內(nèi)力組合計(jì)算書.doc

5.4 內(nèi)力組合抗震規(guī)范第5.4條規(guī)定如下。5.4截面抗震驗(yàn)算5.4.1 結(jié)構(gòu)構(gòu)件的地震作用效應(yīng)和其他荷載效應(yīng)的基本組合，應(yīng)按下式計(jì)算： （5.4.1）式中：S結(jié)構(gòu)構(gòu)件內(nèi)力組合的設(shè)計(jì)值，包括組合的彎矩、軸向力和剪力設(shè)計(jì)值；G重力荷載分項(xiàng)系數(shù)，一般情況應(yīng)采用1.2，當(dāng)重力荷載效應(yīng)對(duì)構(gòu)件承載能力有利時(shí)，不應(yīng)大于1.0；Eh、Ev分別為水平、豎向地震作用分項(xiàng)系數(shù)，應(yīng)按表5.4.1 采用；w風(fēng)荷載分項(xiàng)系數(shù)，應(yīng)采用1.4；sGE重力荷載代表值的效應(yīng)，有吊車時(shí)尚應(yīng)包括懸吊物重力標(biāo)準(zhǔn)值的效應(yīng)；sEhk水平地震作用標(biāo)準(zhǔn)值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；sEvk豎向地震作用標(biāo)準(zhǔn)值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；swk風(fēng)荷載標(biāo)準(zhǔn)值的效應(yīng) ；w風(fēng)荷載組合值系數(shù)，一般結(jié)構(gòu)取0.0，風(fēng)荷載起控制作用的高層建筑應(yīng)采用0.2。注：本規(guī)范一般略去表示水平方向的下標(biāo)。表5.4.1 地震作用分項(xiàng)系數(shù)地震作用EhEv僅計(jì)算水平地震作用1.30.0僅計(jì)算豎向地震作用0.01.3同時(shí)計(jì)算水平與豎向地震作用1.30.55.4.2 結(jié)構(gòu)構(gòu)件的截面抗震驗(yàn)算，應(yīng)采用下列設(shè)計(jì)表達(dá)式：式中：RE承載力抗震調(diào)整系數(shù)，除另有規(guī)定外，應(yīng)按表5.4.2采用；R結(jié)構(gòu)構(gòu)件承載力設(shè)計(jì)值。表5.4.2 承載力抗震調(diào)整系數(shù)材料結(jié)構(gòu)構(gòu)件受力狀態(tài)RE鋼柱，梁0.75支 撐0.80節(jié)點(diǎn)板件，連接螺栓0.85連接焊縫0.90砌體兩端均有構(gòu)造柱、芯柱的抗震墻受剪0.90其他抗震墻受剪1.00混凝土梁受彎0.75軸壓比小于0.15的柱偏壓0.75軸壓比不小于0.15的柱偏壓0.80抗震墻偏壓0.80各類構(gòu)件受剪、偏拉0.855.4.3 當(dāng)僅計(jì)算豎向地震作用時(shí)，各類結(jié)構(gòu)構(gòu)件承載力抗震調(diào)整系數(shù)均宜采用1.0。本次畢業(yè)設(shè)計(jì)，各截面不同內(nèi)力的承載力抗震調(diào)整系數(shù)取值如下表承載力抗震調(diào)整系數(shù)RE正截面斜截面梁0.750.85柱子軸壓比0.150.750.85軸壓比0.150.80節(jié)點(diǎn)0.85結(jié)構(gòu)安全等級(jí)設(shè)為二級(jí)，故結(jié)構(gòu)重要性系數(shù)為根據(jù)建筑結(jié)構(gòu)荷載規(guī)范和建筑抗震設(shè)計(jì)規(guī)范，組合三種工況：恒荷載控制下、活荷載控制下和有地震作用參加的組合。其具體組合方法如下：恒荷載控制下：活荷載控制下：有地震作用參加的： 對(duì)柱進(jìn)行非抗震內(nèi)力組合時(shí)，根據(jù)規(guī)范，對(duì)活載布置計(jì)算的荷載進(jìn)行折減，折減系數(shù)由上而下分別為1.0，0.85，0.85，0.7，0.7。偏安全，不考慮因樓面活載布置面積對(duì)梁設(shè)計(jì)內(nèi)力的折減。梁柱截面標(biāo)號(hào)示意見圖5.22。