混凝土框架結(jié)構(gòu)課程設(shè)計(jì)報(bào)告計(jì)算書

1、-. z.嘉應(yīng)學(xué)院課程設(shè)計(jì)任務(wù)書課程名稱：混凝土結(jié)構(gòu)設(shè)計(jì)設(shè)計(jì)題目：多層框架結(jié)構(gòu)設(shè)計(jì)學(xué)院：土木工程學(xué)院班級：土木1301*：健文*：133120001指導(dǎo)老師：王鶯歌目錄 TOC o 1-3 h z u HYPERLINK l _Toc327723560一、設(shè)計(jì)任務(wù) PAGEREF _Toc327723560 h 錯(cuò)誤！未定義書簽。HYPERLINK l _Toc3277235611設(shè)計(jì)容 PAGEREF _Toc327723561 h 錯(cuò)誤！未定義書簽。HYPERLINK l _Toc3277235622設(shè)計(jì)條件2HYPERLINK l _Toc327723563二.框架結(jié)構(gòu)計(jì)算過程 PAGE

2、REF _Toc327723563 h 3HYPERLINK l _Toc3277235641.平面布置3HYPERLINK l _Toc3277235652.結(jié)構(gòu)計(jì)算簡圖4HYPERLINK l _Toc3277235663.力計(jì)算5HYPERLINK l _Toc327723567(1)恒荷載計(jì)算5HYPERLINK l _Toc327723568(2)活荷載計(jì)算8HYPERLINK l _Toc327723569(3)荷載轉(zhuǎn)化9HYPERLINK l _Toc327723570(4)水平荷載計(jì)算15HYPERLINK l _Toc327723571(5)彎矩調(diào)整21HYPERLINK l

3、 _Toc327723572(6)力組合23HYPERLINK l _Toc327723573三.構(gòu)件配筋計(jì)算 PAGEREF _Toc327723573 h 3HYPERLINK l _Toc3277235741.梁的設(shè)計(jì)29HYPERLINK l _Toc3277235752.柱的設(shè)計(jì)35HYPERLINK l _Toc327723576四.繪制框架結(jié)構(gòu)施工圖45-. z.1 設(shè)計(jì)題目*辦公樓是五層框架結(jié)構(gòu)，建筑平面圖如附圖所示。采用鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)設(shè)計(jì)該辦公樓。選第榀框架進(jìn)行設(shè)計(jì)。根據(jù)*選擇自己的跨度L3L1L22100mm2400mm2700mm3000mm3300mm4500

4、mm6000 mm123454500 mm6300 mm6789104500 mm6600 mm11121314154500 mm6900 mm16171819204500 mm7200 mm21222324255100 mm6000 mm26272829305100 mm6300 mm31323334355100 mm6600 mm36373839405100 mm6900 mm41424344455100 mm7200 mm46474849505700 mm6000 mm51525354555700 mm6300 mm56575859605700 mm6600 mm616263646557

5、00 mm6900 mm66676869705700 mm7200 mm71727374752 設(shè)計(jì)資料(1) 設(shè)計(jì)標(biāo)高：層高3.300m，室設(shè)計(jì)標(biāo)高m，室外設(shè)計(jì)標(biāo)高-0.600m，基礎(chǔ)頂面離室外地面為600mm。(2) 屋面樓面荷載：恒載1.5 kN/m（不包括板結(jié)構(gòu)自重），活載2kN/m。(3) 梁上墻荷載：8kN/m。(4) 基本風(fēng)壓：（地面粗糙度為B類）。3 設(shè)計(jì)容結(jié)構(gòu)布置及主要構(gòu)件尺寸初選。荷載計(jì)算。計(jì)算第榀框架的梁柱承受的恒荷載、活荷載、風(fēng)荷載。力計(jì)算。使用彎矩二次分配法或分層法計(jì)算豎向荷載，使用D值法計(jì)算水平荷載。力組合?？紤]永久荷載控制，可變荷載控制情況。框架的梁柱截面設(shè)計(jì)。進(jìn)

6、行正截面、斜截面配筋計(jì)算。繪制一榀框架的結(jié)構(gòu)施工圖。4 提交成果多層框架設(shè)計(jì)計(jì)算書。一榀框架結(jié)構(gòu)施工圖。二.框架結(jié)構(gòu)計(jì)算過程1.平面布置（1）結(jié)構(gòu)平面布置（見圖2）圖 2 結(jié)構(gòu)平面布置（2）構(gòu)件尺寸確定樓蓋及屋蓋均采用現(xiàn)澆混凝土結(jié)構(gòu)，樓板厚度取100mm，邊跨（AB、CD）梁：取 QUOTE ，取h=600mm取b=300mm中跨（BC）梁：取 QUOTE ，取h=450mm，取b=300mm柱連系梁：取 QUOTE ，取500mm，取200mm梁截面尺寸（mm）及各層混凝土強(qiáng)度等級層次混凝土強(qiáng)度等級橫梁（bh）縱梁（bh）AB跨、CD跨BC跨1-5C30300600300450200500柱

