土木工程毕业设计计算书

2.2主要构件选型及尺寸初步估算00003050040000305052050520003600570036D(2)墙体采用：粉煤灰轻质砌块(3)墙体厚度：外墙:250mm，内墙:200mm(4)基础采用：柱下独立基础(1)横向框架梁: n=──(2)其他梁：取L=7800mmh=(1/12~1/18)L=650mm~433mm取h=600mmb×h=300mm×600mm横向次梁：跨度L=6300mmh=(1/12~1/18)L=525mm~350mm选C30型混凝土f=14.3N/㎡N=1.2Noccc图2.2框架计算单元I=bI=b==3344434I=o=3C梁：iAB=iCD=3.125×109E/6300=0.5×106EibC=14.06×109E/7500=1.87×106EiDD=1.08×1010E/3000=3.6×106EiCC=2.64×1010E/5300=4.98×106EiCC=2.64×1010E/3000=8.8×106E3.荷载标准值计算332所以，作用在边跨柱顶的集中荷载为2六层F6=167.86+381.82=549.681五层F5=167.86+576.68=744.11三层F3=167.86+966.4=1134.26KN1二层F2=167.86+1161.26=1329.121一层F1=167.86+1356.12=1523.98122222F82=185.75+42.2=227.95KN2111111222222图3.1恒载作用受荷简图]x5.1=4.0KN/m=51.95KN6.54KN/M47.66KN6.54KN/M47.66KN95.32KN6.54KN/M6.54KN/M6.54KN/M6.54KN/M6.54KN/M285.96KN6.54KN/M3.19KN/M3.19KN/M47.66KN3.19KN/M3.19KN/M3.19KN/M3.19KN/M3.19KN/M3.19KN/M95.32333.62KN234.64KN活载作用受荷简图总Z2/320T2=0.222=0.04ZZ=1+Hi/HZZZβZzzωkW8K=7.8W7K=7.8W6K=7.8W5K=7.8W3K=7.8图3.3风载作用受荷简图值，即恒载＋0.5活载,具体计算结果如下:面=5.66板=3.55 2=6.753=0.25=5515+3073+1256/2+455.4+1936/2+2062/2+（52.65+101=3459+3073+1256+1936+20=3459+3073+1256/2+2218/2+1936/2+19N·mm9N·mm54=61.29N·mm54=1089N·mm54=149.49N·mm54=2649N·mm表3.52～8层D值的计算表3.6底层D值的计算DD层D值汇总按顶点位移法计算，考虑轻质砌块墙对框架刚度的影响，取基本周期调整系数α=0.8，计算0公式为T=1.7α116水平地震作用计算表3.8横向框架顶点位移计算876543211nniiii=1422790.9KN8应将地震作用按柱刚度转化为计算单元的那一榀框架,转化后地震作用下框架计算简图如图作用于框架上的荷载总的分为两大类型,即水平作用和竖向作用,对竖向作用可不考虑框架的力计算分述如下:4.1恒载作用下的内力计算MAB=-ql2/12=-22.52×6.32/12=-74.5KMBA=ql2/12=22.52×6.32/水平地震作用受荷简图图4.1恒载作用计算简图MAB=-ql2/12=-21.32×6.32/12=-70.5MBA=ql2/12=21.32×6.32/12=70.5146.15KN2/3-146.15=-283.2KN·m2/6-146.152/(24.1.2节点分配系数计算A8A74.1.3弯矩分配、传递表4.1恒载作用下内力计算0.000.880.120.000.900.050.050.000.900.050.88-74.-74.512.207.-11.-207.-12.2.90.061.1-5.55.50.0-61.1-2.9续表4.1恒载作用下内力计算-5.-40.8-6.0.0-9.60-52.-52.6216.40.470.470.030.030.470.470.03770.-328328.-70.70.-7.06.4-6.4-7.01.461.1-3.23.2-61.1-1.4-9.6-4.-77.-77.-15.-15.5-216.4-302-13.7-86.4-36.7-64.780.470.470.07-3.04730.470.47-70.-2.2-1.9-66.-329-148-105.-74.66.-23.-13.54880840.470.470.0730.470.470.030.030.470.470.0370.470.47-70.5511-3281-70.5-122-122.