梁板柱配筋計(jì)算書

1、截面設(shè)計(jì)本工程框架抗震等級(jí)為三級(jí).根據(jù)延性框架設(shè)計(jì)準(zhǔn)那么,截面設(shè)計(jì)時(shí),應(yīng)根據(jù)強(qiáng)柱弱梁、強(qiáng)剪弱彎原那么,對(duì)內(nèi)力進(jìn)行調(diào)整.框架梁框架梁正截面設(shè)計(jì)非抗震設(shè)計(jì)時(shí),框架梁正截面受彎承載力為:MuisfcbhO抗震設(shè)計(jì)時(shí),框架梁正截面受彎承載力為：(9-1-1)2,MUE1sfcbh0/RE(9-1-2)因此,可直接比擬豎向荷載作用下彎矩組合值M和水平地震作用下彎矩組合值M乘以抗震承載力調(diào)整系數(shù)后RE的大小,取較大值作為框架梁截面彎矩設(shè)計(jì)值.即MMaxMu,REMuE(9-1-3)比擬39和表43中的梁端負(fù)彎矩,可知,各跨梁端負(fù)彎矩均由水平地震作用限制.故表39中彎矩設(shè)計(jì)值來源于表43,且為乘以RE后的值

2、進(jìn)行正截面承載力計(jì)算時(shí),支座截面按矩形截面計(jì)算；跨中截面按T形截面計(jì)算.T形截面的翼緣計(jì)算寬度應(yīng)按以下情況的最小值取用.AB跨及CD跨：bf3l0=7.5/3=2.5m；bfbsn0,34.20.5(0.250.3)4.2mbfb12hf0.3120.31.86mhf.h00.1故取bf=1.86m判別各跨中截面屬于哪一類T型截面:一排鋼筋取為=70040=660mm,a.兩排鋼筋取為=70065=635mm,那么fcbfhfh0hf2=14.3X860X130X(660-130/2)=2057.36kN.m該值大于跨中截面彎矩設(shè)計(jì)值,故各跨跨中截面均屬于第一類T形截面.BC跨：bf1/310

3、=3.0/3=1.0m；bfbsn=0.3+8.4-0.3=8.4m；bfb12hf0.3120.131.86m;hf.h00.1故取bf=1m判別各跨中截面屬于哪一類T型截面：取h0=55040=510mm,那么3hhhf/2=14.31000M30X(510130/2)=827.26kN.m該值大于跨中截面彎矩設(shè)計(jì)值,故各跨跨中截面均屬于第一類T形截面.各層各跨框架梁縱筋配筋計(jì)算詳見表49及表50.表格49各層各跨框架梁上部縱筋配筋計(jì)算AB跨BC跨CD跨-MABz-MABy-MBCz-MBCy-MCDz-MCDy4負(fù)彎矩M(kNm)-213.6-181.8-188.86-188.86-18

4、1.18-213.6Msfbh：1C00.1140.0970.1010.1010.0970.1141J(12s)0.1210.1020.1070.1070.1020.121s0.51J(12s)0.9710.9490.9470.9470.9490.971配筋A(yù)s(mm2)925.84803.52839.35839.35803.52925.84實(shí)配鋼筋3C203C203C203C203負(fù)彎矩M(kNm)-370.84-319.2-347.48-347.48-319.92-370.84a.續(xù)表49AB跨BC跨CD跨-MABz-MABy-MBCz-MBCy-MCDz-MCDy3Msifcbh020.

5、1980.1710.1860.1860.1710.1981J(12s)0.2230.1890.2080.2080.1890.223s0.51/(12s)0.8880.9060.8960.8960.9060.888配筋A(yù)s(mm2)1757.631486.61632.211632.211486.161757.63實(shí)配鋼筋4C254C254C254C252負(fù)彎矩M(kNm)-452.60-445.3-500.02-500.02-445.63-452.60Ms1fcbho20.2600.2580.2890.2890.2580.26217(12s)0.3100.3040.350.350.3040.31

