第九章 框架梁内力组合

第9章框架梁内力组合及截面设计一般规定因为该框架结构荷载对称、柱尺寸也相同，故本设计内力组合只考虑AB,BC跨。1232 5 &I I I7 8 911 1:'BI 1 11119.1.1梁端负弯矩调幅当考虑框架梁塑性变形产生的内力重分布时，应在内力组合之前对竖向荷载作用下的内力进行调幅（本设计梁端负弯矩调幅系数取0.85），水平荷载作用下的弯矩不能调幅。对梁端负弯矩乘以调幅系数进行调幅，并符合下列规定：9.1.1.1现浇框架梁端负弯矩调幅系数B取0.8〜0.9（本设计梁端负弯矩调幅系数取0.85）。Mi=BMio Mr=BMr00Ml0、0MrO：未调幅前梁左、右两端的弯矩。框架梁端负弯矩调幅后，梁跨中弯矩应按平衡条件相应增大，调幅后跨中弯矩可按下式计算：=M-1(1-0)(MlO+MrO)02式中：M--调幅前梁跨中弯矩标准值OM--弯矩调幅后梁跨中弯矩标准值为简化计算，调幅跨中弯矩根据下式计算：M=1.2MO应先对竖向荷载作用下框架梁的弯矩进行调幅，再与水平作用产生的框架梁弯矩进行组合。截面设计时，框架梁跨中截面正弯矩设计值不应小于竖向荷载作用下按简支梁计算的跨中弯矩设计值的50%。由于对梁在竖向荷载作用下产生的支座弯矩进行了调幅，因此其界限相对受压区高度应取0.35而不是匕。取0=0.85对梁进行调幅，弯矩调幅计算过程见表9.1b

表9.1何载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值MioMr0M0MiMrM恒载顶层AB-135.73-153.81199.810.85-115.37-130.74239.77BC-27..31-27..31-25.270.85-23.21-23.21-30.32CD-153.81-135.73199.810.85-130.74-115.37239.77四层AB-124.52-124.19104.970.85-105.84-105.56125.96BC-5.25-5.25-3.070.85-4.46-4.46-3.68CD-124.19-124.52104.970.85-105.56-105.84125.96三层AB-116.13-118.91111.830.85-98.71-101.07134.2BC-8.1-8.1-5.920.85-6.9-6.9-7.1CD-118.91-116.13111.830.85-101.07-98.71134.2二层AB-116.69-119.26111.380.85-99.19-101.37133.66BC-7.91-7.91-5.730.85-6.72-6.72-6.88CD-119.26-116.69111.380.85-101.37-99.19133.66一层AB-107.81-113.1118.870.85-91.64-96.14142.64BC-11.54-11.54-9.360.85-9.81-9.81-11.23CD-113.1-107.81118.870.85-96.14-91.64142.64活载顶层AB-64.8-3.8853.590.85-55.08-3.364.31BC0.85CD-3.88-64.853.590.85-3.3-55.0864.31四层AB-102.05-4.2856.470.85-86.74-3.6467.76BC0.85CD-4.28-102.0556.470.85-3.64-86.7467.76三层AB-106.36-5.0854.190.85-90.41-4.3265.03BC0.85CD-5.08-106.3654.190.85-4.32-90.4165.03