-7.06.4-6.4-7.05-2.7-19.2-29.4-19.29.69.63.51.461.161.-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.-10.6-10.6-1.5-3.0-327965.-18.65.-18.-18.0.470.470.0730.470.470.030.030.470.470.0370.470.47-70.5511-3281-70.5-122-122.-7.06.4-6.4-7.05-2.7-19.2-29.4-19.29.69.63.51.461.161.1-3.23.2-61.-61.1-1.4-3.-9.6-9.6-10.6-10.-10.6-10.6-1.5-3.0-327965.-18.65.-18.-18.0.470.470.0730.470.470.030.030.470.470.0370.470.47-70.5511-3281-70.5-122-122.-7.06.4-6.4-7.05-2.7-19.2-29.4-19.29.69.63.51.461.161.-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.-10.6-10.6-1.5-3.0-327965.-18.65.-18.-18.0.470.470.0730.470.470.030.030.470.470.0370.470.47-70.55-328328.-70.55-29.4-70.5-122-122.-7.0-70.5-122-122.-7.0-61.3.2-76.8-1.41-118-134.-75.13-6.4-2.-19.-19.-3.-12.-9.666.-17.-19.-70.5-11.-11.-1.7-66.011-122-6.4-122.-7.01-2.-19.-19.61.161.1-3.2-61.1-61.1-1.4-3.-9.6-9.65-10.-10.-1.5-3.2-57.0-57.0-3.0-65.8622-327327.-126-126.-75.65.-18.-18.0.470.470.0730.470.470.030.030.470.470.030.470.477续表4.1恒载作用下内力计算51-64.-3.457-64.54-3281-3.71-3280.590.330.080.600.340.030.030.600.340.040.590.33-70.70.-328328.-70.70.-29.29.429.40.00.024.013.63.49.086.88.2-8.2-86.8-9.0-61.-4.9.60.04.51.761.10.0-4.14.10.0-1.7-9.60.0-2.-35.-19.-63.79.179.-325325.-179-79.63.-25.25.49.067.1-67.1-9.043.4-43.4-6.8注：表格中方框里数据为节点弯矩。=>QAB=67.5KN(方向与图中标示相同，即顺时针方向)=>QBA=74.4KN(方向与图中标示相同，即顺逆针方向)所以Mmax=67.5×3-64.5-22.52×3.02/2=36.7KN·m(梁下侧受拉)(4.7)4.2活荷载作用下的内力计算图4.2恒载作用弯矩图(KN·M)图4.3恒载作用内力图图4.4活载作用计算简图MAB=-ql2/12=-6.54×6.32/12=-21.6KN·m,MBA=ql2/12=6.54×6.32/12=21.6K4.2.2节点分配系数计算A8A74.2.3弯矩分配、传递表4.2活载作用下内力计算下上柱梁左梁右上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱柱0.120.050.000.900.050.050.000.900.050.120.888-21.-95.-21.5.10.021.60.00.095.40.00.021.60.0-5.10.02.03.80.066.43.5-3.50.0-3.8-2.00.00.005-5.13-0.7-0.9-18.4-15.168.8-0.8-94.494.40.0-68.-25.-13.0.4770.070.030.470.470.030.030.470.470.030.070.470.47-21.6-95.495.40.00.0-21.621.60.0-5.1-35.0-35.0-2.0-1.1-7.7-7.7-33.-17.7.23.91.00.533.217.5-0.90.9-0-5.6-5.6-0.8-1.4-23.9-23.9-20.322.844.328.6-95.795.7-44.