常用的地基沉降計(jì)算方法

6.3常用的地基沉降計(jì)算方法年，多則十幾年、幾十年乃至更長(zhǎng)時(shí)間。計(jì)算地基最終沉降量的彈性力學(xué)方法地基最終沉降量的彈性力學(xué)計(jì)算方法是以BoussinesqPy,P 12sr

E （6-8）式中 —地基土的泊松比；；r —為地基表面任意點(diǎn)到集中力P作用點(diǎn)的距離，r x

y2。對(duì)于局部荷載下的地基沉降，則可利用上式，根據(jù)疊加原理求得。如圖6-6A（）點(diǎn)處的分布荷載為（積上的分布荷載可為集中力P=代替。于是，地面上與N點(diǎn)距離r=分求得：

(x)2

(y)2

（,y）（,y，可由式（8）積s(x,y)

12

p(,)dd00E A (x)2(y)2 （6-9）0圖6-5 集中力作用下地基表面的沉降曲線圖6-6 局部荷載下的地面沉降（任意荷載面（b）矩形荷載面從式（6-9）可以看出，如果知道了應(yīng)力分布就可以求得沉降；反過(guò)來(lái)，若沉降已知又可以反算出應(yīng)力分布。C的沉降按上式積分的結(jié)果為：cs12cE0

bp0

（6-10）c式中 —角點(diǎn)沉降影響系數(shù)，由下式確定：c1 1 1m2 mln( )ln(m m21)c m

（6-11） 式中 。利用式（0例如矩形中心點(diǎn)的沉降是圖6-6（b）中的虛線劃分為四個(gè)相同小矩形的角點(diǎn)沉降之和，即cs412cE0

(b/2)

120E00

bp0

（6-12）0 式中 —中心沉降影響系數(shù)。0 圖6-7 局部荷載作用下的地面沉降（）（b）絕對(duì)剛性基礎(chǔ)6-7ss(x,y)dxdy/AA （6-13）式中 基底面積，s(x,y)—點(diǎn)（x,y）處的基礎(chǔ)沉降。對(duì)于均布的矩形荷載，上式積分的結(jié)果為：s12sE0

mbp0

（6-14）式中 m—平均沉降影響系數(shù)?？蓪⑹剑?、式（2、式（4）統(tǒng)一成為地基沉降的彈性力學(xué)公式的一般形式：E12Es bp00

（6-15）式中 矩形基礎(chǔ)（荷載）的寬度或圓形基礎(chǔ)（荷載）的直徑，—無(wú)量綱沉降影響系數(shù)，見(jiàn)表6-1?；A(chǔ)形狀方形矩形圓形基礎(chǔ)形狀方形矩形圓形基礎(chǔ)剛度柔性基礎(chǔ)c1.01.52.03.04.05.06.07.08.09.010.1100.00.640.560.680.770.890.981.051.111.161.201.241.272.001.001.121.361.531.781.962.102.222.322.402.482.544.010m0.850.951.151.301.521.201.831.962.042.122.192.253.70剛性基礎(chǔ)r0.790.881.081.221.441.611.72–––– 2.123.40（平均沉降）可按式（6-15）取r計(jì)算，基底傾斜的彈性力學(xué)公式如下：圓形基礎(chǔ)：

tan612E0

Peb3

（6-16a）矩形基礎(chǔ)：

tan8K12E0

Peb3

（6-16b）式中 基礎(chǔ)傾斜角；P—基底豎向偏心荷載合力；e—偏心距；b—荷載偏心方向的矩形基底邊長(zhǎng)或圓形基底直徑；K—計(jì)算矩形剛性基礎(chǔ)傾斜的無(wú)量綱系數(shù)，按l/b取值，如圖6-8，其中l(wèi)為矩形基底另一邊長(zhǎng)。6-8

