磚混結(jié)構(gòu)計(jì)算書 樓板設(shè)計(jì)

1、2樓板設(shè)計(jì)2.1樓面結(jié)構(gòu)信息及單元?jiǎng)澐郑航Y(jié)構(gòu)板厚取100,并在和、段設(shè)L1、L2、L3,截面均為b×h=240×300對樓面做一定劃分并將樓梯間處做一些調(diào)整,選代表性部分作為計(jì)算單元.做法如圖1：2.2樓面荷載計(jì)算：表1荷載種類標(biāo)準(zhǔn)值 KN/備注恒荷載硬木地板 0.4按樓板結(jié)構(gòu) 自上向下列15厚水泥砂漿0.015×20=0.310厚水泥砂漿找平0.01×20=0.2100厚現(xiàn)澆板0.1×25=2.5天棚粉刷0.18小 計(jì)0.4+0.3+0.2+2.5+0.18=3.58活 載 2.0所有房間恒荷載分項(xiàng)系數(shù)g=1.2 活載分項(xiàng)系數(shù)q=1.4樓面恒

2、載設(shè)計(jì)值:g=1.2×3.58=4.3 KN/樓面活載設(shè)計(jì)值：q=1.4×2.0=2.8 KN/2.3標(biāo)準(zhǔn)層設(shè)計(jì)： 按彈性理論計(jì)算板,根據(jù)連續(xù)多跨雙向板的實(shí)用計(jì)算法計(jì)算跨中最大正彎矩為內(nèi)支座固支時(shí)g+q/2和內(nèi)支座鉸支時(shí)q/2算出的彎矩和。支座最大負(fù)彎矩為內(nèi)支座固支時(shí)g+q求得(取相鄰板算得的負(fù)彎矩絕對值的較大值)。g+q=4.3+2.8=7.1 KN/g+q/2=4.3+1.4=5.7 KN/q/2=1.4 KN/2.3.1板計(jì)算跨度：內(nèi)跨 Lo=Lc Lc為軸線距離邊跨 Lo=Ln+ Ln凈跨，為梁寬2.3.2板彎矩計(jì)算：考慮泊松比Vc=0.2 由于房間大小的差異，某些

3、雙向板同方向相鄰跨度相差較大，因此對算得的彎矩應(yīng)作一些調(diào)整。A區(qū)格板：Lx=3.6-0.12-0.12+0.24=3.6m Ly=4.2m Lx/Ly=0.86 mx=(0.0266+0.2×0.0231)(g+q/2)Lx²+(0.0496+0.2×0.035)(q/2)Lx²=0.0312×5.7×3.6²+0.0566×1.4x3.6²=3.341 KNZm/mmy=(0.0231+0.2x0.0266)x5.7x3.6²+(0.035+0.2x0.0496)x1.4x3.6²

4、=2.1+0.82=2.92 KNZm/mmxM=-0.07x(g+q)Lx²=-0.07x7.1x3.6²=-6.44 KNZm/mmyM=-0.067x7.1x3.6²=-6.24 KNZm/mB區(qū)格板：Lx=3.6m Ly=4.2m Lx/Ly=0.86mx=(0.0322+0.2x0.0231)x5.7x3.6²+(0.0496+0.2x0.035)x1.4x3.6² =2.72+1.03=3.75 KNZm/mmy=(0.0231+0.2x0.0322)x5.7x3.6²+(0.035+0.2x0.0496)x1.4x3.6

5、² =2.18+0.82=3.00 KNZm/mmxM=-0.0818x7.1x3.6²=-7.53 KNZm/mmyM=-0.073x7.1x3.6²=-6.72 KNZm/mC區(qū)格板：Lx=3.5m Ly=4.2m Lx/Ly=0.83mx=(0.0341+0.2x0.0225)x5.7x3.5²+(0.0528+0.2x0.0342)x1.4x3.5²=2.69+1.02=3.71 KNZm/mmy=(0.0225+0.2x0.0341)x5.7x3.5²+(0.0342+0.2x0.0528)x1.4x3.5²=2.