-28.-22.20.3-9.3-5.90.4770.070.030.470.470.030.030.470.470.030.070.470.47-21.6-95.495.40.00.0-21.621.60.0-5.1-35.0-35.0-2.0-1.1-7.7-7.7-17.-17.-4.1-4.1-0.6-0.9-16.4-16.4-20.1-95.395.3-36.-36.-23.20.1-7.5-7.50.4770.070.030.470.470.030.030.470.470.030.070.470.47-21.6-95.495.40.00.0-21.621.60.0-5.1-35.0-35.0-2.0-1.1-7.7-7.7-17.-17.-4.1-4.1-0.6-0.9-16.4-16.4-20.1-95.395.3-36.-36.-23.20.1-7.5-7.50.470.40.070.030.470.470.030.030.470.470.030.070.470.4777续表4.2活载作用下内力计算-21.6-95.495.40.00.0-21.621.60.0-5.1-35.0-35.0-2.0-1.1-7.7-7.7-17.-17.-4.1-4.1-0.6-0.9-16.4-16.4-20.1-95.395.3-36.-36.-23.20.1-7.5-7.50.4770.070.030.470.470.030.030.470.470.030.070.470.47-21.6-95.495.40.00.0-21.621.60.0-5.1-35.0-35.0-2.0-1.1-7.7-7.7-17.-17.-4.1-4.1-0.6-0.9-16.4-16.4-20.1-95.395.3-36.-36.-23.20.1-7.5-7.50.4770.070.030.470.470.030.030.470.470.030.070.470.47-21.6-95.495.40.00.0-21.621.60.0-5.1-35.0-35.0-2.0-1.1-7.7-7.7-17.-22.3.94.81.00.517.522.0-0.90.9-0.5-1.0-3.9-4.8-4.-18.-18.-0.6-1.1-20.2-95.595.5-33.-38.-23.20.2-7.0-8.00.5930.080.040.600.340.030.030.600.340.040.080.590.33-21.6-95.495.40.00.0-21.621.60.0-5.19.75.51.42.644.024.92.4-2.4-44.0-24.9-2.6-1.4-9.7-5.53.90.01.30.717.50.0-1.21.2-17.0.0-0.7-1.-3.075-10.-0.4-0.6-5.7-0.50.510.15.71-19.-94.-51.-19.-24.3-10.5-3.8-12.4-2.7注:表中方框里的数据为节点弯矩图4.5活载作用弯矩图(KN·M)图4.6活载作用内力图4.3风荷载作用下的内力计算表4.3风荷载内力计算图4.7风载作用弯矩图(KN·M)图4.8风载作用剪力图(KN)图4.9风载作用轴力图(KN)4.4水平地震作用下的内力计算水平地震作用内力计算可采用D值法，其过程和结果见表4.4,水平地震作用下弯矩4.5重力荷载代表值作用下的内力计算表4.4水平地震作用内力计算图4.10水平地震作用弯矩图(KN·M)图4.11水平地震作用剪力图(KN)图4.12水平地震作用轴力图(KN)多种荷载作用在结构上必须考虑荷载组合,依据不同荷载内力计算结果,取控制截面进行内力表5.1梁内力组合表+1.4+（0.7*②+0.7②-88.12-112.2中M47.915.1-55.5-79.4678.6272.1.4(②+0.6*③)-55-15.6?5.1-63?29-89.3-91.8ABMV右梁BC中AB七梁BC中MVMVMMVMMVMVMMVMMV-74-25395.7-5765.945.3-63-68-27796.3-5665.645.7-64-6921.6-21.7-78.960.1-17.320.2-19.4-21-80.760.1-17.120.1-19.7-21.1±?1.4±0±-?3.1±8.760±-?5.2-292?81±21.5±-73?30-79?10-317?110±29.4±-79?13-122-419327.4202.7-93.277.13-104-113-453201.7-92.277.67-106-113-121-426219.8-10177.18-111-114-473349.4-10577.66-118-116-112