圖5.22 梁截面標(biāo)號(hào)示意圖表5.5 梁截面內(nèi)力組合一層次截面內(nèi)力/單位恒活重力地震1.2SGK1.35SGK1.2SGE1.2SGE比較項(xiàng)設(shè)計(jì)值荷載SGK 荷載SQK荷載SGE 作用SEK+1.4SQK+0.98SQK+1.3SEK-1.3SEK00RERE-+41M/kNm-37.1 -11.50 -48.6 43.65 -60.62-61.36 -1.58-115.07-60.62-61.36 -1.18 -86.30 86.30 V/kN85.28 26.19 111.47-8.93139.00 140.79 122.16145.37139.00 140.79 91.62 109.03 140.79 2M/kNm126.56 34.48 161.04 33.43 200.14204.65 236.71149.79200.14204.65 177.53 112.34 204.65 3M/kNm-73.43 -22.81 -96.24-23.32 -120.05-121.48-145.8-85.17-120.05-121.48-109.35 -63.88 121.48 V/kN-96.64 -29.73 -126.37 -8.93 -157.59 -159.60 -163.25-140.04-157.59 -159.60 -122.44 -105.03 159.60 4M/kNm-44.74 -13.62 -58.3619.43 -72.76 -73.75 -44.77-95.29-72.76 -73.75 -33.58 -71.47 73.75 V/kN13.15 3.6 16.75 -20.45 20.8221.28-6.4646.6920.8221.28-4.86 35.01 35.015M/kNm-36.85 -14.87 -51.72 0.00-65.04-64.32 -62.06-62.06-65.04-64.32 -46.55 -46.55 65.04 31M/kNm-65.59-20.99-86.58351.43-108.09-109.11352.96-560.76-108.09-109.11264.72 -420.57 420.57V/kN100.6133.44134.05-30.11167.55168.59121.78200.00167.55168.5991.29 150.00 168.592M/kNm130.5637.58168.14198.45209.28213.08459.75-56.22209.28213.08344.81 -42.16 344.813M/kNm-92.44-30.75-123.19-274.94-153.98-154.93-505.25209.59-153.98-154.93-378.94 157.20 378.94V/kN-109-36.49-145.49-30.11-181.89-182.91-213.73-135.45-181.89-182.91-160.30 -101.58 182.914M/kNm-40.13-13.66-53.7955.11-67.28-67.567.1-136.19-67.28-67.565.32 -102.14 102.14V/kN15.196.3021.49-58.0127.0526.68-49.63101.2027.0526.68-37.22 75.90 75.905M/kNm-30.01-13.30-43.310.00-54.63-53.55-51.97-51.97-54.63-53.55-38.98 -38.98 54.63 21M/kNm-64.86-20.94-85.80196.25-107.15-108.08152.17-358.09-107.15-108.08114.12 -268.56 268.56V/kN100.5233.42133.94-41.17167.41168.45107.21214.25167.41168.4580.41 160.69 168.452M/kNm131.0437.59168.63112.52209.87213.74348.6356.08209.87213.74261.47 42.06 261.473M/kNm-92.26-30.78-123.04-154.39-153.80-154.72-348.3153.06-153.80-154.72-261.27 39.79 261.27V/kN-109.08-36.50-145.58-41.17-182-183.03-228.22-121.18-182-183.03-171.16 -90.88 183.034M/kNm-40.3-13.65-53.5993.41-67.47-67.7857.13-185.74-67.47-67.7842.84 -139.31 139.31 V/kN15.196.3021.49-98.3327.0526.68-102.04153.6227.0526.68-76.53 115.21 115.215M/kNm-31.18-23.38-54.560.00-70.15-65.01-65.47-65.47-70.15-65.01-49.10 -49.10 