· sbtn (robertson 1990) 0 2 4 6 8 10 12 14 16 18 depth (ft) 8 7.5 7 6.5 6 5.5 5 4 3.5 3 2.5 2 1.5...

CWE 2140061.02RLake Jennings Marketplace

Lake Jennings Park Road and Olde Highway 80San Diego County, California

APPENDIX BCPT LOGS

Project: Lake Jennings Marketplace

Christian Wheeler Engineering

3980 Home Avenue

San Diego, CA 92109Total depth: 8.04 ft, Date: 3/25/2014

Surface Elevation: 0.00 ft

Lake Jennings Park Road

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Cone resistance qt

Tip resistance (tsf)

800600400200

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Cone resistance qt Pore pressure u

Pressure (psi)

86420

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Pore pressure uFriction ratio

Rf (%)

1086420

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Friction ratio SBT Index

Ic SBT

4321D

epth

(ft

)8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

SBT Index Soil Behaviour Type

SBT (Robertson, 2010)

181614121086420

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Soil Behaviour Type

Sensitiv e f ine grained

Clay & silty clay

Silty sand & sandy silt

Sand & silty sand


Sand & silty sand

Very dense/stif f soil

Sand & silty sand


SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 6/11/2014, 9:09:19 AM 1

Project file: W:\2014 Jobs\2140061 - Lake Jennings Market Place\Reports\2140061.02- Supplemental Geo Inv\2140061 CPeT.cpt



3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-01

Location:

Norm. cone resistance

Qtn

200150100500

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Norm. cone resistance Norm. pore pressure ratio

Bq

10.80 .60.40 .20-0.2

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Norm. pore pressure ratioNorm. friction ratio

Fr (%)

1086420

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Norm. friction ratio SBTn Index

Ic

4321D

epth

(ft

)8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

SBTn Index Norm. Soil Behaviour Type

SBTn (Robertson 1990)

181614121086420

Depth

(ft

)

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Norm. Soil Behaviour Type

Sand & silty sand


Sand & silty sand

Sand

Sand & silty sand


Sand & silty sand


Sand & silty sand


SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-01

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

8

7

6

5

4

3

2

1

Permeability Young's modulus

Es (tsf)

4,0002 ,000

Depth

(ft

)

8

7

6

5

4

3

2

1

Young's modulusSPT N60

N60 (blows/ft)

50403020100

Depth

(ft

)

8

7

6

5

4

3

2

1

SPT N60 Relative density

Dr (%)

100806040200

Depth

(ft

)

8

7

6

5

4

3

2

1

Relative density

Calculation parameters

Relative desnisty constant, CDr: 350.0Permeability: Based on SBTn

SPT N60: Based on Ic and qt

Young’s modulus: Based on variable alpha using Ic (Robertson, 2009)

Phi: Based on Kulhawy & Mayne (1990)

User defined estimation data

Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-01

Location:

Constrained Modulus

M(CPT) (tsf)

4,0002 ,000

Depth

(ft

)

8

7

6

5

4

3

2

1

Constrained Modulus Shear strength

Su (tsf)

0

Depth

(ft

)

0

Su peak

Su remolded

Shear strengthShear modulus

Go (tsf)

4,0002 ,000

Depth

(ft

)

8

7

6

5

4

3

2

1

Shear modulus Undrained strength ratio

Su/σ',v

21.510 .50

Depth

(ft

)

0

Undrained strength ratio OCR

OCR

1086420

Depth

(ft

)

0

OCR


Undrained shear strength cone factor for clays, Nkt: 14

OCR factor for clays, Nkt: 0.33

Go: Based on variable alpha using Ic (Robertson, 2009)

Constrained modulus: Based on variable alpha using Ic and Qtn (Robertson, 2009)






3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-01

Location:

Shear Wave velocity

Vs (ft/s)

1,5001,000500

Depth

(ft

)

8

7

6

5

4

3

2

1

Shear Wave velocity In-situ stress ratio

Ko

0

Depth

(ft

)

0

In-situ stress ratioState parameter

ψ

-0.1-0.2-0.3-0.4

Depth

(ft

)

8

7

6

5

4

3

2

1

State parameter Soil sensitivity

S

0

Depth

(ft

)

0

Soil sensitivity Effective friction angle

Peak φ (degrees)