7、截面：邊柱 QUOTE 中柱 QUOTE 根據(jù)上述估算結(jié)構(gòu)并綜合考慮其他因素，本設(shè)計(jì)柱截面尺寸取值為：1-5層450mm450mm,2-5層柱計(jì)算高度為層高。取3.3m；底層柱計(jì)算高度：h=3.3+0.6+0.6-0.1=4.4m.2.結(jié)構(gòu)計(jì)算簡圖（1計(jì)算第榀框架（2）計(jì)算梁、柱線剛度梁：中框架 QUOTE 邊框架柱：可知：AB,CD跨梁： QUOTE BC跨梁： QUOTE 上部各層柱: QUOTE 底層柱： QUOTE 算豎向荷載柱線剛度乘以0.9系數(shù)得：梁柱線剛度3.力計(jì)算均布荷載向梁傳遞的示意圖(1)恒荷載計(jì)算a)屋面框架梁線荷載的標(biāo)準(zhǔn)值: 樓面框架梁線荷載標(biāo)準(zhǔn)值： QUOTE 100

8、mm厚現(xiàn)澆鋼筋混凝土板：0.1025=2.5屋面恒荷載： QUOTE 邊跨（AB，CD跨）框架梁自重：0.30.625=4.5梁側(cè)粉刷：4.84 QUOTE 2（）0.0217=0.34中跨BC跨框架梁自重：0.30.4525=2.25側(cè)梁粉刷：2.488 QUOTE 2（）0.0217=0.238因此，作用在頂屋框架梁上的線荷載為:b)樓面框架梁線荷載標(biāo)準(zhǔn)值樓面框架梁線荷載標(biāo)準(zhǔn)值： QUOTE 100mm厚現(xiàn)澆鋼筋混凝土板：0.1025=2.5 QUOTE 樓面恒荷載：邊跨框架梁及側(cè)梁粉刷 4.84 QUOTE 邊跨填充墻自重 QUOTE 中跨框架梁及側(cè)梁粉刷2.488 QUOTE 因此，作

9、用在中間層框架梁上的線荷載為：c）屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊柱連系梁梁自重 0.20.55.725=14.25kN粉刷 0.02（0.50.1）25.717=1.55 kN連系梁傳來的屋面自重 0.55.70.55.74=32.49 kN頂層邊節(jié)點(diǎn)集中荷載 QUOTE 48.29 kN中柱連系梁自重 0.250.55.725=14.25 kN粉刷 0.02（）25.717=1.55 kN連系梁傳來的屋面荷載 0.5（）1.354=23.49 kN0.55.70.55.74=32.49 kN頂層中節(jié)點(diǎn)集中荷載 QUOTE 71.78 kNd)樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重 0.20.

10、55.725=14.25kN 粉刷 0.02（0.50.1）25.717=1.55 kN墻體自重 5.78=45.6 kN框架柱自重0.50.53.325=20.63 kN連系梁傳來的樓面自重 0.55.70.55.74=32.49 kN中間層邊節(jié)點(diǎn)集中荷載114.52 Kn中柱連系梁自重 0.20.55.725=14.25kN 中柱粉刷 0.02（0.50.1）25.717=1.55 kN墻體自重 5.78=45.6 kN框架柱自重0.50.53.325=20.63 kN連系梁傳來的樓面荷載 0.5（）1.354=23.49 kN0.55.70.55.74=32.49 kN中間層終結(jié)點(diǎn)集中荷

11、載137.95 Kne）恒荷載作用下的結(jié)構(gòu)簡圖如圖5圖5 恒荷載作用下結(jié)構(gòu)計(jì)算簡圖(2)活荷載計(jì)算活荷載計(jì)算值如下： 25.7 =11.4kN/m QUOTE 0.5（）1.352+ 0.55.70.55.72=28kN25.7 =11.4kN/m圖6 樓面活荷載作用下結(jié)構(gòu)計(jì)算簡圖（3）豎向荷載作用下框架力計(jì)算因結(jié)構(gòu)和荷載均勻?qū)ΨQ，故取對稱軸一側(cè)的框架為計(jì)算對象，且中間跨梁取為豎向滑動(dòng)支座。利用彎矩二次分配法計(jì)算桿端彎矩。先計(jì)算恒荷載作用下的彎矩。第1層： QUOTE QUOTE QUOTE QUOTE 第2-4層： QUOTE QUOTE QUOTE QUOTE 第5層： QUOTE QUO