6、05+0.77=2.82 KNZm/mmxM=-0.0851x7.1x3.5²=-7.4 KNZm/mmyM=-0.0739x7.1x3.5²=-6.43 KNZm/mD區(qū)格板：由于D區(qū)格板在Y方向與相鄰板F(G)的跨度較大，因此在按g+q/2算得的跨中彎矩曾的10%，q/2算得的跨中彎矩減小5%。 Lx=4.8m Ly=4.2m Ly/Lx=0.875mx=(0.0161+0.2x0.0234)x5.7x4.2²+(0.0353+0.2x0.0481)x1.4x4.2² =2.1+1.1=3.2 KNZm/mmy=(0.0234+0.2x0.0161)

7、x5.7x4.2²x1.1+(0.0481+0.2x0.0353)x1.4x4.2²x0.95=2.94+1.29=4.23 KNZm/mmxM=-0.0546x7.1x4.2²=-6.84 KNZm/mmyM=-0.0739x7.1x4.2²=-7.60 KNZm/mE區(qū)格板：同D區(qū)格板，對X向跨中彎矩進(jìn)行調(diào)整 Lx=5.1m Ly=3.3m Ly/Lx=0.65mx=(0.0183+0.2x0.0465)x5.7x3.3²x1.1+(0.0271+0.2x0.075)x1.4x3.3²x0.95=1.88+0.61=2.49 KN

8、Zm/mmy=(0.0465+0.2x0.0183)x5.7x3.3²+(0.075+0.2x0.0271)x1.4x3.3² =3.11+1.25=4.34 KNZm/mmxM=-0.0777x7.1x3.3²=-6.01 KNZm/mmyM=-0.1045x7.1x3.3²=-8.08 KNZm/mF區(qū)格板：不考慮實(shí)際周邊板對跨中彎矩的影響 Lx=2.4m Ly=2.1m Ly/Lx=0.875mx=(0.0233+0.2x0.0256)x5.7x2.1²+(0.0353+0.2x0.0481)x1.4x2.1²=0.71+0.2

9、8=0.99 KNZm/mmy=(0.0256+0.2x0.0233)x5.7x2.1²+(0.0481+0.2x0.0353)x1.4x2.1² =0.076+0.34=1.1mxM=-0.067x7.1x2.1²=-2.1 KNZm/mmyM=-0.0682x7.1x2.1²=-2.1 KNZm/mG區(qū)格板： Lx=Ly=2.1m Lx/Ly=1mx=(0.0231+0.2x0.018)x5.7x2.1²+(0.0368+0.2x0.0368)x1.4x2.1²=0.67+0.27=0.94 KNZm/mmy=(0.018+0.2

10、x0.0231)x5.7x2.1²+(0.0368+0.2x0.0368)x1.4x2.1² =0.57+0.27=0.84 KNZm/mmxM=-0.06x7.1x2.1²=-1.88 KNZm/mmyM=-0.055x7.1x2.1²=-1.72 KNZm/mH區(qū)格板：對X向跨中彎矩進(jìn)行調(diào)整 Lx=4.5m Ly=3.3m Ly/Lx=0.73mx=(0.0202+0.2x0.041)x5.7x3.3²x1.1+(0.0309+0.2x0.0645)x1.4x3.3²x0.95=1.94+0.63=2.57 KNZm/mmy=(0

11、.041+0.2x0.0202)x5.7x3.3²+(0.0645+0.2x+0.0309)x1.4x3.3² =2.8+1.08=3.88 KNZm/mmxM=-0.0764x7.1x3.3²=-5.91 KNZm/mmyM=-0.096x7.1x3.3²=-7.4 KNZm/mI區(qū)格板：將Y向跨中彎矩增大10% Lx=3.6m Ly=4.2m Lx/Ly=0.86mx=(0.0241+0.2x0.0158)x5.7x3.6²+(0.0496+0.2x0.035)x1.4x3.6²=2.01+1.03=3.04 KNZm/mmy=(

12、0.0158+0.2x0.0241)x5.7x3.6²x1.1+(0.353+0.2x0.0496)x1.4x3.6²=1.68+0.82=2.5 KNZm/mmxM=-0.0618x7.1x3.6²=-5.69 KNZm/mmyM=-0.0549x7.1x3.6²=-5.05 KNZm/mJ區(qū)格板： Lx=3.6m Ly=4.2m Lx/Ly=0.086mx=(0.0289+0.2x0.0157)x5.7x3.6²+(0.0496+0.2x0.035)x1.4x3.6²=2.37+1.03=3.40 KNZm/mmy=(0.0157