通常按式（6-15）計(jì)算的基礎(chǔ)最終沉降量是偏大的。這是由于彈性力學(xué)公式是按勻質(zhì)線性變形半空間的假設(shè)得到的，而實(shí)際上地基常常是非均質(zhì)的成層土，即使是均質(zhì)的土層，其變形模量一般隨深度而增大。因此，利用彈性力學(xué)公式計(jì)算沉降的問(wèn)題，在于所用的值能否反映地基變形的真實(shí)情況。地基觀測(cè)資料，以彈性力學(xué)公式反算求得，則這種數(shù)據(jù)是很有價(jià)值的。積變形，例如風(fēng)或其它短暫荷載作用下，構(gòu)筑物基礎(chǔ)的傾斜可按式（6-16）圖6-9 地基沉降計(jì)算系數(shù)0和1算，注意式中的E0應(yīng)取為地基彈性模量，并取泊松比=0.5。在大多數(shù)實(shí)際問(wèn)題中，土層的厚度是有限的，下臥堅(jiān)硬土層。Christian和Carrier（1978）提出了計(jì)算有限厚土層上柔性基礎(chǔ)的平均沉降計(jì)算公式：s01

bp0E0

（6-17）式中，0取決于基礎(chǔ)埋深和寬度之比D/b，1取決于地基土厚度H和基礎(chǔ)形狀。取泊松比時(shí)0和16-9由于瞬時(shí)沉降是在不排水狀態(tài)下發(fā)生的，因此，適宜的泊松比0.5，適應(yīng)。[例題6-1] 某矩形基礎(chǔ)底面尺寸為其基底壓力埋5m解：D/b=0.5，查圖6-9，0=0.94考慮上層粘土，H/b=4/2=2，l/b=2，具有Eu=40MPa查圖6-9，1=0.60s因此 s

0.940.6021504.23mm40考慮二層粘土均具有6-91=0.85因此 s2

0.940.8521503.20mm75考慮第一層粘土，具有Eu=75MPa，則3s0.940.621502.26mm375因此，總的瞬時(shí)沉降為：ss1s2s34.233.202.265.17mm計(jì)算地基最終沉降量的分層總和法（一）一維壓縮課題在厚度為H的均勻土層上面施加連續(xù)均勻荷載p，見(jiàn)圖6-10a，這時(shí)土層況基本一樣，屬一維壓縮問(wèn)題。施加外荷載之前，土層中的自重應(yīng)力為圖6-10b中OBA；施加p之后，土層中引起的附加應(yīng)力分布為OCDA。對(duì)整個(gè)土層來(lái)說(shuō)，施加外荷載前后存在于土層中的平均豎向應(yīng)力圖6-10 土層一維壓縮p1=H/2。從土的壓縮試驗(yàn)曲線（6-10c）可以看出，增加到p2，將引起土的孔隙比從e1減小為e2。因此，可求得一維條件下土層的壓縮變形s與土的孔隙比e的變化之間存在如下關(guān)系：se1e2H1（6-18）這就是土層一維壓縮變形量的基本計(jì)算公式。式（6-18）也可改寫(xiě)成：s a (p

)H a pH12 1

1（6-19）或 ss

a Am1vpH

（6-20）或式中 a—壓縮系數(shù)

Es （6-21）mv—體積壓縮系數(shù)；。（二）沉降計(jì)算的分層總和法基本原理分別計(jì)算基礎(chǔ)中心點(diǎn)下地基各分層土的圖6-11 分層總和法沉降計(jì)算圖例壓縮變形量si，認(rèn)為基礎(chǔ)的平均沉降量s等于si的總和，即snsii1

（6-22）式中 計(jì)算深度范圍內(nèi)土的分層數(shù)。計(jì)算時(shí)si，假設(shè)土層只發(fā)生豎向壓縮變形，沒(méi)有側(cè)向變形，因此可按式（6-18）～式（6-21）中的任何一個(gè)公式進(jìn)行計(jì)算。計(jì)算步驟1）（斜等，求出基底壓力的大小和分布；再結(jié)合地基土層的性狀，選擇沉降計(jì)算點(diǎn)的位置。將地基分層。在分層時(shí)天然土層的交界面和地下水位面應(yīng)為分層面，同或b為基礎(chǔ)寬度。c（應(yīng)從地面起算并繪出它的分布曲線。czz c 線，取=0.2（中、低壓縮性土）0.1zz c ci 求出各分層的平均自重應(yīng)力和平均附加應(yīng)力ci 1下)ci 2 ci ci 1下)zi 2 zi zici 式中 上、下—第ici 上、i分層土上、下層面處的附加應(yīng)力。zi zi2計(jì)算各分層土的壓縮量。認(rèn)為各分層土都是在側(cè)限壓縮條件下壓力從2pp1