.5-400.5302.8-99.2670.334-107.4-107-457.5329.04-107.370.814-118.3-110.3-112.7-455.9302.73-121.964.14-126.5-107.8-524.1332.15-134.264.62-141-112.4梁BC中AB五梁BC中M-276-80.3?58±V21560.1M96.173.20M-56-17.1?23±V65.620.16.99M-64-19.7?21V-69-21.1?7M-276-80.3?79±V21560.121.1M96.173.2--316-64-74-79-316?147-451±?48-92.2±-77.67?49-106?15-113?179-451±47.8-492354.9217.8-11077.66-123-118-510359.7217.8-490.5338.24-115.470.814-126.4-112.9-520.5346.25-570.8344.97-139.564.62-152.2-115-612.3356.02续表5.1梁内力组合表+1.4(②+0.7②-56-17.1?27-64?57-92.2-114-121.7-151.4+1.4（0.7*②+AB左MV梁BC中AB三梁BC中MMVMVMMVMMVMVMMVMMV-64-19.7-69-21.1-276-80.321560.196.173.2-56-17.165.620.1-64-19.7-69-21.1-276-80.321560.196.173.2-56-17.665.720.1-64-19.6-69-21.1-?8.6±26.30±-?118±0±--316?209±±-316?223±77.67-106-113-451201.5-92.277.67-106-113-451201.5-93-105-11377.66-127-119-527364.1217.8-11877.66-132-121-543368.5217.8-12077.78-133-12170.814-133.9-115.1-548.1353.58-129.170.814-141.4-117.5-575.6360.92-130.770.934-144.1-11864.62-163-118.6-651.7366.48-156.464.62-167.7-120.2-668.9371.11-153.164.74-168.9-119.7M-276-80.4?127-317?228-452-551-588-675.9BCV21560.1245349370.4364.11372.86M-54-16.4?45-62?72-89.2-125-143.6-168.3AB中M45.116.1-53.2-76.6676.6669.M-67-20.7?44-78?77-111-147-162.5-193.3V-70-21.4?14-80?24-115-125-124.2-127.1M-274-79.6?161-313?283-447-575-632.3-744.4BCV21560.1245349378.2377.05392.1643.175.6有震组合:S=1.2×重力荷载代表表5.2柱内力组合表层层MVAMV八MM下N①219.7-20.2-24.00-20.24459.1-119-1473②48.8-7.5-9.348.8-7.567.25-37.0-43.95③±5.1±1.4?1.4?0.9±1.4?1.4±2.3?6.7?2.2④43.2244.1-24.0-28.6280.4-24.008-138-1690⑤SEHK?9.2?0.8±?40.8?19.6+1.4*0.7*②MAX∣62.3344.4-34.6-41.4393.4-34.6351.2-197.6-241.7822.5NMAX62.3344.4-34.6-41.44-34.626-197-241822.5NMIN49.35-27.3-32.35-27.34619.7-161-198695.71.2*①+1.4*(②+0.6*1.2*①+1.4*（0.7*②+MAX66.7-35.9-42.5-35.9-200.8-239.9NMAXNMIN333.1262.4-35.9-23.1-42.5-28.0376.7306.0-35.9-23.1-200.-137.-239.-174.MAX63.9-33.5-39.1-33.5-189.0-222.7NMAXNMIN313.4261.6-33.5-22.3-39.1-27.5357.0305.2-33.5-22.3681.0547.6-189.-134.-222.