20

Depth

(ft

)

8

7

6

5

4

3

2

1

Effective friction angle


Soil Sensitivity factor, NS: 7.00






3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-02

Location:

Cone resistance qt


400300200100

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Pressure (psi)

10

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Rf (%)

1086420

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic SBT

4321D

epth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

Soil Behaviour Type


Clay


Clay


SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-02

Location:


Qtn

200150100500

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Bq

10.80.60.40 .20-0 .2

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Fr (%)

1086420

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic

4321D

epth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5



SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-02

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

0

Depth

(ft

)

0


N60 (blows/ft)

50403020100

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

0

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

0

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-02

Location:

Constrained Modulus

M(CPT) (tsf)

6,0004 ,0002,000

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

400200

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1

Su peak

Su remolded


Go (tsf)

20,00010,000

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5


OCR

1086420

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-02

Location:

Shear Wave velocity

Vs (ft/s)

3,0002,000

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Ko

32.82.62.4

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


ψ

0

Depth

(ft

)

0


S

0.070 .07

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Peak φ (degrees)

20

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-03

Location:

Cone resistance qt


800600400200

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Pressure (psi)

0.50

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Rf (%)

1086420

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic SBT

4321D

epth

(ft

)17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

Soil Behaviour Type


Sand & silty sand


Clay & silty clay


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand


Clay & silty clay

Sand & silty sand

Very dense/stif f soilSand

SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-03

Location:


Qtn

200150100500

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Bq

10.80.60.40 .20-0 .2

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Fr (%)

1086420

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic

4321D

epth

(ft

)17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand


Clay & silty clay

Sand & silty sand

Very dense/stif f soilSand

SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-03

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

3,0002,0001 ,0000

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-03

Location:

Constrained Modulus

M(CPT) (tsf)

4,0002,000

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

210

Depth

(ft

)

15.91

15 .9

15 .89

15 .88

15 .87

15 .86

15 .85

15 .84

15 .83

15 .82

15 .81

15 .8

15 .79

15 .78

15 .77

15 .76

15 .75

15 .74

15 .73

15 .72

15 .71

15 .7

15 .69

15 .68

15 .67

15 .66

15 .65

15 .64

15 .63

15 .62

15 .61

15 .6

15 .59 Su peak

Su remolded


Go (tsf)

4,0002,000

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

15.91

15 .9

15 .89

15 .88

15 .87

15 .86

15 .85

15 .84

15 .83

15 .82

15 .81

15 .8

15 .79

15 .78

15 .77

15 .76

15 .75

15 .74

15 .73

15 .72

15 .71

15 .7

15 .69

15 .68

15 .67

15 .66

15 .65

15 .64

15 .63

15 .62

15 .61

15 .6

15 .59


OCR

1086420

Depth

(ft

)

15.91

15 .9

15 .89

15 .88

15 .87

15 .86

15 .85

15 .84

15 .83

15 .82

15 .81

15 .8

15 .79

15 .78

15 .77

15 .76

15 .75

15 .74

15 .73

15 .72

15 .71

15 .7

15 .69

15 .68

15 .67

15 .66

15 .65

15 .64

15 .63

15 .62

15 .61

15 .6

15 .59

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-03

Location:

Shear Wave velocity

Vs (ft/s)

1,5001 ,000500

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ko

10.50

Depth

(ft

)

15.91

15 .9

15 .89

15 .88

15 .87

15 .86

15 .85

15 .84

15 .83

15 .82

15 .81

15 .8

15 .79

15 .78

15 .77

15 .76

15 .75

15 .74

15 .73

15 .72

15 .71

15 .7

15 .69

15 .68

15 .67

15 .66

15 .65

15 .64

15 .63

15 .62

15 .61

15 .6

15 .59


ψ

0-0 .1-0.2-0 .3

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


S

3210

Depth

(ft

)

15.91

15 .9

15 .89

15 .88

15 .87

15 .86

15 .85

15 .84

15 .83

15 .82

15 .81

15 .8

15 .79

15 .78

15 .77

15 .76

15 .75

15 .74

15 .73

15 .72

15 .71

15 .7

15 .69

15 .68

15 .67

15 .66

15 .65

15 .64

15 .63

15 .62

15 .61

15 .6

15 .59


Peak φ (degrees)

