第九章 框架梁內(nèi)力組合

第9章框架梁內(nèi)力組合及截面設(shè)計(jì)一般規(guī)定因?yàn)樵摽蚣芙Y(jié)構(gòu)荷載對(duì)稱、柱尺寸也相同，故本設(shè)計(jì)內(nèi)力組合只考慮AB,BC跨。1232 5 &I I I7 8 911 1:'BI 1 11119.1.1梁端負(fù)彎矩調(diào)幅當(dāng)考慮框架梁塑性變形產(chǎn)生的內(nèi)力重分布時(shí)，應(yīng)在內(nèi)力組合之前對(duì)豎向荷載作用下的內(nèi)力進(jìn)行調(diào)幅（本設(shè)計(jì)梁端負(fù)彎矩調(diào)幅系數(shù)取0.85），水平荷載作用下的彎矩不能調(diào)幅。對(duì)梁端負(fù)彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并符合下列規(guī)定：9.1.1.1現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)B取0.8?0.9（本設(shè)計(jì)梁端負(fù)彎矩調(diào)幅系數(shù)取0.85）。Mi=BMio Mr=BMr00Ml0、0MrO：未調(diào)幅前梁左、右兩端的彎矩?？蚣芰憾素?fù)彎矩調(diào)幅后，梁跨中彎矩應(yīng)按平衡條件相應(yīng)增大，調(diào)幅后跨中彎矩可按下式計(jì)算：=M-1(1-0)(MlO+MrO)02式中：M--調(diào)幅前梁跨中彎矩標(biāo)準(zhǔn)值OM--彎矩調(diào)幅后梁跨中彎矩標(biāo)準(zhǔn)值為簡(jiǎn)化計(jì)算，調(diào)幅跨中彎矩根據(jù)下式計(jì)算：M=1.2MO應(yīng)先對(duì)豎向荷載作用下框架梁的彎矩進(jìn)行調(diào)幅，再與水平作用產(chǎn)生的框架梁彎矩進(jìn)行組合。截面設(shè)計(jì)時(shí)，框架梁跨中截面正彎矩設(shè)計(jì)值不應(yīng)小于豎向荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩設(shè)計(jì)值的50%。由于對(duì)梁在豎向荷載作用下產(chǎn)生的支座彎矩進(jìn)行了調(diào)幅，因此其界限相對(duì)受壓區(qū)高度應(yīng)取0.35而不是匕。取0=0.85對(duì)梁進(jìn)行調(diào)幅，彎矩調(diào)幅計(jì)算過程見表9.1b

