1、-. z. TOC o 1-3 h z u 一 框架構(gòu)造設(shè)計(jì)任務(wù)書1.1 工程概況：本工程為萬達(dá)購(gòu)物廣場(chǎng)-成仁店，鋼筋混凝土框架構(gòu)造。梁板柱均為現(xiàn)澆，建筑面積約為5750m2，寬27米，長(zhǎng)為45米，建筑方案確定。建筑分類為乙類公共類建筑，二類場(chǎng)地，抗震等級(jí)三級(jí)。圖1-1 計(jì)算平面簡(jiǎn)圖1.2 設(shè)計(jì)資料1氣象條件：根本風(fēng)壓3155KN/m2 2抗震設(shè)防：設(shè)防烈度7度 3屋面做法：20厚水泥砂漿面層 一層油氈隔離層 40厚擠塑聚苯板保溫層 15厚高分子防水卷材 20厚1:3水泥砂漿找平1:6水泥焦渣1%找坡層，最薄處30厚 120厚現(xiàn)澆鋼筋混凝土板 粉底 4樓面做法： 813厚鋪地磚面層 100厚鋼

2、筋砼樓板 吊頂1.3設(shè)計(jì)容1)確定梁柱截面尺寸及框架計(jì)算簡(jiǎn)圖2)荷載計(jì)算3)框架縱橫向側(cè)移計(jì)算；4)框架在水平及豎向力作用下的力分析；5)力組合及截面設(shè)計(jì)；6)節(jié)點(diǎn)驗(yàn)算。二 框架構(gòu)造布置及構(gòu)造計(jì)算簡(jiǎn)圖確定2.1 梁柱截面確實(shí)定通過查閱規(guī)，知抗震等級(jí)為3級(jí)，允許軸壓比為=0.85由經(jīng)歷知n=1214kn/m2 取n=13kn/m2擬定軸向壓力設(shè)計(jì)值 N=nA=13kn/m281m25=5265KN擬定柱的混凝土等級(jí)為C30，fc=14.3N/mm2 柱子尺寸擬定700mm700mm=0.75=0.85 滿足初步確定截面尺寸如下：柱：bh=700mm700mm梁BC跨、CE、EF跨=L/12=90

3、00/12=750mm 取h=800mm，b=400mm縱梁=L/12=9000/15=600mm 取h=600mm，b=300mm 現(xiàn)澆板厚取h=120mm2.2 構(gòu)造計(jì)算簡(jiǎn)圖構(gòu)造計(jì)算簡(jiǎn)圖如下：圖2-1構(gòu)造計(jì)算簡(jiǎn)圖圖2-2平面計(jì)算簡(jiǎn)圖三 荷載計(jì)算：3.1恒載標(biāo)準(zhǔn)值計(jì)算1屋面板恒荷載標(biāo)準(zhǔn)值20厚1:3水泥砂漿面層0.0220=0.4KN/M 2一層油氈隔離層 0.05KN/M 240厚擠塑苯板保溫層 0.040.5=0.02KN/M 2 15厚高分子防水卷材 0.04KN/M 220厚1:3水泥砂漿找平 0.0220 =0.4 KN/M 21:6水泥渣1%找坡層最薄處30厚0.03+0.045

4、/214=0.525 KN/M 2120厚現(xiàn)澆鋼筋混凝土板 0.1225=3 KN/M 212厚板底抹灰 0.01220=0.24 KN/M 2 合計(jì)4.675KN/M 2屋面板傳遞給邊柱的集中荷載： 4.6751.59=63KN 中柱的集中荷載：4.67539=126.23KN屋頂次梁恒載標(biāo)準(zhǔn)值單向板傳給次梁的荷載4.6753=14.025KN/M 次梁自重 0.3(0.6-0.12) 25=3.6KN/M 次梁粉刷 0.6-0.120.02172=0.326KN/M合計(jì) 18KN/M圖3-1 次梁計(jì)算單元及板傳力圖屋頂框架梁所受恒荷載標(biāo)準(zhǔn)值次梁傳給框架梁恒荷載 189=162KN屋頂框架梁

5、重量梁自重： 0.425=6.8KN/M 粉刷： 0.02172=0.46KN/M合計(jì) 7.26KN/M2樓面板恒載標(biāo)準(zhǔn)值 813厚鋪地磚面層 0.6 KN/M 2 20厚1:2水泥砂漿結(jié)合層 0.0220=0.4 KN/M 2 120厚鋼筋砼樓板 0.1225=3 KN/M 2 石膏板吊頂 0.2 KN/M 2 合計(jì)4.2 KN/M 2 樓面板傳遞給邊柱的集中荷載：4.21.59=56.7KN 中柱的集中荷載：4.239=113.4KN25層縱向次梁恒載標(biāo)準(zhǔn)值計(jì)算簡(jiǎn)圖見 圖3 樓面單向板傳給縱向次梁恒荷載 4.23=12.6KN/M 次梁自重 0.30.6-0.1225=3.6KN/M合計(jì)1