-173.1.2*④+1.3*⑤MAX∣303.3-40.8-35.4346.9-40.8427.5646.1-218.6-228.4NMAX88.9303.3-40.8-35.49-40.8427.5646.1-218-2286NMIN5-16.7-33.20-16.75611.0-112-177678.5VMVAMV七MVBMV-119489.4-10.5-18.24-10.53960.2-76.3-124-76.3-37.098.4-4.5-7.598.4-4.52-21.3-35.6258.2-21.3±4.5?4.0?0.9±4.5?4.0±9.4?17.8?13.9±9.4?17.8-1386-12.8-22.06-12.84-87.0-142-87.0?40.8?13.2?5.2?13.2±?58.3?54.2?58.3-197.6757.1-18.6-31.9805.7-18.64-123.9-203.23-123.9-197-1611-18.6-31.9805.7-18.64-123-203-123660.7-14.2-24.63-14.28-103-168-103-200.8-22.3-33.1-22.3-136.4-211.2-136.4-200.8728.8-22.3-33.1772.0-22.37-136.4-211.22-136.4-137.8583.5-9.2-21.1626.7-9.291.94-76.6-137.99-76.6-189.0-22.7-30.4-22.7-137.4-204.0-137.4-189.0690.0-22.7-30.4733.2-22.75-137.4-204.00-137.4-134.1581.0-6.9-20.7624.2-6.969.71-66.6-130.26-66.6-218.664.2669.9-32.5-33.0713.1-32.5298.98-180.1-241.53-180.1-21864.2669.9-32.5-33.01-32.59-180-241-180-112-25.4622.8-19.6666.0-14.8-28.6-100-28.6层层MVAM六VMBV①9-12.1-18.29-12.17-83.1-124②8-5.0-7.58-5.01-23.7-35.6③±9.6?0.5?3.5±9.6?0.5?28.6?26.6④22.0832.8-14.6-22.0868.8-14.65-95.0-142⑤SEHK?15.7?8.5?15.7±?69.3?74.8+1.4*0.7*②MAX∣3-21.2-31.99-21.2203.22352.6-135.4-203.2NMAX-21.2-31.9-21.22-135-203NMIN-16.3-24.6-16.33-112-168柱内力组合表1.2*①+1.4*(②+0.6*1.2*①+1.4*（0.7*②+MAX45.7-21.9-35.3-21.92312.5-156.9-221.8NMAX45.76-21.9-35.38-21.92312.5-156.9-221.8NMIN902.6-14.1-18.9945.8-14.15-75.7-127.3MAX-20.1-34.1-20.12161.0-163.0-221.8NMAX0-20.1-34.12-20.12161.0-163.0-221.8NMIN-0.5897.2-13.8-16.9940.4-13.869.55-59.7-112.41.2*④+1.3*⑤MAX2-37.9-37.44-37.9344.02062.7-204.0-268.3NMAX-37.9-37.4-37.90-204-268NMIN-23.9958.5-15.3-2.0-23.9-73.7NMVAM五五VMM下N-83.1-12.1-18.2-12.17-83.1-12420191-23.2-5.0-7.52-5.09-23.7-35.69?28.6?8.7?7.1?8.7?38.4?41.5-95.022.0-14.6-22.0-14.65-95.0-142?69.3?19.6?19.4?19.6±?86.4?106.32428.6-135.45-21.2-31.91-21.2203.23155.9-135.4-203.23231.924282049-135-112-21.-16.-31.-24.-21.-16.