AB-97.28-14.0354.250.85-82.69-11.9365.1BC0.85CD-14.03-97.2854.250.85-11.93-82.6965.1AB-84.2-26.1554.740.85-71.57-22.2365.69BC0.85CD-26.15-84.254.740.85-22.23-71.5765.69二层一层注：表中弯矩单位为KN•m。控制截面框架梁的控制截面通常是梁端支座截面和跨中截面。在竖向荷载作用下，支座截面可产生最大负弯矩和最大剪力；在水平荷载作用下，支座截面还会出现正弯矩，跨中截面一般产生最大正弯矩，有时可能出现负弯矩。框架梁的控制截面最不利内力组合有以下几种：梁跨中截面：+M及相应的V（正截面设计），有时需组合-M；maxmax梁支座截面：-M及相应的V（正截面设计），V及相应的M（斜截面设计）,maxmax有时需组合+M。max框架柱的控制截面通常是在柱上、下两端截面（图8.26）。柱的剪力和轴力在同一层柱内变化很小，甚至没有变化，而柱的梁端弯矩最大。同一柱端截面在不同内力组合时，有可能出现正弯矩或负弯矩，考虑到框架柱一般采用对称配筋，组合时只需选择绝对值最大的弯矩。框架柱的控制截面最不利内力组合有以下几种：柱截面：M］及相应的M］及相应的maXN,V；N及相应的M,V；maxN及相应的M,N；minV及相应的M,N；maxMl比较大（不是绝对值最大）但N比较小（大偏压）或N比较大（小偏压）。内力换算结构受力分析所得内力是构件轴线处内力，而梁支座截面是指柱边缘处梁端截面，柱上、下端截面是指梁顶和梁底处柱端截面，如图6.2所示。因此，进行内力组合前，应将各种荷载作用下梁柱轴线的弯矩值和剪力值换算到梁柱边缘处，然后再进行内力组合。对于框架柱，在手算时为了简化起见，可采用轴线处内力值，也就是可不用换算为柱边缘截面的内力，这样算得的钢筋用量比需要的钢筋用量略微多一图9.2框架梁、柱控制截面处的内力梁支座边缘的内力值：M二M-V-边缘 2V=V-q-边缘 2式中，M边缘 支座边缘截面的弯矩标准值；边缘 支座边缘截面的剪力标准值；M 梁柱中线交点处的弯矩标准值； 与M相应的梁柱中线交点处的剪力标准值q 梁单位长度的均布荷载标准值；b 梁端支座宽度（即柱截面高度）。荷载效应组合的种类手算中主要考虑以下组合：（1） 非抗震设计时的基本组合：1、 以永久荷载效应组合控制的组合：1.35X恒载+0.7X1.4X活载；2、 以可变荷载效应控制的组合：1.2X恒载+1.4X活载；3、 考虑恒载、活载和风载组合，采用简化规则：1.2X恒载+1.4X0.9（活载+风载）；（2） 地震作用效应和其他效应的基本组合：考虑重力荷载代表值、风载和水平地震组合（对一般结构，风载组合系数为0）：1.2X重力荷载+1.3水平地震；（3） 荷载效应的标准组合：荷载效应的标准组合：1.0X恒载+1.0X活载框架梁内力组合考虑恒荷载、活荷载、重力荷载代表值、风荷载和水平地震作用五种荷载。9.2.1内力换算和梁端负弯矩调幅根据9.1.3中的公式，将框架梁轴线处的内力换算为梁支座边缘处的内力值，换算结果以及调幅后的值见下面图表所示。注：1、框架梁受力复杂，因此q值（梁单位长度的均布荷载标准值）近似取该跨梁上所有荷载除以该跨梁的跨长。表中弯矩以梁下部受拉为正，剪力以绕杆端顺时针为正。考虑活荷载的最不利布置以及梁跨中弯矩并非梁跨内最大弯矩，因此跨中弯矩适当放大，故乘以系数1.2，即表中的调幅后的弯矩为乘以1.2系数的放大弯矩，水平荷载作用下，跨中弯矩不调幅2、表中弯矩的单位是：KN・m,剪力的单位是：KN

梁位置截面位置内力何载类型SGKSQkSwkSEk左风右风左震右震五层AB跨轴线处内力（调幅后）左端M-115.37-55.083.37-3.3740.99-40.99V124.7639.1-0.850.85-10.3310.33跨中M239.7764.310.27-0.273.3-3.3V右端M-130.74-3.3-2.832.83-34.434.4V-129.72-22.41-0.850.85-10.3310.33梁支座边缘处内力左端M-84.18-45.313.16-3.1638.41-38.41V120.2637.28-0.850.85-10.3310.33跨中M239.7764.310.27-0.273.3-3.3V右端M-98.312.3-2.622.62-31.8231.82V-125.22-20.59-0.850.85-10.3310.33五层BC跨轴线处内力（调幅后）左端M-23.21-1.931.54-1.5418.67-18.67V2.470-0.930.93-11.3211.32跨中M-30.322.720000V右端M-23.21-1.93-1.54-4.51-18.6718.67V-2.470-0.933.34-11.3211.32梁支座边缘处内力左端M-22.59-1.931.31-1.3115.84-15.84V2.10-0.930.93-11.3211.32跨中M-30.322.720000V右端M-22.59-1.93-1.311.31-15.8415.84V-2.10-0.930.93-11.3211.32梁位置截面位置内力何载类型SGKSQkSwkSEk左风右风左震右震四层AB跨轴线处内力（调幅后）左端M-105.84-86.479.28-9.2880.7-80.7V85.8651.75-2.312.31-20.1820.18跨中M125.9667.760.84-0.847.03-7.03V右端M-105.56-3.64-7.67.6-66.6566.65V-85.47-25.11-2.312.31-20.1820.18梁支座边缘处内力左端M-84.45-73.88.7-8.775.66-75.66V82.4549.47-2.312.31-20.1820.18跨中M125.9667.760.84-0.847.03-7.03V右端M-84.192.64-7.027.02-61.6161.61V-82.36-22.83-2.312.31-20.1820.18四层BC跨轴线处内力（调幅后）左端M-4.46-2.024.12-4.1236.18-36.18V2.640-2.52.5-21.9321.93跨中M3.682.860000V右端M-4.46-2.02-4.12-4.12-36.1836.18V-2.640-2.52.5-21.9321.93梁支座边缘处内力左端M-3.8-2.023.5-3.530.7-30.7V2.240-2.52.5-21.9321.93跨中M3.682.860000V右端M-3.8-2.02-3.53.5-30.730.7V-2.240-2.52.5-21.9321.93