12、TE QUOTE QUOTE 計(jì)算1-4層固端彎矩： QUOTE QUOTE 第5層固端彎矩： QUOTE QUOTE 荷載作用下框架結(jié)構(gòu)的彎矩二次分配恒荷載作用下的框架彎矩圖計(jì)算活荷載作用下的彎矩 QUOTE -32.98 QUOTE 活荷載作用下框架結(jié)構(gòu)的彎矩二次分配活荷載作用下框架彎矩圖邊梁跨最大彎矩和剪力可根據(jù)梁兩端的桿端彎矩及作用于梁上的荷載，用平衡條件求得。走道梁的最大彎矩畫出兩端彎矩連線，用疊加法求的，剪力可查結(jié)構(gòu)靜力學(xué)手冊。將兩側(cè)的梁端剪力、節(jié)點(diǎn)集中力及柱軸力疊加，即得柱軸力。層次恒載力活載力梁端剪力A柱軸力B柱軸力梁端剪力A柱軸力B柱軸力A561.4564.7710.6510

13、9.74130.37147.2167.8322.5323.873.6538.7859.4155.5276.15489.7591.6710.65334.64355.27408.13428.7622.9223.483.6598.58119.21131.28151.91389.7291.710.65559.51580.14669.06689.6922.8623.543.65158.32178.95207.1227.73289.7391.6910.65784.39805.02929.98950.6122.8623.543.65218.06238.69282.92303.55189.4991.9310.

14、651009.031029.661191.11211.722.8223.583.65277.76298.39358.78379.41恒荷載作用下的梁剪力圖、柱軸力圖活荷載作用下的梁剪力圖、柱軸力圖(4)水平荷載計(jì)算風(fēng)壓彼岸準(zhǔn)直計(jì)算公式：因?yàn)楦叨菻=23m30m,可取=1.3，可查建筑結(jié)構(gòu)荷載規(guī)，將風(fēng)荷載換算成作用于框架每層節(jié)點(diǎn)上的集中荷載，計(jì)算過程如下表。Z為框架節(jié)點(diǎn)到室外地面高度，A為一榀框架各層節(jié)點(diǎn)的受風(fēng)面積計(jì)算如下表：層次51.01.317.61.1970.69.418.7941.01.314.31.1200.618.8116.4331.01.311.01.0280.618.8115.0

15、821.01.37.71.000.618.8114.6711.01.34.4 1.000.621.9517.12層次柱別2-5A、DB、C1A、DB、C柱側(cè)向剛度計(jì)算表層次柱別y5A、D0.381.940.383.3=2.431.940.623.3=3.97B、C0.432.450.433.3=3.482.450.573.3=4.614A、D0.435.580.433.3=7.925.580.573.3=10.50B、C0.457.020.453.3=10.427.020.553.3=12.743A、D0.488.920.483.3=14.138.920.523.3=15.31B、C0.501

16、1.220.503.3=18.5111.220.503.3=18.512A、D0.5012.160.503.3=20.0612.160.503.3=20.06B、C0.5015.300.503.3=25.2515.300.503.3=25.251A、D0.6016.930.604.4=44.7016.930.404.4=29.80B、C0.5519.110.554.4=46.2519.110.454.4=37.84柱端剪力及彎矩計(jì)算表根據(jù)圖所示的水平力分布，確定 QUOTE 時(shí)可近似地按均布荷載考慮；本例中 QUOTE =0；對第一層柱，因?yàn)?QUOTE =3.3/4.4=0.75，所以 QU

17、OTE 為負(fù)值，查表得 QUOTE ；對于第2層柱，因?yàn)?QUOTE =4.4/3.3=1.331，其值為負(fù)值。層次梁別邊柱 QUOTE 中柱 QUOTE 5邊梁3.97-1.01-0.18過道梁1.614邊梁10.5+2.43=12.93-（1.01+3.4）=-4.41-0.98過道梁5.673邊梁7.92+15.31=23.23-（6.1+4.41）=-10.51-2.37過道梁10.112邊梁20.26+14.13=34.39-（9.14+10.51）=19.64-4.02過道梁15.301邊梁29.80+20.06=49.86-（13.17+19.64）=-32.81-7.19過道梁

18、22.06D值法計(jì)算線剛度計(jì)算（單位為）由公式：可知： QUOTE QUOTE = 0.0000040.002滿足要求 QUOTE QUOTE = 0.0000120.002滿足要求 QUOTE QUOTE = 0.0000180.002 滿足要求 QUOTE QUOTE = 0.0000240.002 滿足要求 QUOTE QUOTE = 0.0000430.002 滿足要求（此層h取5m）頂層總位移為： QUOTE (mm)風(fēng)荷載作用下的框架柱彎矩圖：（kN）風(fēng)荷載作用下的框架梁彎矩圖：（kN）風(fēng)荷載作用下的框架剪力圖：（kN）風(fēng)荷載作用下的框架柱軸力圖：（kN）(5)彎矩?fù)Q算在豎向荷載作

19、用下?lián)Q算公式： QUOTE 在風(fēng)荷載作用下?lián)Q算公式： QUOTE 將框架梁在各種荷載作用下經(jīng)彎矩調(diào)幅并換算至柱邊截面的彎矩如下表：框架梁在恒荷載作用下梁端剪力算到柱邊截面：第一層梁端控制截面力標(biāo)準(zhǔn)值截面恒載力活載力風(fēng)載力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處MVMVMVMVMVMV83.9689.4969.2286.6023.6222.8217.9222.8249.8313.1746.8713.1792.3591.9371.6789.0426.2723.5820.9623.5841.0313.1738.0713.1718.9210.6516.5210.095.873.655.053.