-135-112-203-1682380.0-156.948.4-28.8-38.3-28.83106.5-165.2-234.43174.02380.0-156.948.41-28.8-38.33-28.83106.5-165.2-234.43174.00-75.71-7.2-15.93-7.287.62327.5-67.4-114.82395.02228.5-163.0-31.6-39.1-31.62908.7-176.8-242.72976.22228.5-163.05-31.6-39.17-31.62908.7-176.8-242.72976.20-59.7-4.98-2.3-12.00-2.346.32308.6-45.9-91.52376.12130.2-204.01-43.0-51.53-43.0369.82784.6-226.3-309.22851.4-204-43.0-51.5-43.08-226-309-23.9-24.8-1.1-27.82546-1.6-32.82614层MAX∣7-21.2-31.92042.3层MAX∣7-21.2-31.92042.3-21.2203.23959.2-135.4NMAX-21.2-31.9-21.22-135NMIN-16.3-24.6-16.33-112MAX∣7-46.1-63.29-46.1379.13512.0-240.1NMAX-46.1-63.2-46.11-240NMIN-22.5-37.1MVMAVMVVV?33.8?86.4-159.2-69.1-168.2-50.20.6续表5.2柱内力组合表-81.-23.-93.-133.-133-109-159.-168.-224.-224+1.4*0.7*②④22.0-14.6-22.0+1.4*0.7*②④22.0-14.6-22.0-14.65-95.0③?10.7?12.2?10.7?47.4①-12.1-18.2-12.17-83.11.2*④+1.3*⑤②246.7-5.0-7.5246.7-5.0644.8-23.7⑤SEHK?22.0?28.4?22.0±±?97.0MAX49.1-30.5-42.6-30.53903.6-172.7NMAX49.18-30.5-42.60-30.53903.6-172.7NMIN2-5.5-11.64-5.52914.3-59.9MAX-34.5-46.3-34.53661.6-189.3NMAX3-34.5-46.35-34.53661.6-189.3NMIN-6.11-4.732885.5-33.3MVMVAM三三MBV-124-83.1-11.8-17.1-11.87-80.6-117-35.6644.8-23.296.1-4.8-7.0296.1-4.87-23.0-33.5?58.3?47.4?12.7?17.8?12.7?55.8?75.4-142-95.022.0-14.2-20.6-14.25-92.1-134?131.0±?97.0?23.0?36.6?23.0±±?101.5?152.3-203.24035.1-135.42406.0-20.6-29.92454.6-20.6203.24762.5-131.4-191.1-203-16840353403-135-11224062115-20.-15.-29.-23.24542164-20.-15.47624004-131-108-191-158-248.53957.6-172.749.22325.0-31.5-45.32368.2-31.54703.6-175.8-250.9-248.53957.6-172.749.22325.0-31.5-45.32368.2-31.54703.6-175.8-250.9-100.72995.4-59.94.90-3.5-5.52-3.53498.2-49.8-77.3-266.23706.6-189.32220.4-36.6-52.42263.6-36.64419.5-197.4-279.0-266.23706.6-189.32220.4-36.6-52.42263.6-36.64419.5-197.4-279.0-68.02975.5-33.3-6.3243457.5-18.6-35.1-341.23579.5-240.12167.7-46.9-72.32210.9-46.9368.94243.2-242.5-358.7-341-24068.5-46.9-72.3-46.994243-242-358-0.8-15.8-26.9层MAX∣2818.3-26.0-44.72866.9-26.0层MAX∣2818.3-26.0-44.72866.9-26.0216.75565.6-168.6NMAX-26.0-44.7-26.07-168NMIN2479-20.3-34.32528-20.344681-139MAX∣2545.6-54.4-107.12588.8-54.4360.94976.4-287.0NMAX-54.4-54.494976-287NMIN227723204428MVMA二VMVV-80.-23.?55.8-92.?101.-131.-131-108-175.8-175.-49.8-197.4-197.-18.6-242.