6、s0.51J(12s)0.8450.8480.8250.8250.8480.845配筋A(yù)s(mm2)2343.052298.12651.292651.292298.812343.05實(shí)配鋼筋4C25+2C204C25+2C224C25+2C224C25+2C201負(fù)彎矩M(kN m)-610-491.9-557.04-557.04-491.69-610Ms21fcbh0.3530.2840.3220.3220.2840.35317(12s)0.4580.3430.4030.4030.3430.458s0.51(12s)0.7710.8290.7980.7980.8290.771配筋A(yù)s(mm2

7、)3460.982594.43053.5630530562594.543460.98實(shí)配鋼筋4C25+4C224C25+4C204C25+4C204C25+4C22a.表格50各層各跨框架梁下部縱筋配筋計(jì)算AB跨BC跨CD跨MABzMAByMAB中MBCzMBCyMCDzMCDyMCD中4止彎矩M(kNm)113.5342.92196.2778.3978.3942.92113.53196.27Mifcbho20.0610.0230.1050.070.070.0230.0610.1051/2s)0.0630.0230.1110.0730.0730.0230.0630.111s0.51J(12s)

8、0.9680.9880.9440.9620.9620.9880.9680.944配筋A(yù)s(mm2)493.62182.83875.06 443.83443.83182.83493.62875.06實(shí)配鋼筋3C203C183C203止彎矩M(kNm)212.59147.58253.44218.57218.57147.58212.59253.44Ms1fcbho20.1140.0790.1360.1960.1960.0790.1140.1361V(12s)0.1210.0820.1470.2200.2200.0820.1210.147s0.51；(12s)0.9390.9490.9060.8740

9、.8740.9490.9390.906配筋A(yù)s(mm2)952.86647.681177.34 1362.091362.09647.68952.86 1177.34實(shí)配鋼筋2C25+1C203C252C25+1C202止彎矩M(kNm)297.13273.37254.36371.00371.00273.37297.13254.36Ms1fcbh020.1590.1460.1360.3680.3680.1460.1590.13617(12s)0.1740.9210.9270.7570.7570.9210.1740.927s0.511(12s)0.9130.9210.9270.7570.7570.

10、9210.9130.927配筋A(yù)s(mm2)1369.711349.241154.84 2669.352669.35 1349.24 1369.711154.84實(shí)配鋼筋3C254C25+2C223C251止彎矩M(kNm)455.71321.43256.51428.13428.13321.43455.71256.51a.續(xù)表50AB跨BC跨CD跨MABzMAByMAB中MBCzMBCyMCDzMCDyMCD中M1fcbh020.2630.1860.1480.3490.3490.1860.2630.1481(12s)0.3120.2080.9120.7750.7750.2080.3120.91

11、2s0.51(12s)0.8440.8960.9120.7750.7750.8960.8440.912配筋A(yù)s(mm2)2361.94 1569.291230.362868.25 2868.25 1569.292361.94 1230.36實(shí)配鋼筋4C25+2C204C25+4C204C25+2C20注：1,表中彎矩帶“*皆由豎向荷載限制,彎矩設(shè)計(jì)值均來源于表39.2 .表中彎矩不帶“*者均由水平地震作用限制,彎矩設(shè)計(jì)值來源于表43,且為乘以RE后的值.3 .BC跨跨中彎矩較小,表中未列出.9.1.2框架梁斜截面設(shè)計(jì)根據(jù)強(qiáng)剪弱彎原那么,考慮地震作用組合時(shí)的梁剪力設(shè)計(jì)值應(yīng)按式9-1-4計(jì)算,為簡(jiǎn)

12、化計(jì)算,近似按下式確定梁剪力設(shè)計(jì)值.Vb1.1那么抵VGb1n1.11.2VG0.6VQ1.3VE也即將表45中的剪力組合值放大1.1倍,作為梁端剪力設(shè)計(jì)值.1剪壓比驗(yàn)算無地震作用組合時(shí),AB跨及CD跨梁的最大剪力在CD跨首層左端,Vmax=183.62kN;BC跨各層梁的最大剪力在五層右端,Vmax=29.99kN,根據(jù)式9-1-5,有AB跨及CD跨：一一一一一3183.621031.014.3300660BC跨:a.(9-1-4)Vmaxcfcbho0.0650.25_一_329.991031.014.3300510有地震作用組合時(shí),AB跨及CD跨梁的最大剪力在CD跨首層左端,VEmax=