增加到p

ci

所產(chǎn)生的變形量si，可由式（6-18）～式（6-21）中任一式計(jì)算。按式沉降量；根據(jù)基礎(chǔ)角點(diǎn)沉降差，可推算出基礎(chǔ)的傾斜。[例題6-2]某柱基礎(chǔ)，底面尺寸l×b=4×2m2，埋深d=1.5m。傳至基礎(chǔ)頂面的豎向荷載N=1192KN，各土層計(jì)算指標(biāo)見(jiàn)例表6-1和例表6-2。試計(jì)算柱基礎(chǔ)最終沉降量。假定地下水位深dw=2m。6-2

土層計(jì)算指標(biāo) 例表6-1

土層側(cè)限壓縮試驗(yàn)曲線 例表土層 (kN/m2)

a1)

Es

土層

0 50 100 200①粘土

19.5

0.39

4.5

①粘土

0.8200.7800.7600.740②粉質(zhì)粘土

19.8

0.33

5.1

②粉質(zhì)粘土0.7400.7200.7000.670③粉砂19.00.375.0③粉砂0.8900.8600.8400.810④粉土19.20.523.4④粉土0.8500.8100.7800.740p Nlb

1192b4

201.5179kPa基底附加壓力p0：p0pd17919.51.5150kPaw取水的重度 ≈10kN/m3，則有效重度10，基礎(chǔ)中心線下的自重應(yīng)wz 6-1=14.4kPa<0.2=0.2×Znz 例圖6-1 土層自重應(yīng)力和附加應(yīng)力分布按 ≤0.4b=0.4×2=0.8m 分層。，～，h7=h8=0.75m。柱基礎(chǔ)最終沉降量計(jì)算結(jié)果如下：eesi

1e2)ih

計(jì)算。1 i1各分層土沉降量計(jì)算程序 例表6-30–10.5034.20.7995180.70.743915.451–20.8042.90.7228165.90.680219.782–30.8050.80.7197136.60.689014.283–40.8058.40.7166115.80.69539.934–50.8066.20.7135105.40.69847.055–60.8074.00.7104102.00.69945.146–80.7581.60.8474102.70.83923.337–80.7588.40.8446104.90.83852.48土層粘土①分層hi(m)土層粘土①分層hi(m)e1ie2isi(mm)粉質(zhì)粘土②粉砂③h

( a 1ei

zi

i計(jì)算i各分層土沉降量計(jì)算程序 例表6-4i0–10.5034.20.7995146.50.3915.851–20.8042.90.7228123.018.852–30.8050.80.719785.813.173–40.8058.40.716657.40.338.834–50.8066.20.713539.26.045–60.8074.00.710428.04.32土層粘土①分層hi(m)土層粘土①分層hi(m)e1iσzi(kPa)a(MPa–1)si(mm)粉質(zhì)粘土②粉砂③6–87–80.750.7581.688.40.84740.844621.116.50.373.172.48

E

i計(jì)算s146.50.5085.857.439.228.0)0.804.5 5.1(21.116.5)0.7516.2852.305.6474.22mm5.06.3.3地基沉降量計(jì)算的應(yīng)力面積法《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》所推薦的地基最終沉降量計(jì)算方法是另一種形式的分層總和法。該方法采用了“應(yīng)力面積”的概念，因而稱為應(yīng)力面積法。(一）土層壓縮變形量Δs的計(jì)算及應(yīng)力面積的概念假設(shè)地基是均勻的，即土在側(cè)限條基底至地基任意深度z范圍內(nèi)的壓縮量為（見(jiàn)圖2：圖6-12 應(yīng)力面積的概

sz10

z0

dz A

（6-23）z z式中—土的側(cè)限壓縮應(yīng)變， /Ez zA—深度z范圍內(nèi)的附加應(yīng)力面積，0A0

z2dz。因?yàn)閦Ksp0KszA為：A0

dzp0z0

z0

sdz

（6-24）為便于計(jì)算，引入一個(gè)豎向平均附加應(yīng)力（面積）系數(shù)A/(p0Z)。則式（6-23）改寫(xiě)為：zp0s zp0sE （6-25）s式（6-25）就是以附加應(yīng)力面積等代值引出一個(gè)平均附加應(yīng)力系數(shù)表達(dá)的從基底至任意深度zi范圍內(nèi)地基沉降量的計(jì)算公式。由此可得成層地基沉降量的計(jì)算公式（3in Assn A