-24221.4续表5.2柱内力组合表+1.4*0.7*②①-15.0-25.4+1.4*0.7*②①-15.0-25.4-15.09-103③?14.4?28.1?14.4?63.7⑤SEHK±?25.3?54.1±?25.3±±210.7?111.7④23.0-18.0-30.7-18.09-1181.2*④+1.3*⑤②5-5.9-10.65-5.9902.5-29.6MAX45.92726.6-38.4-68.92769.8-38.45505.1-219.0NMAX45.92726.6-38.4-68.92769.8-38.45505.1-219.0NMIN2165.5-5.9-6.92208.7-5.987.34080.5-70.6MAX2607.3-44.0-80.22650.5-44.05179.8-242.2NMAX51.52607.3-44.0-80.22650.5-44.05179.8-242.2NMIN2139.62182.84026.8-35.0MVMN上VAM一一MBV-177-1038.92105-3.0-6.82153-3.065.6-20.6-43.4-50.7902.5-29.404.6-1.2-2.8404.6-1.2-5.9?105.0?63.7?22.3?101.4?22.3±±?65.3?245.7-202-118-3.6-8.2-3.64485-23.6-37.2?197.7±210.7?111.7±?36.1?174.1±?36.1±±262.6?105.9?398.5-289.05641.6-168.63238.8-5.2-11.93303.2-5.26370.4-33.6-46.3-289-168-5.2-11.9-5.206370-33.6-46.3-2394757-1392842-4.1-9.22906-4.1-27.8-58.6-372.05572.6-219.029.93143.5-24.0-97.33200.76313.1-87.8-241.0-372.05572.6-219.03143.5-24.0-97.33200.76313.1-87.8-241.0-124.54148.0-70.6-3.22475.92533.2-22.3-5.64659.0-409.55247.3-242.23007.2-35.9-152.93064.55949.8-121.9-383.8-409.55247.3-242.23007.2-35.9-152.93064.526.45949.8-121.9-383.8-65.74094.3-35.0-12.42442.22499.5-34.8-61.84589.166.7291.9-500.25043.9-287.02934.1-51.2-236.12991.3-51.2301.65724.2-165.9-562.7-500-287-51.2-236-51.26-165-5624496-9.4260442.6216.4266142.6-1214473.5-23.6262.6?105.96402.4748.21.9-79.6-5.9?65.3-33.6-27.84678.5-116.15813.6-165.96402.521.96039.260.96471.0-33.66039.260.94044-20.6-1654NV跨中截面:M=79.5KN·MV=103.1KNV=112.7KNssCfbh20Cfbh202f300yA o跨中截面:①按计算跨度考虑b`f②按梁肋净跨考虑b`fT形截面计算,其翼缘宽度b`按以下几种情况考虑:f=b+Sn=300+3600=3900㎜(6.7)③按h`/ho=0.1/0.465=0.22>0.1,不受限制ff1cffof`f2MC2MCfbh20㎜2f300y4)选择钢筋3Ф18As=763mm2>570.6mm2ossCfbh20㎜㎜f300y AoV=η(Ml+Mr)/l+V=1.1×(112.2+129.4)/5.65+0.5×(22.52+0.5②验算截面尺寸:Lo/h=6.3/0.5=12.6>2.5—Ycvo①验算是否需按计算配置箍筋:其他梁的配筋计算可根据最不利组合内力,利用<混凝土结构计算图表>逐一查表计算,表6.1边跨梁截面配筋计算计算计算截面位置AsA支座截梁端加密面AB跨中B支座截非加密区面As钢筋选用箍筋选用-112.2-129.43Ф203Ф183Ф20633.5573.9736.5层8A支座截-100.7面B支座截-110.5面A支座截-107.3面B支座截-118.3面A支座截-115.4面B支座截-126.4面A支座截-121.7面B支座截-133.9面A支座截-129.1面556.6846.1560.1910.1886.6560.1978.3938