20、6522.0616.3418.3816.34第二層梁端控制截面力標(biāo)準(zhǔn)值截面恒載力活載力風(fēng)載力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處MVMVMVMVMVMV93.8189.7373.6286.8426.2222.8621.0822.8634.999.1432.939.14100.691.6979.9788.8028.5523.5423.2523.5428.669.1426.609.1416.3110.6513.9110.095.173.654.353.6515.3011.3312.7511.33第三層梁端控制截面力標(biāo)準(zhǔn)值截面恒載力活載力風(fēng)載力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊

21、緣處MVMVMVMVMVMV93.2689.7273.0786.8326.2122.8621.0722.8623.236.121.866.1100.191.779.4788.828.4423.5423.1423.5418.816.117.446.116.6510.6514.2510.095.193.654.373.6510.117.498.427.49第四層梁端控制截面力標(biāo)準(zhǔn)值截面恒載力活載力風(fēng)載力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處MVMVMVMVMVMV93.3989.7573.2086.8627.0522.9221.8922.9212.933.412.173.410091.6

22、779.3788.7828.9723.4823.6923.4810.553.49.793.416.4910.6514.0910.095.043.654.223.655.674.24.734.2第五層梁端控制截面力標(biāo)準(zhǔn)值截面恒載力活載力風(fēng)載力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處MVMVMVMVMVMV52.161.4538.2760.2419.1522.5314.0822.533.971.013.741.0163.564.7748.9363.6823.7923.8718.4223.873.001.012.771.0117.9510.6515.5510.097.183.656.363.

23、651.611.191.341.19 (6)力組合根據(jù)力計(jì)算結(jié)果，即可進(jìn)行框架各梁柱各控制截面上的力組合，其中梁的控制截面為梁端柱邊及跨中。由于對稱性，每層有5個(gè)控制截面，即下圖6-7中的1、2、3、4、5號截面，表1給出了各層梁的力組合過程。柱則分柱邊和中柱（即A柱、B柱），每個(gè)柱每層有兩個(gè)控制截面，以圖6-7中第三層為例，控制截面為5、6號截面，表2給出了各層柱的力組合過程。組合時(shí)，豎向荷載作用下的梁支座截面負(fù)彎矩乘了系數(shù)0.8，以考慮塑性力重分布，跨中截面彎矩相應(yīng)增大（由平衡條件確定）；當(dāng)風(fēng)荷載作用下支座截面為正彎矩且與永久荷載效應(yīng)組合時(shí)，永久荷載分項(xiàng)系數(shù)取1.0.圖6-7注：使梁下部受

24、拉的彎矩為正，使梁截開部分產(chǎn)生順時(shí)針方向轉(zhuǎn)動(dòng)的剪力為正。層控制截面恒載活載風(fēng)荷載（左風(fēng)）力組合1.35+1.40.71.2+1.41.40.6或1.0+1.41.40.61.21.4+1.40.7或1.01.4+1.40.7MVMVMVMma*MminVma*Mma*MminVma*Mma*MminVma*51-38.2760.24-14.0822.533.74-1.01-52.35103.4-49.37106.97-42.5499.60294.58-1.6637.2-0.670.485-1.01164.1-1.58165.98-3.78150.63-4.063-48.93-63.68-18.

25、42-23.87-2.77-1.01-73.47-119.39-69.93-110.68-65.29-112.554-15.5510.09-6.363.651.34-1.19-21.7817.20-20.9216.22-18.0413.955-9.130-5.5400-1.19-14.20-14.97-1-13.11-1.6741-73.2086.86-21.8922.9212.17-3.4-96.24139.72-84.57133.46-70.40121.932101.45-0.9629.35-0.281.19-3.4165.7-1.57163.83-4.36152.17-6.193-79.