i1 0z z )npinpi1

Esi Esi

i1

（6-26）0ii式中 pz0ii

和p

zi1

和

深度范圍內(nèi)豎向附加應(yīng)力面積Ai

和的等0代值。0因此，用式（6-26）計(jì)算成層地基的沉降量，關(guān)鍵是確定豎向平均附加應(yīng)力系數(shù)。由豎向平均附加應(yīng)力系數(shù)的定義，均布荷載作用于矩形土表，相對(duì)其形心，在坐標(biāo)處，從土表到z深處，可導(dǎo)出圖6-13 成層地基沉降計(jì)算的概念1 3 X

(X2Y2z2Y

)(X2Y2Y) (1)ii(z

ii Xln i

j i j j2z

2X2Y2z2 i (X2Y2z2

)(X2Y2Y)i0

i i i

j i j j(X2Y2z2X)(X2Y2X)Yln i

i i j i)j (X2Y2z2X)(X2Y2X)

(6-27)i j i i j iji j其中 int[ ]2（表示取2的整數(shù)部分） （6-28a）Xxa Yyjb （6-28b）i i6-2；利用式也可以6-36-5，以供查用。為了提高計(jì)算準(zhǔn)確度，地基沉降計(jì)算深度圍內(nèi)的計(jì)算沉降量s，尚須乘以一個(gè)沉降計(jì)算經(jīng)驗(yàn)系數(shù)s?！督ㄖ鼗A(chǔ)設(shè)計(jì)規(guī)范》規(guī)定s的確定方法為：ss/s （6-29）式中 利用地基沉降觀測(cè)資料推算的最終沉降量。各地區(qū)宜按實(shí)測(cè)資料制定適合于本地區(qū)各類土的s值，而《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》提供了一個(gè)采用表值，見(jiàn)表6-6。綜上所述，《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》推薦的地基最終沉降量s的計(jì)算公式如下：ss

ni1

p(z0 i

i1

zi1

)/Esi

（6-30）式中，n―地基沉降計(jì)算深度范圍內(nèi)所劃分的土層數(shù)。均布矩形荷載角點(diǎn)下的平均豎向附加應(yīng)力系數(shù)表6-2z/b 1.0 1.2 1.4 1.6 1.8

l/b2.4 2.8 3.2 3.6 4.0 5.00.00.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.0.20.24960.24970.24970.24980.24980.24980.24980.24980.24980.24980.24980.24980.0.40.24740.24790.24810.24830.24830.24840.24850.24850.24850.24850.24850.24850.0.60.24230.24370.24440.24480.24510.24520.24540.24550.24550.24550.24550.24550.0.80.23460.23720.23870.23950.24000.24030.24070.24080.24090.24090.24100.24100.1.00.22520.22910.23130.23260.23350.23400.23460.23490.23510.23520.23520.23530.1.20.21490.21990.22290.22480.22600.22680.22780.22820.22850.22860.22870.22880.1.40.20430.21020.21400.21640.21900.21910.22040.22110.22150.22170.22180.22200.1.60.19390.20060.20490.20790.20990.21130.21300.21380.21430.21460.21480.21500.1.80.18400.19120.19600.19940.20180.20340.20550.20660.20730.20770.20790.20820.2.00.17460.18220.18750.19120.19380.19580.19820.19960.20040.20090.20120.20150.2.20.16590.17370.17930.18330.18620.18830.19110.19270.19370.19430.19470.19520.2.40.15780.16570.17150.17570.17890.18120.18430.18620.18730.18800.18850.18900.2.60.15030.15830.16420.16860.17190.17450.17790.17990.18120.18200.18250.18320.2.80.14330.15140.15740.16190.16540.16800.17170.17390.17530.17630.17690.17770.3.00.13690.14490.15100.15560.15920.16190.16580.16820.16980.17080.17150.17250.3.20.13100.13900.14500.14970.15330.15620.16020.16280.16450.16570.16640.16750.3.40.12560.13340.13940.14410.14780.15080.15500.15770.15950.16070.16160.16280.3.60.12050.12820.13420.13890.14270.14560.15000.15280.15480.15610.15700.15830.3.80.11580.12340.12930.13400.13780.14080.14520.14820.15020.15160.15260.15410.4.00.11140.11890.12480.12940.13320.13620.14080.14380.14590.14740.14850.15000.4.20.10730.11470.12050.12510.12890.13190.13650.13960.14180.14340.14450.14620.4.40.10350.11070.11640.12100.12480.12790.13250.13570.13790.13960.14070.14250.4.60.10000.10700.11270.11720.12090.12400.12870.13190.13420.13590.13710.13900.z/b 1.0 1.2 1.4 1.6 1.8