13、+0.2x0.0289)x5.7x3.6²+(0.035+0.2x0.0496)x1.4x3.6²=1.59+0.82=2.41 KNZm/mmxM=-0.0687x7.1x3.6²=-6.32 KNZm/mmyM=-0.0566x7.1x3.6²=-5.21 KNZm/m 其中mxy為板底跨中沿X(Y)向的最大正彎矩，mxMy為固定邊沿X(Y)的支座負(fù)彎矩。2.3.3板截面設(shè)計(jì)： 因短跨方向的彎矩比長跨的大，故將短跨方向的鋼筋放在長跨鋼筋外側(cè)。短跨跨中截面的有效高度ho1=h-20=100-20=80mm,長跨跨中截面有效ho2=h-30=100-30

14、=70mm.2.3.4板配筋計(jì)算： 取內(nèi)力臂系數(shù)s=0.95, As=m/(0.95ZfyZho),板采用C20混凝土、8鋼筋?？紤]實(shí)際施工中的缺陷及日后使用的要求，以理論值作為基礎(chǔ)適當(dāng)增大配筋。各板配筋計(jì)算結(jié)果及實(shí)際配筋見表2： 表2截 面 ho(mm)m(KNZm/m)As(mm²/m)配筋實(shí)有As(mm²/m)跨中A區(qū)格X向803.412098180279Y向702.922098180279B區(qū)格X向803.752348150335Y向703.02148180279C區(qū)格X向803.712328150335Y向702.822028180279D區(qū)格X向703.2229

15、8150335Y向804.232658150335E區(qū)格X向702.491788180279Y向804.342728180335F區(qū)格X向700.99718200251Y向801.1698200251截 面 ho(mm)m(KNZm/m)As(mm²/m)配筋實(shí)有As(mm²/m)跨中G區(qū)格X向700.94608200251Y向800.84538200251H區(qū)格X向702.571848180279Y向703.882438150335I區(qū)格X向803.041908180279Y向702.501798180279J區(qū)格X向803.42138180279Y向702.412138

16、180279支座A-E80-8.085068100503A-D80-6.844288100503D-E80-8.085068100503D-F80-7.64768100503D-C80-7.64768100503D-D80-6.844288110457D-G80-7.64768100503D-H80-7.64768100503D-I80-6.844288100503F-G80-2.11328200251C-B80-7.534718100503C-J80-7.4 4638100503I-H80-7.4 4638100503I-I80-5.693568110457I-J80-5.213268110

17、457J-J80-6.32 3968110457E-F80-6.01 3768110457H-G80-5.91 3708110457A-B80-6.724218110457續(xù)表22.3.5樓面梁設(shè)計(jì)選L1作為計(jì)算構(gòu)件，截面bxh=240x3002.3.5.1受力分析及內(nèi)力計(jì)算根據(jù)雙向板傳力方式，可知L1除承受自重外還承受由A區(qū)板傳來的梯形分布荷載和D區(qū)傳來的三角形分布荷載. 如圖2： L1與圈梁整澆，故將L1兩端作為固支(1)、由梯形分布引起的支座彎矩：將梯形分布荷載轉(zhuǎn)化為等效均布荷載qe,它是根據(jù)支座彎矩相等的條件求出的 qM=0.5xql=0.5x7.1x3.6=12.78 KN/mqe=

18、(1-2²+³)qM=(1-2x0.43²+0.43³)x12.78=9.1 KN/mMM支=-(1/12)xqexl²=-(1/12)x9.1x4.2²=-13.4 KNZm 根據(jù)算得的支座彎矩和梁上荷載分布的實(shí)際情況，由平衡條件計(jì)算梁的跨中彎矩和支座剪力。見圖3 由平衡條件求得 MM中=7.87 KNZm QM支=15.34 KN(2)、由三角形分布引起的支座彎矩： 將三角形分布荷載轉(zhuǎn)化為等效均布荷載 qM=0.5xqxl=0.5x7.1x4.2=14.91 KN/m qe=(5/8)qM=9.32 KN/mMMM支=-(1/12

19、)xqexl²=-(1/12)x9.32x4.2²=-13.7 KN/m按荷載分布實(shí)際情況計(jì)算梁跨中彎矩和支座剪力 由平衡條件求得 MMM中=8.23 KNZm QMM支=15.66 KN(3)、梁自重產(chǎn)生的荷載 q=25x0.24x(0.3-0.1)=1.2 KN/m MMMM支=-(1/12)ql²=-(1/12)x1.2x4.2²=-1.76 KNZm MMMM中=(1/24)ql²=(1/24)x1.2x4.2²=0.88 KNZm QMMM支=0.5x1.2x4.2=2.52 KNM中=M中=7.87+8.23+0.88=1