表9.1何載種類桿件跨向彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值MioMr0M0MiMrM恒載頂層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層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層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層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層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活載頂層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層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層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層一層注：表中彎矩單位為KN?m?？刂平孛婵蚣芰旱目刂平孛嫱ǔＪ橇憾酥ё孛婧涂缰薪孛?。在豎向荷載作用下，支座截面可產(chǎn)生最大負(fù)彎矩和最大剪力；在水平荷載作用下，支座截面還會(huì)出現(xiàn)正彎矩，跨中截面一般產(chǎn)生最大正彎矩，有時(shí)可能出現(xiàn)負(fù)彎矩?？蚣芰旱目刂平孛孀畈焕麅?nèi)力組合有以下幾種：梁跨中截面：+M及相應(yīng)的V（正截面設(shè)計(jì)），有時(shí)需組合-M；maxmax梁支座截面：-M及相應(yīng)的V（正截面設(shè)計(jì)），V及相應(yīng)的M（斜截面設(shè)計(jì)）,maxmax有時(shí)需組合+M。max框架柱的控制截面通常是在柱上、下兩端截面（圖8.26）。柱的剪力和軸力在同一層柱內(nèi)變化很小，甚至沒有變化，而柱的梁端彎矩最大。同一柱端截面在不同內(nèi)力組合時(shí)，有可能出現(xiàn)正彎矩或負(fù)彎矩，考慮到框架柱一般采用對(duì)稱配筋，組合時(shí)只需選擇絕對(duì)值最大的彎矩?？蚣苤目刂平孛孀畈焕麅?nèi)力組合有以下幾種：柱截面：M］及相應(yīng)的M］及相應(yīng)的maXN,V；N及相應(yīng)的M,V；maxN及相應(yīng)的M,N；minV及相應(yīng)的M,N；maxMl比較大（不是絕對(duì)值最大）但N比較小（大偏壓）或N比較大（小偏壓）。內(nèi)力換算結(jié)構(gòu)受力分析所得內(nèi)力是構(gòu)件軸線處內(nèi)力，而梁支座截面是指柱邊緣處梁端截面，柱上、下端截面是指梁頂和梁底處柱端截面，如圖6.2所示。因此，進(jìn)行內(nèi)力組合前，應(yīng)將各種荷載作用下梁柱軸線的彎矩值和剪力值換算到梁柱邊緣處，然后再進(jìn)行內(nèi)力組合。對(duì)于框架柱，在手算時(shí)為了簡(jiǎn)化起見，可采用軸線處內(nèi)力值，也就是可不用換算為柱邊緣截面的內(nèi)力，這樣算得的鋼筋用量比需要的鋼筋用量略微多一圖9.2框架梁、柱控制截面處的內(nèi)力梁支座邊緣的內(nèi)力值：M二M-V-邊緣 2V=V-q-邊緣 2式中，M邊緣 支座邊緣截面的彎矩標(biāo)準(zhǔn)值；邊緣 支座邊緣截面的剪力標(biāo)準(zhǔn)值；M 梁柱中線交點(diǎn)處的彎矩標(biāo)準(zhǔn)值； 與M相應(yīng)的梁柱中線交點(diǎn)處的剪力標(biāo)準(zhǔn)值q 梁?jiǎn)挝婚L(zhǎng)度的均布荷載標(biāo)準(zhǔn)值；b 梁端支座寬度（即柱截面高度）。荷載效應(yīng)組合的種類手算中主要考慮以下組合：（1） 非抗震設(shè)計(jì)時(shí)的基本組合：1、 以永久荷載效應(yīng)組合控制的組合：1.35X恒載+0.7X1.4X活載；2、 以可變荷載效應(yīng)控制的組合：1.2X恒載+1.4X活載；3、 考慮恒載、活載和風(fēng)載組合，采用簡(jiǎn)化規(guī)則：1.2X恒載+1.4X0.9（活載+風(fēng)載）；（2） 地震作用效應(yīng)和其他效應(yīng)的基本組合：考慮重力荷載代表值、風(fēng)載和水平地震組合（對(duì)一般結(jié)構(gòu)，風(fēng)載組合系數(shù)為0）：1.2X重力荷載+1.3水平地震；（3） 荷載效應(yīng)的標(biāo)準(zhǔn)組合：荷載效應(yīng)的標(biāo)準(zhǔn)組合：1.0X恒載+1.0X活載框架梁內(nèi)力組合考慮恒荷載、活荷載、重力荷載代表值、風(fēng)荷載和水平地震作用五種荷載。9.2.1內(nèi)力換算和梁端負(fù)彎矩調(diào)幅根據(jù)9.1.3中的公式，將框架梁軸線處的內(nèi)力換算為梁支座邊緣處的內(nèi)力值，換算結(jié)果以及調(diào)幅后的值見下面圖表所示。注：1、框架梁受力復(fù)雜，因此q值（梁?jiǎn)挝婚L(zhǎng)度的均布荷載標(biāo)準(zhǔn)值）近似取該跨梁上所有荷載除以該跨梁的跨長(zhǎng)。表中彎矩以梁下部受拉為正，剪力以繞桿端順時(shí)針為正?？紤]活荷載的最不利布置以及梁跨中彎矩并非梁跨內(nèi)最大彎矩，因此跨中彎矩適當(dāng)放大，故乘以系數(shù)1.2，即表中的調(diào)幅后的彎矩為乘以1.2系數(shù)的放大彎矩，水平荷載作用下，跨中彎矩不調(diào)幅2、表中彎矩的單位是：KN?m,剪力的單位是：KN

梁位置截面位置內(nèi)力何載類型SGKSQkSwkSEk左風(fēng)右風(fēng)左震右震五層AB跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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層BC跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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梁位置截面位置內(nèi)力何載類型SGKSQkSwkSEk左風(fēng)右風(fēng)左震右震四層AB跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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層BC跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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