20

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-04

Location:

Cone resistance qt


800600400200

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Pressure (psi)

43210

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Rf (%)

1086420

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic SBT

4321D

epth

(ft

)16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

Soil Behaviour Type


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand



Sand

SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-04

Location:


Qtn

200150100500

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Bq

10.80.60.40 .20-0 .2

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Fr (%)

1086420

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic

4321D

epth

(ft

)16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5


Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand

SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-04

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

4,0002 ,000

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-04

Location:

Constrained Modulus

M(CPT) (tsf)

4,0002,000

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

0

Depth

(ft

)

0

Su peak

Su remolded


Go (tsf)

4,0002,000

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510 .50

Depth

(ft

)

0


OCR

1086420

Depth

(ft

)

0

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-04

Location:

Shear Wave velocity

Vs (ft/s)

1,5001 ,000500

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ko

0

Depth

(ft

)

0


ψ

-0.1-0.2-0.3-0.4

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


S

0

Depth

(ft

)

0


Peak φ (degrees)

20

Depth

(ft

)

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-05

Location:

Cone resistance qt


400200

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Pressure (psi)

0.50

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Rf (%)

1086420

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic SBT

4321D

epth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

Soil Behaviour Type

Clay & silty clay


Clay & silty clay


Clay & silty clay


Clay & silty clay





SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-05

Location:


Qtn

200150100500

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Bq

10.80.60.40 .20-0 .2

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Fr (%)

1086420

Depth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic

4321D

epth

(ft

)

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



181614121086420

Depth

(ft

)

12

11.5

11

10.5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5


Sand & silty sand





Clay & silty clay




SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-05

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

3,0002,0001,000

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-05

Location:

Constrained Modulus

M(CPT) (tsf)

4,0003 ,0002 ,0001,000

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

121086420

Depth

(ft

)

11

10

9

8Su peak

Su remolded


Go (tsf)

4,0003 ,0002 ,0001,000

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

11.6

11.4

11.2

11

10.8

10.6

10.4

10.2

10

9 .8

9 .6

9 .4

9 .2

9

8 .8

8 .6

8 .4

8 .2

8


OCR

1086420

Depth

(ft

)

11

10

9

8

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-05

Location:

Shear Wave velocity

Vs (ft/s)

1,000500

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


Ko

210

Depth

(ft

)

11

10

9

8


ψ

0-0.1-0 .2-0 .3

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1


S

21.510 .50

Depth

(ft

)

11

10

9

8


Peak φ (degrees)

20

Depth

(ft

)

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-06

Location:

Cone resistance qt


400200

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Pressure (psi)

0

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)

1086420

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic SBT

4321D

epth

(ft

)21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type


Sand & silty sand


Sand & silty sand

Silty sand & sandy siltSand & silty sandSilty sand & sandy silt

Clay & silty clay


Sand & silty sand


Sand & silty sandSilty sand & sandy silt

Sand & silty sandSilty sand & sandy silt



Clay & silty clay


Sand & silty sand


SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-06

Location:


Qtn

200150100500

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Bq

10.80.60 .40.20-0.2

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Fr (%)

1086420

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic

4321D

epth

(ft

)21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Sand & silty sand


Sand & silty sand


Clay & silty clay


Sand & silty sand


Sand & silty sand




Clay & silty clay


Sand & silty sand


SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-06

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

3,0002,0001 ,000

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-06

Location:

Constrained Modulus

M(CPT) (tsf)

4,0002 ,000

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

86420

Depth

(ft

)

19

18

17

16

15

14

13

12

11

Su peak

Su remolded


Go (tsf)

4,0002 ,000

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5


OCR

1086420

Depth

(ft

)

19

18

17

16

15

14

13

12

11

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-06

Location:

Shear Wave velocity

Vs (ft/s)

1,000500

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ko

210

Depth

(ft

)

19

18

17

16

15

14

13

12

11


ψ

0-0.1-0 .2-0 .3

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


S

210

Depth

(ft

)

19

18

17

16

15

14

13

12

11


Peak φ (degrees)

20

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-07

Location:

Cone resistance qt


300200100

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Pressure (psi)

210

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)

