Upload
trinhquynh
View
222
Download
5
Embed Size (px)
Citation preview
1 10 100 1,000 10,000
Fine Grain
Coarse Grain
Claystone
Shale
Siltstone
Sandstone
Limestone
Schist
Gneiss
Quartzite
Granite
Basalt
Ultimate Bearing Pressure, qult
IGN
EO
US
B
ED
RO
CK
ME
TAM
OR
PH
IC
BE
DR
OC
KS
ED
IME
NTA
RY
BE
DR
OC
KS
OIL
Typical Penetration
Limit for Helical
Piles
0.1 1 10 100 1,000MPa
tsf
Index Soil Properties Index Rock Properties
Unit Weight Undrained Strength p-y Modulus Unit Weight
g f K n N g n Reduction(pcf) (deg) (psf) [kPa] (pci) (ksi) [MPa] (pcf) (ksI) [MPa] (ksi) [MPa] RQD Rock
Coa
rse
Gra
in Very Loose 1-4 70 [1.12] 25 - - 5 [0.1] 1 [9]
0.35
-
Sed
emen
tary Shale
50/B
OU
NC
E
140 [2.24] 6 [41] 3 [20] 0.35 % Quality %Loose 4-10 90 [1.44] 29 - - 25 [0.6] 2 [16] - Sandstone 145 [2.32] 20 [137] 6 [41] 0.32 0-25 very poor 0-7Medium 10-30 110 [1.76] 33 - - 90 [2.4] 3 [23] - Mudstone 169 [2.7] 5 [34] 25-50 poor 7-25Dense 30-50 120 [1.92] 39 - - 225 [6.2] 7 [47] - Dolomite 160 [2.56] 23 [157] 9 [62] 50-75 fair 25-56Very Dense >50 130 [2.08] 45 - - 500 [13.8] 20 [137] - Limestone 165 [2.64] 25 [172] 6 [41] 0.35 75-90 good 56-81
Fine
Gra
in
Very Soft 1-2 80 [1.28] - 200 [9] 30 [0.8] 1 [7] 0.5 0.06
Met
amor
phic Schist 165 [2.64] 15 [103] 12 [82] 0.2 90-100 excellent 81-100
Soft 2-4 85 [1.36] - 400 [19] 100 [2.7] 2 [14] 0.4 0.02 Quartzite 166 [2.65] 43 [294]Medium 4-8 90 [1.44] - 800 [38] 500 [13.8] 5 [31] 0.3 0.01 Gneiss 187 [2.99] 28 [196] Example:Stiff 8-15 100 [1.6] - 1,500 [71] 1,000 [27.6] 7 [47] 0.2 0.005 Marble 169 [2.7] 36 [245] Granite, RQD = 50Very Stiff >15 120 [1.92] - 3,000 [143] 2,000 [55.3] 10 [71] 0.1 0.004 Slate 169 [2.7] 28 [196] Reduction Factor = 0.5x0.5 = 0.25Soft < 30 120 [1.92] - 4,000 [191] 2,000 [55.3] 70 [482]
0.25
0.004
Igne
ous
Granite 166 [2.65] 40 [275] 12 [82] 0.28Medium 30-50 130 [2.08] - 10,000 [478] 3,000 [83] 280 [1931] 0.0035 Dolerite 190 [3.04] 50 [343] 16 [110] 0.25Hard 50-100 135 [2.16] - 20,000 [957] 4,000 [110.7] 520 [3586] 0.003 Gabbro 195 [3.12] 43 [294] 16 [110] 0.25Very Hard >100 140 [2.24] - 50,000 [2394] 5,000 [138.4] 700 [4828] 0.0025 Diorite 43 [294] 14 [96] 0.25
Basalt 178 [2.85] 60 [413] 15 [103] 0.3
SPT Blow Count
Angle of Friction Stress-Strain Modulus1
Poisson Ratio
Strain at 50% Peak Strength
SPT Blow Count
Unconfined Compressive
Strength1Modulus of Elasticity1
x103Poisson
Ratio
N55 su Es e50 qpeak Epeak
[g/cm3] [kg/cm3] [g/cm3] Factor2
Wea
ther
ed
Bed
rock
qpeak = 40 ksiqu = qpeak x 0.25 = 10 ksiEpeak = 12x103 ksiE = Epeak x 0.25 = 3x103 ksi
1Peak values given for specific rock types. Reduce for rock quality by multiplying values by Reduction Factor 2Reduction factor = RQD2
10 20 30 40 50 60 70 800
10
20
30
40
50
Liquid Limit, LL (%)
Plas
ticity
Inde
x, P
I (%
)
74
CL-ML ML
MH
CL
CH
"A" Line"U" Line