梁位置截面位置内力何载类型SGKSQkSwkSEk左风右风左震右震三层AB跨轴线处内力（调幅后）左端M-98.71-90.4115.81-15.81107.33-107.33V85.1452.31-4.074.07-27.7427.74跨中M134.265.030.94-0.946.09-6.09V右端M-101.07-4.32-13.9313.93-95.1595.15V-85.9-24.56-4.074.07-27.7427.74梁支座边缘处内力左端M-77.43-77.3314.79-14.79100.4-100.4V82.0350.03-4.074.07-27.7427.74跨中M134.265.030.94-0.946.09-6.09V右端M-79.61.82-12.9112.91-88.2288.22V-82.79-22.28-4.074.07-27.7427.74三层BC跨轴线处内力（调幅后）左端M-6.9-0.497.56-7.5651.65-51.65V2.640-4.584.58-31.331.3跨中M7.10.70000V右端M-6.9-0.49-7.56-7.56-51.6551.65V-2.640-4.584.58-31.331.3梁支座边缘处内力左端M-6.24-0.496.42-6.4243.83-43.83V2.240-4.584.58-31.331.3跨中M7.10.70000V右端M-6.24-0.49-6.426.42-43.8343.83V-2.240-4.584.58-31.331.3

梁位置截面位置内力何载类型SGKSQkSwkSEk左风右风左震右震二层AB跨轴线处内力（调幅后）左端M-99.19-82.6922.38-22.38127.43-127.43V85.1749.84-5.755.75-32.8432.84跨中M133.6665.11.4-1.47.57-7.57V右端M-101.37-11.93-19.5919.59-112.3112.3V-85.87-27.03-5.755.75-32.8432.84梁支座边缘处内力左端M-77.9-70.2320.94-20.94119.22-119.22V82.0647.56-5.755.75-32.8432.84跨中M133.6665.11.4-1.47.57-7.57V右端M-79.95.17-18.1518.15-104.09104.09V-82.76-24.75-5.755.75-32.8432.84二层BC跨轴线处内力（调幅后）左端M-6.72-1.410.64-10.6460.96-60.96V2.640-6.456.45-36.9536.95跨中M6.881.970000V右端M-6.72-1.4-10.64-10.64-60.9660.96V-2.640-6.456.45-36.9536.95梁支座边缘处内力左端M-6.06-1.49.03-9.0351.72-51.72V2.240-6.456.45-36.9536.95跨中M6.881.970000V右端M-6.06-1.4-9.039.03-51.7251.72V-2.240-6.456.45-36.9536.95

梁位置截面位置内力何载类型SGKSQkSwkSEk左风右风左震右震层AB跨轴线处内力（调幅后）左端M-91.64-71.5731.16-31.16149.14-149.14V84.7946.39-7.687.68-36.8736.87跨中M142.6465.693.13-3.1314.55-14.55V右端M-96.14-22.23-24.9124.91-120.04120.04V-86.25-30.48-7.687.68-36.8736.87梁支座边缘处内力左端M-70.44-59.9729.24-29.24139.92-139.92V81.6844.11-7.687.68-36.8736.87跨中M142.6465.693.13-3.1314.55-14.55V右端M-74.5814.61-22.9922.99-110.82110.82V-83.14-28.2-7.687.68-36.8736.87层BC跨轴线处内力（调幅后）左端M-9.81-6.0313.53-13.5365.17-65.17V2.640-8.28.2-39.539.5跨中M11.238.510000V右端M-9.81-6.03-13.53-13.53-65.1765.17V-2.640-8.28.2-39.539.5梁支座边缘处内力左端M-9.15-6.0311.48-11.4855.3-55.3V2.240-8.28.2-39.539.5跨中M11.238.510000V右端M-9.15-6.03-11.4811.48-55.355.3V-2.240-8.28.2-39.539.5内力组合计算非抗震设计时的基本内力组合考虑恒荷载、活荷载和风荷载作用三种荷载抗震设计时的基本内力组合考虑恒荷载、活荷载和地震荷载作用三种荷载基本组合计算过程见下表所示：（注：1、表中弯矩的单位是：KN・m,剪力的单位是：KN2、表中内力组合值的结果均乘以结构重要性系数，即丫°二1.0因其等于1，所以在表格中省略不写）