6、6.2KN/M25層框架梁所受恒荷載標(biāo)準(zhǔn)值次梁傳遞給框架梁恒荷載 16.29150 KN25層框架梁恒載標(biāo)準(zhǔn)值框架梁自重 0.40.8-0.1225=6.8KN/M3四層建在所取一榀框架梁上的填充墻恒荷載標(biāo)準(zhǔn)值墻自重 0.23.3-0.810.35.2KN/M 粉刷3.3-0.80.02172=1.7KN/M合計(jì)取因?yàn)橛袠?gòu)造柱取大點(diǎn) 7.2KN/M4柱自重標(biāo)準(zhǔn)值13層柱自重： 0.70.74.20.122549.98KN石貼面： 0.540.74.25.88KN合計(jì) 55.86KN45層柱自重： 0.70.73.3-0.122538.96KN 石貼面： 0.540.73.34.62KN合計(jì) 4

7、3.58KN5外墻自重標(biāo)準(zhǔn)值5層外墻作用在邊柱的集中荷載墻自重：0.23.3-0.1210.39-07 =54.37KN 粉刷： 20.023.3-0.12179-0.7=17.95KN合計(jì) 72.32KN4層玻璃幕墻作用在邊柱的集中荷載玻璃幕墻自重：1.5kn/m29-0.73.3-0.12=26.15KN23層外墻作用在邊柱的集中荷載墻自重： 0.24.2-0.1210.39-07 =69.76KN粉刷：20.024.2-0.12179-0.7=23.03KN合計(jì) 92.79KN3.2活荷載標(biāo)準(zhǔn)值計(jì)算1屋面板活荷載標(biāo)準(zhǔn)值不上人：0.5KN/M頂層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值計(jì)算簡(jiǎn)圖見圖20.

8、53=1.5KN/M框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值1.59=13.5KN屋面板傳遞給邊柱的集中荷載： 0.51.59=6.75KN中柱的集中荷載： 0.539=13.5KN25層樓面板活荷載標(biāo)準(zhǔn)值： 5KN/M5層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值計(jì)算簡(jiǎn)圖見圖353=15KN/M框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值159=135KN5層面板傳遞給邊柱的集中荷載： 51.59=67.5KN中柱的集中荷載： 539=135KN34層樓面板活荷載標(biāo)準(zhǔn)值： 2.5KN/M4層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值計(jì)算簡(jiǎn)圖見圖32.53=7.5KN/M框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值7.59=67.5KN屋面板傳遞給邊柱的集中荷載

9、： 2.51.59=33.75KN中柱的集中荷載： 2.539=67.5KN423層樓面板活荷載標(biāo)準(zhǔn)值： 3.5KN/M23層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值計(jì)算簡(jiǎn)圖見圖33.53=10.5KN/M框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值10.59=94.5KN屋面板傳遞給邊柱的集中荷載： 3.51.59=47.25KN中柱的集中荷載： 3.539=94.5KN四 力計(jì)算4.1 恒荷載作用下的力計(jì)算剛度計(jì)算梁線剛度： 截面的慣性矩Ib0= =17109mm4考慮現(xiàn)澆樓板對(duì)框架梁截面慣性矩的影響，中框架梁取 I中=2Ib0 邊框架取 I邊=1.5Ib0i邊跨梁=E=28105Ei中跨梁=E=38105E柱線剛度

10、： 截面的慣性矩 IC=20109mm4i45層柱=E=60105Ei13層柱=E=48105E取105E值作為基準(zhǔn)值1，算得各桿件相對(duì)線剛度(見下列圖)圖4-1梁柱相對(duì)線剛度圖圖4-2恒載作用下的計(jì)算簡(jiǎn)圖由于分布荷載在梁匯總產(chǎn)生的力遠(yuǎn)小于集中荷載，所以將梁的分布荷載近似等效為作用在次梁處的集中荷載，以便于計(jì)算。圖4-3恒載等效荷載作用下的計(jì)算簡(jiǎn)圖因?yàn)榭蚣軐?duì)稱，且恒荷載為正對(duì)稱荷載，所以取半榀框架進(jìn)展計(jì)算。由構(gòu)造力學(xué)梁端彎矩公式得到：頂層結(jié)點(diǎn)彎矩：MAB=-MBA=-Pa(1-)=194.673(1-)=-389.34KNM4層結(jié)點(diǎn)彎矩：MAB=-MBA=-Pa(1-)=2133(1-)=-4