1086420

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic SBT

4321D

epth

(ft

)22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type


Sand & silty sand


Clay & silty clay

ClayClay & silty clay


Sand & silty sand




Sand & silty sand

SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-07

Location:


Qtn

200150100500

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Bq

10.80.60 .40.20-0.2

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Fr (%)

1086420

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic

4321D

epth

(ft

)22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Sand & silty sand

Sand

Sand & silty sand


Clay & silty clay

Clay & silty clay


Sand & silty sand




Sand & silty sand

SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-07

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

3,0002,0001,0000

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-07

Location:

Constrained Modulus

M(CPT) (tsf)

3,0002,0001 ,000

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

121086420

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10

Su peak

Su remolded


Go (tsf)

3,0002,0001 ,000

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

20.5

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9 .5


OCR

1086420

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-07

Location:

Shear Wave velocity

Vs (ft/s)

1,000500

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ko

210

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10


ψ

0-0.1-0 .2

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


S

210

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10


Peak φ (degrees)

20

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-08

Location:

Cone resistance qt


30025020015010050

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Pressure (psi)

1

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)

1086420

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic SBT

4321D

epth

(ft

)28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type


Clay & silty clay



Clay & silty clay

Clay

Clay & silty clay


Clay & silty clay

Silty sand & sandy siltSilty sand & sandy silt

Clay & silty clay



Clay & silty clay

Sand & silty sand


Silty sand & sandy siltSand & silty sand


Sand & silty sand

SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-08

Location:


Qtn

200150100500

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Bq

10.80.60 .40.20-0.2

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Fr (%)

1086420

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic

4321D

epth

(ft

)28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Sand & silty sand


Very dense/stif f soilClay & silty clay


Clay & silty clay


Clay & silty clay


Clay & silty clay



Clay & silty clay

Sand & silty sand

Silty sand & sandy siltClay & silty clay


Sand & silty sand

SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-08

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

2,0001,0000

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-08

Location:

Constrained Modulus

M(CPT) (tsf)

3,0002 ,0001 ,000

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

6543210

Depth

(ft

)

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5 Su peak

Su remolded


Go (tsf)

3,0002 ,0001 ,000

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5


OCR

1086420

Depth

(ft

)

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-08

Location:

Shear Wave velocity

Vs (ft/s)

1,000500

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ko

210

Depth

(ft

)

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5


ψ

0-0.1-0 .2-0.3

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


S

210

Depth

(ft

)

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5


Peak φ (degrees)

20

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-09

Location:

Cone resistance qt


300200100

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Pressure (psi)

10

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)

1086420

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic SBT

4321D

epth

(ft

)26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type


Clay & silty clay


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay


Clay & silty clay


Clay & silty clay


Sand & silty sand


Clay & silty clay

Sand & silty sandVery dense/stif f soil

SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-09

Location:


Qtn

200150100500

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Bq

10.80.60 .40.20-0.2

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Fr (%)

1086420

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic

4321D

epth

(ft

)26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Sand & silty sand




Clay & silty clay

Clay

Clay & silty clay


Clay & silty clay


Clay & silty clay


Sand & silty sand


Clay & silty clayClay & silty clay

Sand & silty sand

SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-09

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

2,0000

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-09

Location:

Constrained Modulus

M(CPT) (tsf)

4,0003 ,0002,0001,000

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

6543210

Depth

(ft

)

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8Su peak

Su remolded


Go (tsf)

4,0003 ,0002,0001,000

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

25

24.5

24

23.5

23

22.5

22

21.5

21

20.5

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9 .5

9

8 .5

8


OCR

1086420

Depth

(ft

)

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-09

Location:

Shear Wave velocity

Vs (ft/s)

1,000500

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ko

21.510 .50

Depth

(ft

)

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8


ψ

0-0 .1-0.2

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


S

210

Depth

(ft

)

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8


Peak φ (degrees)

20

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1









3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-10

Location:

Cone resistance qt


800600400200

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Pressure (psi)

210

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)

1086420

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic SBT

4321D

epth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Clay & silty clay


Clay & silty clay

Silty sand & sandy siltClay & silty clay


Clay & silty clay


Clay & silty clay


Clay & silty clay


Sand & silty sand

Silty sand & sandy siltSand & silty sand

Very dense/stif f soilSand & silty sand

SBT legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-10

Location:


Qtn

200150100500

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Bq

10.80.60 .40.20-0.2

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Fr (%)

1086420

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic

4321D

epth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



181614121086420

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Sand & silty sand


Sand & silty sand






Very dense/stif f soilVery dense/stif f soil

Silty sand & sandy siltVery dense/stif f soil



Sand & silty sand


Sand & silty sandVery dense/stif f soilSand & silty sand

SBTn legend


2. Organic material












3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-10

Location:

Permeability

Ksbt (ft/s)

-91x10 -61x10 -31x10

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Es (tsf)

4,0002,0000

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


N60 (blows/ft)

50403020100

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Dr (%)

100806040200

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Relative density







Friction angle

φ (degrees)

60555045403530

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction angle





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-10

Location:

Constrained Modulus

M(CPT) (tsf)

4,0002 ,0000

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su (tsf)

86420

Depth

(ft

)

13

12

11

10

9

8 Su peak

Su remolded


Go (tsf)

4,0002 ,0000

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Su/σ',v

21.510.50

Depth

(ft

)

13

12.8

12.6

12.4

12.2

12

11.8

11.6

11.4

11.2

11

10.8

10.6

10.4

10.2

10

9 .8

9 .6

9 .4

9 .2

9

8 .8

8 .6

8 .4

8 .2

8


OCR

1086420

Depth

(ft

)

13

12

11

10

9

8

OCR











3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-10

Location:

Shear Wave velocity

Vs (ft/s)

1,5001,0005000

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ko

210

Depth

(ft

)

13

12

11

10

9

8


ψ

0-0 .1-0.2-0 .3

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


S

1.510 .50

Depth

(ft

)

13

12

11

10

9

8


Peak φ (degrees)

20

Depth

(ft

)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1









APPENDIX CSCS&T DATA



APPENDIX DLIQUEFACTION ANALYSIS


3980 Home Avenue

San Diego, CA 92105

Overall vertical settlements report

Project title : Lake Jennings Markeplace

Location : Lake Jennings Park Road

CPTU name

CPT-6

CPT-7

CPT-8

CPT-9

CPT-1

0

Vert

ical se

ttle

ment (in)

1.10

1.05

1.00

0.95

0.90

0.85

0.80

0.75

0.70

0.65

0.60

0.55

0.50

0.45

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0.05

0.00

0.236

0.5980.568

1.142

0

CLiq v.1.7.6.34 - CPT Liquefaction Assessment Software 1

Project file: W:\2014 Jobs\2140061 - Lake Jennings Market Place\Reports\2140061.02- Supplemental Geo Inv\2140061 CLiq.clq

L IQUEFACTION ANALYSIS REPORT

Input parameters and analysis data

Analysis method:

Fines correction method:Points to test:

Earthquake magnitude Mw:Peak ground acceleration:

NCEER (1998)

NCEER (1998)Based on Ic value

6.90

0.40.

G.W.T. (in-situ):

G.W.T. (earthq.):Average results interval:

Ic cut-off value:Unit weight calculation:

Project title : Lake Jennings Markeplace Location : Lake Jennings Park Road


3980 Home Avenue

San Diego, CA 92105

CPT file : CPT-6

9.00 ft

9.00 ft3

2.60Based on SBT

Use fill:

Fill height:Fill weight:

Trans. detect. applied:Kσ applied:

No

N/AN/A

YesYes

Clay like behavior

applied:Limit depth applied:

Limit depth:MSF method:

Sands onlyNo

N/AMethod based

Cone resistance

qt (tsf)400200

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Cone resistance SBTn Plot

Ic (Robertson 1990)4321

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBTn Plot CRR plot

CRR & CSR0.60.40.20

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cycl

ic S

tress

Rati

o* (

CSR

*)

0.8

0.7

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction

Normalized friction ratio (%)0.1 1 10

Norm

alize

d C

PT p

enetr

ati

on r

esi

stance

1

10

100

1,000

Friction Ratio

Rf (%)1086420

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction Ratio

Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential

FS Plot

Factor of safety21.510.50

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading

Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground

geometry

Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening

Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,

brittleness/sensitivity, strain to peak undrained strength and ground geometry

CLiq v.1.7.6.34 - CPT Liquefaction Assessment Software - Report created on: 6/11/2014, 9:00:39 AMProject file: W:\2014 Jobs\2140061 - Lake Jennings Market Place\Reports\2140061.02- Supplemental Geo Inv\2140061 CLiq.clq