截面内力恒载活载左风右风左震右震考虑抗震的何载组合不考虑抗震的何载组合重力荷对结木1.2*恒载+1.3*左震载效应勾不利1.2*恒载+1.3*右震重力荷鸟结构1.0*恒载+1.3*左震载效应对1有利1.0*恒载+1.3*右震恒载起不1.2*恒载+1.4*0.7活载+1.4*左风'利作用时1.2*恒载+1.4*0.7活载+1.4*右风永久荷载效应控制1.35*恒载+1.4*0.7*活载竖向活载/1.2*恒载+1.4*活载+1.4*0.6*左风1M-84.18-45.313.16-3.1638.41-38.41-51.09-150.95-34.25-134.11-140.99-149.84-158.04-161.79V120.7637.28-0.850.85-10.3310.33131.48158.34107.33134.19180.25182.63199.56196.382M239.7764.310.27-0.273.30-3.30292.01283.43244.06235.48351.13350.37386.71377.98V3M-98.312.30-2.622.62-31.8231.82-159.33-76.61-139.67-56.95-119.38-112.05-130.46-116.95V-125.22-20.59-0.850.85-10.3310.33-163.69-136.84-138.65-111.79-171.63-169.25-189.22-179.804M-22.59-1.931.31-1.3115.84-15.84-6.52-47.70-2.00-43.18-27.17-30.83-32.39-28.71V2.100-0.930.93-11.3211.32-12.2017.23-12.6216.811.213.822.831.735M-30.32-2.720.000.000.000.00-36.38-36.38-30.32-30.32-39.05-39.05-43.60-40.19V6M-22.59-1.93-1.311.31-15.8415.84-47.70-6.52-43.18-2.00-30.83-27.17-32.39-30.91V-2.100-0.930.93-11.3211.32-17.2312.20-16.8112.62-3.82-1.21-2.83-3.30

截面内力恒载活载左风右风左震右震考虑抗震的何载组合不考虑抗震的何载组合重力荷对结木1.2*（恒+0.5活）+1.3*左震载效应勾不利1.2*（恒+0.5活）+1.3*右震重力荷鸟结构1.0*（恒+0.5活）+1.3*左震载效应对1有利1.0*（恒+0.5活）+1.3*右震恒载起不1.2*恒载+1.4*0.7活载+1.4*左风'利作用时1.2*恒载+1.4*0.7活载+1.4*右风永久荷载效应控制1.35*恒载+1.4*0.7*活载竖向活载/1.2*恒载+1.4*活载+1.4*0.6*左风1M-84.45-73.808.70-8.7075.66-75.66-47.26-243.98-22.99-219.71-161.48-185.84-186.33-197.35V82.4549.47-2.312.31-20.1820.18102.39154.8680.95133.42144.19150.65159.79166.262M125.9667.760.84-0.847.03-7.03200.95182.67168.98150.70218.73216.38236.45246.72V3M-84.192.64-7.027.02-61.6161.61-179.54-19.35-162.96-2.78-108.27-88.61-111.07-103.23V-82.36-22.83-2.312.31-20.1820.18-138.76-86.30-120.01-67.54-124.44-117.97-133.56-132.734M-3.80-2.023.50-3.5030.70-30.7034.14-45.6835.10-44.72-1.64-11.44-7.11-4.45V2.240-2.502.50-21.9321.93-25.8231.20-26.2730.75-0.816.193.020.595M-3.68-2.860.000.000.000.00-6.13-6.13-5.11-5.11-7.22-7.22-7.77-8.42V6M-3.80-2.02-3.503.50-30.7030.70-45.6834.14-44.7235.10-11.44-1.64-7.11-10.33V-2.240-2.502.50-21.9321.93-31.2025.82-30.7526.27-6.190.81-3.02-4.79