11、26KNM標(biāo)準(zhǔn)層結(jié)點(diǎn)彎矩：MAB=-MBA=-Pa(1-)=180.63(1-)=-361.2KNM采用二次彎矩分配法見下列圖圖4-4恒載彎矩分配圖在豎向荷載作用下，梁端截面有較大的負(fù)彎矩，設(shè)計(jì)時(shí)應(yīng)進(jìn)展彎矩調(diào)幅，降低負(fù)彎矩，以減少配筋面積。對(duì)于現(xiàn)澆框架，支座彎矩調(diào)幅系數(shù)為0.85在力組合的表中進(jìn)展梁端調(diào)幅計(jì)算圖4-5恒載作用下的框架彎矩圖等效為集中荷載時(shí)表4-1恒載作用下力樓層 荷載引起的彎矩 彎矩引起的力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD頂層194.67-194.67194.67-194.67194.67-194.67-16.52-16.52

12、0016.5216.525180.6-180.6180.6-180.6180.6-180.6-6.07-6.07006.076.074213-213213-213213-213-10.57-10.570010.5710.573180.6-180.6180.6-180.6180.6-180.6-9.18-9.18009.189.182180.6-180.6180.6-180.6180.6-180.6-11.07-11.070011.0711.07樓層恒載作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD頂層178.15-221.19194.67-194.67221.19-178.15 517

13、4.53-186.67180.6-180.6186.67-174.534202.43-223.57213-213223.57-202.433171.42-189.78180.6-180.6189.78-171.422169.63-191.67180.6-180.6191.67-169.63圖4-6恒載作用下的框架梁的剪力圖柱軸力包括柱傳下軸力和柱自重，恒載作用下的柱軸力見下列圖。圖4-7恒載作用下柱的軸力圖4.2 活荷載作用下的力計(jì)算活荷載按滿跨布置，不考慮活荷載的最不利布置。此時(shí)，求得的跨中彎矩比最不利荷載位置法的計(jì)算結(jié)果偏小，故對(duì)梁跨中彎矩乘以1.2的增大系數(shù)。梁端彎矩應(yīng)進(jìn)展彎矩調(diào)幅，乘以

14、調(diào)幅系數(shù)0.85.在力組合的表中進(jìn)展跨中彎矩增大和梁端調(diào)幅計(jì)算。 方法同恒載作用下的力計(jì)算，計(jì)算過程見下列圖。圖4-8活荷載作用下的計(jì)算簡(jiǎn)圖圖4-9活荷載作用下的框架彎矩分配圖圖4-10活荷載作用下的框架彎矩圖表4-2活載作用下的力樓層 荷載引起的彎矩 彎矩引起的力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD頂層13.5-13.513.5-13.513.5-13.50.610.6100-0.61-0.615135-135135-135135-135-7.3-7.3007.37.3467.5-67.567.5-67.567.5-67.5-2.3-2.300

15、2.32.3394.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19294.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19樓層活荷載作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD頂層14.11-12.8913.5-13.512.89-14.11 5127.7-142.3135-135142.3-127.7465.2-69.867.5-67.569.8-65.2389.31-99.6994.5-94.599.69-89.31288.71-100.2994.5-94.5100.29-88.71圖4-11活載載

16、作用下的框架梁的剪力圖圖4-12活荷載作用下柱的軸力圖4.3地震荷載作用下框架的力計(jì)算一、水平地震作用標(biāo)準(zhǔn)值的計(jì)算1、框架的抗震等級(jí)由設(shè)計(jì)需求，抗震設(shè)防烈度為7度，房屋高度為19.2m 30m，可知該框架的抗震等級(jí)為三級(jí)。2、場(chǎng)地和特征周期值工程場(chǎng)地為類場(chǎng)地，地震設(shè)計(jì)特征周期值Tg=0.40s。3、重力荷載代表值取第軸線的KJL計(jì)算各層重力荷載代表值 對(duì)于樓層，重力荷載代表值取全部恒荷載和50%的樓面活荷載。對(duì)于屋頂是不上人屋頂故屋面活荷載不計(jì)入。頂層重力荷載代表值G6G6恒=63+32.42+126.23+32.42+1626+7.2627=1580.68KN 第5層重力荷載代表值G5 G5

17、恒+0.5活= (56.7+32.4+72.32)2+(113.4+32.4)2+1506+6.827+43.584 +0.567.52+1352+1356=2479.86KN 第4層重力荷載代表值G4G4恒+0.5活= (56.7+32.4+26.15)2+(113.4+32.4)2+1506+6.827+7.227+43.584 +0.533.752+67.52+67.56=2278.17KN第3層重力荷載代表值G3G3恒+0.5活= (56.7+32.4+92.79)2+(113.4+32.4)2+1506+6.827+55.864 +0.547.252+94.52+94.56=2387