l/b2.4 2.8 3.2 3.6 4.0 5.05.00.09350.10030.10570.11020.11390.11690.12160.12490.12730.12910.13040.13250.5.20.09060.09720.10260.10700.11060.11360.11830.12170.12410.12590.12730.12950.5.00.09350.10030.10570.11020.11390.11690.12160.12490.12730.12910.13040.13250.5.20.09060.09720.10260.10700.11060.11360.11830.12170.12410.12590.12730.12950.5.40.08780.09430.09960.10390.10750.11050.11520.11860.12110.12290.12430.12650.5.60.08520.09160.09680.10100.10460.10760.11220.11560.11810.12000.12150.12380.5.80.08280.08900.09410.09830.10180.10470.10940.11280.11530.11720.11870.12110.6.00.08050.08660.09160.09570.09910.10210.10670.11010.11260.11460.11610.11850.6.20.07830.08420.08910.09320.09660.09950.10410.10750.11010.11200.11360.11610.6.40.07620.08200.08690.09090.09420.09710.10160.10500.10760.10960.11110.11370.6.60.07420.07990.08470.08860.09190.09480.09930.10270.10530.10730.10880.11140.6.80.07230.07790.08260.08650.08980.09260.09700.10040.10300.10500.10660.10920.7.00.07050.07610.08060.08440.08770.09040.09490.09820.10080.10280.10440.10710.7.20.06880.07420.07870.08250.08570.08840.09280.09620.09870.10080.10230.10510.7.40.06720.07250.07690.08060.08380.08650.09080.09420.09670.09880.10040.10310.7.60.06560.07090.07520.07890.08200.08460.08890.09220.09480.09680.09840.10120.7.80.06420.06930.07360.07710.08020.08280.08710.09040.09290.09500.09660.09940.8.00.06270.06780.07200.07550.07850.08110.08530.08860.09120.09320.09480.09760.8.20.06140.06630.07050.07390.07690.07950.08370.08690.08940.09140.09310.09590.8.40.0601.06490.06900.07240.07540.07790.08200.08520.08780.09890.09140.09430.8.60.05880.06360.06760.07100.07390.07640.08050.08360.08620.08820.08980.09270.8.80.05760.06230.06630.06960.07240.07490.07900.08210.08460.08660.08820.091209.20.05540.05990.096370.06970.07210.07610.07920.08170.08370.08530.08820.08130.9.60.05330.05770.06140.06720.06960.07340.07650.07890.08090.08250.08550.07380.10.00.05140.05560.05920.06490.06720.07100.07390.07630.07830.07990.08290.07190.10.40.04960.05370.05720.06270.06490.06860.07160.07390.07590.07750.08040.06820.10.80.04790.05190.05530.06060.06280.06640.06930.07170.07360.07510.07810.06490.11.20.04630.05020.05350.05630.05870.06090.06440.06720.06950.07140.07300.07590.11.60.04480.04860.05180.05450.05690.05900.06250.06520.06750.06940.07090.07380.12.00.04350.04710.05020.05290.05520.05730.06060.06340.06560.06740.06900.07190.12.80.04090.04440.04740.04990.05210.05410.05730.05990.06210.06390.06540.06820.13.60.03870.04200.04480.04720.04930.05120.05430.05680.05890.06070.06210.06490.z/b 1.0 1.2 1.4 1.6 1.8

l/b2.4 2.8 3.2 3.6 4.0 5.014.40.03670.03980.04250.04480.04680.04860.05160.05400.05610.05770.05920.06190.15.20.03490.03790.04040.04260.04460.04630.04920.05150.05350.05510.05650.05920.16.00.03320.03610.03850.04070.04250.04420.04690.04920.05110.05270.05400.05670.18.00.02970.03230.03450.03640.03810.03960.04220.04420.04600.04750.04870.05120.20.00.02690.02930.03120.03300.03450.03590.03830.04020.04180.04320.04440.04680.三角形分布的矩形荷載角點(diǎn)下的平均豎向附加應(yīng)力系數(shù) 表6-3l/b0.2 l/b0.4 l/b0.6 l/b0.8 l/b1.0z/b