70.15層次截面內(nèi)力恒活重力地震1.2SGK1.35SGK1.2SGK1.2SGK比較項(xiàng)設(shè)計(jì)值荷載荷載荷載作用+1.4SQK+0.98SQK+1.3SQK-1.3SQK/單位SGK SQKSGE SEK 00RERE-+ 11M/kNm-55.95-17.93 -73.52258.44-92.24 -93.10247.75-424.2-92.24 -93.10185.81 -318.15 318.15 V/kN 99.6933.14132.83-57.26166.02167.3284.96233.83166.02167.3263.72 175.38 175.382M/kNm137.3040.23177.53145.51 221.08224.78402.223.87 221.08224.78301.65 17.90 301.653M/kNm -88.66-29.58-118.24-201.98-147.80-148.68-404.46120.69-147.80-148.68-303.35 90.51 303.35V/kN-109.91-36.78-146.69-57.26-183.38-184.42-250.47-101.59-183.38-184.42-187.85 -76.19 187.85 4M/kNm-43.22-14.63-57.85128.74-72.35-72.6897.94-236.78-72.35-72.6873.46 -177.59 177.59 V/kN 15.196.321.49-135.52-27.0526.68-150.39201.96-27.0526.68-112.79 151.47 151.47 5M/kNm-34.10-14.51-48.610.00-61.23-60.25-58.33-58.33-61.23-60.25-43.75 -43.75 61.23表5.6 柱截面內(nèi)力組合一柱號(hào)截面內(nèi)力恒荷載活荷載重力荷載地震作用1.2SGK1.35SGK1.2SGE1.2SGE比較項(xiàng)+1.4SQK+0.98SQK+1.3SEK-1.3SEK/單位SGKSQKSGESEK00REREA1M/kNm12.854.1216.97-204.7421.19 21.39 -245.80 286.53 21.19 21.39 -196.64 229.22 N/kN690.52273.61964.13-137.471211.68 1200.34 978.25 1335.67 1211.68 1200.34 782.60 1068.53 V/kN7.712.4710.18-74.4512.71 12.83 -84.57 109.00 12.71 12.83 -67.66 87.20 2M/kNm25.708.2433.94-167.5142.38 42.77 -177.04 258.49 42.38 42.77 -141.63 206.79 3M/kNm44.2414.1858.42-121.3372.94 73.62 -87.63 227.83 72.94 73.62 -70.10 182.27 N/kN551.83201.47753.3-80.21944.25 942.41 799.69 1008.23 944.25 942.41 639.75 806.59 V/kN22.257.1829.43-62.2236.75 37.07 -45.57 116.20 36.75 37.07 -36.46 92.96 4M/kNm42.5413.8256.36-121.3370.40 70.97 -90.10 225.36 70.40 70.97 -72.08 180.29 5M/kNm41.961354.96-85.5268.55 69.39 -45.22 177.13 68.55 69.39 -36.18 141.70 N/kN412.31129.05541.36-39.04675.44 683.09 598.88 700.38 675.44 683.09 479.10 560.31 V/kN21.676.8428.51-45.7935.58 35.96 -25.32 93.74 35.58 35.96 -20.25 74.99 6M/kNm42.5413.6856.22-93.0670.20 70.84 188.44 -53.51 70.20 70.84 150.75 -42.81 7M/kNm41.7013.2654.96-33.2268.60 69.29 22.77 109.14 68.60 69.29 18.21 87.31 N/kN236.2656.61292.87-8.93362.77 374.43 339.84 363.05 362.77 374.43 271.87 290.44 V/kN22.587.0929.67-20.2837.02 37.43 9.24 61.97 