.6560.1560.13Ф203Ф183Ф203Ф223Ф183Ф223Ф223Ф183Ф223Ф223Ф183Ф223Ф223Ф18梁端加密区箍筋取非加密区B支座截面A支座截2面-141.4-130.73Ф223Ф22ABAB跨中77.8561.13Ф18763B支座截-144.11128.7面A支座截-143.61124.4面1AB跨中76.7132B支座截面表6.2中跨梁截面配筋计算-162.5计算计算层截面位置AsB支座截5Ф25面8BC跨中C支座截梁端加密面B支座截面非加密区梁端加密C支座截区箍筋取面B支座截非加密区面C支座截2528.4面5Ф25+2Ф3Ф225Ф25+2Ф-4735Ф2524542419.7-4732419.75Ф252454As钢筋选用箍筋选用-425.8-425.82155.52155.52528.43Ф225Ф25219.8217.8267.3273.3-492-49224542454B支座截5Ф25+2Ф-520.52692.632155BC跨中217.8276.03Ф221140C支座截5Ф25+2Ф-520.52692.63215B支座截5Ф25+2Ф-548.12853.732154BC跨中217.8278.93Ф221140C支座截5Ф25+2Ф-548.13215面2853.722B支座截5Ф25+2Ф-575.63017.132153BC跨中217.8279.71021.53Ф221140C支座截5Ф25+2Ф-575.63017.13215B支座截5Ф25+2Ф-5883091.632152BC跨中217.8285.81021.53Ф221140C支座截5Ф25+2Ф-5883091.63215B支座截-632.33362.67Ф253436面C支座截-632.33362.67Ф253436面最后按同类型确定最不利内力,经判别选一组最不利内力如下:①M=-46.3KN·Mc1第①组内力:M=-46.3KN·MN=6471KN;此组内力是非地震组合情况,且无水平荷载效应,故不必进行调整,按此组内力计算步骤如下:①求偏心距增大系数η6/3oaLo/h=5300/750=7.1<15,ζ=1.023io1io3isN-ζafbhN-ζafbh 1fcbh+afbhbf`(h-a`)按构造要求，单侧配置4Ф25(As=1964mm实oc63xo则截面尺寸满足抗剪要求.③验算是否需按计算配置箍筋先确定柱端加密区箍筋,非加密区取不少于端部一半即可.c2选标准层AB跨④~⑥轴线区域计算,现浇板为连续双向板(3.9m×6.3m),按弹性法查表计算.跨中弯矩:2=3.2KN.mX12=1.4KN.m(7.4)y2表6.3柱截面配筋计算A1BMM)①-45②-107①-12②-236③-12①-242①-191N805.72867258929912442822.548384004aa)0.55.35601η*ei111425111333881e269983666.6410414.8ξ633324-7As=As′-5063-1767-1123-1462-0.13-982-20.8-2084-1819配筋4Ф164Ф184Ф204Ф204Ф22As实mm2加密区4φ10@100,非加密区4φ加密区4φ10@80,非加密区4φ10@150支座弯矩:M,2XM,2x2X22X2两种情况叠加后得:M=5.0KN·mXM`=-6.7KN·mXM=2.3KN·myM`=-4.9KN·my62626262M1=97.3KN·mM2=152.9KN·mM3=236.1KN·mN1=3200.7KNN2=3064.5KNN3=2991.3KNV1=13.4KNV2=26.4KNV3=-51.2KN(2)确定地基承载力特征值设计值fa按地质勘察资料提供的数据计算f,一般情况下也可以利用下述公式求f:A柱下基础为偏心受压基础,计算时可先按轴心受压估算基础底面尺寸,然后按偏心受压公式复核.基础平均埋深d=1.7+0.5×0.3=1.85m(8.2)3(8.4)(4)附加荷载统计2kpp(aa=ΣN/A-ΣM/Wfp+p)/2=(332+307)/2=319.5kpa<faa基础顶面总弯矩:ΣM=152.9-1.2(14.8-26.4×1.2)=173.2KN·m(8.12)pp(=ΣN/A+ΣM/W=3698.6/12+a=ΣN=ΣN/Afp+p)/2=(329.9+286.6)/2=308.2kpa<faa基础顶面总弯矩:ΣM=236.1-1.2(14.8+51.2×1.2)=144.6KN·m(8.17)pfap=ΣN/A-ΣM/W=3625.6/17.5-144.6/8=284.1kpa>0(p+p)/2=(320.2+284.1)/2=302.1kpa<f=330kpa(8.21)