角點(diǎn)1角點(diǎn)2角點(diǎn)1角點(diǎn)2角點(diǎn)1角點(diǎn)2角點(diǎn)1角點(diǎn)2角點(diǎn)1角點(diǎn)20.00.00000.25000.00000.25000.00000.25000.00000.25000.00000.25000.20.01120.21610.01400.23080.01480.23330.01510.23390.01520.23410.40.01790.18100.02450.20840.02700.21530.02800.21750.02850.21840.60.02070.15050.03080.18510.03550.19660.03760.20110.03880.20300.80.02170.12770.03400.16400.04050.17870.04400.18520.04590.18831.00.02170.11040.03510.14610.04300.16240.04760.17040.05020.17461.20.02120.09700.03510.13120.04390.14800.04920.15710.05250.16211.40.02040.08650.03440.11870.04360.13560.04950.14510.05340.15071.60.01950.07790.03330.10820.04270.12470.04900.13450.05330.14051.80.01860.07090.03210.09930.04150.11530.04800.12520.05250.13132.00.01780.06500.03080.09170.04010.10710.04670.11690.05130.12322.50.01570.05380.02760.07690.03650.09080.04290.10000.04780.10633.00.01400.04580.02480.06610.03300.07860.03920.08710.04390.09315.00.00970.02890.01750.04240.02360.04760.02850.05760.03240.06247.00.00730.02110.01330.03110.01800.03520.02190.04270.02510.046510.00.00530.01500.00970.02220.01330.02530.01620.03080.01860.03360.00.00000.25000.00000.25000.00000.25000.00000.25000.00000.25000.20.01530.23420.01530.23430.01530.23430.01530.23430.01530.23430.40.02880.21870.02890.21890.02900.21900.02900.21900.02900.2191z/b l/b1.2 l/b1.4 l/b1.6 l/b1.8 l0.00.00000.25000.00000.25000.00000.25000.00000.25000.00000.25000.20.01530.23420.01530.23430.01530.23430.01530.23430.01530.23430.40.02880.21870.02890.21890.02900.21900.02900.21900.02900.2191z/b

l/b0.2 l/b0.4 l/b0.6 l/b0.8 l/b1.01角點(diǎn)2角點(diǎn)1角點(diǎn)2角點(diǎn)1角點(diǎn)2角點(diǎn)1角點(diǎn)2角點(diǎn)1角點(diǎn)20.60.03940.20390.03970.20430.03990.20460.04000.20470.04010.20480.80.04700.18990.04760.19070.04800.19120.04820.19150.04830.19171.00.05180.17690.05280.17810.05340.17890.05380.17940.05400.17971.20.05460.16490.05600.16660.05680.16780.05740.16840.05770.16891.40.05590.15410.05750.15620.05860.15760.05940.15850.05990.15911.60.05610.14430.05800.14670.05940.14840.06030.14940.06090.15021.80.05560.13540.05780.13810.05930.14000.06040.14130.06110.14222.00.05470.12740.05700.13030.05870.13240.05990.13380.06080.13482.50.05130.11070.05400.11390.05600.11630.05750.11800.05860.11933.00.04760.09760.05030.10080.05250.10330.05410.10520.05540.10675.00.03560.06610.03820.06900.04030.07140.04210.07340.04350.07497.00.02770.04960.02990.05200.03180.05410.03330.05580.03470.057210.00.02070.03590.02240.03790.02390.03950.02520.04090.02630.0403l/b3.0 l/b4.0 l/b6.0 l/b8.0 l/b10.00.00.00000.25000.00000.25000.00000.25000.00000.25000.00000.25000.20.01530.23430.01530.23430.01530.23430.01530.23430.01530.23430.00.00000.25000.00000.25000.00000.25000.00000.25000.00000.25000.20.01530.23430.01530.23430.01530.23430.01530.23430