26、37-88.78-23.69-23.48-9.79-3.4-104.2-143.07-110.95-142.26-108.47-134.314-14.0910.09-5.043.654.73-4.2-19.1717.20-15.2013.69-10.869.815-7.670-3.400-4.2-10.950-11.17-3.53-10.03-5.8831-73.0786.83-21.0722.8621.86-6.1-95.44139.62-75.38131.08-56.06118.062101.45-0.9930.18-0.342.21-6.1166.5-1.67165.85-6.79154

27、.41-10.063-79.47-88.8-23.14-23.54-17.44-6.1-103.9-142.95-116.86-144.64-119.16138.174-14.2510.09-4.373.658.42-7.49-18.8217.20-11.529.88-5.325.205-7.830-3.5500-7.49-11.240-11.49-6.30-10.3-10.4921-73.6286.84-21.0822.8632.93-9.14-96139.64-66.62127.25-41.10113.812100.84-0.9830.11-0.343.165-9.14165.6-1.66

28、166.26-10.61137.72-14.313-79.97-88.80-23.25-23.54-26.60-9.14-104.6-142.95-125.16-147.19-129.96-142.434-13.9110.09-4.353.6512.75-11.33-18.4317.20-7.527.70-1.09-2.205-7.490-3.5300-11.33-10.860-11.14-95.17-9.96-15.8611-69.2286.60-17.9222.8246.87-13.17-88.8139.27-47.15124.81-14.88107.852111.70-1.2233.04

29、-0.384.4-13.17183.2-2.02183.99-13.06147.98-20.273-71.67-89.04-20.96-23.58-38.07-13.17-93.84-157.51-124.26-150.92-138.53-148.394-16.5210.09-5.053.6518.38-16.34-21.817.20-6.083.494.263-9.725-10.100-4.2300-16.34-14.220-14.43-13.73-13.01-22.88層控制截面恒載活載風(fēng)荷載（右風(fēng)）力組合1.35+1.40.71.2+1.41.40.6或1.0+1.41.40.61.21

30、.4+1.40.7或1.01.4+1.40.7MVMVMVMma*MminVma*Mma*MminVma*Mma*MminVma*51-38.2760.24-14.0822.53-3.741.01-52.35103.4-55.65104.68-53.0195.78294.58-1.6637.2-0.67-0.4851.01164.1-1.58164.62-2.18149.27-1.233-48.93-63.68-18.42-23.872.771.01-73.47-119.39-65.27-108.99-57.53-98.384-15.5510.09-6.363.65-1.341.19-21.7

31、817.20-23.1718.22-21.7117.355-9.130-5.54001.19-14.20-14.97-1-13.111.6741-73.2086.86-21.8922.92-12.173.4-96.24139.72-105.02139.18-104.48131.452101.45-0.9629.35-0.28-1.193.4165.7-1.57161.831.50148.843.333-79.37-88.78-23.69-23.489.793.4-104.2-143.07-94.50-136.55-81.06-124.794-14.0910.09-5.043.65-4.734.

32、2-19.1717.20-23.1520.75-24.1021.575-7.670-3.4004.2-10.950-11.173.53-10.035.8831-73.0786.83-21.0722.86-21.866.1-95.44139.62-112.10141.33-117.27118.062101.45-0.9930.18-0.34-2.216.1166.5-1.67162.143.7148.227.223-79.47-88.8-23.14-23.5417.446.1-103.9-142.95-87.56-134.39-70.33-121.094-14.2510.09-4.373.65-

33、8.427.49-18.8217.20-25.6723.51-28.9026.175-7.830-3.55007.49-11.240-11.496.30-10.310.4921-73.6286.84-21.0822.86-32.939.14-96139.64-121.94143.89-133.30139.412100.84-0.9830.11-0.34-3.1659.14165.6-1.66160.946.22128.8611.483-79.97-88.80-23.25-23.5426.609.14-104.6-142.95-80.47-131.84-55.48-116.834-13.9110

34、.09-4.353.65-12.7511.33-18.4317.20-28.9426.74-36.7931.5475-7.490-3.530011.33-10.860-11.14-9.52-9.9615.8611-69.2286.60-17.9222.82-46.8713.17-88.8139.27-125.89146.93-146.12144.722111.70-1.2233.04-0.38-4.413.17183.2-2.02176.609.31135.6616.853-71.67-89.04-20.96-23.5838.0713.17-93.84-157.51-60.30-128.80-

35、31.93-111.524-16.5210.09-5.053.65-18.3816.34-21.817.20-36.9630.94-45.5538565-10.100-4.230016.34-14.220-14.4313.73-13.0122.876-. z.第一層柱控制截面力組合值表柱別截面力恒載活載風(fēng)荷載1.35+1.40.71.21.4+1.40.7或1.01.4+1.40.71.2+1.41.40.6或1.0+1.41.40.6NVMVMV左風(fēng)右風(fēng)左風(fēng)右風(fēng)A柱頂M-29.46-8.28-47.894.15-85.19-21.91-71.98-85.19-71.984.15N1009.6

36、3277.761635.201235.901529.691370.931876.021529.691876.021235.90V-10.04-2.82-16.3210.90-38.51-1.77-32.07-38.51-32.07-38.51柱底M-14.73-4.14-23.9443.79-83.3117.02-61.02-83.31-23.9443.79N1029.66298.391682.461276.151579.951419.851680.901579.951682.461276.15V-10.04-2.82-16.3210.90-38.51-1.77-32.07-38.51-16.

