單向板計(jì)算書絕對詳細(xì)

1、下載可編輯一、設(shè)計(jì)資料某建筑現(xiàn)澆鋼筋混凝土樓蓋，建筑軸線及柱網(wǎng)平面見圖14-37。層高4.5m。樓面可變荷載標(biāo)準(zhǔn)值5kN/陰,其分項(xiàng)系數(shù)1.3。樓面面層為30mm厚現(xiàn)制水磨石，下鋪70mm厚水泥石灰焦渣，梁板下面用20mm厚石灰砂漿抹灰梁、板混凝土均采用C25級；鋼筋直徑>12mm時(shí)，采用HRB335鋼，直徑<12mm,采用HPB235鋼。二、結(jié)構(gòu)布置樓蓋采用單向板肋形樓蓋方案，梁板結(jié)構(gòu)布置及構(gòu)件尺寸見圖14-37。(g-xxoof二、圖14-37單向板肋形樓蓋結(jié)構(gòu)布置三、板的計(jì)算板厚80mm。板按塑性內(nèi)力重分布方法計(jì)算，取每m寬板帶為計(jì)算單元,有關(guān)尺寸及計(jì)算簡圖如圖14-38所示

2、。.專業(yè).整理.下載可編輯圖14-38板的計(jì)算簡圖1.荷載計(jì)算30mm現(xiàn)制水磨石70mm水泥焦渣80mm鋼筋混凝土板20mm石灰砂漿恒載標(biāo)準(zhǔn)值活載標(biāo)準(zhǔn)值荷載設(shè)計(jì)值每米板寬0.65kN/三14kN/潴x0.07m0.98kN/溺25kN/mx0.08m2kN/陰17kN/溺*x0.02m0.34kN/卜=3.97kN/=5.0kN/Fp=1.2X3.97+1.3X5.0W1.26kN/4p=11.26kN/2 .內(nèi)力計(jì)算計(jì)算跨度板厚h=80mm,次梁bxh=200mmc450mm80/一邊跨恤=2600100120+2=2420mm中間跨,口=2600200=2400mm跨度差(24202400

3、)/2400=0.83<10%,故板可按等跨連續(xù)板計(jì)算板的彎矩計(jì)算截面位置彎矩系數(shù)MM=即好).專業(yè).整理.下載可編輯元11X11.262£2。=5.99B支座14X11.26242*=-4.67中間跨跨中1616x11.262/=4.05中間C支座_J_16rv16X11.262,=4.053 .配筋計(jì)算b=1000mm,h=80mm,M=8020=60mm,=11.9M/用酎4=1.27M/切加，力=210M/加酎M(kNm)4=£=1-力實(shí)配鋼筋竺=(fft/fTM憫)邊跨跨中5.990.1400.151513110140,561陰HB支座-4.670.1090

4、.1163948/10140460陰用3中間跨線間軸4.050.0950.134003589屆“。140,跨中線間軸4.05X0.80.0760.07926966/8140,281加.專業(yè).整理.下載可編輯中間-4.050.0950.1340夕8140,C支座軸線間359推序軸一0.0760.079269©6/8140,線間4.05X0.(3281用病其中4均小于0.35,符合塑性內(nèi)力重分布的條件2/A1_27P1000x80=0.35%>卜面=0.2%及454=45210=0.27%板的模版圖、配筋圖見圖14-39(a)。板的鋼筋表見下表。.專業(yè).整理.下載可編輯板的鋼筋表M

5、/7-RI,一QSE.J'rr.§OKS4V1.OM三,v五wlrw編R形狀尺寸直徑(mm)長度(mm)數(shù)量備注(1)0103440168彎起30時(shí)一皿1".專業(yè).整理.下載可編輯(2)£陋102730168(3)嚴(yán)8484160462(4)士82700420(5)的圖2、|打。4160126(6)40260040|忸62680168(7)必aoon631''I65661630351(8)6W伽.放6580378(9)7005683040四、次梁計(jì)算b=200mm,h=450mm。次梁按塑性內(nèi)力重分布方法計(jì)算，截面尺寸及計(jì)算簡圖見圖14-4

6、0。圖14-40次梁的計(jì)算簡圖1.荷載計(jì)算由板傳來恒載3.97上用/射X2.6m=10.32上朋.專業(yè).整理.下載可編輯次梁自重25上M/x0.2mX(0.450.08)m=1.85上汕朋次梁抹灰17M/x0.02mX(0.450.08)mX2=0.25腳J施恒載標(biāo)準(zhǔn)值gt=12.42榔/溺活載標(biāo)準(zhǔn)值qk=5kN/X2.6m=13捌/明荷載計(jì)算值p=1.2X12.42+1.3X13=31.8加/冽2.內(nèi)力計(jì)算計(jì)算跨度主梁bxh=300mmc800mm邊跨凈跨41=5900-120-150=5630mm2501計(jì)算跨度.一=5630+,=5755mm中間跨凈跨&=6000300=5700