20、6.98 KNZmM支=M支=-13.4-13.7-1.76=-28.86 KNZmQ支=Q支=15.34+15.66+2.52=33.52 KNZm考慮內(nèi)力重分布對支座彎矩進(jìn)行調(diào)幅將支座彎矩減小20%，相應(yīng)將跨中彎矩增大30%。M支=-28.86x0.8=-23 KNZm M中=16.98x1.3=22.1 KNZm2.3.5.2配筋計(jì)算: (1)跨中彎矩配筋：梁采用C20混凝土，HRB335鋼筋。梁按T型截面計(jì)算 1=1.0 fc=9.6N/mm² ft=1.1N/mm² fy=300N/mm² ho=300-35=265mm bMf=1000mm1fcbMf

21、hMf(ho-0.5hMf)=1.0x9.6x1000x100x(265-0.5x100)=206.4 KNZm >22.1 KNZm 屬于第一種類型的T型梁s=M/(1fcbMfho²)=22.1x106/(1.0x9.6x1000x265²)=0.033=0.55s=0.5x(1+)=0.98As=M/(fysho)=22.1x106/(300x0.98x265)=284 mm²選用312 實(shí)有As=339 mm² =339/(240x265)=0.53%>45xft/fy=45x1.1/300=0.165% 滿足最小配箍率(2)支座負(fù)彎

22、矩配筋:s=M/(1fcbho²)=23x106/(1.0x9.6x240x265²)=0.14=0.15<b=0.55s=0.5x(1+)=0.92As=M/(fysho)=23x106/(300x0.92x265)=314.5mm²選用312 As=339 mm²(3)斜截面承載力驗(yàn)算：0.25cfcbho=0.25x1.0x9.6x240x265=154.2 KN>33.52 KN截面符合要求0.7ftbho=0.7x1.1x240x265=48.97>33.52 KN 只需構(gòu)造配筋,選配8150sv=2x50.3/(240x15

23、0)=0.28%>svmin=0.24xft/fyv=0.24x1.1x210=0.126%L2、L3配筋方式同L12.4一層設(shè)計(jì)：一層荷載、板的布置方式、板配筋同標(biāo)準(zhǔn)層。各梁截面改為bxh=370x300。 一層L1配筋計(jì)算：梁自重產(chǎn)生的線荷載：q=25x0.37x(0.3-0.1)=1.85 KN/mMMMM支=-(1/12)ql²=-(1/12)x1.85x4.2²=-2.72 KNZm MMMM中=(1/24)ql²=(1/24)x1.85x4.2²=1.36 KNZmQMMM支=0.5x1.85x4.2=3.89 KN經(jīng)調(diào)幅后，梁各內(nèi)力：

24、M中=22.7 KNZm M支=-23.8 KNZm Q支=34.89 KN由于荷載增加不大且考慮T型梁受壓翼緣增大等因素，可按標(biāo)準(zhǔn)層L1配筋。2.5夾層設(shè)計(jì):C區(qū)格板由樓面板改為上人屋面(平臺(tái))板，需重新計(jì)算配筋。2.5.1板荷載計(jì)算： 表3荷載種類標(biāo)準(zhǔn)值(KN/m²)備注地磚0.55保溫層兼作恒荷載30厚防水層0.03x22=0.66找坡，平均厚度80mm保溫層0.08x20=1.6100厚現(xiàn)澆板0.1x25=2.5天棚粉刷0.18小 計(jì)0.55+0.66+1.6+2.5+0.18=5.49上人屋面活載取值2.0活載2.0 恒載設(shè)計(jì)值：g=5.49x1.26.60KN/m

25、8; 活載設(shè)計(jì)值：q=2.0x1.4=2.8KN/m²g+q=9.4 KN/m² g+q/2=8.0 KN/m² q/2=1.4 KN/m² 2.5.2板內(nèi)力及配筋計(jì)算：Lx=3.5m Ly=4.2m Lx/Ly=0.83 mx=(0.0301+0.2x0.0152)x8.0x3.5²+(0.0528+0.2x0.0342)x1.4x3.5² =3.24+1.02=4.27 KNZm/m my=(0.0152+0.2x0.0301)x8.0x3.5²+(0.0342+0.2x0.0528)x1.4x3.5² =2.