Plasticity (Clays) or Compressibility (Silts)LOW MEDIUM HIGH
Soil ClassificationParticle Diameter
in [mm]
CLAY Less Than 0.00008 [Less Than 0.002]
SILT 0.00008 to 0.003 [0.002 to 0.07]
SAND 0.003 to 0.25 [0.07 to 4.8]
GRAVEL 0.25 to 3 [4.8 to 76]
COBBLE 3 to 12 [76 to 300]
BOULDERS Greater Than 12 [Greater Than 300]
FINE GRAIN
COARSE GRAIN
Shrinkage Limit Plastic Limit, PL Liquid Limit, LL
SOLID SEMISOLID PLASTIC LIQUID
Increasing Moisture Content
Plasticity Index, PI
Soil Classification Other Criteria
CO
AR
SE
GR
AIN G
RA
VE
L
GW<5%
GP not GW
GM12% - 50%
GC
SA
ND
SW<5%
SP not SW
SM12% - 50%
SC
FIN
E G
RA
IN
ML
>50%
CL
OL
MH
CH
OH
Note: Use dual symbols for all boderline soils (e.g. GP-GC, SP-SM, SC/CL, SM/ML, etc.)
Passing #200 Seive
<50% Passing
#4 Seive1
Cu>4 and 1<Cc<3 3
below "A" Line4
above "A" Line4
>50% Passing
#4 Seive1
Cu>4 and 1<Cc<3 3
below "A" Line4
above "A" Line4
LOW
P
LAS
TIC
ITY
Liquid Limit <50%
below "A" Line4
above "A" Line4
LL ratio <75% 2
HIG
H
PLA
STI
CIT
Y
Liquid Limit >50%
below "A" Line4
above "A" Line4
LL ratio <75% 2
1Percent passing based on weigth of coarse fraction only2Ratio of Liquid Limit after oven drying to Liquid Limit of natural soil3Coefficient of Uniformity, Cu = D60/D10 and Coefficient of Curvature, Cc = D30
2 / D10xD60 where D10, D30, and D60 are percent passing #10, #30, and #60 sieve, respectively4Refers to where Atterburg Limits plot relative to "A" Line5American Association of State Highway Transportation Officials (AASHTO), United States Department of Aggriculture (USDA), and 1968 New York City Building Code (NYCBC) use different criteria for classification. The classification given are examples of overlaps in these various systems and should not be considered absolute.
Description
Clean, well-graded gravel A-1 Stony Sand 6-65
Clean, poorly-graded gravel A-3 Stony Sand 6-65
Silty gravel A-2 Stony Sandy Loam 6-65
Clayey gravel A-2 Stony Sandy Clay 6-65
Clean, well-graded sand A-1 Sand 7-65
Clean, poorly-graded sand A-3 Sand 7-65
Silty sand A-2 Sandy Loam 8-65
Clayey sand A-2 Sandy Clay 9-65
Low Plasticity Silt A-4 Silt Loam 10-65
Low Plasticity Clay A-6 Clay, Clay Loam 9-65
Low Plasticity Organic Silt/Clay A-8 N/A 11-65
High Plasticity Silt A-5 Silt, Silt Loam 10-65
High Plasticity Clay A-7 Clay, Clay Loam 9-65
High Plasticity Organic Silt/Clay A-8 N/A 11-65
Similar AASHTO
Class5
Similar USDA Class5
Similar '68 NYCBC Class5
, D30, and D60 are percent passing #10, #30, and #60 sieve, respectively
American Association of State Highway Transportation Officials (AASHTO), United States Department of Aggriculture (USDA), and 1968 New York City Building Code (NYCBC) use different criteria for classification. The classification given are examples of overlaps in these various systems and should not be considered absolute.