18、.67KN第2層重力荷載代表值G2 G2恒+0.5活=2387.67KN4、構(gòu)造自震周期T1對(duì)框架構(gòu)造，采用經(jīng)歷公式計(jì)算: T1=0.085n=0.0855=0.425s5、地震影響系數(shù)由=0.40s，T1=0.425s，T15，則由地震影響曲線，有6、計(jì)算水平地震作用標(biāo)準(zhǔn)值采用底部剪力法計(jì)算因?yàn)門11.4，故頂部附加地震作用不考慮。可按下表計(jì)算計(jì)算水平地震作用標(biāo)準(zhǔn)值表二、水平地震作用產(chǎn)生的框架力表4-3水平地震作用產(chǎn)生的框架力位置頂層1580.6819.230349.1717.97169.5第5層2479.8615.939429.8717.97220.2第4層 2278.1712.62870

19、4.9717.97160.3第3層2387.678.420056.4717.97112第2層2387.674.210028.2717.9756KNm1、各柱剪力值及反彎點(diǎn)高度層數(shù)柱號(hào)反彎點(diǎn)高度y5169.5A50.187()60 1.074()6029.50.74B50.35()6055.21.19C50.35()6055.21.19D50.187()6029.50.744389.7A40.187()601.074()6067.91.09B40.35()601271.32C40.35()601271.32D40.187()6067.91.093550A30.225()481.27()4897.

20、441.85B30.41()48177.561.93C30.41()48177.561.93D30.225()4838.71.852662A20.225()481.27()48117.32.1B20.41()48213.72.1C20.41()48213.72.1D20.225()48117.32.11718A10.418()481.92()48156.32.98B10.541()48202.32.73C10.541()48202.32.73D10.418()48156.32.982、水平地震作用下的框架力圖求出各柱剪力Vi和該柱反彎點(diǎn)高度yi后，則該柱下端彎矩為Mi=Viyi,上端彎矩為Vi

21、(hi-yi),再利用節(jié)點(diǎn)平衡求出框架梁端彎矩，畫出左地震作用下的框架力圖，右地震作用下的框架力與左地震作用下的反號(hào)。圖4-13水平地震(左震)作用下的框架力圖彎矩圖(單位：KNm)與梁剪力圖(單位：KN)圖4-14左震作用下的柱剪力圖與軸力圖(單位：KN)五 力組合5.1框架橫梁力組合：由于是對(duì)稱構(gòu)造，所以只算左跨和中跨，右跨力與左跨反號(hào)。表5-1 KJ4的屋面框架梁(頂層)力組合表?xiàng)U件截面位置力種類恒荷載活荷載重力荷載左震右震Mma*Mma* Vma*組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-245.47-30.43-260.6964.19-64.191.2+1.3-396.281.3

22、5+0.71.4V178.1514.11185.21-13.8813.88254.33跨中M295.7210.03300.741.2+1.4368.9B左M-371.88-25.8384.78-42421.35+0.71.4527.321.35+0.71.4V-221.19-12.89227.64-13.8813.88-311.24BCB右M-346.83-22.95-358.3157-571.2+1.3-504.071.35+0.71.4V194.6713.5201.42-14.914.9285.15跨中M175.9713.5182.721.2+1.4230.06C左M-346.83-22.

23、95-358.31-57571.2+1.3-504.071.35+0.71.4V-194.67-13.5-201.42-14.914.9-285.15表5-2 KJ4的框架梁(5層)力組合表?xiàng)U件截面位置力種類恒荷載活荷載重力荷載左震右震Mma*Mma* Vma*組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-319.31 -192.1-415.36146.05-146.051.2+1.3-688.31.35+0.71.4V174.53127.7238.38-34.0334.03360.76跨中M187.93188.52376.451.2+1.4489.44B左M-331.78-248-455.7

24、8-114.3114.31.2+1.3-695.5261.2+1.3V-186.67-142.3-257.82-34.0334.03-391.46BCB右M-312.95-225.07-425.49155.28-155.281.2+1.3-712.451.35+0.71.4V180.6135248.1-40.640.6376.11跨中M173.63168.25257.761.2+1.4443.91C左M-312.95-225.07-425.49-155.28155.281.2+1.3-712.451.35+0.71.4V-180.6-135-248.1-40.640.6-376.11表5-3

25、KJ4的框架梁(4層)力組合表?xiàng)U件截面位置力種類恒荷載活荷載重力荷載左震右震Mma*Mma* Vma*組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-312.55 -107.09-366.1257.54-257.541.2+1.3-774.1221.2+1.3V202.4365.2235.03-53.0253.02350.96跨中M239.5991.81331.41.2+1.4416.04B左M-393.4-124.66-455.73-148.07148.071.2+1.3-739.371.2+1.3V-223.57-69.8-258.47-53.0253.02-379.02BCB右M-370.