26、08+0.77=2.85 KNZm/m mxM=-0.0705x9.4x3.5²=-8.11 KNZm/m myM=-0.0568x9.4x3.5²=-6.54 KNZm/m X向跨中As=m/(0.95ZfyZho)4.27x106/(0.95x210x80)=267 mm² 配8150 Y向跨中As=2.85x106/(0.95x210x70)=204 mm² 配8180 C-B支座 As=8.11x106/(0.95x210x80)=508 mm² 配8100C-D支座 As=7.6x106/(0.95x210x80)=476 mm

27、78; 配8100 2.5.3樓面洞口計(jì)算：在洞口邊設(shè)置暗梁AL1 bxh=550x100 采用HRB335鋼筋。將相鄰板上一半荷載全傳給暗梁，則暗梁所受均布線荷載P=0.5x3.5x7.1=12.43KN/m 取暗梁的計(jì)算跨度lo=3.0m 跨中彎矩M=0.1xPxlo²=0.1x12.43x3²=11.2 KNZm暗梁采用雙筋截面配筋:ho=100-40=60mm aMs=20mm b=550mm 取b=0.55Mu2=1fcbho²b(1-0.5b)=1.0x9.6x550x60²x0.55x(1-0.5x0.55)=7.58 kNZmAMs=(M

28、-Mu2)/fMy(ho-aMs)=3.62x106/(300x40)=302 mm²As=b1fcbho/fy+AMsfMy/fy=0.55x1.0x9.6x550x60/300+302=882.8mm²受拉鋼筋配614As=923mm² 受壓鋼筋配410 As=314mm² 箍筋配6150夾層其它部分配筋同標(biāo)準(zhǔn)層。樓梯間板底鋼筋X向由C區(qū)通長配置，Y向配8180考慮開洞影響 將F、G區(qū)格在Y向加大板底配筋為81803斜屋面板計(jì)算3.1屋面結(jié)構(gòu)信息及單元?jiǎng)澐郑航Y(jié)構(gòu)板厚取120mm,屋面傾角tg=0.5 cos=0.894 ,在、段設(shè)梁LM2、LM3,截

29、面均為bxh=240x300。 對屋面板進(jìn)行一定的劃分，選代表性部分作為計(jì)算單元。具體做法如圖5：3.2荷載計(jì)算：將屋面斜向均布荷載折算成水平均布荷載 表4荷載種類標(biāo)準(zhǔn)值 KN/m²備注恒荷載水泥瓦0.5/0.894=0.56不上人屋面活載取0.6KN/m²平鋪油氈一層0.05/0.894=0.0620厚找平層0.02x20/0.894=0.45120厚現(xiàn)澆板0.12x25/0.894=3.36天棚粉刷0.16/0.894=0.18小計(jì) 0.56+0.06+0.45+3.36+0.18=4.61活載0.6/0.894=0.7 恒荷載分項(xiàng)系數(shù)g=1.2 活載分項(xiàng)系數(shù)q=1.4

30、 屋面恒載設(shè)計(jì)值：g=1.2x4.61=5.53 KN/m² 屋面活載設(shè)計(jì)值：q=1.4x0.7=1.0 KN/m² 按彈性理論計(jì)算板配筋(暫不考慮老虎窗及屋頂窗對配筋的影響，即按整板計(jì)算) 根據(jù)連續(xù)多跨雙向板的實(shí)用計(jì)算法計(jì)算。 g+q=5.53+1.0=6.53 KN/m² g+q/2=5.53+0.5=6.03 KN/m² q/2=0.5 KN/m²3.3計(jì)算跨度：內(nèi)跨：Lo=Lc Lc為軸線距離邊跨：Lo=Ln+b Ln為凈跨，b為梁寬3.4板彎矩計(jì)算：考慮泊松比Vc=0.2。由于屋面板的活荷載較小，因此不對彎矩進(jìn)行調(diào)整。A 區(qū)格板：Lx

31、=8.4m Ly=4.2m Ly/Lx=0.5 mx=(0.0089+0.2x0.0409)x6.03x4.2²+(0.0174+0.2x0.0965)x0.5x4.2² =1.82+0.32=2.14 KNZm/m my=(0.0409+0.2x0.0089)x6.03x4.2²+(0.0965+0.2x0.0174)x0.5x4.2² =4.54+0.88=5.42 KNZm/m mxM=-0.569x6.53x4.2²=-6.55 KNZm/m myM=-0.0836x6.53x4.2²=-9.63 KNZm/mB 區(qū)格板：Lx