截面内力恒载活载左风右风左震右震考虑抗震的何载组合不考虑抗震的何载组合重力荷对结木1.2*（恒+0.5活）+1.3*左震载效应勾不利1.2*（恒+0.5活）+1.3*右震重力荷鸟结构1.0*（恒+0.5活）+1.3*左震载效应对1有利1.0*（恒+0.5活）+1.3*右震恒载起不1.2*恒载+1.4*0.7活载+1.4*左风'利作用时1.2*恒载+1.4*0.7活载+1.4*右风永久荷载效应控制1.35*恒载+1.4*0.7*活载竖向活载/1.2*恒载+1.4*活载+1.4*0.6*左风1M-84.45-73.808.70-8.7075.66-75.66-8.79-269.8314.43-246.62-147.99-189.41-180.31-188.75V82.4549.47-2.312.31-20.1820.1892.39164.5270.98143.11141.77153.16159.77165.062M125.9667.760.84-0.847.03-7.03207.98192.14174.63158.80226.09223.45244.90252.87V------0.000.000.000.000.000.000.000.003M-84.192.64-7.027.02-61.6161.61-209.1120.26-193.3836.00-111.81-75.66-105.68-103.82V-82.36-22.83-2.312.31-20.1820.18-148.78-76.65-129.99-57.87-126.88-115.48-133.60-133.964M-3.80-2.023.50-3.5030.70-30.7049.20-64.7650.49-63.461.02-16.96-8.90-2.78V2.240-2.502.50-21.9321.93-38.0043.38-38.4542.93-3.729.103.02-1.165M-3.68-2.860.000.000.000.00-8.94-8.94-7.45-7.45-9.21-9.21-10.27-9.50V------0.000.000.000.000.000.000.000.006M-3.80-2.02-3.503.50-30.7030.70-64.7649.20-63.4650.49-16.961.02-8.90-13.57V-2.240-2.502.50-21.9321.93-43.3838.00-42.9338.45-9.103.72-3.02-6.54

截面内力恒载活载左风右风左震右震考虑抗震的何载组合不考虑抗震的何载组合重力荷对结木1.2*（恒+0.5活）+1.3*左震载效应勾不利1.2*（恒+0.5活）+1.3*右震重力荷鸟结构1.0*（恒+0.5活）+1.3*左震载效应对1有利1.0*（恒+0.5活）+1.3*右震恒载起不1.2*恒载+1.4*0.7活载+1.4*左风'利作用时1.2*恒载+1.4*0.7活载+1.4*右风永久荷载效应控制1.35*恒载+1.4*0.7*活载竖向活载/1.2*恒载+1.4*活载+1.4*0.6*左风1M-77.90-70.2320.94-20.94119.22-119.2219.37-290.6041.97-268.00-132.99-191.62-173.99-174.21V82.0647.56-5.755.75-32.8432.8484.32169.7063.15148.53137.03153.13157.39160.232M133.6665.101.40-1.407.57-7.57209.29189.61176.05156.37226.15222.23244.24252.71V0.0000.000.000.000.000.000.000.000.000.000.000.000.003M-79.905.17-18.1518.15-104.09104.09-228.142.54-212.6358.00-116.22-65.40-102.80-103.89V-82.76-24.75-5.755.75-32.8432.84-156.85-71.47-137.83-52.44-131.62-115.52-135.98-138.794M-6.06-1.409.03-9.0351.72-51.7259.12-75.3560.48-74.004.00-21.29-9.55-1.65V2.240-6.456.45-36.9536.95-45.3550.72-45.8050.28-6.3411.723.02-2.735M-6.88-1.970.000.000.000.00-9.44-9.44-7.87-7.87-10.19-10.19-11.22-11.01V0.0000.000.000.000.000.000.000.000.000.000.000.000.006M-6.06-1.40-9.039.03-51.7251.72-75.3559.12-74.0060.48-21.294.00-9.55-16.82V-2.240-6.456.45-36.9536.95-50.7245.35-50.2845.80-11.726.34-3.02-8.11

