828V-45.144-13.288-2.056-21.527-80.470-76.769-75.724-69.556-76.611-29.036-78.619-51.788-80.470BM-6.667-2.3325.70259.694-7.033-17.297-2.563-19.66951.152-65.251-12.165-7.833-65.251V7.0122.13-6.002-62.8366.90917.7122.34920.355-61.19577.67212.3118.07777.672ABM96.75013.3531.19112.466146.876144.733141.582138.009105.23880.930145.805103.427146.876BCM6.9641.1520010.78110.78110.26310.2636.7866.78610.7817.54010.7813AM-28.880-9.9619.92385.976-43.555-61.416-33.119-62.88853.352-114.301-52.486-33.861-114.301V43.25112.538-2.981-25.82672.35077.71664.92073.86321.97379.04875.03349.52079.048BM33.30611.7516.47156.06666.74855.10065.34345.93089.928-19.40160.92439.18289.928V-45.144-13.288-2.981-25.826-81.302-75.936-77.111-68.168-81.361-24.286-78.619-51.788-81.361BM-6.667-2.3328.26571.614-4.727-19.6041.282-23.51362.774-76.873-12.165-7.833-76.873V7.0122.13-8.700-75.3834.48120.141-1.69824.402-75.06091.53712.3118.07791.537ABM96.75013.3531.72614.955147.358144.251142.385137.207107.66578.503145.805103.427147.358BCM6.9641.1520010.78110.78110.26310.2636.7866.78610.7817.54010.7812AM-29.168-10.06512.58699.748-41.689-64.343-29.608-67.36666.474-128.035-53.016-34.201-128.035V43.28812.552-3.814-29.72571.67078.53563.73375.17517.70983.40175.10249.56483.401BM33.41911.7488.39563.73868.62253.51168.37343.18897.508-26.78161.06739.29397.508V-45.106-13.467-3.814-29.725-82.271-75.406-78.499-67.057-85.722-20.030-78.838-51.840-85.722BM-6.590-2.30710.70781.518-2.391-21.6645.071-27.05072.511-86.449-12.028-7.744-86.449V7.0122.13-11.271-85.8092.16722.455-5.55428.259-86.580103.05712.3118.077103.057ABM96.46813.3531.59618.005146.874144.002141.823137.035110.38575.275145.438103.145146.874BCM7.0731.1520010.92310.92310.40510.4056.8846.88410.9237.64910.9231AM-25.688-8.80029.340127.026-20.188-73.0001.376-86.64496.771-150.930-46.594-30.088-150.930續(xù)表31層號(hào)位置內(nèi)力SSSS①、②③、④⑤、⑥⑦S|Mmax|Vmax左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震1AV42.82412.373-7.901-37.44467.12081.34256.81180.5148.61591.36674.23149.01191.366BM32.10711.47114.11478.91771.64846.24374.95532.613111.002-42.88658.94637.843111.002V-45.570-12.92-7.901-37.444-85.732-71.510-84.659-60.956-94.446-11.695-78.621-52.030-94.446BM-8.137-2.83518.429101.1161.756-31.41714.089-41.19889.989-107.187-14.831-9.555-107.187V7.0122.13-19.399-106.438-5.14929.770-17.74640.451-109.375125.85312.3118.077125.853ABM99.85013.9447.61324.055157.573143.869155.866133.027119.59372.686150.721106.822157.573BCM4.8891.152008.0848.0847.5657.5654.9194.9198.0845.4658.084注：1.表中V的量綱為2.M、V均以繞桿件順時(shí)針方向?yàn)檎?.2.3框架柱內(nèi)力組合表32框架柱A內(nèi)力組合Table32internalforcecombinationofframecolumnA層號(hào)截面位置內(nèi)力SSSS①、②③、④⑤、⑥⑦S|M|NN左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震6柱頂M26.9583.303-1.296-26.12938.83441.16636.57040.4580.36468.29940.00028.61068.299N149.6629.815-0.302-7.188209.011209.555204.413205.319176.139194.828209.283154.570209.555176.139柱底M19.5095.141-1.060-21.37832.11934.02729.17032.350-1.29654.28733.07322.08054.287N169.8349.815-0.302-7.188235.235235.779230.637231.543200.345219.034235.507174.742235.779200.345柱V-15.489-2.8150.78515.836-23.652-25.065-21.914-24.2690.311-40.863-24.358-16.8975柱頂M15.8156.679-2.853-34.21628.01033.14623.29331.852-21.49567.46630.57819.15567.466N324.58448.985-1.455-22.833494.127496.746471.211475.576389.209448.575495.437349.077496.746389.209續(xù)表32層號(hào)截面位置內(nèi)力SSSS①、②③、④⑤、⑥⑦S|M|NN左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震5柱底M17.0526.164-2.853-34.21628.84633.98124.36032.919-20.32068.64231.41420.13468.642N344.37848.985-1.455-22.833519.859522.478496.943501.308412.962472.328521.169368.871522.478412.962柱V-10.956-4.2811.90222.810-18.953-22.376-15.885-21.59113.937-45.369-20.664-13.0974柱頂M17.0526.164-4.507-42.83127.35735.47021.87935.400-31.52079.84131.41420.13479.841N498.99288.203-3.512-44.361777.833784.155736.035746.571594.043709.382780.994543.094784.155594.043柱底M17.0526.164-4.507-42.83127.35735.47021.87935.400-31.52079.84131.41420.13479.841N518.78688.2