37、3210.9B 柱頂M23.317.0338.3687.84-19.8269.606.0387.8438.3687.84N1191.1357.781958.61531.661790.011685.951936.251531.661958.61531.66V8.242.4013.4838.99-16.1629.30-4.4538.9913.4838.99柱底M12.963.5220.9589.75-48.3459.33-20.9689.7520.9589.75N1211.7379.412007.61573.461835.921736.831991.251573.462007.61573.46V8

38、.242.4013.4838.99-16.1629.3-4.4538.9913.4838.99第二層柱控制截面力組合值表柱別截面力恒載活載風(fēng)荷載1.35+1.40.71.21.4+1.40.7或1.01.4+1.40.71.2+1.41.40.6或1.0+1.41.40.6NVMVMV左風(fēng)右風(fēng)左風(fēng)右風(fēng)A柱頂M-47.55-13.38-77.30-42.09-98.26-58.94-92.64-98.26-77.30-42.09N784.39218.061272.63970.591182.461073.181263.051182.461272.63970.59V-30.92-8.7-50.27-

39、28.61-62.65-41.72-75.42-62.65-50.27-28.61柱底M-54.5-15.33-88.60-52.34-108.51-70.01-103.71-108.51-88.60-52.34N805.62238.691321.501012.041228.161123.291317.411228.161321.51012.04V-30.92-8.7-50.27-28.61-62.65-41.72-75.42-62.65-50.27-28.61B 柱頂M42.6511.8369.1798.1227.4288.946.5398.1269.1798.12N929.99282.92

40、1532.751201.621398.881322.701515.451201.621532.751201.62V27.527.6044.661.8919.0556.5230.8161.8944.661.89柱底M48.1213.2677.96106.0935.3997.51855.10106.0977.96106.09N950.61303.551580.801242.461443.841372.201569.081242.461580.801242.46V27.527.6044.661.8919.0556.5230.8161.8944.661.89第三層柱控制截面力組合值表柱別截面力恒載活載

41、風(fēng)荷載1.35+1.40.71.21.4+1.40.7或1.01.4+1.40.71.2+1.41.40.6或1.0+1.41.40.6NVMVMV左風(fēng)右風(fēng)左風(fēng)右風(fēng)A柱頂M-46.63-13.12-75.81-47.74-90.61-61.82-87.18-90.61-75.81-47.74N559.51158.32910.49699.95841.28772.33901.89841.28910.49699.95V-28.15-7.92-45.76-29.05-54.03-37.38-52.36-54.03-45.76-29.05柱底M-46.26-13.02-75.21-48.49-88.05

42、-61.87-85.61-88.05-75.21-48.49N580.14178.95958.56740.80886.253821.84955.52886.25958.56740.80V-28.15-7.92-45.76-29.05-54.03-37.38-52.36-54.03-45.76-29.05B 柱頂M41.6611.6367.6487.3035.4881.8250.7387.3067.6487.30N669.06207.11106.19868.71002.51957.011094.80868.71106.19868.7V25.247.0340.9652.8921.4749.5530

43、.7152.8940.9652.89柱底M41.6411.5667.5087.2135.3881.7050.6087.2167.5087.21N689.69227.731154.26909.551054.121006.521148.44909.551154.26909.55V25.247.0340.9652.8921.4749.5530.7152.8940.9652.89第四層柱控制截面力組合值表柱別截面力恒載活載風(fēng)荷載1.35+1.40.71.21.4+1.40.7或1.01.4+1.40.71.2+1.41.40.6或1.0+1.41.40.6NVMVMV左風(fēng)右風(fēng)左風(fēng)右風(fēng)A柱頂M-46.8

44、4-12.59-75.57-53.85-83.25-65.01-82.65-83.25-75.57-53.85N334.6498.58548.37425.07504.35468.95543.28504.35548.37425.07V-28.32-7.79-45.87-33.81-49.43-40.20-49.58-49.43-45.87-33.81柱底M-46.63-13.12-75.81-57.73-79.90-67.67-80.98-80.98-80.98-57.73N355.27119.21596.44465.92549.32518.46596.92596.92596.92465.92V

45、-28.32-7.79-45.87-33.81-49.43-40.20-49.58-49.58-49.58-33.81B 柱頂M42.0711.2967.8679.3843.7176.9955.5979.3867.8679.38N408.13131.28679.63535.41619.78591.10674.37535.41679.63535.41V25.376.9540.0944.6825.0346.0734.2744.6840.0944.68柱底M41.6611.6367.6475.9846.8075.0357.5275.9857.5275.98N428.76151.91727.70576

46、.26664.76640.61728.10576.26728.10576.26V25.376.9541.0644.6825.0346.0734.2744.6834.2744.68第五層柱控制截面力組合值表柱別截面力恒載活載風(fēng)荷載1.35+1.40.71.21.4+1.40.7或1.01.4+1.40.71.2+1.41.40.6或1.0+1.41.40.6NVMVMV左風(fēng)右風(fēng)左風(fēng)右風(fēng)A柱頂M-52.1-19.15-89.10-75.73-86.85-85.99-92.66-92.66-92.66-75.73N109.738.78186.10146.29171.06163.14186.78186