梁位置截面位置內(nèi)力何載類型SGKSQkSwkSEk左風(fēng)右風(fēng)左震右震三層AB跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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層BC跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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

梁位置截面位置內(nèi)力何載類型SGKSQkSwkSEk左風(fēng)右風(fēng)左震右震二層AB跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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層BC跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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

梁位置截面位置內(nèi)力何載類型SGKSQkSwkSEk左風(fēng)右風(fēng)左震右震層AB跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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層BC跨軸線處內(nèi)力（調(diào)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梁支座邊緣處內(nèi)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內(nèi)力組合計(jì)算非抗震設(shè)計(jì)時(shí)的基本內(nèi)力組合考慮恒荷載、活荷載和風(fēng)荷載作用三種荷載抗震設(shè)計(jì)時(shí)的基本內(nèi)力組合考慮恒荷載、活荷載和地震荷載作用三種荷載基本組合計(jì)算過程見下表所示：（注：1、表中彎矩的單位是：KN?m,剪力的單位是：KN2、表中內(nèi)力組合值的結(jié)果均乘以結(jié)構(gòu)重要性系數(shù)，即丫°二1.0因其等于1，所以在表格中省略不寫）

截面內(nèi)力恒載活載左風(fēng)右風(fēng)左震右震考慮抗震的何載組合不考慮抗震的何載組合重力荷對(duì)結(jié)木1.2*恒載+1.3*左震載效應(yīng)勾不利1.2*恒載+1.3*右震重力荷鳥結(jié)構(gòu)1.0*恒載+1.3*左震載效應(yīng)對(duì)1有利1.0*恒載+1.3*右震恒載起不1.2*恒載+1.4*0.7活載+1.4*左風(fēng)'利作用時(shí)1.2*恒載+1.4*0.7活載+1.4*右風(fēng)永久荷載效應(yīng)控制1.35*恒載+1.4*0.7*活載豎向活載/1.2*恒載+1.4*活載+1.4*0.6*左風(fēng)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

截面內(nèi)力恒載活載左風(fēng)右風(fēng)左震右震考慮抗震的何載組合不考慮抗震的何載組合重力荷對(duì)結(jié)木1.2*（恒+0.5活）+1.3*左震載效應(yīng)勾不利1.2*（恒+0.5活）+1.3*右震重力荷鳥結(jié)構(gòu)1.0*（恒+0.5活）+1.3*左震載效應(yīng)對(duì)1有利1.0*（恒+0.5活）+1.3*右震恒載起不1.2*恒載+1.4*0.7活載+1.4*左風(fēng)'利作用時(shí)1.2*恒載+1.4*0.7活載+1.4*右風(fēng)永久荷載效應(yīng)控制1.35*恒載+1.4*0.7*活載豎向活載/1.2*恒載+1.4*活載+1.4*0.6*左風(fēng)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

截面內(nèi)力恒載活載左風(fēng)右風(fēng)左震右震考慮抗震的何載組合不考慮抗震的何載組合重力荷對(duì)結(jié)木1.2*（恒+0.5活）+1.3*左震載效應(yīng)勾不利1.2*（恒+0.5活）+1.3*右震重力荷鳥結(jié)構(gòu)1.0*（恒+0.5活）+1.3*左震載效應(yīng)對(duì)1有利1.0*（恒+0.5活）+1.3*右震恒載起不1.2*恒載+1.4*0.7活載+1.4*左風(fēng)'利作用時(shí)1.2*恒載+1.4*0.7活載+1.4*右風(fēng)永久荷載效應(yīng)控制1.35*恒載+1.4*0.7*活載豎向活載/1.2*恒載+1.4*活載+1.4*0.6*左風(fēng)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