37.02 37.43 7.39 49.57 8M/kNm46.3814.3860.76-45.8775.79 76.71 13.28 132.54 75.79 76.71 10.62 106.03 表5.6 柱截面內(nèi)力組合二柱號(hào)截面內(nèi)力恒荷載活荷載重力荷載地震作用1.2SGK1.35SGK1.2SGE1.2SGE比較項(xiàng)+1.4SQK+0.98SQK+1.3SEK-1.3SEK/單位SGKSQKSGESEK00REREB1M/kNm11.153.6714.82234.8518.52 18.65 323.09 -287.52 18.52 18.65 258.47 -230.02 N/kN827.96365.281193.24-175.381504.94 1475.72 1203.89 1659.88 1504.94 1475.72 963.12 1327.91 V/kN6.692.28.8985.411.11 11.19 121.69 -100.35 11.11 11.19 97.35 -80.28 2M/kNm22.297.3329.62192.1537.01 37.27 285.34 -214.25 37.01 37.27 228.27 -171.40 3M/kNm34.5111.3745.88139.7257.33 57.73 236.69 -126.58 57.33 57.73 189.35 -101.26 N/kN646.76266.82913.58-97.121149.66 1134.61 970.04 1222.55 1149.66 1134.61 776.03 978.04 V/kN17.235.6722.971.6528.61 28.82 120.63 -65.67 28.61 28.82 96.50 -52.53 4M/kNm32.6810.7643.44139.7254.28 54.66 233.76 -129.51 54.28 54.66 187.01 -103.61 5M/kNm32.3610.6543.01101.0953.74 54.12 183.03 -79.81 53.74 54.12 146.42 -63.84 N/kN467.11168.64635.75-39.96796.63 795.87 710.95 814.85 796.63 795.87 568.76 651.88 V/kN16.575.4622.0351.8427.53 27.72 93.83 -40.96 27.53 27.72 75.06 -32.76 6M/kNm32.2810.6642.94101.0953.66 54.02 182.95 -79.89 53.66 54.02 146.36 -63.91 7M/kNm33.1210.743.8240.9854.72 55.20 105.86 -0.69 54.72 55.20 84.69 -0.55 N/kN251.5470.47322.01-12.06400.51 408.64 370.73 402.09 400.51 408.64 296.59 321.67 V/kN17.685.5923.2723.3529.04 29.35 58.28 -2.43 29.04 29.35 46.62 -1.94 8M/kNm35.8511.1246.9750.0958.59 59.30 121.48 -8.75 58.59 59.30 97.18 -7.00 5.5 梁柱設(shè)計(jì)內(nèi)力調(diào)整5.5.1 按“強(qiáng)剪弱彎”的原則調(diào)整梁的截面剪力首先根據(jù)GB50011-2010第6.2.4條的規(guī)定，按照“強(qiáng)剪弱彎”的原則，計(jì)算三級(jí)抗震等級(jí)梁端組合剪力設(shè)計(jì)值，公式如下式中：Vb梁端截面組合的剪力設(shè)計(jì)值ln梁的凈跨VGb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Mbl，Mbr分別為梁左右段反時(shí)針或順時(shí)針方向組合的彎矩設(shè)計(jì)值，以及框架梁端彎矩均為負(fù)彎矩時(shí)，絕對(duì)值較小的彎矩應(yīng)取0vb梁端剪力增大系數(shù)，一級(jí)為1.3，二級(jí)為1.2，三級(jí)為1.1.梁在重力荷載代表值作用下剪力設(shè)計(jì)值，分項(xiàng)系數(shù)取1.2其中為在重力荷載作用下按簡(jiǎn)支梁計(jì)算剪力時(shí)的等效均布荷載標(biāo)準(zhǔn)值。注意頂層是恒載和雪荷載，非頂層是恒載和活載。