2. METRDO DE COLUMNAS2.1. METRADO DE COLUMNA
1Vp(0.25mX0.50m)Vs(0.25mX0.40m)C:(0.25mX.40m)e=0.20mAt=22.06
=8824kg(4.53m-0.4m)=1239kg=1111.2kg(2.8m)=6720kg
=2426.6kgWd=20320.8kgs/c==5515kg
Pu1=1.4Wd+1.7Pu1=37824.62kgPu=13(37824.62)=491720.06kg
2.1. METRADO DE COLUMNA
2Vp(0.25mX0.50m)Vs(0.25mX0.40m)C:(0.25mX.40m)e=0.20mAt=17.43=6972kg(3.58m-0.4m)=954kg=1111.2kg(2.8m)=6720kg=1917.3kgWd=17674.5kgs/c==4357.5kgPu1=1.4Wd+1.7Pu1=32152.05kgPu=13(32152.05)=417976.65kg
3. CALCULO DEL BULBO DE PRESIONES3.1. Columna 01a) Relacin
profundidad-esfuerzo: Columna 01Z(m)z(kg/)
00
0,5939116,138
1234779,0345
1,5104346,2376
258694,75862
2,537564,64552
326086,55939
3,519165,63547
414673,68966
4,511594,0264
59391,16138
5,57761,290397
66521,639847
6,55556,900225
74791,408867
7,54173,849502
83668,422414
8,53249,53681
92898,506599
9,52601,429745
102347,790345
b) Relacin profundidad-radio: Columna 01
Z(m)r(m)
00
0,51,347082391
11,934754867
1,52,33793157
22,626249718
2,52,827218233
32,954071508
3,53,01305307
43,00585477
4,52,930169939
52,778883888
5,52,537148657
62,17368148
6,51,606421665
70
c) Grfico del bulbo de presiones: Columna 01
3.2. Columna 02a. Relacin profundidad-esfuerzo: Columna 02
Z(m)z ( kg/)
00
0,5798276,5993
1199569,1498
1,588697,39993
249892,28746
2,531931,06397
322174,34998
3,516291,35917
412473,07186
4,59855,266658
57982,765993
5,56597,327267
65543,587495
6,54723,530174
74072,839793
7,53547,895997
83118,267966
8,52762,202766
92463,816665
9,52211,292519
101995,691498
b) Relacin profundidad-radio: Columna 02Z(m)r(m)
00
0,51,302222823
11,862857591
1,52,240930842
22,503979034
2,52,678298235
32,775994032
3,52,801919616
42,755732162
4,52,631731466
52,416320054
5,52,079734711
61,542931512
6,50
c) Grfico del bulbo de presiones: Columna 02
4. ASENTAMIENTO4.1. Clculo de esfuerzos
efectivosESTRATOZ(m)(kg/m3)(kg/m2)0='(kg/m2)(kg/m2)
Pt0,3
0,617005100510652163,9847
CL0,91700102001020289850,6599
1,21700153001530163040,9962
NF1,51700204002040104346,2376
ML1,818002880300258072462,66497
2,118003720600312053237,8763
SM2,419004590900369040760,24905
2,7190054601200426032205,62888
3190063301500483026086,55939
3,3190072001800540021559,13999
SM3,6190080702100597018115,66624
3,9190089402400654015435,83396
4,2190098102700711013309,46908
SW-SM4,51950106953000769511594,0264
4,81950115803300828010190,06226
SW-SM5,1195012465360088659026,491138
5,4170013275390093758051,407219
CH5,7170014085420098857226,193737
61700148954500103956521,639847
6,31900157654800109655915,319589
6,61900166355100115355389,784998
SM6,91900175055400121054931,296671
7,21900183755700126754528,916561
7,51900192456000132454173,849502
7,81900201156300138153858,958489
8,11950210006600144003578,403208
SW-SM8,41950218856900149853327,367269
8,71950227707200155703101,850106
91950236557500161552898,506599
4.2. Clculo de
asentamientoDatos:0=9885kg/m2=7226,19374kg/m2Cs=0.5e0=1.12H(CH)=0.6mSolucinDado
que CH se encuentra entre 2 arenas:Hc= H(CH)/2=0.3mDado que p>
0(sobreconsolidacion)=0.0165m1.68cm