截面内力恒载活载左风右风左震右震考虑抗震的何载组合不考虑抗震的何载组合重力荷对结木1.2*（恒+0.5活）+1.3*左震载效应勾不利1.2*（恒+0.5活）+1.3*右震重力荷鸟结构1.0*（恒+0.5活）+1.3*左震载效应对1有利1.0*（恒+0.5活）+1.3*右震恒载起不1.2*恒载+1.4*0.7活载+1.4*左风'利作用时1.2*恒载+1.4*0.7活载+1.4*右风永久荷载效应控制1.35*恒载+1.4*0.7*活载竖向活载/1.2*恒载+1.4*活载+1.4*0.6*左风1M-70.44-59.9729.24-29.24139.92-139.9261.38-302.4181.47-282.33-102.37-184.24-153.87-143.93V81.6844.11-7.687.68-36.8736.8776.55172.4255.81151.67130.49152.00153.50153.322M142.6465.693.13-3.1314.55-14.55229.50191.67194.40156.57239.93231.16256.94265.76V0.0000.000.000.000.000.000.000.000.000.000.000.000.003M-74.58-14.61-22.9922.99-110.82110.82-242.3345.81-225.9562.19-136.00-71.62-115.00-129.26V-83.14-28.2-7.687.68-36.8736.87-164.62-68.76-145.17-49.31-138.16-116.66-139.88-145.704M-9.15-6.0311.48-11.4855.30-55.3057.29-86.4859.72-84.05-0.82-32.96-18.26-9.78V2.240-8.208.20-39.5039.50-48.6654.04-49.1153.59-8.7914.173.02-4.205M-11.23-8.510.000.000.000.00-18.58-18.58-15.49-15.49-21.82-21.82-23.50-25.39V0.0000.000.000.000.000.000.000.000.000.000.000.000.006M-9.15-6.03-11.4811.48-55.3055.30-86.4857.29-84.0559.72-32.96-0.82-18.26-29.07V-2.240-8.208.20-39.5039.50-54.0448.66-53.5949.11-14.178.79-3.02-9.589.3框架梁截面设计9.3.1框架梁的正截面受弯承载力计算该设计中梁混凝土强度等级选用为C25,J二1.0,0二1.0,f二11.9N/mm21ccf二1.27N/mm2，纵向受力钢筋采用HRB400级钢筋f=360N/mm2，箍筋采ty用HRB400级钢筋，f=360N/mm2。环境类别为一类，梁混凝土保护层最小厚度yv为25mm。当梁内纵向受力钢筋放置一排时，取a=35mm；放置两排钢筋时，取sa=60mm。s表11.3.6-1框架梁纵向受拉钢筋的最小配筋百分旱（叽）抗廉等级渠中位昔支座跨中-级吐40和冏川代中的较大值山汕和耨川人中的校大值二级和65 中的较大值025和55///?中的辍大毡三、四级0出和f汀、中的较大值（U0和切职中的较大值接下来以第三层梁为例计算配筋，选取最不利组合内力如下表：组合控制截面最大弯矩(KN・m)123456789M（非抗震）-213.60252.87-209.11-64.76-9.21-64.76-209.11252.87-213.60M（抗震）-202.37207.98-111.81-16.96-7.45-16.96-111.81207.98-202.37注：抗震组合已经调整抗震承载力（MX75%）。AB跨梁梁截面尺寸为：bXh=250mmX600mm,h=600-35=565mm，支座截面按矩形0截面计算，跨内按T形截面计算，翼缘宽度取b=l=x7300=2433mm；f3 3

又因为：f 100Ah--f-=1.0X11.9X2433X100x565-又因为：f 100Ah--f-=1.0X11.9X2433X100x565-02k 乙丿k2丿a1代h2即跨内截面属于第一类T型截面。AB跨梁正截面受弯承载力计算见下表截面12(T型截面)3弯矩设计值-213.60252.87-209.11a=M/(afbh2)s 1c 0或a=M/(afb'h2)s 1cf0=0.225=0.027=0.220g=1-J1-2a$0.2580.0270.252Eb0.5180.5180.518” (1+J1-2a)Y— ss 20.870.990.87A—M/(yfh)s sy0(mm2)1207.071255.771181.69选配钢筋(mm2)6C1815266C1815266C181506AP—sbh0(%)1.08%1.1%1.08%0.45丿±—0.17%和0.2%中大值fhy0符合要求X0.55^^—0.21%和0.25%中大值fhy0符合要求符合要求BC跨梁梁截面尺寸为：bXh=200mmX400mm,%=400-35=365mm，支座截面按矩形截面计算，跨内按T形截面计算，翼缘宽度取b=-1=-x3300=1100mm；f3 3=412.34=412.34KN-m>Mh--f02iff=9.21KN-m=1.0h--f02iff=9.21KN-m截面45（T型截面）6弯矩设计值-64.76-9.21-64.76a=M/(afbh2)s 1c 0或a=M/(afb'h2)s 1cf0=0.204=0.005=0.204g=1-Jl-2a$0.2310.0050.231Eb0.5180.5180.518(1+w1-2a)y= 岂 ls 20.880.9970.88A=M/(yfh)s sy0(mm2)560.0570.30560.05选配钢筋（mm2）4C168042C164024C16804AP_皿（%）1.1%0.55%1.1%0.45丿Z=0.17%和0.2%中大值fhy0符合要求0.55^^=0.21%和0.25%中大值fhy0符合要求符合要求2即跨内截面属于第一类T型截面。则BC跨梁正截面受弯承载力计算见下表