7、mm計(jì)算跨度，一=a=5700mm跨度差(57555700)/5700=0.96%<10%故次梁可按等跨連續(xù)梁計(jì)算次梁的彎矩計(jì)算彎矩系數(shù)CLM=51二期4(kN.m)11邊跨跨中ii11X31.85:55'=95.75B支座1-ii11X31.85)7552=-95.75中間跨111跨中1616X31.85/1=64.57.專業(yè).整理.下載可編輯11中間C支座-77一1616X31.8才=-64.57次梁的剪力計(jì)算剪力系數(shù),V=削乙（kN）辿支座A0.40.4X31.8X5.63¥1.6B支座（左）0.60.6X31.8X51337.4=B支座（右）0.50.5X31.

8、8X90.63=中間C支座0.50.4X31.8X5.7=90.633.配筋計(jì)算正截面承載力計(jì)算次梁跨中截面按T形截面計(jì)算，其翼緣寬度為1U6邊跨？°，=3x5755=1918mm<b+,=2600mm1U-q中跨？口,=3x5700=1900<b+=2600mmh=450mm,尢=45035=415mm=80mm一些80'弓弓（冊2）=11.9X1900X4805Y2）=678kN-m>95,75kNm故次梁跨中截面均按第一類T形截面計(jì)算。次梁支座截面按矩形截面計(jì)算？b=200mm£=11.9N/胡加，J=300N/胡加.專業(yè).整理.下載可編輯截

9、4=面MBM4=1實(shí)配鋼筋位(kNm)(mm)41置Vr(陰/)邊跨95.7519180.0250.0257824916,804期冽中B支座-95.752000.2340.271892216+298,911加屁中間64.5719000.0170.0175323堂,跨中603陰涼C支座64.572000.1580.1735702916+2蟲12,628陽/其中？白均小于0.35,符合塑性內(nèi)力重分布的條件603Ans0=200x450=0.67%>卜加m=0.2%及454=45300=0.19%.專業(yè).整理.下載可編輯斜截面受剪承載力計(jì)算=210n/mm,B=200mm,=415mm,Ji=

10、11.9N/mm,Jr=1.27N/擢然,“Wb=2.075<4,0.25m=0.25X11.9X200X24HI5N>V,截面合適。0.7力墟=0.7X1.27X200X73.65N=V(kN)實(shí)配鋼箍97%由為今邊支座A71.646150,73.8+41.1=114.916150B支座（左）107.4巾6150,73.8+41.1=114.906150B支座（右）90.63戶6190,73.8+32.5=106.3°6190C支座90.63夕6190,73.8+32.5=106.31619042x28.3工1.27Pw=200x190=0.149%>(向JuM=

11、0.24/=0.24幻0=0.145%為200mm,"吐1為6mm。滿足構(gòu)造要求、次梁鋼筋布置圖見圖1441。I(-t712455002R4二23inJ7y；小口32。巴機(jī)歿4.-QI6七的班般強(qiáng)蘭山2<J>2SI4圖14-41次梁鋼筋布置圖五、主梁計(jì)算.專業(yè).整理.下載可編輯b=300mm,h=800mm。主梁按彈性理論計(jì)算1處!=1/780=164W主梁按線剛度勾=1212班"40x40s仙3；/450414cm柱線剛度？?？.=二二考慮現(xiàn)澆樓板的作用，主梁的實(shí)際剛度為單獨(dú)梁的剛度的2倍2x164147469275故主梁視為錢支在柱頂上的連續(xù)梁，截面尺寸及計(jì)

12、算簡圖見圖14-42。圖14-42主梁計(jì)算簡圖1.荷載計(jì)算由次梁傳來恒載1242加/他的附452崩主梁S加08-03）他2金=1404W主梁側(cè)抹灰17期加02項(xiàng)8-0啕添2加短司64町恒載標(biāo)準(zhǔn)值4超2蝴活載標(biāo)準(zhǔn)值旦=13皿體6取7則恒載設(shè)計(jì)值6=lM9.2mO7W.專業(yè).整理.下載可編輯活載設(shè)計(jì)值_':'2.內(nèi)力計(jì)算計(jì)算跨度力吟缶/1=7800-250-200=注0前期邊跨凈跨二370_、利=7350+20口3=7為5伽計(jì)算跨度.中間跨凈跨匚-I計(jì)算跨度工1',JTjr02,故按等跨連續(xù)梁計(jì)算，由附表12-12查得內(nèi)力系數(shù)k見下表。彎矩(kN-nD剪力(kN)項(xiàng)荷載簡圖

13、邊跨跨中B支座中間跨跨中A支座B支座次kM必讓始k%k以k為左為右0.2440.155-0.2670.0670.0670.733-1.2671.000.Lt-L-I1L,/1仙”CD203.72129.41-222.9255.9455.9478.46-135.62107.040.2890.244-0.133-0.133-0.1330.866-1.13400*1014kNIFLA卜工/q3222.58192.98-105.19-105.19-105.1987.81-114.999。4kN-0.044-0.089-0.1330.2000.200-0.133-0.1331.000n57«?