26、23-112.18-426.32201.2-201.21.2+1.3-773.141.2+1.3V21367.5246.75-52.652.6364.48跨中M203.4384.62245.741.2+1.4362.58C左M-370.23-112.18-426.32-201.2201.21.2+1.3-773.141.2+1.3V-213-67.5-246.75-52.652.6-364.48表5-4 KJ4的框架梁(3層)力組合表?xiàng)U件截面位置力種類恒荷載活荷載重力荷載左震右震Mma*Mma* Vma*組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-265.49 -138.94-334.963

27、62.6-362.61.2+1.3-873.331.2+1.3V171.4289.31216.08-84.6984.69369.39跨中M201.86148.282761.2+1.4449.82B左M-335.72-175.67-423.55-285.24285.241.2+1.3-879.071.2+1.3V-189.78-99.69-239.63-84.6984.69-397.65BCB右M-315.18-164.93-397.65387.5-387.51.2+1.3-980.931.2+1.3V180.694.5227.85-101.31101.31405.12跨中M171107.362

28、24.681.2+1.4355.5C左M-315.18-164.93-397.65-387.5387.51.2+1.3-980.931.2+1.3V-180.6-94.5-227.85-101.31101.31-405.12表5-5 KJ4的框架梁(2層)力組合表?xiàng)U件截面位置力種類恒荷載活荷載重力荷載左震右震Mma*Mma* Vma*組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-251.06 -131.37-316.75371.47-371.471.2+1.3-863.011.2+1.3V169.6388.71213.99-83.7183.71365.61跨中M213.53154.74290.

29、91.2+1.4472.87B左M-335.72-175.67-423.55-269.07269.071.2+1.3-858.051.2+1.3V-191.67-100.29-241.82-83.7183.71-399BCB右M-315.18-164.93-397.65365.16-365.161.2+1.3-951.891.2+1.3V180.694.5227.85-95.4795.47397.53跨中M171107.36224.681.2+1.4355.5C左M-315.18-164.93-397.65-365.16365.161.2+1.3-951.891.2+1.3V-180.6-94

30、.5-227.85-95.4795.47-397.53-. z.5.2柱力組合：由于是對(duì)稱構(gòu)造，所以只算A,B兩柱，C,D兩柱的力與A,B反號(hào)。表5-6 5層柱力組合表柱截面力活載活載重力荷載左震右震/M/ma*及相應(yīng)NNma*相應(yīng)的MNmin及相應(yīng)的MVma*及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M288.7935.8306.69-75.5275.521.2+1.3466.21.35+0.71.4429.951.2+1.3269.851.2+1.3466.2N-273.55-20.85-283.9813.88-13.88-358.82-389.73-322.73-35

31、8.82剪力V-144.25-41.99-165.2529.5-29.5-236.65-235.89-134.75-236.65下M-375.66-102.77-427.0521.76-21.761.35+0.71.4-607.861.35+0.71.4-607.861.2+1.3-484.17-540.75N-317.13-20.85-327.5613.88-13.88-448.56-448.56-375.03-411.12B柱上M-29.47-2.05-30.5-116.47116.471.2+1.3-188.011.35+0.71.4-41.791.2+1.3-188.011.2+1.3

32、-188.01N-574.49-39.89-594.441.02-1.02-712-814.65-712-712剪力V12.293.1313.8655.2-55.288.3919.6688.3988.39下M11.088.2815.2265.69-65.691.2+1.3103.661.35+0.71.423.071.2+1.3103.66103.66N-618.07-39.89-638.021.02-1.02-764.3-900.42-764.3-764.3柱截面力活載活載重力荷載左震右震/M/ma*及相應(yīng)NNma*相應(yīng)的MNmin及相應(yīng)的MVma*及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合

33、值組合項(xiàng)組合值A(chǔ)柱上M148.41123.33210.08-150.06150.061.2+1.3447.171.35+0.71.4321.221.2+1.357.021.2+1.3447.17N-653.08-216.05-761.1147.91-47.91-975.6-1093.39-851.05-975.6剪力V-104.95-59.79-134.8567.9-67.9-250.09-208.22-73.55-250.09下M-197.92-73.97-234.974.01-74.011.35+0.71.4-607.861.35+0.71.4-607.861.2+1.3-185.67-3

34、78.09N-696.66-216.05-804.6947.91-47.91-1152.22-1152.22-903.35-1027.9B柱上M-11.08-8.28-15.22-251.66251.661.2+1.3-345.421.2+1.4-24.891.2+1.3-345.421.2+1.3-345.42N-1131.14-452.19-1357.247.59-7.59-1618.82-1990.43-1618.82-1618.82剪力V7.943.969.92127-127177.0020.44177.00177.00下M15.144.817.54167.64-167.641.2+1

35、.3238.981.2+1.424.891.2+1.3238.98238.98N-1174.72-452.19-1626.917.59-7.59-1942.43-2042.73-1942.43-1942.43表5-7 4層柱力組合表表5-8 3層柱力組合表柱截面力活載活載重力荷載左震右震/M/ma*及相應(yīng)NNma*相應(yīng)的MNmin及相應(yīng)的MVma*及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M169.7852.02195.79-228.98228.981.2+1.3532.621.35+0.71.4280.181.2+1.3-62.731.2+1.3532.62N-1014.