CD跨梁因CD跨梁与AB跨梁情况相同，故同理如上AB跨计算框架梁的斜截面受剪承载力计算据《建筑抗震设计规范》(GB50011-2010)中规定，一、二、三级的框架梁和抗震墙的连梁，其梁端截面组合的剪力设计值应按下式调整：V=耳(Ml+Mr)/1+VvbbbnGb其中：V为梁端截面组合的剪力设计值；耳为梁端剪力增大系数，一级可取1.3，二级可取1.2，三级可取1.1；vbMi、Mr分别为梁左右端逆时针或顺时针方向的弯矩设计值，一级框架梁端弯bb矩均为负弯矩时，绝对值较小的弯矩应取为零；l为梁的净跨；nV为梁在重力荷载代表值(8度时高层建筑还应包括竖向地震作用标准值)作Gb用下，按简支梁分析的梁端截面剪力设计值。当按地震作用下的内力组合计算时，承载力抗震调整系数取丫=0.85。在进行RE截面验算时，截面剪力采用设计值，有地震作用组合时，应满足：跨高比大于2.5的梁：丫RE(0.2跨高比大于2.5的梁：丫RE(0.2卩fbh)cc0跨高比不大于2.5的梁式中：丫RE(0.15卩fbh)cc00C—混凝土强度影响系数，混凝土强度等级不高于C50时取1.0；CV=1.2X(1.0V+0.5V)GB恒活梁斜截面剪力值选取如下表：

