1、-. z. TOC o 1-3 h z u 一 框架構造設計任務書1.1 工程概況：本工程為萬達購物廣場-成仁店，鋼筋混凝土框架構造。梁板柱均為現澆，建筑面積約為5750m2，寬27米，長為45米，建筑方案確定。建筑分類為乙類公共類建筑，二類場地，抗震等級三級。圖1-1 計算平面簡圖1.2 設計資料1氣象條件：根本風壓3155KN/m2 2抗震設防：設防烈度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設計容1)確定梁柱截面尺寸及框架計算簡圖2)荷載計算3)框架縱橫向側移計算；4)框架在水平及豎向力作用下的力分析；5)力組合及截面設計；6)節點驗算。二 框架構造布置及構造計算簡圖確定2.1 梁柱截面確實定通過查閱規，知抗震等級為3級，允許軸壓比為=0.85由經歷知n=1214kn/m2 取n=13kn/m2擬定軸向壓力設計值 N=nA=13kn/m281m25=5265KN擬定柱的混凝土等級為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 現澆板厚取h=120mm2.2 構造計算簡圖構造計算簡圖如下：圖2-1構造計算簡圖圖2-2平面計算簡圖三 荷載計算：3.1恒載標準值計算1屋面板恒荷載標準值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屋頂次梁恒載標準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 18KN/M圖3-1 次梁計算單元及板傳力圖屋頂框架梁所受恒荷載標準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 7.26KN/M2樓面板恒載標準值 813厚鋪地磚面層 0.6 KN/M 2 20厚1:2水泥砂漿結合層 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層縱向次梁恒載標準值計算簡圖見 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1

6、6.2KN/M25層框架梁所受恒荷載標準值次梁傳遞給框架梁恒荷載 16.29150 KN25層框架梁恒載標準值框架梁自重 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準值墻自重 0.23.3-0.810.35.2KN/M 粉刷3.3-0.80.02172=1.7KN/M合計取因為有構造柱取大點 7.2KN/M4柱自重標準值13層柱自重： 0.70.74.20.122549.98KN石貼面： 0.540.74.25.88KN合計 55.86KN45層柱自重： 0.70.73.3-0.122538.96KN 石貼面： 0.540.73.34.62KN合計 4

7、3.58KN5外墻自重標準值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 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 92.79KN3.2活荷載標準值計算1屋面板活荷載標準值不上人：0.5KN/M頂層次梁受板傳遞的活荷載標準值計算簡圖見圖20.

8、53=1.5KN/M框架梁受次梁傳遞的活荷載標準值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層樓面板活荷載標準值： 5KN/M5層次梁受板傳遞的活荷載標準值計算簡圖見圖353=15KN/M框架梁受次梁傳遞的活荷載標準值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層樓面板活荷載標準值： 2.5KN/M4層次梁受板傳遞的活荷載標準值計算簡圖見圖32.53=7.5KN/M框架梁受次梁傳遞的活荷載標準值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層樓面板活荷載標準值： 3.5KN/M23層次梁受板傳遞的活荷載標準值計算簡圖見圖33.53=10.5KN/M框架梁受次梁傳遞的活荷載標準值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 力計算4.1 恒荷載作用下的力計算剛度計算梁線剛度： 截面的慣性矩Ib0= =17109mm4考慮現澆樓板對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值作為基準值1，算得各桿件相對線剛度(見下列圖)圖4-1梁柱相對線剛度圖圖4-2恒載作用下的計算簡圖由于分布荷載在梁匯總產生的力遠小于集中荷載，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，以便于計算。圖4-3恒載等效荷載作用下的計算簡圖因為框架對稱，且恒荷載為正對稱荷載，所以取半榀框架進展計算。由構造力學梁端彎矩公式得到：頂層結點彎矩：MAB=-MBA=-Pa(1-)=194.673(1-)=-389.34KNM4層結點彎矩：MAB=-MBA=-Pa(1-)=2133(1-)=-4

11、26KNM標準層結點彎矩：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彎矩，設計時應進展彎矩調幅，降低負彎矩，以減少配筋面積。對于現澆框架，支座彎矩調幅系數為0.85在力組合的表中進展梁端調幅計算圖4-5恒載作用下的框架彎矩圖等效為集中荷載時表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算活荷載按滿跨布置，不考慮活荷載的最不利布置。此時，求得的跨中彎矩比最不利荷載位置法的計算結果偏小，故對梁跨中彎矩乘以1.2的增大系數。梁端彎矩應進展彎矩調幅，乘以