13、353.071.1=388.38kN;BC跨各層梁的最大剪力在首層右端VEmax=469.481.1=516.43kN,Emax各梁跨高比均大于2.5,根據(jù)式9-1-6,有AB跨及CD跨:BC跨:各跨層各層梁剪壓比均滿足要求.2箍筋計(jì)算受剪承載水平,然后與最大剪力設(shè)計(jì)值進(jìn)行比擬,缺乏者再作調(diào)整.加密區(qū)箍筋取雙肢,8100,各跨受剪承載水平計(jì)算如下:無地震作用組合時(shí),根據(jù)9-1-7式即：AB跨及CD跨：Vu0.7ftbh01.25fyjAsvh0s250.30.71.433006601.25270660422.28KNV183.62KN100BC跨：Vmaxcfcb%0.0140.25VEmax

14、cfcbh.388.381031.014.33006600.1370.20人0.267REVEmaxcfcbhb516.431031.014.33005100.2360200.267RE為簡(jiǎn)化計(jì)算,先根據(jù)強(qiáng)剪弱彎的要求,按加密區(qū)構(gòu)造要求設(shè)置箍筋,計(jì)算其Vu0.7ftbh01.25fyjAsvsvh0a.0.71,433005101.252702-50-3510326.31KNV29.99KN100有地震作用組合時(shí),根據(jù)公式(9-1-8)AB跨及CD跨：丫正0.42ftbhg1.25fy4h0s0.421.433006601.25270250.3660343.00KN100REVE0.75353

15、.071,1291.28KNBC跨：A、,VuE0.42ftbh01.25fy4Lhos0.421.433005101.25270250.3510265.05KN100REVE0.75469.481,1387.32KN即,除BC跨外,各跨各層梁箍筋均滿足要求.進(jìn)一步分析計(jì)算可知,BC跨首層及二層需加大箍筋直徑,采用雙肢,10100.其余各層仍采用雙肢,8100.AB跨及CD跨非加密區(qū)箍筋取雙肢,8200,BC跨全長(zhǎng)加密.最小配箍率根據(jù)公式(9-1-9):滿足最小配箍率要求9.2框架柱根據(jù)強(qiáng)柱弱梁原那么,考慮地震作用組合時(shí)的柱端彎矩設(shè)計(jì)值計(jì)算,實(shí)際就是將表46表49中的柱端彎矩設(shè)計(jì)值乘以放大系數(shù)

16、1.1.9.2.1軸壓比驗(yàn)算考慮地震作用組合時(shí),底層柱最大軸力為C柱,Nmax3075.59KN；a.svAv250.3bs3002000.168%0.26工fyv0.138%本工程中,柱截面限制內(nèi)力均來自于有地震作用組合工況.因此,荷載組合效應(yīng)需乘以承載力抗震調(diào)整系數(shù)RE0當(dāng)截面軸力設(shè)計(jì)值RENNb時(shí),截面為大偏心受壓狀態(tài)；當(dāng)截面軸力設(shè)計(jì)值RENNb時(shí),截面為小偏心受壓狀態(tài).但無論哪種偏心受壓狀態(tài),軸力相近,那么彎矩越大,配筋量越大.因此,大偏心受壓時(shí),應(yīng)選取彎矩較大、而軸力較小的內(nèi)力組；小偏心受壓時(shí),應(yīng)選取軸力較大且彎矩也較大的內(nèi)力組.止匕外,對(duì)不能明顯判斷的內(nèi)力組,那么應(yīng)進(jìn)行配筋量的比擬