Coarse Grain Soils Fine Grain Soils
Density N-Value Stiffness N-Value
Fluid <10% Fluid non-traversable
Very Loose 1-4 10%-15% Very Soft 1-2
Loose 4-10 15%-35% Soft 2-4
Medium 10-30 35%-65% Medium 4-8
Dense 30-50 65%-85% Stiff 8-15
Very Dense >50 >85% Very Stiff >15
WOR = Weight of Rod; WOH = Weight of Hammer; BNC = Bounce; NIL = Negligible
Relative Density
Field Identification
N55 N55
WOR - WOH
WOR - WOH
easily penetrated by fist
easily penetrated by thumb
moderate thumb penetration
difficult thumb penetrationindented by thumb nail
Fine Grain Soils Bedrock
Hardness N-Value
(tsf) [KPa]
NIL >>LL Fluid
<0.25 [<24] >LL Soft 1-30
0.25-0.5 [24-48] LL Medium 30-50
0.5-1.0 [48-96] PL-LL Hard 50-100
1.0-2.0 [96-192] PL Very Hard 100-BNC
>2.0 [>192] <PL Competent BNC
WOR = Weight of Rod; WOH = Weight of Hammer; BNC = Bounce; NIL = Negligible
Unconfined Compressive
StrengthMoisture Content
N55
WOR - WOH
Avg Grain Size
(in) [mm]
Clay 0.025 [0.001]
Silty Clay 0.127 [0.005]
Silt 0.25 [0.01]
Silty Sand 2.5 [0.1]
Sand 13 [0.5]
Typical Soil Type
(blow count/psi) [blow count/kPa]
0.069 [0.01]
0.046 [0.0066]
0.034 [0.005]
0.017 [0.0025]
0.011 [0.0016]
lCPT, Ratio N55/qc
Representative values for angle of internal friction (Modified from Bowles) NEED SOME COMMON ROCK STRENGTHS
Soil Notes:Gravel (GW/GP) 1. Use larger values as density increases
Coarse 40-55 2. Use larger values for more angular particlesSandy 35-50 3. Use larger values for well-graded materials
Sand (SW/SP)Loose 28-34Dense 43-50
Silt or Silty Sand (ML/SM)Loose 27-30Dense 30-35
Typical range of static stress-strain modulus, Es (Modified from Bowles)
Soil mClay (CL/CH) ksf [MPa] NC sensitive Clay
Very Soft 500-250 [2-15] 0.1-0.5 Es=200-500 suSoft 100-500 [5-25] 0.1-0.5 NC insensitive Clay to light OCMedium 300-1000 [15-50] 0.1-0.5 Es=750-1200 suHard 1000-2000 [50-100] 0.1-0.5 HOC ClaySandy 500-5000 [25-250] 0.2-0.3 Es=1500-2000 su
Glacial TillLoose 200-3200 [10-150]Dense 3000-1500 [150-720] Modified from BowlesVery Dense 10000-300 [500-1440] su=0.13N
Loess 300-1200 [15-60] 0.1-0.3 0.13ksf-ft/blowSand
Silty 140-450 [5-20]Loose 200-500 [10-25] Parry (1977)Dense 1000-1700 [50-81] note po is kPa
Sand and GravelLoose 1000-3000 [50-150] 0.3-0.4 qu=30NDense 2000-4000 [100-200] 0.3-0.4 Parry 1977
Shale 3000-3000 [150-5000] 0.1-0.4 qu is in kPaSilt 40-400 [5-20] 0.3-0.35