47、.78186.78146.29V-29.98-10.18-50.4543.7836.92-48.60-51.86-51.86-51.8643.78柱底M-46.84-14.46-77.40-66.98-73.78-74.41-78.49-78.49-78.49-66.98N130.3759.41234.22187.18216.08212.70240.47240.47240.47187.18V-29.98-10.18-50.4543.7836.92-48.60-51.86-51.86-51.8643.78B 柱頂M45.616.6177.8477.4564.5481.8574.1081.8574

48、.1077.45N147.255.52253.13201.36231.30224.78254.52224.78254.52201.36V26.388.8744.3143.7836.9146.1342.0246.1642.0243.78柱底M41.4712.6568.3867.0357.2970.4064.5570.4064.5567.03N167.8376.15301.20242.205276.28274.29308.16274.29308.16242.21V26.388.8744.3143.7836.9146.1342.0246.1342.0243.78-. z.三.構(gòu)件配筋計(jì)算1.梁的設(shè)計(jì)

49、梁的混凝土強(qiáng)度等級為C30（），最小保護(hù)層厚度為25mm。受力鋼筋采用HRB400( QUOTE )級，其他均為HPB300 QUOTE 級鋼筋找出第一層梁的跨中及支座截面的最不利力AB跨跨中截面：M=183.99KN支座截面： QUOTE QUOTE QUOTE BC跨跨中截面：M=-14.43KN支座截面: M=-45.55KN V=17.2KN梁正截面受彎承載力計(jì)算AB跨梁：先計(jì)算跨中截面。因梁板現(xiàn)澆，故跨中按T形截面計(jì)算。 QUOTE =100mm, QUOTE QUOTE =100/565=0.180.1， QUOTE 不受此限制； QUOTE =6900/3=2300mm QUOT

50、E 故屬于第一類T形截面。 QUOTE QUOTE =0.018 QUOTE =1.0 QUOTE 因 QUOTE 故滿足要求，實(shí)配鋼筋320（ QUOTE ）支座A M=-146.12 QUOTE ，按矩形截面計(jì)算 QUOTE QUOTE =0.113 QUOTE =1.0 QUOTE 實(shí)配鋼筋318（ QUOTE ）支座 QUOTE QUOTE QUOTE =0.107 QUOTE =1.0 QUOTE 實(shí)配鋼筋318（ QUOTE ）BC跨梁跨中截面：M=-14.43KN 不考慮樓板作用，按矩形截面計(jì)算 QUOTE QUOTE =0.029 QUOTE =1.0 QUOTE 實(shí)配218（

51、 QUOTE ）支座 QUOTE M=-45.55KN QUOTE QUOTE QUOTE =0.097 QUOTE =1.0 QUOTE 實(shí)配318（ QUOTE ） BC跨梁下部布置架立筋212注：其他層梁跨中控制截面2：考慮混凝土現(xiàn)澆板翼緣受壓，按T型梁計(jì)算。翼緣計(jì)算寬度 QUOTE =6900/3=2300mm， QUOTE 可知其他層梁跨中控制截面也均屬于第一類型的T型截面，用計(jì)算。其余層計(jì)算結(jié)果列表B）斜截面受剪承載力計(jì)算AB跨：取較大設(shè)計(jì)剪力V=146.12KNa.驗(yàn)算截面尺寸，屬于厚腹梁, QUOTE b QUOTE 截面滿足要求所以此梁可按構(gòu)造要求配置箍筋，取 QUOTE 。

52、配箍率 QUOTE =0.0013BC跨：取較大設(shè)計(jì)剪力V=45.55KN a.驗(yàn)算截面尺寸，屬于厚腹梁, QUOTE b QUOTE 截面滿足要求所以此梁可按構(gòu)造要求配置箍筋，取 QUOTE 。配箍率 QUOTE =0.0013梁正截面配筋表第一層梁正截面配筋計(jì)算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-146.12183.99-138.53-45.55-14.43b或 QUOTE (mm)30023003002002000.1070.01750.1010.0920.0290.1130.0180.1070.0970.02976092972032075.6實(shí)配鋼筋318（763）

53、320（942）318（763）318（763）218（509）第二層梁正截面配筋計(jì)算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-133.30166.26-129.96-36.79-11.14b或 QUOTE (mm)30023003003003000.0970.0160.0950.0750.0230.1020.0160.10.0780.02968782667325795.6實(shí)配鋼筋318（763）320（942）318（763）318（763）218（509）第三層梁正截面配筋計(jì)算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-117.27165.85-119.16-28