17、.對(duì)于多層框架,頂層或頂部?jī)蓪又儆诖笃氖軌籂顟B(tài),具配筋由計(jì)算確定；中間假設(shè)干層也屬于大偏心受壓狀態(tài),但配筋一般是構(gòu)造配筋,底層或底部?jī)蓪又诓煌膬?nèi)力組合工況下,偏心受壓狀態(tài)可能不同,應(yīng)分別計(jì)算其配筋量,混凝土強(qiáng)度：C30軸壓比3075.591030.439Uc0.7514.37002柱軸壓比滿足要求.9.2.2正截面受彎承載力計(jì)算根據(jù)柱端內(nèi)力組合值選取最不利內(nèi)力設(shè)計(jì)值,并選取柱上端和下端內(nèi)力設(shè)計(jì)值的較大值作為截面配筋的計(jì)算依據(jù).選取內(nèi)力時(shí),應(yīng)先求得柱的界限受壓軸力,以確定柱各截面的偏心受壓狀態(tài).柱同一截面分別承受正反向彎矩,故采用對(duì)稱配筋.混凝土強(qiáng)度：C30;鋼筋強(qiáng)度：HRB400,因

18、此界限相對(duì)受壓區(qū)高度根據(jù)公式(9-2-1)計(jì)算,即:,30.8八%1那么界限受壓軸力為：Nb1fcbh0fyEscu2.03605100.0033b14.37006600.553633.63KNa.并取最大值.1、大偏心受壓狀態(tài)對(duì)稱配筋的大偏心受壓柱,配筋按下式計(jì)算:當(dāng)x2as時(shí),RENeifcbxho0.5xAsAsfyhoas2、小偏心受壓狀態(tài)對(duì)稱配筋的小偏心受壓柱,配筋按下式計(jì)算:(9-2-1)(9-2-2)a.RENbifcbho二二2bRENe0.43ifcbho一一ifcbhoibhoasRENeio.5ifcbhoAsAsfyhoas各柱配筋計(jì)算詳見表51表54.(9-2-3)(

19、9-2-4)432i內(nèi)力彎矩Mi5i.37277Q2279.3.8ii.9o軸力N274.7i593.83927.i7ii89.36軸壓比u,co.o39o.o85o.i32o.i7oREo.75o.75o.75o.8表格5iA柱正截面限制內(nèi)力及配筋計(jì)算e0cM/N(mm)606.12513.15331.36750.90ea=max(20,h/30)(mm)23.3323.3323.3323.33ei=eo+ea629.45536.48354.69774.23lo=1.25H,1.0H(首層)(mm)48754875487552001=0.5fcA/(REN)(W1.01.01.01.01.0

20、2=1.15-0.01l0/h(1.01.01.01.01.0211l01八.121300e/h0h1.0391.0461.0691.036REN,、,一,一x(mm)(2as=80fcb20.58v2as44.492as69.472as偏心受壓狀態(tài)大偏壓大偏壓大偏壓大偏壓As(mm2)317.54501.16190.060minAc(mm2)980980980980初選鋼筋4C204C204C204C20表格52B柱正截面限制內(nèi)力及配筋計(jì)算4321內(nèi)力彎矩M195.79524.50671.28672.54軸力N322.95647.59885.051108.54軸壓比uc0.0460.0920

21、.1260.158RE0.750.750.750.80a.00cM/N(mm)666.88890.92834.31667.36ea=max(20,h/30)(mm)23.3323.3323.3323.33ei=eo+ea690.21914.25857.64690.69lo=1.25H,1.0H(首層)(mm)48754875487552001=0.5fcA/(REN)(w1.01.01.01.01.02=1.15-0.01l0/h(2as偏心受壓狀態(tài)大偏壓大偏壓大偏壓大偏壓As(mm2)439.561368.591702.621529.77minA(mm)980980980980初選鋼筋4C2

22、04C224C254C25表格53C柱正截面限制內(nèi)力及配筋計(jì)算4321內(nèi)力彎矩M195.79524.50671.28672.54軸力N322.95647.59885.051108.54軸壓比uc0.0460.0920.1260.158RE0.750.750.750.80a.e0cM/N(mm)666.88890.92834.31667.36ea=max(20,h/30)(mm)23.3323.3323.3323.33ei=eo+ea690.21914.25857.64690.69lo=1.25H,1.0H(首層)(mm)48754875487552001=0.5fcA/(REN)(W1.01.