梁編號(hào)地震VGb比較值設(shè)計(jì)值桿端V選值（順、逆）kNmkNmkN/mkNkNkNkN4AB逆時(shí)針-1.18 109.35 26.25 118.13 134.03 159.60159.60順時(shí)針-86.30-63.8826.25118.13 96.05 159.60BC逆時(shí)針-33.58 33.58 12.4756.12 56.12 35.0156.12 順時(shí)針-71.4771.4712.4756.12 56.12 35.013AB逆時(shí)針-264.72 378.94 30.59 137.66 154.45 182.91182.91順時(shí)針-420.57 -157.2030.59 137.66 52.72 182.91BC逆時(shí)針-5.32 5.32 15.3168.90 68.90 75.9075.90順時(shí)針-102.14102.1415.3168.90 68.90 75.902AB逆時(shí)針-114.12 -261.27 30.59 137.66 82.47 183.03183.03順時(shí)針-268.5639.79 30.59 137.66 182.98 183.03BC逆時(shí)針-42.84 42.84 15.3168.90 68.90 115.21115.21順時(shí)針-139.31139.3115.3168.90 68.90 115.211AB逆時(shí)針-185.81 303.35 30.59 137.66 154.93 187.85187.85順時(shí)針-318.1590.51 30.59 137.66 104.19 187.85BC逆時(shí)針-73.46 73.46 15.3168.90 68.90 151.47151.47順時(shí)針-177.59 177.59 15.3168.90 68.90 151.475.1.2 按“強(qiáng)柱弱梁”的原則調(diào)整梁柱的截面內(nèi)力按“強(qiáng)柱弱梁”原則調(diào)整柱端彎矩。GB50011-2010第6.2條中規(guī)定如下。6.2.2 一、二、三級(jí)框架的梁柱節(jié)點(diǎn)處，除框架頂層和柱軸壓比小于0.15者及框支梁與框支柱的節(jié)點(diǎn)外，柱端組合的彎矩設(shè)計(jì)值應(yīng)符合下式要求 (6.2.2-1)一級(jí)框架結(jié)構(gòu)及9度時(shí)尚應(yīng)符合 (6.2.2-2)式中mc節(jié)點(diǎn)上下柱端截面順時(shí)針或反時(shí)針方向組合的彎矩設(shè)計(jì)值之和，上下柱端的彎矩設(shè)計(jì)值，可按彈性分析分配；mb節(jié)點(diǎn)左右梁端截面反時(shí)針或順時(shí)針方向組合的彎矩設(shè)計(jì)值之和，一級(jí)框架節(jié)點(diǎn)左右梁端均為負(fù)彎矩時(shí)，絕對(duì)值較小的彎矩應(yīng)取零；mbua節(jié)點(diǎn)左右梁端截面反時(shí)針或順時(shí)針方向?qū)嵟涞恼孛婵拐鹗軓澇休d力所對(duì)應(yīng)的彎矩值之和，根據(jù)實(shí)配鋼筋面積(計(jì)入受壓筋)和材料強(qiáng)度標(biāo)準(zhǔn)值確定；c柱端彎矩增大系數(shù)，一級(jí)取1.7，二級(jí)取1.5，三級(jí)取1.3。當(dāng)反彎點(diǎn)不在柱的層高范圍內(nèi)時(shí)，柱端截面組合的彎矩設(shè)計(jì)值可乘以上述柱端彎矩增大系數(shù)。6.2.3 一、二、三級(jí)框架結(jié)構(gòu)的底層，柱下端截面組合的彎矩設(shè)計(jì)值，應(yīng)分別乘以增大系數(shù)1.7、1. 5 和1.3。底層柱縱向鋼筋宜按上下端的不利情況配置。注：底層指無地下室的基礎(chǔ)以上或地下室以上的首層。表5.8 按“強(qiáng)柱弱梁”原則調(diào)整柱截面內(nèi)力柱截面內(nèi)力左震右震軸壓比MbMc調(diào)整后軸壓比MbMc調(diào)整后A1M/kNm0.2190.299N/kN2M/kNmN/kN3M/kNm0.1790.226N/kN4M/kNmN/kN5M/kNm0.1340.157N/kN6M/kNmN/kN7M/kNm0.0760.081N/kN8M/kNmN/kNB1M/kNm0.2690.371N/kN2M/kNmN/kN3M/kNm0.2170.274N/kN4M/kNmN/kN5M/kNm0.1590.182N/kN6M/kNmN/kN7M/kNm0.0830.09N/kN8M/kNmN/kN根據(jù)GB50011-2010第6.2.5條的規(guī)定，按照“強(qiáng)剪弱彎”的原則，計(jì)算三級(jí)抗震等級(jí)柱端截面組合剪力設(shè)計(jì)值，公式如下式中：V柱端截面組合的剪力設(shè)計(jì)值；Hn柱的凈高；Mct，Mcb分別為偏心受壓柱的上下端順時(shí)針或反時(shí)針方向截面組合的彎矩設(shè)計(jì)值，應(yīng)符合GB50011-2010第6.2.2條和第6.2.3條的規(guī)定；vb柱剪力增大系數(shù)，一級(jí)為1.4，二級(jí)為1.2，三級(jí)為1.1。