次梁次梁柱400*400板30000圖17倉庫的樓面梁格布置圖（一）板的計(jì)算（按考慮塑性內(nèi)力重分布的方法計(jì)活載標(biāo)準(zhǔn)值:pk=7.000kN/m2經(jīng)試算,永久荷載效應(yīng)控制的組合為最不利組合,因此取荷載Qpk=1.35×2.655+1.0×1.3×7.000=12.68板次梁10010010010025012022002200q=12.684kN/m220202000200020002020中間跨:l0=ln=2200-200=2000mm邊跨:l0=ln+a2=2200－100－120+1200/2=2040mm平均跨度:l=(2020+2000)/2截面彎距系數(shù)2M=aql邊跨中+1/11=4.71第一內(nèi)支座-1/11-1/11×12.7=-4.71+1/161/16×12.7=3.18-1/16-1/16×12.7=-3.18fy=210N/mm2,fc=9.6N/mm2,α1=1.0,h0=80－20=60mm截面中間跨中中間支座邊跨中B支座①~②~①~②⑤⑥⑤⑥在平面圖上的位置邊跨中B支座①~②~①~②⑤⑥⑤⑥M(kN·m)4.71－4.713.180.8×3.18－3.18-0.8×3.18αs=α10.1360.1360.0920.0730.092Y—M2As=(mm)403.25403.25265.11209.55265.11209.55M2fyYsh0選用鋼筋φ8@125φ8@125φ6/8@125φ6@125φ6/8@125φ6@125實(shí)際配筋面積402402314226314226板傳來的恒載：2.655×2.2=5.8次梁粉刷抹灰：17×0.015×10.45－0.087×2Qpk=1.35×7.880+1.0×1.3×15.400=30.中間跨:l0=ln=6000－300=5700mm邊跨:l0=ln+a2=6000－150－120+250/2=5855mm1.025ln=5873.25mm,取小值58平均跨度:l=(5855+5700)/2=5板主梁120120次梁150150150150130600060006000q=30.7kN/m58555700570057005855—截面邊跨中第一內(nèi)支座中間跨度中間支座彎矩系數(shù)α+1/11-1/11+1/16-1/1621/11×30.7×-1/11×30.7×1/16×30.7×-1/16×30.7×M=aql5.85525.77825.7025.702截面A支座B支座左B支座右c支座剪力系數(shù)β0..450.550.550.550.45×30.7×5.70.55×30.7×5.70.55×30.7×5.70.55×30.7×5.7=79.16=96.7=96.3=96.3,邊跨：bf=l3=5.855/3=1.95m’bf=b+S0=0.2+1.98’取bf=1.95m’中間跨：bf=l3=5.7/3=1.90m’’取bf=1.90m’’’α1fcbfhf(h0hf2)=1.0×9.6×1950×80×(4111-80/2)截面’bf或b(mm)Mααs’2α1fcb(bf)h0Y—MA=sMA=sfyYsh0選用鋼筋實(shí)際配筋面積(mm2)邊跨中95.70.02970.985780.4B支座-93.20.2820.830901.962.30.01980.99505.5-62.30.1880.895559.1次梁斜截面強(qiáng)度計(jì)算截面A支座B支座左B支座右(kN)0.25×1.0×9.6×200×415=199.2kN>V截面滿足要求0.7ftbh0(kN)0.7×1.1×200×415=63.91kN<V按計(jì)算配箍箍筋直徑和肢數(shù)φ6雙肢(mm2)2×28.3=56.62×28.3=56.62×28.3=56.62×28.3=56.61.25fyvAsvh0V-0.7ftbh0404.3實(shí)配間距(mm)三主梁的計(jì)算（按彈性理論計(jì)算）1、荷載計(jì)算:次梁傳來的恒載：活載標(biāo)準(zhǔn)值:pk=15.4×6=92.400kN活載設(shè)計(jì)值:1.3pk=1.3×92.40=120.1kN中間跨:l0=ln+b=6600-400+400=6600mm邊跨:l0=ln+a2+b2=6600－120－200+370/2+400/2=6l0≤1.025ln+b/2=1.025×（6600－120－200）+400/2＝6637平均跨度:l=(6637+6600)/2板2501202200主梁次梁220066002002002200220033001100P=120.1kNG=76.2kN223722006637220022002200660022002200220022376637圖23主梁的計(jì)算簡圖項(xiàng)次恒載活載③活載④活載⑤活載荷載簡圖①+②①+③①+④①+⑤Mmin組合項(xiàng)次Mmax組合項(xiàng)次k0.244127.20.289230.4-35.60.229182.5-23.9357.691.6309.7103.3①+③91.6①+②357.6kMa-70.799.8-47.3272.7①+③①+②272.7kMB-0.267-138.9-0.133-105.7-0.133-105.7-0.311-247.2-0.089-70.8-244.6-244.6-386.1-209.7①+④-386.1①+⑤-209.7kM20.067-105.70.200158.50.170-71①+②-71①+③kMb0.067-105.70.200158.50.170134.8-71①+②-71①+③kMC-0.267-138.9-0.133-105.7-0.133-105.7-0.089-70.8-0.311-247.2-244.6-244.6-209.7-386.1①+⑤-386.1①+④-209.7圖24主梁彎矩及剪力包絡(luò)圖邊跨：bf’=l3=6.37/3=2.2123m取bf’=2.2123m中間跨：bf’=l3=6.6/3=2.2m取bf’=2.2m取h0=640mm（跨中h0=610mm（支座）α1fcbf’hf’(h0hf’2)=1.0×9.6×2212.3×80×(640-80/2)項(xiàng)次恒載活載活載活載活載荷載簡圖組合項(xiàng)次組合值組合項(xiàng)次組合值kVA0.7330.866-0.133-160.68982.7-0.089-10.7①+③41.6①+②kV-1.267-99.56-1.134-136.2-0.133-16-1.311-157.5-0.089-10.7①+④-257.1①+⑤-110.3kV78.58000.77893.4①+⑤①+④225.4截面邊跨中B支座中間跨中2=39.742b2M2α1fcb(bf)h0)MsMsfyYsh0選用鋼筋實(shí)際配筋面積(mm2)357.60.0410.9792φ25(彎)3φ20(直)-346.360.3230.7972298.12443.60.0220.989-710.0100.995371.6402402截面箍筋直徑和肢數(shù)Asb2)彎起鋼筋實(shí)配彎起鋼筋面積(mm)A支座B支座左B支座右0.25×1.0×9.6×300×610=439.2kN>V截面滿足要求0.7×1.1×300×610=140.91kN<V按計(jì)算配箍140.91×1000+1.25×210×2×28.3×610÷200=186.23kN490.9(257.1-186.23)×1000÷0.8÷300÷0.707=417.7490.91000÷0.8÷300÷0.707=230.8254.5F=1.35×47.28+1.0×1.3×92.4=183.9kN圖25主梁抵抗彎矩圖及配筋圖第4節(jié)答辯參考題2、什么是單向板？什么是雙向板？它們的變形和受力各有什么特點(diǎn)？3、什么是單向板肋形樓蓋和雙向板肋形樓蓋？兩種樓蓋的荷載傳遞路線有何不4、整體式肋形樓蓋在結(jié)構(gòu)布置時(shí)應(yīng)注意哪些問題？5、單向板肋樓蓋按彈性理論計(jì)算時(shí)，板、次梁、主梁的計(jì)算簡圖如何確定？6、單向板肋樓蓋按彈性理論時(shí)，為什么要進(jìn)行荷載最不利組合？荷載最不利組合7、用彈性理