截面內(nèi)力恒載活載左風(fēng)右風(fēng)左震右震考慮抗震的何載組合不考慮抗震的何載組合重力荷對(duì)結(jié)木1.2*（恒+0.5活）+1.3*左震載效應(yīng)勾不利1.2*（恒+0.5活）+1.3*右震重力荷鳥結(jié)構(gòu)1.0*（恒+0.5活）+1.3*左震載效應(yīng)對(duì)1有利1.0*（恒+0.5活）+1.3*右震恒載起不1.2*恒載+1.4*0.7活載+1.4*左風(fēng)'利作用時(shí)1.2*恒載+1.4*0.7活載+1.4*右風(fēng)永久荷載效應(yīng)控制1.35*恒載+1.4*0.7*活載豎向活載/1.2*恒載+1.4*活載+1.4*0.6*左風(fēng)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

截面內(nèi)力恒載活載左風(fēng)右風(fēng)左震右震考慮抗震的何載組合不考慮抗震的何載組合重力荷對(duì)結(jié)木1.2*（恒+0.5活）+1.3*左震載效應(yīng)勾不利1.2*（恒+0.5活）+1.3*右震重力荷鳥結(jié)構(gòu)1.0*（恒+0.5活）+1.3*左震載效應(yīng)對(duì)1有利1.0*（恒+0.5活）+1.3*右震恒載起不1.2*恒載+1.4*0.7活載+1.4*左風(fēng)'利作用時(shí)1.2*恒載+1.4*0.7活載+1.4*右風(fēng)永久荷載效應(yīng)控制1.35*恒載+1.4*0.7*活載豎向活載/1.2*恒載+1.4*活載+1.4*0.6*左風(fēng)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框架梁截面設(shè)計(jì)9.3.1框架梁的正截面受彎承載力計(jì)算該設(shè)計(jì)中梁混凝土強(qiáng)度等級(jí)選用為C25,J二1.0,0二1.0,f二11.9N/mm21ccf二1.27N/mm2，縱向受力鋼筋采用HRB400級(jí)鋼筋f=360N/mm2，箍筋采ty用HRB400級(jí)鋼筋，f=360N/mm2。環(huán)境類別為一類，梁混凝土保護(hù)層最小厚度yv為25mm。當(dāng)梁內(nèi)縱向受力鋼筋放置一排時(shí)，取a=35mm；放置兩排鋼筋時(shí)，取sa=60mm。s表11.3.6-1框架梁縱向受拉鋼筋的最小配筋百分旱（嘰）抗廉等級(jí)渠中位昔支座跨中-級(jí)吐40和冏川代中的較大值山汕和耨川人中的校大值二級(jí)和65 中的較大值025和55///?中的輟大氈三、四級(jí)0出和f汀、中的較大值（U0和切職中的較大值接下來以第三層梁為例計(jì)算配筋，選取最不利組合內(nèi)力如下表：組合控制截面最大彎矩(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：抗震組合已經(jīng)調(diào)整抗震承載力（MX75%）。AB跨梁梁截面尺寸為：bXh=250mmX600mm,h=600-35=565mm，支座截面按矩形0截面計(jì)算，跨內(nèi)按T形截面計(jì)算，翼緣寬度取b=l=x7300=2433mm；f3 3

又因?yàn)椋篺 100Ah--f-=1.0X11.9X2433X100x565-又因?yàn)椋篺 100Ah--f-=1.0X11.9X2433X100x565-02k 乙丿k2丿a1代h2即跨內(nèi)截面屬于第一類T型截面。AB跨梁正截面受彎承載力計(jì)算見下表截面12(T型截面)3彎矩設(shè)計(jì)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選配鋼筋(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跨梁梁截面尺寸為：bXh=200mmX400mm,%=400-35=365mm，支座截面按矩形截面計(jì)算，跨內(nèi)按T形截面計(jì)算，翼緣寬度取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彎矩設(shè)計(jì)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= 豈 ls 20.880.9970.88A=M/(yfh)s sy0(mm2)560.0570.30560.05選配鋼筋（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即跨內(nèi)截面屬于第一類T型截面。則BC跨梁正截面受彎承載力計(jì)算見下表