36、34-315-1171.84100.93-100.93-1537.42-1890.68-1275-1537.42剪力V-78.24-29.9-93.1997.44-97.44-238.5-134.9314.84-238.5下M-158.82-73.6-195.62180.26-180.261.2+1.3-469.081.35+0.71.4-286.541.2+1.3-0.41-469.08N-1070.2-315-1227.7100.93-100.93-1604.45-1753.47-1342.03-1604.45B柱上M-12.11-3.84-14.03-243.26243.261.2+1.

37、3-333.071.2+1.4-24.891.2+1.3-333.071.2+1.3-333.07N-1829.41-656.99-2157.917.17-7.17-2580.17-3115.08-2580.17-2580.17剪力V5.762.426.97177.56-177.56239.1910.3239.19239.19下M12.086.3215.24342.69-342.691.2+1.3463.791.2+1.423.341.2+1.3463.79463.79N-1885.27-656.99-2213.777.17-7.17-2647.2-3182.11-2647.2-2647.2表

38、5-9 2層柱力組合表柱截面力活載活載重力荷載左震右震/M/ma*及相應(yīng)NNma*相應(yīng)的MNmin及相應(yīng)的MVma*及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M153.5286.34196.69-246.33246.331.2+1.3556.261.35+0.71.4291.871.2+1.3-84.21.2+1.3556.26N-1423.51-451.56-1649.29185.62-185.62-2220.45-2364.27-1737.84-2220.45剪力V-80.03-43.31-101.69117.3-117.3-274.52-150.4830.46-274

39、.52下M-182.62-95.56-230.4246.33-246.331.2+1.3-596.711.35+0.71.4-340.191.2+1.343.75-596.71N-1479.37-451.56-1705.15185.62-185.62-2287.49-2439.68-1804.87-2287.49B柱上M-12.08-6.32-15.24-448.77448.771.2+1.3-601.691.2+1.4-23.341.2+1.3-601.691.2+1.3-601.69N-2401.45-945.68-2874.2923.79-23.79-3480.08-4205.69-34

40、18.22-3418.22剪力V5.763.07.26213.7-213.7286.5211.11286.52286.52下M12.086.3215.24448.77-448.771.2+1.3601.691.2+1.423.341.2+1.3601.69601.69N-2457.31-945.68-2930.1523.79-23.79-3547.1-4272.72-3485.25-3485.25表5-101層柱力組合表柱截面力活載活載重力荷載左震右震/M/ma*及相應(yīng)NNma*相應(yīng)的MNmin及相應(yīng)的MVma*及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M112.7358.

41、99142.23-190.69190.691.2+1.3418.571.35+0.71.4291.871.2+1.3-77.221.2+1.3418.57N-1830.89-587.52-2124,65269.33-269.33-2899.71-3047.47-2199.45-2899.71剪力V-40.26-21.07-50.79156.3-156.3-264.14-75.0142.24-264.14下M-56.37-29.5-71.12465.77-465.771.2+1.3-690.851.35+0.71.4-1051.2+1.3520.16-690.85N-1886.75-587.52

42、-2180.51269.33-269.33-2966.74-3122.88-2266.48-2966.74B柱上M-12.08-6.32-15.24-297.38297.381.2+1.3-404.881.2+1.4-23.341.2+1.3-404.881.2+1.3-404.88N-2975.38-1234.97-3592.8735.55-35.55-4265.23-5299.41-4265.23-4265.23剪力V4.312.265.44202.3-202.3269.528.34269.52269.52下M6.043.167.62552.28-552.281.2+1.3727.111.

43、2+1.411.671.2+1.3727.11727.11N-3031.24-1234.97-3648.7335.55-35.55-4332.26-5366.45-4332.26-4332.26-. z.六 框架設(shè)計(jì)6.1框架梁截面設(shè)計(jì)：1正截面承載力計(jì)算由于組合后3層中跨梁彎矩最大，故取3層中跨梁驗(yàn)算梁混凝土為C30正截面承載力計(jì)算：左支驗(yàn)算由于是對(duì)稱的，右支驗(yàn)算同左支初步按雙層配筋，取as=60mmS=0.313=1- =1-=0.388b=0.55s=0.51+=0.91AS=4855.6mm245 =45=0.19%min=0.2% 滿足最小配筋率取1025 雙層布置，上下層各5根。跨

44、中驗(yàn)算：采用單層鋼筋，初步as取35mm翼緣計(jì)算寬度取值bf 按梁的計(jì)算跨度考慮： bf=l0/3=9000/3=3000mm按梁的肋凈距Sn考慮： bf=b+Sn=400+9000=9200mm按翼緣高度hf考慮： =0.160.1 不受此項(xiàng)限制取最小值作bf，即bf=3000mm1fcbfhf(-0.5 hf)=14.33000120(765-0.5120)=3603.6KNM355.5KNM 承載力滿足要求。受壓區(qū)高度*=-=765-=10.9mmAS=1558.7mm2取520鋼筋 單層布置實(shí)際AS=1571mm245 =45=0.19%min滿足最小配筋率斜截面承載力驗(yàn)算(左支)fc