54、.90-11.49b或 QUOTE (mm)30023003003003000.0860.0160.0870.0590.0230.0900.0160.0910.0610.02360682661320176實(shí)配鋼筋318（763）320（942）318（763）318（763）218（509）第四層梁正截面配筋計(jì)算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-105.02165.7-110.95-24.1-11.17b或 QUOTE (mm)30023003003003000.0770.0160.0810.0490.0230.0800.0160.0850.0500.0235398265

55、7216576實(shí)配鋼筋316（603）320（942）316（603）316（603）216（402）第五層梁正截面配筋計(jì)算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-55.65165.98-73.47-23.17-14.97b或 QUOTE (mm)30023003003003000.0400.0160.0540.0470.0300.0410.0160.0560.0480.02927682637715896實(shí)配鋼筋314（461）320（942）314（461）314（461）214（308）梁斜截面配筋表第一層梁斜截面配筋計(jì)算跨AB跨BC跨V（KN）157.5138.56 QU

56、OTE b QUOTE 605.96V296.73V169.67V83.09V是是/0.00170.00130.00250.0013第二層斜正截面配筋計(jì)算跨AB跨BC跨V（KN）147.1931.55 QUOTE b QUOTE 605.96V296.73V169.67V83.09V是是/0.00170.00130.00250.0013第三層斜正截面配筋計(jì)算跨AB跨BC跨V（KN）144.6426.17 QUOTE b QUOTE 605.96V296.73V169.67V83.09V是是/0.00170.00130.00250.0013第四層斜正截面配筋計(jì)算跨AB跨BC跨V（KN）143.0

57、721.57 QUOTE b QUOTE 605.96V296.73V169.67V83.09V是是/0.00170.00130.00250.0013第五層斜正截面配筋計(jì)算跨AB跨BC跨V（KN）119.3917.35 QUOTE b QUOTE 605.96V296.73V169.67V83.09V是是/0.00170.00130.00250.00132、柱的設(shè)計(jì)1).第一層A軸線柱，選取三組力進(jìn)行截面配筋柱的截面尺寸為450mm450mm縱筋選用HRB400級鋼筋（ QUOTE 360N/ QUOTE ）,箍筋選用HPB300級鋼筋（ QUOTE 270N/ QUOTE ），混凝土等級為C

58、30（）.取 QUOTE .第一組力的柱截面配筋計(jì)算取 QUOTE 桿端彎矩比 QUOTE 軸壓比 QUOTE 截面回轉(zhuǎn)半徑長細(xì)比 QUOTE 故不需要考慮桿件自身撓曲變形的影響。計(jì)算彎矩設(shè)計(jì)值 QUOTE QUOTE =15mm20mm,取20mm QUOTE =1.38 QUOTE 判別偏壓類型 QUOTE =15mm20mm,取20mm QUOTE 0.3 QUOTE 故為小偏心受壓構(gòu)件。計(jì)算 QUOTE 計(jì)算截面受壓區(qū)相對高度：上式應(yīng)滿足 QUOTE 和 QUOTE ，否則為構(gòu)造配筋。 QUOTE QUOTE .因最后一式不滿足要求，所以應(yīng)按構(gòu)造配置縱向受力鋼筋。 QUOTE = QU

59、OTE 選316（603 QUOTE ）。截面總配筋率 QUOTE 滿足要求驗(yàn)算垂直于彎矩作用平面的受壓承載力滿足要求第二組力的柱截面配筋計(jì)算1）桿端彎矩比 QUOTE 軸壓比 QUOTE 截面回轉(zhuǎn)半徑長細(xì)比 QUOTE 故不需要考慮桿件自身撓曲變形的影響。計(jì)算彎矩設(shè)計(jì)值 QUOTE QUOTE =15mm20mm,取20mm QUOTE =1.22 QUOTE 判別偏壓類型 QUOTE =15mm20mm,取20mm QUOTE 0.3 QUOTE 故為小偏心受壓構(gòu)件。計(jì)算 QUOTE 計(jì)算截面受壓區(qū)相對高度：上式應(yīng)滿足 QUOTE 和 QUOTE ，否則為構(gòu)造配筋。 QUOTE QUOTE

60、 .因最后一式不滿足要求，所以應(yīng)按構(gòu)造配置縱向受力鋼筋。 QUOTE = QUOTE 選316（603 QUOTE ）。截面總配筋率 QUOTE 滿足要求驗(yàn)算垂直于彎矩作用平面的受壓承載力滿足要求第三組力的柱截面配筋計(jì)算1）桿端彎矩比 QUOTE 軸壓比 QUOTE 截面回轉(zhuǎn)半徑長細(xì)比 QUOTE 故不需要考慮桿件自身撓曲變形的影響。2）計(jì)算彎矩設(shè)計(jì)值 QUOTE QUOTE =15mm20mm,取20mm QUOTE =1.35 QUOTE 3）判別偏壓類型 QUOTE =15mm20mm,取20mm QUOTE 0.3 QUOTE 故為小偏心受壓構(gòu)件。4）計(jì)算 QUOTE 計(jì)算截面受壓區(qū)相