32、=3.6m Ly=4.2m Lx/Ly=0.86 mx=(0.0368+0.2x0.0347)x6.03x3.6²+(0.0496+0.2x0.035)x0.5x3.6² =3.42+0.37=3.79 KNZm/m my=(0.0347+0.2x0.0368)x6.03x3.6²+(0.035+0.2x0.0496)x0.5x3.6² =3.29+0.29=3.58 KNZm/m mxM=0 myM=-0.0961x6.53x3.6²=-8.13 KNZm/mC 區(qū)格板：Lx=5.1m Ly=3.3m Ly/Lx=0.65 mx=(0.018

33、3+0.2x0.0465)x6.03x3.3²+(0.0271+0.2x0.075)x0.5x3.3² =1.81+0.23=2.04 KNZm/m my=(0.0465+0.2x0.0183)x6.03x3.3²+(0.075+0.2x0.0271)x0.5x3.3² =3.29+0.44=3.73 mxM=-0.0777x6.53x3.3²=-5.53 KNZm/m myM=-0.1045x6.53x3.3²=-7.43 KNZm/mD 區(qū)格板：Lx=2.4m Ly=2.1m Ly/Lx=0.875 mx=(0.0233+0.2x

34、0.0256)x6.03x2.1²+(0.0353+0.2x0.0481)x0.5x2.1² =0.76+0.1=0.86 KNZm/m my=(0.0256+0.2x0.0233)x6.03x2.1²+(0.0481+0.2x0.0353)x0.5x2.1² =0.8+0.12=0.92 KNZm/m mxM=-0.067x6.53x2.1²=-1.93 KNZm/m myM=-0.0682x6.53x2.1²=-1.96 KNZm/mE 區(qū)格板：Lx=2.1m Ly=2.1m Lx/Ly=1 mx=(0.0231+0.2x0.01

35、8)x6.03x2.1²+(0.0368+0.2x0.0368)x0.5x2.1² =0.71+0.1=0.81 KNZm/m my=(0.018+0.2x0.0231)x6.03x2.1²+(0.0368+0.2x0.0368)x0.5x2.1² =0.6+0.1=0.7 KNZm/m mxM=-0.06x6.53x2.1²=-1.73 KNZm/m myM=-0.055x6.53x2.1²=-1.58 KNZm/mF 區(qū)格板：Lx=2.6m Ly=5.7m Lx/Ly=0.45 取0.5 將算得的X向跨中彎矩增大10% mx=(0

36、.0888+0.2x0.0249)x6.03x2.6x1.1+(0.0965+0.2x0.0174)x0.5x2.6² =4.21+0.34=4.55 KNZm/m my=(0.0249+0.2x0.0888)x6.03x2.6²+(0.0174+0.2x0.0965)x0.5x2.6² =1.74+0.12=1.86 KNZm/m myM=-0.1215x6.53x2.6²=-5.36 KNZm/mG 區(qū)格板：Lx=8.4m Ly=4.2m Ly/Lx=0.5 mx=(0.0038+0.2x0.04)x6.03x4.2²+(0.0174+0.

37、2x0.0965)x0.5x4.2²=1.26+0.32=1.58 KNZm/m my=(0.04+0.2x0.0038)x6.03x4.2²+(0.0965+0.2x0.0174)x0.5x4.2² =4.34+0.88=5.22 KNZm/m mxM=-0.057x6.53x4.2²=-6.57 KNZm/m myM=-0.0829x6.53x4.2²=-9.55 KNZm/mH 區(qū)格板：Lx=3.6m Ly=4.2m Lx/Ly=0.86 mx=(0.0322+0.2x0.0231)x6.03x3.6²+(0.0496+0.2x

38、0.035)x0.5x3.6² =2.88+0.37=3.25 KNZm/m my=(0.0231+0.2x0.0322)x6.03x3.6²+(0.035+0.2x0.0496)x0.5x3.5² =2.31+0.29=2.6 KNZm/m mxM=-0.0818x6.53x3.6²=-6.92 KNZm/m myM=-0.073x6.53x3.6²=-6.18 KNZm/mI 區(qū)格板：Lx=4.5m Ly=3.3m Ly/Lx=0.73 mx=(0.0202+0.2x0.041)x6.03x3.3²+(0.0309+0.2x0.0

