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1、节动KH)旅长I(m)混凝土有效fft乐应计算依%(mk)桩身开裂穹矩M,r.kN)机身受弯承载力设计值M(kNm桩身受叫承枚，设计值V(kN)桩身轴心受拉次我力设计值N(kN)桩身轴心受压承致力设计侑(未考虑压制影响)R(kN)按标准组合计算的桩身轴心抗裂拉力Nk(kN)理论质成kgIOtn500450260AI2,9.00.51357124.151191451976192950-31866801329BI2,9.50.57124.92126160200723753BI2,9.90.62125.30131172203785813CI2,10.70.72136.10M3197209917940
2、DI2,Il0.76136.41148207211969989E12。12.61.OOI58.13173261224!2721267550500310A12。9.50.50107I34.261561822267233446-40727595019ABI2,9.90.53W134.60163196229785821B12,10.70.62H5.30176225235917950C12。Il0.65H5.581822372379691000DI2,12.60.86157.1121230125012721285EI2,H1.06!58.5321036026215701555600550350AI6,
3、9.00.50457144.3!2072402668654073铝149085876RBI6,9.50.55144.762182652709611006BI6,9.90.60!45.Il228285274l(M71087C16,10.70.70155.9124832828212231256D16110.71156.2125634428512921322E16,12.60.97I67.8930043630216961695节边长H-(11ul桩身边长B(mn)内径P(r11)型号预应力钢筋配够舟旃率R)旋砺格螺箍Mt预应力钢棒分布边长孙(n)机Ki.()混凝土钉效预尔应力计算值0“(死)板。开裂
4、考矩MEKkNm)桩身受弯求效力设计值M(kN三桩身受剪承我力设计值(VKkN)桩身轴心艾拉院我力设计值(NKkN)桩号轴心受M承貌力设计值(未考虐压屈比响)R(k)按标准用合计算的桩身轴心抗赞拉力1.W(kN)理论WiftkIOtt600550310A16。9.50.50k5457W134.3621726529896444835298IOlI6391AB16,9.90.54W134.7022628530210471093B16。10.70.63Clt5.4224532831012231265C16。U0.67115.7025334431312921331D16。”12.60.88157.26
5、29643633016961710E16141.08168.713365213172091206865060010020。9.00.&I。、5507I54.7127632630410814627546811296640AB2p9.50.60C155.2029236030912051250B2059.90.66155.603053913M13091350C2c10.70.77I66.4433344632415291559D20。F0.81166.7734316832716161640E2,12.61.06178.5740459!34821202098650600360A20。,9.00.50k5
6、507ll4.3027532633410815098602511357237AB20。9.50.551i4.7629036034012051257B20。-9.90.60155.1330339134513091358C20。10.70.70155.9133044635515291570D2vU0.74156.2131046835816161653E212.60.97177.8839959138021202119表A2异形空心方板(C105)桩身配筋及力学性能参数表节动KHX11)桩身边长Bg)内径D(M)中号预应力刚筋配筋配筋率(%)推筋规格预应力钢棒分布边KBp(11三!)旅长I(m)混St
7、上有效预选应力计算依(MMK)桩身开裂穹矩“r.Kk)受弯承奉力设计位M(km桩身受叫承我力设计值V(kN)桩身轴心受扪承死力设计依N(kN)桩。轴心受压收较力设计值(未考虑压利影响乂R(kN)按标准组合计算的桩身轴心抗裂拉力Nk(kN)理论质景kIOtn350300130A8。7.80.50I21091.5811481163251912-22593582324B89.00.66o5.674661120433447B8,9.50.74i6.254967122482194C8,9.90.80i7.275371126523576D8,10.70.91Wlo7.715581128611614E8,1
8、10.99ll8.095785129646646100350170A8,9.00.51,257104.45647414843324872939454AB89.50.57!04.926782150482502B8。9.90.62o5.317088152523543C8。，10.70.72il6.1175100156611628D8。110.76Cll6.1278105158616661E8。12.61.00128.1590132166848817450400220A8,9.90.50,1307114.4193l(M17852330393592519网】RB8,10.70.5912S.091001
9、1918261!636B8,110.6212S.36102125183616670C8。，12.60.82W136.84118158192848862D8,141.01138.2213219020110471044节边KInui桩身边长U(m)内校D(MI)型号预应力钢筋配筋配筋率(%)旋的格媒赫规预应力钢棒分布边KBp(三1)族长I(m)混Jtt土石效预压应力计目依(upn)桩身开裂穹矩MsKkm)桩身受弯承我力设计依M)(kVm桩身受剪承找力设计依V(kN)桩身轴心受拉承救力设计做N(kN)林。轴心受压承段力设计侑(未考电压屈影响MR(W0按标准组合计算的桩身用心抗裂拉力NkW(kN)理论
10、质量kKhn500150260A12。9.00.51。弓357I24.46131146226649372213996804329AB12。9.50.57124.93138160229723753BI29.90.62125.32143173232785814C12。10.70.72i36.12155198238917941DI2,110.76i36.13160208210969991EI2,12.61.OOI58.1618626225312721270550500310AI2,9.50.50407i34.27172182259723434851397605019ABI2,9.90.53134.61179196262785822BI2,10.70.62I45.32192226268917951CI2,110.65H5.591982372709691002DI2,12.60.86I57.1322830228412721288E12。M1.0