23、01.01.01.02=1.15-0.01l0/h(2as偏心受壓狀態(tài)大偏壓大偏壓大偏壓大偏壓As(mm2)439.561368.591702.621529.77minAc(mm)980980980980初選鋼筋4C204C224C254C25表格54D柱正截面限制內(nèi)力及配筋計(jì)算4321內(nèi)力彎矢1M151.37277.02279.30811.90軸力N274.71593.83927.171189.36軸壓比uc0.0390.0850.1320.170RE0.750.750.750.8e0cM/N(mm)606.12513.15331.36750.90a.ea=max(20,h/30)(mm)2

24、3.3323.3323.3323.33ei=e0+ea629.45536.48354.69774.23l0=1.25H,1.0H(首層)(mm)48754875487552001=0.5fcA/(REN)(2as偏心受壓狀態(tài)大偏壓大偏壓大偏壓大偏壓As(mm2)317.54501.16190.060minA(mm2)980980980980初選鋼筋4C204C204C204C209.2.3斜截面受剪承載力計(jì)算根據(jù)強(qiáng)剪弱彎原那么,考慮地震作用組合時(shí)的柱端剪力設(shè)計(jì)值計(jì)算,實(shí)際就是將表45表48中的柱端剪力設(shè)計(jì)值先按柱端彎矩設(shè)計(jì)值的調(diào)整系數(shù)1.1進(jìn)行放大滿足強(qiáng)柱弱梁,再乘以強(qiáng)剪弱彎的放大系數(shù)1.1,

25、即放大1.1X.1=1.21倍.1、剪壓比驗(yàn)算二層C柱剪力最大：|Vmax|=315.01%21=381.16kN.取h0=700-40=660mm,那么110.2cfcbh00.21.014.37006601554.9KNVmaxRE0.75柱截面尺寸滿足要求2、箍筋配置抗震設(shè)計(jì)時(shí),各柱最大軸壓比、配箍特征值、最小體積配筋率見表55表格55柱體積配箍率層號(hào)4321Hn2ho390080026602.352a.取大軸力Nmax(kN)2393.191711.371086.71498.91A最大軸壓比Uc=Nmax/(fcA)0.3420.2440.1550.071柱最小配箍特征值V0.090.

26、080.080.08最小體積配箍率.f/fVminv1c71yv0.48%0.42%0.42%0.42%取大軸力Nmax(kN)3075.592191.941343.13593B取大軸壓比Uc=Nmax/(fcA)0.4390.3130.1920.085柱最小配箍特征值V0.110.090.080.08最小體積配箍率V.f/fVminv1c71yv0.58%0.48%0.42%0.42%取大軸力Nmax(kN)3075.592191.941343.13593C最大軸壓比Uc=Nmax/(fcA)0.4390.3130.1920.085柱最小配箍特征值V0.110.090.080.08最小體積配

27、箍率V.f/fVminvcyv0.58%0.48%0.42%0.42%最大軸力Nmax(kN)2393.191711.371086.71498.91D取大軸壓比Uc=Nmax/(fcA)0.3420.2440.1550.071柱最小配箍特征值V0.090.080.080.08最小體積配箍率V.f/fVminvc1yv0.48%0.42%0.42%0.42%根據(jù)柱端加密區(qū)的箍筋配置要求,初步確定柱加密區(qū)箍筋取井字箍,8100,非加密區(qū)取,8200.那么加密區(qū)實(shí)際體積配筋率為：nAsVll850.3630一0.64%對(duì)照表55,可知,除C柱首層外,上述箍筋配置均可滿足要求.實(shí)際配箍時(shí)為簡(jiǎn)化類型,略

28、作調(diào)整后,配置如下：各柱首層加密區(qū)箍筋取井字箍,10100,非加密區(qū)取,10200,二層以上加密區(qū)箍筋取井字箍,8100,非加密區(qū)取,8200.各柱加密區(qū)范圍按構(gòu)造要求：首層柱底端取根底頂面至此.000以上1260mm,柱頂端取850mm,其它各層柱柱端均取700mm.3、箍筋驗(yàn)算按最大剪力設(shè)計(jì)值計(jì)算.二層C柱剪力最大：|Vmax|=315.01%21=381.16kN.VbcorhcorS630630100a.剪跨比=2.35,相應(yīng)軸力:N=936.65kN|Vmax|=381.16kN滿足要求非抗震設(shè)計(jì)時(shí),各柱剪力較小,不需計(jì)算,按上述構(gòu)造配置即可滿足要求.10.4現(xiàn)澆板設(shè)計(jì)本工程采用梁板