39、645)x0.5x3.3² =1.86+0.24=2.1 KNZm/m my=(0.041+0.2x0.0202)x6.03x3.3²+(0.0645+0.2x0.0309)x0.5x3.3² =2.96+0.38=3.34 KNZm/m mxM=-0.0764x6.53x3.3²=-5.43 KNZm/m myM=-0.096x6.53x3.3²=-6.83 KNZm/m截 面ho(mm)m(KNZm/m)As(mm²/m)配筋實(shí)有As(mm²/m)跨中A區(qū)格X向902.141198150335Y向1005.4227181

40、50335B區(qū)格X向1003.791908150335Y向903.581998150335C區(qū)格X向902.041148150335Y向1003.731878150335D區(qū)格X向900.86488150335Y向1000.92468150335E區(qū)格X向1000.81418150335Y向900.7398150335F區(qū)格X向1004.552288150335Y向901.861038150335G區(qū)格X向901.58888150335Y向1005.222628150335H區(qū)格X向1003.251638150335Y向902.614581503353.5板截面設(shè)計(jì) 短跨跨中截面的有效高度ho

41、1=120-20=100mm,長跨跨中截面有效度ho2=120-30=90mm考慮屋面板受環(huán)境因素影響較大，防止其在正常使用階段產(chǎn)生較大裂縫。屋面板上層鋼筋不宜斷開，若斷開需另加溫度鋼筋。3.6板配筋計(jì)算：取內(nèi)力臂系數(shù)s=0.95, As=m/(0.95ZfyZho),板采用C20混凝土、8鋼筋。各板的配筋結(jié)果及實(shí)際配筋見下表： 表5 續(xù)表5截 面ho(mm)m(KNZm/m)As(mm²/m)配筋實(shí)有As(mm²/m)跨中I區(qū)格X向902.11178150335Y向1003.341678150335支座A-B100-9.634838100503A-C100-9.63483

42、8100503A-D100-9.634838100503A、G-F100-9.634838100503A-G100-6.573298100503G-E100-9.554788100503G-I100-9.554788100503G-H100-9.554788100503G-G100-6.573298100503H-H100-6.923468100503C-D100-5.53277.198100503D-E100-1.9396.748100503E-I100-5.4327281005033.7屋面梁設(shè)計(jì)：選LM2作為配筋計(jì)算構(gòu)件：(屋面梁均按LM2方式配筋)截面尺寸bxh=240x300 采用C

43、20混凝土，HRB335鋼筋將梁兩相鄰板各一半荷載視為全由LM2承擔(dān)，則梁承受的均布線荷載P=0.5x2.1x6.53+0.5x4.2x6.53+25x0.24x(0.3-0.12) =6.86+13.71+1.2=21.77 KN/m支座彎矩M支=-(1/12)xPxL²=-21.77x2.4²/12=-10.45 KNZm考慮內(nèi)力重分布對支座彎矩進(jìn)行調(diào)幅：M支=0.8x10.45=8.36 KNZm根據(jù)平衡條件：得跨中彎矩M中=7.31 KNZm(1)、跨中配筋: s=M/(1fcbho²)=7.31x106/(1.0x9.6x240x265²)=0

44、.045s=0.5x(1+)=0.98As=M/(fysho)=7.31x106/(300x0.98x265)=93.8 mm²選用212 As=226 mm²=226/(240x265)=0.35%>45xft/fy=45x1.1/300=0.214% 滿足最小配筋率(2)、支座配筋：s=M/(1fcbho²)=8.36x106/(1.0x9.6x240x265²)=0.052s=0.5x(1+)=0.97As=M/(fysho)=8.36x106/(300x0.97x265)=108 mm²選用212 As=226 mm²(

45、3)、斜截面承載力驗(yàn)算：剪力最大值V=2.4x21.77x0.5=26 KN0.25cfcbho=0.25x1.0x9.6x240x265=152.64 KN>26 KN截面符合要求0.7ftbho=0.7x1.1x240x265=48.97>26 KN 只需構(gòu)造配筋,選配82003.8老虎窗設(shè)計(jì)： 3.8.1老虎窗頂板：(結(jié)構(gòu)板厚取60mm) (1).荷載計(jì)算： 10厚防水砂漿 0.01x20=0.2 KN/m² 油氈一層 0.05 KN/m² 10厚找平 0.01x20=0.2 KN/m² 60厚現(xiàn)澆板 0.06x25=1.5 kN/m²

46、 天棚粉刷 + 0.16 KN/m² 2.11 KN/m² 活荷載 0.4 KN/m² 荷載設(shè)計(jì)值P=1.2x2.11+0.4x1.4=2.97 KN/m² (2).彎矩計(jì)算:(按立面較大一種計(jì)算) Lo1=1.6m ,lo2=2.1m Lo1/Lo2=0.76 m1=(0.0291+0.2x0.0133)x2.97x1.6²=0.24 KNZm m2=(0.0133+0.2x0.0291)x2.97x1.6²=0.15 KNZm mM1=-0.0689x2.97x1.6²=-0.52 KNZm mM2=-0.0564x2.