14、飛-34.8-69.6-105.19158.18158.18-13.49-13.49101.40=101#Nitii0.2290.125-0.3110.0960.1700.689-1.3111.222181.1298.87-245.9875.93134.4669.86-132.93123.91GmiAkN一T1*-0.030-0.059-0.0890.1700.096-0.089-0.0890.778Ji-JL_.專業(yè).整理.主梁內(nèi)力包絡(luò)圖見圖14-43。MkSE2309和）I4t072t4心卜圖14-43主梁內(nèi)力包絡(luò)圖ill4下載可編輯-23.73-46.66-70.39134.4675.9

15、3-9.02-9.0278.89內(nèi)十432.3322.4-328.1-49.25-49.25166.3-250.6107.04力十168.959.81-328.1214.1214.164.97-149.1208.4不利十384.8228.3-468.9131.9190.4148.3-268.6230.95組十179.9982.75-293.3190.4131.969.44-144.6185.9合3.內(nèi)力包絡(luò)圖4 .配筋計(jì)算正截面承載力計(jì)算主梁跨中截面按T形截面計(jì)算，其翼緣寬度為K=-x7800=26Wmm<bS=6000/3n力;=8M風(fēng)力=80M用,4=76。陽通，.專業(yè).整理.下載可

16、編輯(%_生)=119x2600x80(760-當(dāng)=1782樹mJ2>432.3kN-m.主梁跨中截面土按第一類T形截面計(jì)算。主梁支座截面按矩形截面計(jì)算b=300mm,%=800-80=720mmB支座邊M=468.90.2X230.95=422.71kN：=11.9叢/加陽,，"4=300Nimm截面位M(kNm)E(mm)(或b)(mm)4=rm©=1-AJ乜或叫j實(shí)配鋼筋戶煙儂環(huán)置邊跨432.326007600.0240.02418815922,21900冽陽中B支座-422.713007200.2280.2622245322+218+2劭20?2277加涼中2

17、14.126007600.0120.012941418+,間支座1017域-49.253007450.0250.0252212蟲20,628的公.專業(yè).整理.下載可編輯3勻小于身6280=300x800=0,262%>心=0.2%斜截面受剪承載力計(jì)算b=300mm,尢=720mm,1=11.9從/也/,4=1.27溺M3,Z=210R/加/0.25X11.9X300X72K2.6kN>V.截面合適0.7Jb%=0,7X1.27X300X192KN=V(kN)L匕=0.7幾無+1,25/嚴(yán)S。實(shí)配鋼筋A(yù)支座166.388230,199+85.5=284.5>V88230B支座（

18、左）268.688230,192+82,7=274.7>V88230B支座（右）230.96口8230,192+82,7=274.7>V夕8230為250,dnih為6mm,用662502x23.3300x2500075%<=f0.24=0.24x41272100J45%改用88230,2x503300x230=0146%>5 .附加箍筋計(jì)算次梁傳來的集中力F=1.2X74.52+1.3X78=190.82kN190820用箍筋，雙枝中8,4V=2X50,3=100.6期湘，%=210叢加加ms"=9.03人210x1006，取10個(gè)如用吊筋，/=300加/用陽,專業(yè),整理.下載可編輯F1908201A.=45口淺屑"2sina2x300x0,707附加箍，次梁兩側(cè)各5個(gè)08箍筋或吊筋，2里18。6.抵抗彎矩圖及鋼筋布置抵抗彎矩圖及鋼筋布置圖見圖14-44。彎起鋼筋的彎起點(diǎn)距該鋼筋強(qiáng)度的充分利用點(diǎn)最近的為450>4/2,前一排的彎起點(diǎn)至后一排的彎起點(diǎn)的距離<二二：鋼筋切斷位置（B支座負(fù)彎矩鋼筋）由于切斷處V全部大于。邛%,故應(yīng)從該鋼筋強(qiáng)度的充分利用點(diǎn)外伸14十4,及以該鋼筋的理論斷點(diǎn)外伸不小于1%且不小于20d。L=o,l也=0,14嗎=331對一22叫只&