表5.9 按“強(qiáng)剪弱彎”原則調(diào)整柱截面內(nèi)力層次柱號(hào)V（kN）組合值（kN）最不利值(kN)4AB3AB2AB1AB5.6 控制截面的不利內(nèi)力梁的控制截面有跨中截面和支座截面，其中跨中截面的不利內(nèi)力為最大正彎矩，支座截面的不利內(nèi)力包括最大負(fù)彎矩和最大剪力。柱的控制截面為柱的上下端，其不利內(nèi)力包括軸力最大、軸力最小、彎矩最大三種。根據(jù)內(nèi)力組合，現(xiàn)將梁柱控制截面的不利內(nèi)力匯總?cè)绫硭?。?.10 梁控制截面不利內(nèi)力匯總層次內(nèi)力截面123454M/kNm86.30 204.65121.4873.7565.04V/kN159.60 56.12 3M/kNm420.57344.81378.94102.1454.63V/kN182.9175.902M/kNm268.56261.47261.27139.3170.15V/kN183.03115.211M/kNm318.15301.65303.35177.5961.23V/kN187.85151.47表5.11 柱控制截面不利內(nèi)力匯總層次內(nèi)力內(nèi)力ABNmaxNminMmaxNmaxNminMmax/單位1M1/kNm21.39 -196.64 229.22 18.65 258.47 258.47 N/kN1200.34 782.60 1068.53 1475.72 963.12 963.12 V/kN12.83 -67.66 87.20 11.19 97.35 97.35 M2/kNm42.77 -141.63 206.79 37.27 228.27 228.27 2M1/kNm73.62 -70.10 182.27 57.73 189.35 189.35 N/kN942.41 639.75 806.59 1134.61 776.03 776.03 V/kN37.07 -36.46 92.96 28.82 96.50 96.50 M2/kNm70.97 -72.08 180.29 54.66 187.01 187.01 3M1/kNm69.39 -36.18 141.70 54.12 146.42 146.42 N/kN683.09 479.10 560.31 795.87 568.76 568.76 V/kN35.96 -20.25 74.99 27.72 75.06 75.06 M2/kNm70.84 150.75 -42.81 54.02 146.36 146.36 4M1/kNm69.29 18.21 87.31 55.20 84.69 84.69 N/kN374.43 271.87 290.44 408.64 296.59 296.59 V/kN37.43 7.39 49.57 29.35 46.62 46.62 M2/kNm76.71 10.62 106.03 59.30 97.18 97.18 5.7截面設(shè)計(jì) 本畢業(yè)設(shè)計(jì)框架高度小于30m，抗震設(shè)防烈度為7度，建筑分類為丙類，因此抗震等級(jí)為三級(jí)。5.7.1 框架梁的設(shè)計(jì)5.7.11 框架梁的正截面受彎承載力計(jì)算以頂層梁為例，采用C30混凝土，縱向受力鋼筋采用HRB400，箍筋采用。當(dāng)梁下受拉時(shí)，按T形截面設(shè)計(jì)，當(dāng)梁上部受拉時(shí)，按矩形截面設(shè)計(jì)。根據(jù)GB50010-2010，T形截面受彎構(gòu)件翼緣計(jì)算寬度取值如下：翼緣計(jì)算寬度當(dāng)按跨度考慮時(shí)，；按梁靜距考慮時(shí)，按翼緣高度考慮時(shí)，0.1，此種情況不起控制作用，故取。下部跨中計(jì)算按單筋T形截面計(jì)算，因?yàn)?0.518未超筋選配2C22,實(shí)際框架梁縱向受拉鋼筋的最小配筋率跨中位置為0.2%，故滿足。梁端1截面配筋將下部跨中截面的2C22鋼筋伸入支座，作為支座負(fù)彎矩作用下的受彎鋼筋（），再計(jì)算受拉鋼筋。截面抵抗拒系數(shù)為相對(duì)受壓區(qū)高度為 內(nèi)力矩力臂系數(shù)為縱向受拉鋼筋的總截面面積為框架梁縱向受拉鋼筋的最小配筋率支座處為0.25%。