47、97x1.6²=-0.43 KNZm (3).配筋計(jì)算：ho1=60-20=40mm ho2=60-30=30mm Lo1方向 As=m/(0.95ZfyZho)=0.24x106/(0.95x210x40)=30mm² Lo2方向 As=m/(0.95ZfyZho)=0.15x106/(0.95x210x30)=25mm² 雙向配6120 實(shí)有As=235.8mm²(4)老虎窗兩側(cè)墻為現(xiàn)澆，每隔150置雙排8150鋼筋，水平方向每200配6箍筋。3.8.2老虎窗上翻梁設(shè)計(jì)(bxh=120x240) 上翻梁承受的主要荷載為梁自重、窗重(0.3KN/m&#

48、178;)和梁軸線至間板的荷載。 P=0.5x6.53x1.3+1x0.3x1.2+0.24x0.12x25x1.2=5.47 KN/m 跨中彎矩M=0.1xPxL²=0.1x5.47x1.7²=1.58 KNZm 梁的有效高度ho=240-40=200mm s=M/(1fcbho²)=1.58x106/(1.0x9.6x120x200²)=0.034 s=0.5x(1+)=0.983 As=M/(fysho)=1.58x106/(0.983x210x200)=38.27mm² 選配28 配6200 3.8.3老虎窗墻下暗梁AL2設(shè)計(jì) (bxh

49、=600x120) 暗梁承受的荷載主要為梁邊板荷載和老虎窗墻傳的荷載。計(jì)算時(shí)假設(shè)老虎窗墻等高，均為最大處1.48m。將屋面斜向荷載則折算成水平荷載計(jì)算。 梁上墻重：1.48x0.1x25=3.7 KN/m 老虎窗頂板：2.97x1.9x0.5=2.8 KN/m 板傳荷載：6.53x(1.5+2.7)x0.5=13.7KN/m 根據(jù)平衡條件求得支座反力如圖6所示（近似按跨中彎矩計(jì)算）跨中彎矩M=24.76 KNZm 因彎矩較大，故采用雙筋截面布筋 取=b=0.55 ,b =600mm ,fy=fMy=300N/mm² ,ho=80mm ,aMs=40mm Mu2=1fcbho²

50、;b(1-0.5b)=1.0x9.6x600x80²x0.55x(1-0.5x0.55)=14.7 KNZm AMs=(M-Mu2)/fMy(ho-aMs)=10.06x106/(300x40)=838mm² As=b1fcbho/fy+AMsfMy/fy=0.55x1.0x9.6x600x80/300+838=1683mm² 受拉鋼筋選916 受壓鋼筋選614 箍筋配81503.8.4屋面其它部分構(gòu)造：(1)屋脊負(fù)筋：(板折處與圈梁最遠(yuǎn)水平距離為2.55m) 將板折處視為完全固支,負(fù)彎矩M=-6.53x2.55²/8=-5.31KNZm As=M/(f

51、ysho)=5.31x106/(210x0.95x100)=266mm² 將板上負(fù)筋在板折處連續(xù)拉通即板折處配8100鋼筋，滿足負(fù)彎矩要求。 (2)斜屋面窗洞口按構(gòu)造每邊上下各放置312筋。(3)老虎窗軸線處板負(fù)筋配81004樓梯計(jì)算采用板式樓梯，梯板采用C20混凝土、HPB235，梯梁縱筋采用HRB335。4.1架空層梯板：TB1 梯段板設(shè)計(jì)：踏步寬280mm 高154.2mm 取板厚h=110mm 約為梯段板水平長度的1/30 板的傾斜角 tg=154.2/280=0.55 cos=0.88。取1m寬板帶計(jì)算。 4.1.1荷載計(jì)算： 表6 荷載種類荷載標(biāo)準(zhǔn)值 KN/m²備注恒荷載水磨石面層(0.1542+0.28)x0.65/0.28=1.0水磨石自重0.65KN/m²考慮欄桿及側(cè)邊粉刷,恒載加1.0KN