qu=9cIce 0.36Concrete 0.15
UNIT CONVERSIONCLAY tons kips lbs
1 2 2,000
kip-ft lb-ft
f (deg)
Es
f = 25 + 28 sqrt(N/po)
NEED SOME COMMON ROCK STRENGTHS Bearing/Unconfined
RQD Quality q'/q0-25 very poor 0-7%
2. Use larger values for more angular particles 25-50 poor 7-25%3. Use larger values for well-graded materials 50-75 fair 25-56%
75-90 good 56%-81%90-100 excellent 81%-100%
EXAMPLE (clay)N= 7 Clay 70 - 140qc= 490 Silt 140 - 210
kPa Silty Sand 210 - 360
Sand 360 - 570
EXAMPLE (clay)N= 7 Clay 14.3 - 7.1qc= 0.49 Silt 7.1 - 4.8
Mpa Silty Sand 4.8 - 2.8Sand 2.8 - 1.8
EXAMPLE (clay)N= 7 Clay 98.4 - 49.2qc= 0.071118 Silt 49.2 - 32.8
ksi Silty Sand 32.8 - 19.1Sand 19.1 - 12.1
NYCBCAllowable Bearing Capacity (tsf)Sands= 0.10N <6tsf Course
<4tsf Fine+increase 5% for every foot of burrial > 4'not to exceed 200%
kg N kN907 8,899 9
kg-ft N-ft N-m
Reduction Factor1,2
1qa'/qa = RQD2
2Bowles (1988)
Ratio qc/N70
qc = CPT Point Resistance (kPa)
Ratio N70/qc
qc = CPT Point Resistance (MPa)
Ratio N70/qc
qc = CPT Point Resistance (ksi)
2,722 26,698 8,138
kg/in2 N/in2 N/ft22 15 2224.869
ft m mm0.125 0.038 38
kN/m2 MPa23.948192 0.02394895.792767
Modulus
E'/E15%20% Bearing Pressure25% Igneous
30-70% RQD tsf Kpa70-100% 0-25 10 958
25-50 30 287350-75 65 622475-100 120 11491
Unconfined Unconfined Ultimate Bearing(tsf) (tsf) (tsf)
Soil Fine Grain 0.5Coarse Grain 0.5
Sedementary Claystone 22.5Shale 30.24 432 30Siltstone blur 44.1 630 44Sandstone 1440 38Limestone 72 1800 72
Metamorphic Schist 75.6 1080 76Gneiss blur 107.8 1540 108Quartzite blur 121.1 1730 121
Igneous Granite 201.6 2880 202Basalt 302.4 4320 302
Normal Wt Concrete 21675
qa = (1-2.5)qu allowable bearing capacity for pilesphi = 45 most competent rockNq = 197.9949Nc = 169.8528Ng = 198.9949
9000
c = qu/2reduction for quality
Reduction2
qu'=qu(RQD)2
Metamorphic Sedementary
0-50 10 958 10 95850-100 40 3830 25 2394
Ultimate Bearing Unit Wt E Poisson(pcf) (ksi) Ratio
13.560
112.5432 100-140 500-3000 0.25-0.45630
1440 145-150 500-6000 0.2-0.451800 165 500-15000 0.24-0.451080 165 1000-1200 0.18-0.22154017302880 168 2000-1200 0.26-0.34320 178 2500-1500 0.27-0.32
BowlesBowles
LL A-Line A2-Line U-Line H-Line0 48 4
10 4 715.8 4 7 7.02
25.47945 4 7 15.7315129.58904 7 7 19.43014
50 21.9 37.8 050 21.9 37.8 10060 29.2 46.880 43.8 64.8
100 58.4 82.8