14、調幅系數0.85.在力組合的表中進展跨中彎矩增大和梁端調幅計算。 方法同恒載作用下的力計算，計算過程見下列圖。圖4-8活荷載作用下的計算簡圖圖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算一、水平地震作用標準值的計算1、框架的抗震等級由設計需求，抗震設防烈度為7度，房屋高度為19.2m 30m，可知該框架的抗震等級為三級。2、場地和特征周期值工程場地為類場地，地震設計特征周期值Tg=0.40s。3、重力荷載代表值取第軸線的KJL計算各層重力荷載代表值 對于樓層，重力荷載代表值取全部恒荷載和50%的樓面活荷載。對于屋頂是不上人屋頂故屋面活荷載不計入。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、構造自震周期T1對框架構造，采用經歷公式計算: T1=0.085n=0.0855=0.425s5、地震影響系數由=0.40s，T1=0.425s，T15，則由地震影響曲線，有6、計算水平地震作用標準值采用底部剪力法計算因為T11.4，故頂部附加地震作用不考慮。可按下表計算計算水平地震作用標準值表二、水平地震作用產生的框架力表4-3水平地震作用產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高度層數柱號反彎點高度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),再利用節點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。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：由于是對稱構造，所以只算左跨和中跨，右跨力與左跨反號。表5-1 KJ4的屋面框架梁(頂層)力組合表桿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*組合項組合值組合項組合值組合項組合值ABAM-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)力組合表桿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*組合項組合值組合項組合值組合項組合值ABAM-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)力組合表桿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*組合項組合值組合項組合值組合項組合值ABAM-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)力組合表桿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*組合項組合值組合項組合值組合項組合值ABAM-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)力組合表桿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*組合項組合值組合項組合值組合項組合值ABAM-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：由于是對稱構造，所以只算A,B兩柱，C,D兩柱的力與A,B反號。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NNma*相應的MNmin及相應的MVma*及相應N組合項組合值組合項組合值組合項組合值組合項組合值A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NNma*相應的MNmin及相應的MVma*及相應N組合項組合值組合項組合值組合項組合

33、值組合項組合值A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NNma*相應的MNmin及相應的MVma*及相應N組合項組合值組合項組合值組合項組合值組合項組合值A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NNma*相應的MNmin及相應的MVma*及相應N組合項組合值組合項組合值組合項組合值組合項組合值A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NNma*相應的MNmin及相應的MVma*及相應N組合項組合值組合項組合值組合項組合值組合項組合值A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 框架設計6.1框架梁截面設計：1正截面承載力計算由于組合后3層中跨梁彎矩最大，故取3層中跨梁驗算梁混凝土為C30正截面承載力計算：左支驗算由于是對稱的，右支驗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、中驗算：采用單層鋼筋，初步as取35mm翼緣計算寬度取值bf 按梁的計算跨度考慮： 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。受壓區高度*=-=765-=10.9mmAS=1558.7mm2取520鋼筋 單層布置實際AS=1571mm245 =45=0.19%min滿足最小配筋率斜截面承載力驗算(左支)fc

45、=14.3N/mm2ft=1.43N/mm2 fyv=300 N/mm2縱筋排2層 取保護層厚度25mm 有效直徑25mmas=25+25+12.5=62.5mm=h- as=800-62.5=737.5mm驗算截面尺寸 c=1.0=1.84V=405.12KN 截面抗剪滿足驗算是否需要計算配箍0.7 ftb h0=0.71.43400737.5=295.3KNsv,min 滿足截面驗算裂縫寬度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，并重新驗算。由于只是改變鋼筋，沒改變截面大小，故只用重新驗算跨中正截面承載力，裂縫及擾度。重新驗算正截面承載力計算(跨中)采用單層鋼筋，配525as=37.5mm翼緣計算寬度取值bf 按梁的計算跨度考慮： 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裂縫滿足擾度驗算由裂縫驗算知te=0.0050.01 取0.01deq

48、=25mm sk=176.9N/mm2=0.36先計算抗彎剛度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擾度驗算V=5.87mm1.0 取1=1.0因為l0/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算*=35.8mm1.0 取1=1.0 因為l0/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 配筋計算 *=44.8mm1.0 取1=1.0 因為l0/h=4.715 取2=1.0=1+12=1.01*=38.9mmbho=0.55670=368.5mm 屬于大偏心受壓 配筋計算 *=44.8mm1.0 取1=1.0 因為l0/h=4.715 取2=1.0=1+12=1.008*=44.8mmbho=0.55670=368.5mm 屬于大偏心受壓 配筋計算 *=44.8mmmin=0.2% 全部縱筋：=0.8%0.6% 滿足選用622，實際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算As=Asmm20.2%)5201571mm5201571mm5201571mm5201571mm6222280.6mmA軸其余柱子計算方法如上，下面列表計算。表6-1A軸柱按Mma*計算結果柱 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算As=Asmm2000896.973.240.2%)5201571mm5201571mm5201571mm520 1571mm6222280.6mm表6-2 A軸柱按Nma*計算結果表6-3 B軸柱按Mma*計算結果柱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算A

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

58、640mm=0.94V=236.65KN 滿足要求 2.驗算是否需要計算配箍筋(上截面)：0.3fcA=0.314.3700700N=2102.1KNN下=411.12KN N上=358.82KN=2.5V=236.65KN可以按構造配箍驗算是否需要計算配箍筋(下截面)： 0.3fcA=0.314.3700700N=2102.1KN358.82KN=2.5ftbh0+0.07N=1.43700660+0.07411.12=330.36V=236.65KN可以按構造配箍表6-4 A軸柱子斜截面承載力驗算 表6-5 B軸柱子斜截面承載力驗算柱 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是否需要計算配箍否否否否否否否否否否計算箍筋構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍柱 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是否需要計算配箍否否否否否否否否否否計算箍筋構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍構造配箍框架柱最終配筋 柱子保護層取30mm ， A柱配筋：由規規定，當混凝土偏心受壓構件的截面高度h600mm時，在柱的