楼层组合剪力控制截面1346793层非抗震组合Vmax171.90133.969.109.10133.96171.90抗震组合|v|max164.52126.4636.8736.87126.46164.52注：抗震组合已经调整抗震承载力（V>85%）。地震组合：框架梁端剪力设计值V调整如下：V二耳(Ml+Mr)//+Vvbbb n GbAB跨：Mlb二213.60KN•mMrb二209.11KN/•mBC跨：Mlb=64.76KN•mMrb二64.76KN/•mCD跨：Mlb二209.11KN•mMrb二213.60KN/•mVG为梁在重力荷载代表值作用下’按简支梁分析的梁端截面剪力设计值取第三层框架梁为例：AB跨：G二12.43+0.5x5.7二15.28KN/mVGblGbr15.28VGblGbr15.28x7.3x3.6571x1.1=61.35KNBC跨：G二1.6KN/mVGblGbr1.6VGblGbr1.6x3.3x1.6531x1.1=2.9KN据此梁端截面剪力“强剪弱弯”调整如下：截面Mi=kN.mbMr=kN.mbl(m)n耳(Ml+Mr)V= b 1+Vl GbnVG(kN)丫諾1213.60209.116.8129.7361.35110.273213.60209.116.8129.7361.35110.27464.7664.763.050.392.942.83664.7664.763.050.392.942.83由上表可知截面4、6抗震剪力设计值分别取42.83KN、42.83KN。9.3.2.1AB框架梁(1)截面11、非抗震组合最大剪力值：V=V[=171.9KNmax验算截面尺寸：h=h=565mm,—w= =2.83<4w0 b2500.250fbh=0.25x1.0xll.9x250x565二420.22KN>V二171.9KNcc0截面尺寸满足要求。验算是否按计算配置腹筋0.7fbh二0.7x1.27x250x565二125.57KN<V二171.9KNt0故需按计算配置腹筋计算箍筋数量A、V-0.7fbh171900-125570门“c—册> t——0= =0.228sfh 360x565yv0根据下表所示：梁中箍筋的最大间距和最小直径（mm）梁截面咼度h最大间距最小直径V>0.7ftbh0V〈=0.7ftbh0150〈h〈=3001502006300〈h〈=5002003006500〈h〈=8002503506>8003004008maxA=50.3mm2，贝s<Av=50.3=221mm<s=250mmsv 0.228 0.228 max取s=200mm,则相应的箍筋的配箍率为：P=亠=P=亠=503 =0.10%>psvbs 250x200 sv.minf 1.27二0.24厶二0.24x 二0.085%f 360yv故所配yv故所配C8@200箍筋满足要求。2、抗震组合最大剪力值：V=V最大剪力值：V=V=110.27KNmax验算截面尺寸：h=h=565mmw07300=12.17>2.56000.250fbh=0.2x1.0x11.9x250x565=336.18KN>V=110.27KNcc0截面尺寸满足要求。考虑地震组合的矩形截面的框架梁，其斜截面受剪承载力应符合下面的规定A丫V=0.6afbh+f时hRE cvt0yvs0A V-0.6afbh 110270-0.6x0.7x1.27x250x565—sv= cvt0= =0.1/S fh 360x565yv0由构造要求(h,8d,100mm三者中的最小值)4配C8@100双肢箍，有nAsr1=2x50.3=1.006>0.17，满足要求。s100经过比较，取地震作用下内力组合的配箍为加密区配箍：双肢箍C8@100。加密区长度取max(1.5h,500)=max(1.5x600,500)=900mmb非加密区由组合剪力值计算箍筋：AV-0.6afbh 129730-0.6x0.7x1.27x250x565—sv= cvt0= =0.2/S fh 360x565yv0nA 2x50.3配C8@200双肢箍，有一n= =0.5>0.27，满足要求。s200p二nAsvi二2X50.3二0.2%>p二0.26厶二0.26X127二0.092%满足要求。bs250x200 sv-min f 360yv沿梁全长箍筋的配筋率应符合：nAp= sv1svbsnAp= sv1svbs2X50.3250x200二0.2%>psv.minf 1.27二0.26厶二0.26x二0.092%f 360yv满足要求。梁端截面剪压比验算：YVRE YVRE 卩fbhcc01102701.0x11.9x250x565二0.066<0.2满足要求。2）截面31、非抗震组合最大剪力值：V=V|=133.96KNmaX验算截面尺寸：h=h=565mm,—w= =2.83<4w0 b2500.250fbh=0.25x1.0x11.9x250x565=420.22KN>V=133.96KNcc0截面尺寸满足要求。验算是否按计算配置腹筋0.7fbh=0.7x1.27x250x565=125.57KN<V=133.96KNt0故需按计算配置腹筋计算箍筋数量A、VA、V-0.7fbh―s^n t—0s fhyv0133960-125570360x565=0.041根据下表所示： 梁中箍筋的最大间距和最小直径（mm）梁截面咼度h最大间距最小直径V>0.7ftbh0V〈=0.7ftbh0150〈h〈=3001502006300〈h〈=5002003006500〈h〈=8002503506>8003004008则有该梁的箍筋直径不宜小于6mm，最大间距s =250mm，故选用C8箍筋，max取s=200mm,则相应的箍筋的配箍率为：A50.3 f1.27p=sv= =0.10%>p =0.24—l=0.24x =0.085%svbs 250x200 sv.min f 360yv故所配C8@200箍筋满足要求。2、抗震组合最大剪力值：V=V[=110.27KNmax7300验算截面尺寸：h二h二565mm， =12.17>2.5w06000.250fbh=0.2x1.0x11.9x250x565二336.18KN>V=110.27KNcc0截面尺寸满足要求。考虑地震组合的矩形截面的框架梁，其斜截面受剪承载力应符合下面的规定A丫V=0.6afbh+f册hRE cvt0yvs0A V-0.6afbh110270-0.6x0.7x1.27x250x565—sv= cvt0= =0.1/S fh 360x565yv0由构造要求(h,8d,100mm三者中的最小值)4配C8@100双肢箍，有nAsv1=2x50.3=1.006>0.17，满足要求。s100经过比较，取地震作用下内力组合的配箍为加密区配箍：双肢箍C8@100。加密区长度取max(1.5h,500)=max(1.5x600,500)=900mmb非加密区由组合剪力值计算箍筋：A V-0.6afbh 129730-0.6x0.7x1.27x250x565—sv= cvt0= =0.2/S fh 360x565yv0nA2x50.3配C8@200双肢箍，有一= :-=0.5>0.27，满足要求。s200p二nAsvi二2X50.3二0.2%>p二0.26厶二0.26X127二0.092%满足要求。bs250x200 sv-min f 360yv沿梁全长箍筋的配筋率应符合：nAp= sv1svbsnAp= sv1svbs2X50.3250x200二0.2%>psv.minf 1.27二0.26厶二0.26x二0.092%f 360yv满足要求。梁端截面剪压比验算：YVRE YVRE 卩fbhcc01102701.0x11.9x250x565二0.066<0.2满足要求。9.3.2.2BC框架梁(1)截面41、非抗震组合最大剪力值：V=V|=9.1KNmax验算截面尺寸：h=h=365mm,—w= =1.83<4w0 b2000.250fbh二0.25x1.0x11.9x200x365二217.18KN>V二9.1KNcc0截面尺寸满足要求。验算是否按计算配置腹筋0.7們二0.7XL27X200X365二64.9KN>V二9.\KN故只需按构造配置箍筋，故选用C8@200双肢箍筋，p=p=nAsv1=2X50.3=0.25%>psvbs 200x200 sv.min二0.24厶二0.26x 二0.092%f 360yv故所配C8@200箍筋满足要求。2、抗震组合最大剪力值：V=V|=42.83KNmax验算截面尺寸：h验算截面尺寸：h=h=365mm，w03300=8.25>2.54000.250fbh二0.2X1.0x11.9x200x365二173.74KN>V二42.83KNcc0截面尺寸满足要求。考虑地震组合的矩形截面的框架梁，其斜截面受剪承载力应符合下面的规定A■svYV=0.6afbh+f册h■svRE cvt0yvs0

A V-0.6afbh 42830-0.6x0.7x1.27x200x365sv二 cvt0二 二0.03S fh 360x365yv0由构造要求(hb,8d,100mm三者中的最小值)4配C8@