45、=14.3N/mm2ft=1.43N/mm2 fyv=300 N/mm2縱筋排2層 取保護(hù)層厚度25mm 有效直徑25mmas=25+25+12.5=62.5mm=h- as=800-62.5=737.5mm驗(yàn)算截面尺寸 c=1.0=1.84V=405.12KN 截面抗剪滿足驗(yàn)算是否需要計(jì)算配箍0.7 ftb h0=0.71.43400737.5=295.3KNsv,min 滿足截面驗(yàn)算裂縫寬度Ate=0.5bh+( bf-b) =0.5400800+(3000-400)120=472000mm2te=0.003wlim=0.2mm不滿足故必須重新考慮截面尺寸，和配筋量，通過大概演算，初步梁截

46、面不變還是800mm400mm,縱筋配筋量增大，配成525，并重新驗(yàn)算。由于只是改變鋼筋，沒改變截面大小，故只用重新驗(yàn)算跨中正截面承載力，裂縫及擾度。重新驗(yàn)算正截面承載力計(jì)算(跨中)采用單層鋼筋，配525as=37.5mm翼緣計(jì)算寬度取值bf 按梁的計(jì)算跨度考慮： bf=l0/3=9000/3=3000mm按梁的肋凈距Sn考慮： bf=b+Sn=400+9000=9200mm按翼緣高度hf考慮： =0.160.1 不受此項(xiàng)限制取最小值作bf，即bf=3000mm1fcbfhf(-0.5 hf)=14.33000120120)=3616.5KNM355.5KNM 承載力滿足要求。45 =45=0

47、.21%0.2% min=0.21%=0.77%min滿足最小配筋率。截面驗(yàn)算裂縫寬度Ate=0.5bh+( bf-b) =0.5400800+(3000-400)120=472000mm2te=0.0050.01 取te=0.01deq=25mm保護(hù)層取25mm as=37.5mmh0=800-37.5=762.5mmMK=203.43+84.62=288.05KNMsk=176.9N/mm2=0.36裂縫寬度驗(yàn)算wma*=2.1(1.9c+0.08)=2.10.36(1.9250.08)=0.17mmwlim=0.2mm裂縫滿足擾度驗(yàn)算由裂縫驗(yàn)算知te=0.0050.01 取0.01deq

48、=25mm sk=176.9N/mm2=0.36先計(jì)算抗彎剛度f=1.02=0.008=7.14(短期受彎剛度)BS=4.141014=2.0-0.4 =2.0Mq=203.43+0.584.62=245.74KNMB= BS=4.141014=2.231014擾度驗(yàn)算V=5.87mm1.0 取1=1.0因?yàn)閘0/h=4.715 取2=1.0=1+12=1.008*=35.8mmbho=0.55670=368.5mm 屬于大偏心受壓配筋計(jì)算*=35.8mm1.0 取1=1.0 因?yàn)閘0/h=4.715 取2=1.0=1+12=1.008*=44.8mmbho=0.55670=368.5mm 屬

49、于大偏心受壓 配筋計(jì)算 *=44.8mm1.0 取1=1.0 因?yàn)閘0/h=4.715 取2=1.0=1+12=1.01*=38.9mmbho=0.55670=368.5mm 屬于大偏心受壓 配筋計(jì)算 *=44.8mm1.0 取1=1.0 因?yàn)閘0/h=4.715 取2=1.0=1+12=1.008*=44.8mmbho=0.55670=368.5mm 屬于大偏心受壓 配筋計(jì)算 *=44.8mmmin=0.2% 全部縱筋：=0.8%0.6% 滿足選用622，實(shí)際As=As=2280.6mm2柱 A層次 1 2 3 4 5截面尺寸700700700700700700700700700700組合上

50、截面下截面上截面下截面上截面下截面上截面下截面上截面下截面MKNm418.57690.85556.26596.71532.62469.08447.17607.86466.2607.86NKN2899.712996.742220.452287.491537.421604.45975.61152.2358.82448.56VKN264.14264.14274.52274.52238.5238.5250.09208.22236.65235.89e0mm144.35230.54250.5260.9346.44292.36458.3527.612991355.1eamm24242424242424242

51、424l0m4.24.24.24.24.24.23.33.33.33.3eimm168.35254.54274.5284.9370.44316.36482.3551.613231379.1l0/h6666664.74.74.74.711111111111211111111111.11.0671.0621.061.0461.0541.0221.0191.0081.008emm505.18591.59579.7621.99707.48653.44812.91882.081653.91710.1*(mm)289.7299.4221.8228.5153.6160.397.5115.135.844.8偏