2

This software is licensed to: Christian Wheeler Engineering CPT name: CPT-6

Total cone resistance

qt (tsf)500400300200100

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s ( i n t e r m e d i a t e r e s u l t s )

SBTn Index


Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBTn Index Norm. cone resistance

Qtn200150100500

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Norm. cone resistance Grain char. factor

Kc109876543210

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Grain char. factor Corrected norm. cone resistance

Qtn,cs200150100500

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Corrected norm. cone resistance

CLiq v.1.7.6.34 - CPT Liquefaction Assessment Software - Report created on: 6/11/2014, 9:00:39 AM 3Project file: W:\2014 Jobs\2140061 - Lake Jennings Market Place\Reports\2140061.02- Supplemental Geo Inv\2140061 CLiq.clq


Analysis method:


Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

NCEER (1998)


6.90

0.409.00 ft

Depth to water table (erthq.):

Average results interval:Ic cut-off value:

Unit weight calculation:

Use fill:Fill height:

9.00 ft

32.60

Based on SBT

NoN/A

Fill weight:

Transition detect. applied:Kσ applied:

Clay like behavior applied:

Limit depth applied:Limit depth:

N/A

YesYes

Sands only

NoN/A


CRR plot

CRR & CSR0.60.40.20

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.

L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s

FS Plot


Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.

LPI

Liquefaction potential20151050

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

LPI Vertical settlements

Settlement (in)0.20.150.10.050

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Vertical settlements Lateral displacements

Displacement (in)0

Depth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Lateral displacements


F.S. color scheme LPI color schemeInput parameters and analysis data

Analysis method:




NCEER (1998)


6.90

0.409.00 ft





9.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A

Almost certain it will liquefy

Very likely to liquefy

Liquefaction and no liq. are equally likely

Unlike to liquefy

Almost certain it will not liquefy

Very high risk

High risk

Low risk



Analysis method:



NCEER (1998)


6.90

0.40.

G.W.T. (in-situ):





3980 Home Avenue

San Diego, CA 92105

CPT file : CPT-7

9.00 ft

9.00 ft3

2.60Based on SBT

Use fill:



No

N/AN/A

YesYes

Clay like behavior



Sands onlyNo

N/AMethod based

Cone resistance

qt (tsf)300200100

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBTn Plot CRR plot

CRR & CSR0.60.40.20

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cycl

ic S

tress

Rati

o* (

CSR*)

0.8

0.7

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Norm

alize

d C

PT p

enetr

ati

on r

esi

stance

1

10

100

1,000

Friction Ratio

Rf (%)1086420

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction Ratio


FS Plot


22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.



geometry





5



qt (tsf)35030025020015010050

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



SBTn Index


Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Qtn200150100500

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Kc109876543210

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Qtn,cs200150100500

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1




Analysis method:




NCEER (1998)


6.90

0.409.00 ft





9.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A


CRR plot

CRR & CSR0.60.40.20

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.


FS Plot


Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.

LPI


Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Settlement (in)0.50.40.30.20.10

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Displacement (in)0

Depth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1




Analysis method:




NCEER (1998)


6.90

0.409.00 ft





9.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A




Unlike to liquefy


Very high risk

High risk

Low risk



Analysis method:



NCEER (1998)


6.90

0.40.

G.W.T. (in-situ):





3980 Home Avenue

San Diego, CA 92105

CPT file : CPT-8

10.00 ft

10.00 ft3

2.60Based on SBT

Use fill:



No

N/AN/A

YesYes

Clay like behavior



Sands onlyNo

N/AMethod based

Cone resistance

qt (tsf)300200100

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBTn Plot CRR plot

CRR & CSR0.60.40.20

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cycl

ic S

tress

Rati

o* (

CSR*)

0.8

0.7

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Norm

alize

d C

PT p

enetr

ati

on r

esi

stance

1

10

100

1,000

Friction Ratio

Rf (%)1086420

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction Ratio


FS Plot


28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.



geometry





8



qt (tsf)30025020015010050

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



SBTn Index


Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Qtn200150100500

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Kc109876543210

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Qtn,cs200150100500

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1




Analysis method:




NCEER (1998)


6.90

0.4010.00 ft





10.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A


CRR plot

CRR & CSR0.60.40.20

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.