實(shí)配鋼筋3C20，梁端3截面配筋將下部跨中截面的2C22鋼筋伸入支座，作為支座負(fù)彎矩作用下的受彎鋼筋（），再計(jì)算受拉鋼筋。截面抵抗拒系數(shù)為 相對(duì)受壓區(qū)高度為 內(nèi)力矩力臂系數(shù)為 縱向受拉鋼筋的總截面面積為 框架梁縱向受拉鋼筋的最小配筋率支座處為0.25%。實(shí)配鋼筋3C20，梁端縱向受拉鋼筋的配筋率不應(yīng)大于2.5%，且計(jì)入受壓鋼筋的梁端混凝土受壓區(qū)高度和有效高度之比，一級(jí)不應(yīng)大于0.25，二、三級(jí)不應(yīng)大于0.35梁端截面的底面和頂面的配筋量的比值，除按計(jì)算確定外，一級(jí)不應(yīng)小于0.5.二、三級(jí)不應(yīng)小于0.3。驗(yàn)算受拉鋼筋配筋率，滿足驗(yàn)算相對(duì)受壓區(qū)高度，滿足驗(yàn)算梁端截面的底面和頂面配筋量的比值，滿足。中跨梁的計(jì)算截面抵抗拒系數(shù)為 相對(duì)受壓區(qū)高度為 內(nèi)力矩力臂系數(shù)為 縱向受拉鋼筋的總截面面積為 框架梁縱向受拉鋼筋的最小配筋率支座處為0.25%。實(shí)配鋼筋2C16，。表5.12 梁邊跨跨中正截面計(jì)算表項(xiàng)目AB4AB3AB2AB1正彎矩kNm204.65344.81361.47301.65翼緣寬bfmm2667266726672667驗(yàn)算MkNm2707.812707.812707.812707.81第一類T型截面是是是是s0.00930.01570.01640.01370.00940.01580.01650.0138s0.9950.9920.9920.993Asmm2752127013321110As，minmm2640640640640跨中配筋3C204C203C253C22實(shí)配Asmm2760125614731140配筋率%0.250.410.48 0.38 min是是是是表5.13 梁中跨正截面計(jì)算表項(xiàng)目BC4BC3BC2BC1彎矩kNm73.75102.14139.31177.59s0.05480.07590.10350.1320.5180.0790.10940.1421s0.9720.9600.9450.929Asmm2376528731948As，minmm2360 360 360 360 跨中配筋2C162C202C222C25實(shí)配Asmm2402628760982配筋率%0.24 0.37 0.450.58min是是是是表5.14 梁斜截面計(jì)算表 層次4321截面ABBCABBCABBCABBC剪力(kN)159.6056.12182.9175.90183.03115.21187.85151.47hw(mm)760560760560760560760560hw/b1.91.871.91.871.91.871.91.870.25cfcbh0(kN)1086.8600.61086.8600.61086.8600.61086.8600.6厚腹梁是是是是是是是是0.7ftbh0304.3168.2304.3168.2304.3168.2304.3168.2配筋方式構(gòu)造構(gòu)造構(gòu)造構(gòu)造構(gòu)造構(gòu)造構(gòu)造構(gòu)造0.2cfcbh0(kN)869.44480.48869.44480.48869.44480.48869.44480.48V0.2cfcbh0是是是是是是是是Vb0.42ftbh0+fyvAsvho/s是是是是是是是是斜截面配箍B8200B8200B8200B8200B8200B8200B8200B8200配筋率sv%0.1260.1680.1260.1680.1260.1680.1260.168最小配筋率sv，min%0.1240.1240.1240.1240.1240.1240.1240.124是否滿足是是是是是是是是5.7.12 框架梁的斜截面受彎承載力計(jì)算以頂層邊跨梁為例，梁端剪力設(shè)計(jì)值。判斷梁的類型驗(yàn)算截面尺寸 ，由于，屬于厚腹梁。截面尺寸按下式驗(yàn)算截面尺寸滿足要求。計(jì)算所需腹筋故只需按構(gòu)造配置腹筋，選用B8200， 滿足最小配箍率的要求?？紤]地震作用組合的框架梁，當(dāng)跨高比大于2.5時(shí)，其受剪截面應(yīng)符合下列條件框架梁梁端箍筋加密區(qū)的構(gòu)造要求，三級(jí)框架箍筋最大間距，取縱向鋼筋直徑的8倍，梁高的和100mm中的最小值，加密區(qū)長(zhǎng)度取和500中的較大值，箍筋最小直徑8mm，則梁端加密區(qū)箍筋應(yīng)為B8100雙肢箍，