29、整表達(dá)澆結(jié)構(gòu),板厚130mm,混凝土采用C30,鋼筋采用HRB400級(jí)鋼筋,在設(shè)計(jì)中,按彈性理論計(jì)算,各板區(qū)格的彎距而進(jìn)行配筋計(jì)算.10.4.1樓面板的內(nèi)力及截面配筋計(jì)算圖1現(xiàn)澆板區(qū)格布置圖局部1、設(shè)計(jì)參數(shù)邊橫梁：300mm700mm、中橫梁：300mm600mm、縱梁300mm800mm.鋼筋混凝土現(xiàn)澆板,厚130mm,混凝土采用C30fc=14.3N/mm2,m級(jí)鋼筋_2fy=360N/mm表格57樓面板荷載設(shè)計(jì)值LLLLLLL1 1rLJLLJLJLJLJL3_L1r1 1F F3-3-J JRAE3 3E E3 3E E3 3.4200.4500.4500.a.區(qū)格g+q/2q/2g+

30、qA、C5.58+4.55/2=7.864.55/2=2.285.58+4.55=10.13B、D、E4.91+3.25/2=6.543.25/2=1.624.91+3.25=8.16F5.74+3.25/2=7.363.25/2=1.626.89+3.25=10.14計(jì)算跨度內(nèi)跨101c軸線間距離,邊跨101c300/2101為短邊方向,1.2為長(zhǎng)邊方向A區(qū)格板0/電3/8.40.357周邊周支,查表可得101102方向跨中彎矩系數(shù)分別為0.04、0.0038,支座彎矩系數(shù)分別為-0.0829、-0.0570;周邊簡(jiǎn)支時(shí)跨中彎矩系數(shù)為0.0965、0.0174._2_2m10.040.20.

31、00387.86320.09650.20.01742.28324.93KN.mm20.00380.20.0407.86320.01740.20.09652.28321.59KN.mm1m10.082910.13327.56KN.m_2m2m20.057010.1335.20KN.m對(duì)邊區(qū)格板的簡(jiǎn)支邊,取m或m0表格58按彈性理論計(jì)算的彎矩值A(chǔ)BCDEF101m34.233.853.84.2102m8.47.753.857.757.757.75101/1020.3570.5420.7800.4970.4900.541m.4.937.293.788.246.227.88m21.592.552.27

32、2.591.932.733-7.56-11.86-6.43-15.49-9.83-14.74a.m2-5.2000000-7.56-11.86-6.430-9.83-14.74m2-5.20-8.20-5.18-10.33-6.70-10.22、截面設(shè)計(jì)截面有效高度：一類環(huán)境類別板的最小混凝土保護(hù)層厚度15mm,假定選用,10鋼筋loi方向11301510/2110mml四方向11010100mm支座截面的h0110mmo截面設(shè)計(jì)彎矩因樓蓋周邊有梁與板整澆,故所有區(qū)格的彎矩減少20%.截面配筋計(jì)算結(jié)果及配筋結(jié)果列于下表中.表格59雙向板截面配筋截回h0mAs最小配筋面積配筋實(shí)際As跨中Al方可

33、1100.84.93=3.9499.89260C8180279l02力可1000.81.59=1.2735.89260C8180279Bl01方1可1100.87.29=5.83147.81260C8180279l02方!可1000.82.25=1.850.10260C8180279Cl01方可1100.83.78=3.0276.49260C8180279l02方1可1000.82.27=1.8256.66260C8180279Dl0力可1100.88.24=6.59167.25260C8180279l02方1可1000.82.59=2.0757.62260C8180279El0力可1100.86.22=4.98138.89260C8180279l02方!可1000.81.93=1.5442.86260C8180