CD跨梁因CD跨梁與AB跨梁情況相同，故同理如上AB跨計(jì)算框架梁的斜截面受剪承載力計(jì)算據(jù)《建筑抗震設(shè)計(jì)規(guī)范》(GB50011-2010)中規(guī)定，一、二、三級(jí)的框架梁和抗震墻的連梁，其梁端截面組合的剪力設(shè)計(jì)值應(yīng)按下式調(diào)整：V=耳(Ml+Mr)/1+VvbbbnGb其中：V為梁端截面組合的剪力設(shè)計(jì)值；耳為梁端剪力增大系數(shù)，一級(jí)可取1.3，二級(jí)可取1.2，三級(jí)可取1.1；vbMi、Mr分別為梁左右端逆時(shí)針或順時(shí)針方向的彎矩設(shè)計(jì)值，一級(jí)框架梁端彎bb矩均為負(fù)彎矩時(shí)，絕對(duì)值較小的彎矩應(yīng)取為零；l為梁的凈跨；nV為梁在重力荷載代表值(8度時(shí)高層建筑還應(yīng)包括豎向地震作用標(biāo)準(zhǔn)值)作Gb用下，按簡(jiǎn)支梁分析的梁端截面剪力設(shè)計(jì)值。當(dāng)按地震作用下的內(nèi)力組合計(jì)算時(shí)，承載力抗震調(diào)整系數(shù)取丫=0.85。在進(jìn)行RE截面驗(yàn)算時(shí)，截面剪力采用設(shè)計(jì)值，有地震作用組合時(shí)，應(yīng)滿足：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—混凝土強(qiáng)度影響系數(shù)，混凝土強(qiáng)度等級(jí)不高于C50時(shí)取1.0；CV=1.2X(1.0V+0.5V)GB恒活梁斜截面剪力值選取如下表：