52、心判斷大大大大大大大大大大計(jì)算As=Asmm20.2%)5201571mm5201571mm5201571mm5201571mm6222280.6mmA軸其余柱子計(jì)算方法如上，下面列表計(jì)算。表6-1A軸柱按Mma*計(jì)算結(jié)果柱 A層次 1 2 3 4 5截面尺寸700700700700700700700700700700組合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面MKNm291.87105291.87340.19280.18286.54321.22607.86429.95607.86NKN3047.473122.882364.272439.681890.681753.4710

53、93.391152.2389.73448.56VKN7575150.48150.48134.93134.93208.22208.22235.89235.89e0mm95.7733.6139.4260.9148.2163.4293.8527.61103.21355.1eamm24242424242424242424l0m4.24.24.24.24.24.23.33.33.33.3eimm119.7757.6163.4284.9152.2187.4317.8551.61127.21379.1l0/h6666664.74.74.74.711111111111211111111111.141.31.1

54、21.061.111.091.031.0191.0091.008emm456.6358.6503621.99488.94524.3647.33882.081457.31710.1*(mm)304.4312236.2243.7188.9175.17109.2115.138.944.8偏心判斷大大大大大大大大大大計(jì)算As=Asmm2000896.973.240.2%)5201571mm5201571mm5201571mm520 1571mm6222280.6mm表6-2 A軸柱按Nma*計(jì)算結(jié)果表6-3 B軸柱按Mma*計(jì)算結(jié)果柱B層次 1 2 3 4 5截面尺寸70070070070070070

55、0700700700700組合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面MKNm404.08727.11601.69601.69333.07463.79345.42238.98188.01103.66NKN4265.234332.33480.083547.12580.172647.21618.821942.43712764.3VKN202.3202.3213.7213.723923917717788.3988.39e0mm94.7167.8172.9169.6129.1175.2213.4123264135.6eamm24242424242424242424l0m4.24.2

56、4.24.24.24.23.33.33.33.3eimm118.7191.8196.9193.6153.1199.2237.4147288159.6l0/h6666664.74.74.74.711111111111211111111111.1451.091.091.091.111.0861.0451.0721.0371.067emm455.91529.06534.62531.02489.94536.3568.08477.6411.66490.29*(mm)426432.8347.66354.35257.8264.45161.72194.0571.1376.35偏心判斷小小大大大大大大大大計(jì)算A

57、s=Asmm201626.4665.73674.1000000.2%)6201885.2mm5201571mm5201571mm520 1571mm5201571mmB軸柱子按Nma*計(jì)算：由于B軸柱按Nma*計(jì)算是彎矩很小，軸力很大，故偏心很小，所以按軸心受壓計(jì)算，計(jì)算過程如下。取最底層驗(yàn)算因?yàn)榈讓虞S力最大。l0=4200/700=68 查表得=1.00As =0 故B軸全部柱子只需要構(gòu)造配筋即可。 實(shí)際配筋520，As=1571mm2。框架柱斜截面計(jì)算取A軸5層柱子 驗(yàn)算 V=236.65KN N上=358.82KN N下=411.12KN1.驗(yàn)算截面尺寸： h0=h-as=700-40=

58、640mm=0.94V=236.65KN 滿足要求 2.驗(yàn)算是否需要計(jì)算配箍筋(上截面)：0.3fcA=0.314.3700700N=2102.1KNN下=411.12KN N上=358.82KN=2.5V=236.65KN可以按構(gòu)造配箍驗(yàn)算是否需要計(jì)算配箍筋(下截面)： 0.3fcA=0.314.3700700N=2102.1KN358.82KN=2.5ftbh0+0.07N=1.43700660+0.07411.12=330.36V=236.65KN可以按構(gòu)造配箍表6-4 A軸柱子斜截面承載力驗(yàn)算 表6-5 B軸柱子斜截面承載力驗(yàn)算柱 A層次 1 2 3 4 5截面尺寸7007007007

59、00700700700700700700組合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面NKN2899.712996.742220.452287.491537.421604.45975.61027.9358.82411.12VKN264.14264.14274.52274.52238.5238.5250.09250.09236.65236.653333332.52.52.52.5是否需要計(jì)算配箍否否否否否否否否否否計(jì)算箍筋構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍柱 B層次 1 2 3 4 5截面尺寸70070070070070070070

60、0700700700組合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面NKN4265.234332.263418.223485.252598.812647.21618.821942.43712764.3VKN269.52269.52286.52286.52239.19239.1917717788.3988.393333332.52.52.52.5是否需要計(jì)算配箍否否否否否否否否否否計(jì)算箍筋構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍構(gòu)造配箍框架柱最終配筋 柱子保護(hù)層取30mm ， A柱配筋：由規(guī)規(guī)定，當(dāng)混凝土偏心受壓構(gòu)件的截面高度h600mm時(shí)，在柱的