樓層組合剪力控制截面1346793層非抗震組合Vmax171.90133.969.109.10133.96171.90抗震組合|v|max164.52126.4636.8736.87126.46164.52注：抗震組合已經(jīng)調(diào)整抗震承載力（V>85%）。地震組合：框架梁端剪力設(shè)計(jì)值V調(diào)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為梁在重力荷載代表值作用下’按簡(jiǎn)支梁分析的梁端截面剪力設(shè)計(jì)值取第三層框架梁為例：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據(jù)此梁端截面剪力“強(qiáng)剪弱彎”調(diào)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抗震剪力設(shè)計(jì)值分別取42.83KN、42.83KN。9.3.2.1AB框架梁(1)截面11、非抗震組合最大剪力值：V=V[=171.9KNmax驗(yàn)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截面尺寸滿足要求。驗(yàn)算是否按計(jì)算配置腹筋0.7fbh二0.7x1.27x250x565二125.57KN<V二171.9KNt0故需按計(jì)算配置腹筋計(jì)算箍筋數(shù)量A、V-0.7fbh171900-125570門“c—冊(cè)> t——0= =0.228sfh 360x565yv0根據(jù)下表所示：梁中箍筋的最大間距和最小直徑（mm）梁截面咼度h最大間距最小直徑V>0.7ftbh0V〈=0.7ftbh0150〈h〈=3001502006300〈h〈=5002003006500〈h〈=8002503506>8003004008maxA=50.3mm2，貝s<Av=50.3=221mm<s=250mmsv 0.228 0.228 max取s=200mm,則相應(yīng)的箍筋的配箍率為：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箍筋滿足要求。2、抗震組合最大剪力值：V=V最大剪力值：V=V=110.27KNmax驗(yàn)算截面尺寸：h=h=565mmw07300=12.17>2.56000.250fbh=0.2x1.0x11.9x250x565=336.18KN>V=110.27KNcc0截面尺寸滿足要求?？紤]地震組合的矩形截面的框架梁，其斜截面受剪承載力應(yīng)符合下面的規(guī)定A丫V=0.6afbh+f時(shí)hRE cvt0yvs0A V-0.6afbh 110270-0.6x0.7x1.27x250x565—sv= cvt0= =0.1/S fh 360x565yv0由構(gòu)造要求(h,8d,100mm三者中的最小值)4配C8@100雙肢箍，有nAsr1=2x50.3=1.006>0.17，滿足要求。s100經(jīng)過比較，取地震作用下內(nèi)力組合的配箍為加密區(qū)配箍：雙肢箍C8@100。加密區(qū)長(zhǎng)度取max(1.5h,500)=max(1.5x600,500)=900mmb非加密區(qū)由組合剪力值計(jì)算箍筋：AV-0.6afbh 129730-0.6x0.7x1.27x250x565—sv= cvt0= =0.2/S fh 360x565yv0nA 2x50.3配C8@200雙肢箍，有一n= =0.5>0.27，滿足要求。s200p二nAsvi二2X50.3二0.2%>p二0.26厶二0.26X127二0.092%滿足要求。bs250x200 sv-min f 360yv沿梁全長(zhǎng)箍筋的配筋率應(yīng)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滿足要求。梁端截面剪壓比驗(yàn)算：YVRE YVRE 卩fbhcc01102701.0x11.9x250x565二0.066<0.2滿足要求。2）截面31、非抗震組合最大剪力值：V=V|=133.96KNmaX驗(yàn)算截面尺寸：h=h=565mm,—w= =2.83<4w0 b2500.250fbh=0.25x1.0x11.9x250x565=420.22KN>V=133.96KNcc0截面尺寸滿足要求。驗(yàn)算是否按計(jì)算配置腹筋0.7fbh=0.7x1.27x250x565=125.57KN<V=133.96KNt0故需按計(jì)算配置腹筋計(jì)算箍筋數(shù)量A、VA、V-0.7fbh―s^n t—0s fhyv0133960-125570360x565=0.041根據(jù)下表所示： 梁中箍筋的最大間距和最小直徑（mm）梁截面咼度h最大間距最小直徑V>0.7ftbh0V〈=0.7ftbh0150〈h〈=3001502006300〈h〈=5002003006500〈h〈=8002503506>8003004008則有該梁的箍筋直徑不宜小于6mm，最大間距s =250mm，故選用C8箍筋，max取s=200mm,則相應(yīng)的箍筋的配箍率為：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箍筋滿足要求。2、抗震組合最大剪力值：V=V[=110.27KNmax7300驗(yàn)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截面尺寸滿足要求。考慮地震組合的矩形截面的框架梁，其斜截面受剪承載力應(yīng)符合下面的規(guī)定A丫V=0.6afbh+f冊(cè)hRE cvt0yvs0A V-0.6afbh110270-0.6x0.7x1.27x250x565—sv= cvt0= =0.1/S fh 360x565yv0由構(gòu)造要求(h,8d,100mm三者中的最小值)4配C8@100雙肢箍，有nAsv1=2x50.3=1.006>0.17，滿足要求。s100經(jīng)過比較，取地震作用下內(nèi)力組合的配箍為加密區(qū)配箍：雙肢箍C8@100。加密區(qū)長(zhǎng)度取max(1.5h,500)=max(1.5x600,500)=900mmb非加密區(qū)由組合剪力值計(jì)算箍筋：A V-0.6afbh 129730-0.6x0.7x1.27x250x565—sv= cvt0= =0.2/S fh 360x565yv0nA2x50.3配C8@200雙肢箍，有一= :-=0.5>0.27，滿足要求。s200p二nAsvi二2X50.3二0.2%>p二0.26厶二0.26X127二0.092%滿足要求。bs250x200 sv-min f 360yv沿梁全長(zhǎng)箍筋的配筋率應(yīng)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滿足要求。梁端截面剪壓比驗(yàn)算：YVRE YVRE 卩fbhcc01102701.0x11.9x250x565二0.066<0.2滿足要求。9.3.2.2BC框架梁(1)截面41、非抗震組合最大剪力值：V=V|=9.1KNmax驗(yàn)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截面尺寸滿足要求。驗(yàn)算是否按計(jì)算配置腹筋0.7們二0.7XL27X200X365二64.9KN>V二9.\KN故只需按構(gòu)造配置箍筋，故選用C8@200雙肢箍筋，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箍筋滿足要求。2、抗震組合最大剪力值：V=V|=42.83KNmax驗(yàn)算截面尺寸：h驗(yàn)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截面尺寸滿足要求?？紤]地震組合的矩形截面的框架梁，其斜截面受剪承載力應(yīng)符合下面的規(guī)定A■svYV=0.6afbh+f冊(cè)h■svRE cvt0yvs0

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