FS Plot


Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.

LPI


Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Settlement (in)0.50.40.30.20.10

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Displacement (in)0

Depth

(ft

)

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1




Analysis method:




NCEER (1998)


6.90

0.4010.00 ft





10.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A




Unlike to liquefy


Very high risk

High risk

Low risk



Analysis method:



NCEER (1998)


6.90

0.40.

G.W.T. (in-situ):





3980 Home Avenue

San Diego, CA 92105

CPT file : CPT-9

15.00 ft

15.00 ft3

2.60Based on SBT

Use fill:



No

N/AN/A

YesYes

Clay like behavior



Sands onlyNo

N/AMethod based

Cone resistance

qt (tsf)300200100

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBTn Plot CRR plot

CRR & CSR0.60.40.20

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cycl

ic S

tress

Rati

o* (

CSR*)

0.8

0.7

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Norm

alize

d C

PT p

enetr

ati

on r

esi

stance

1

10

100

1,000

Friction Ratio

Rf (%)1086420

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction Ratio


FS Plot


26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.



geometry





11



qt (tsf)35030025020015010050

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



SBTn Index


Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Qtn200150100500

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Kc109876543210

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Qtn,cs200150100500

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1




Analysis method:




NCEER (1998)


6.90

0.4015.00 ft





15.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A


CRR plot

CRR & CSR0.60.40.20

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.


FS Plot


Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.

LPI


Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Settlement (in)10.80.60.40.20

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Displacement (in)0

Depth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1




Analysis method:




NCEER (1998)


6.90

0.4015.00 ft





15.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A




Unlike to liquefy


Very high risk

High risk

Low risk



Analysis method:



NCEER (1998)


6.90

0.40.

G.W.T. (in-situ):





3980 Home Avenue

San Diego, CA 92105

CPT file : CPT-10

9.00 ft

9.00 ft3

2.60Based on SBT

Use fill:



No

N/AN/A

YesYes

Clay like behavior



Sands onlyNo

N/AMethod based

Cone resistance

qt (tsf)8006004002000

Depth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1



19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBTn Plot CRR plot

CRR & CSR0.60.40.20

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cycl

ic S

tress

Rati

o* (

CSR*)

0.8

0.7

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Norm

alize

d C

PT p

enetr

ati

on r

esi

stance

1

10

100

1,000

Friction Ratio

Rf (%)1086420

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction Ratio


FS Plot


20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

FS Plot

During earthq.



geometry





14



qt (tsf)800600400200

Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



SBTn Index


Depth

(ft

)

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Qtn200150100500

Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Kc109876543210

Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Qtn,cs200150100500

Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5




Analysis method:




NCEER (1998)


6.90

0.409.00 ft





9.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A


CRR plot

CRR & CSR0.60.40.20

Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

CRR plot

During earthq.


FS Plot


Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

FS Plot

During earthq.

LPI


Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Settlement (in)0

Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Displacement (in)0

Depth

(ft

)

20

19.5

19

18.5

18

17.5

17

16.5

16

15.5

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5




Analysis method:




NCEER (1998)


6.90

0.409.00 ft





9.00 ft

32.60

Based on SBT

NoN/A

Fill weight:




N/A

YesYes

Sands only

NoN/A




Unlike to liquefy


Very high risk

High risk

Low risk

Procedure for the evaluation of soil liquefaction resistance, NCEER (1998)

Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The

procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER

Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a

flowchart1:

1 "Estimating l iquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman


Procedure for the evaluation of soil liquefaction resistance (all soils), Robertson (2010)

Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This

procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER

Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a

flowchart1:

1 P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on

Performance-based Design in Earthquake Geotechnical Engineering – from case history to practice, IS-Tokyo, June 2009


Procedure for the evaluation of soil liquefaction resistance, Idriss & Boulanger (2008)


Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006)


Procedure for the evaluation of liquefaction-induced lateral spreading displacements

Site investigation

with SPT or CPT

Design earthquake

Ground geometry

SPT data with fines content

measurements or CPT data

Moment magnitude

of earthquake (M w ) and peak surface

acceleration ( a max )

Geometric parameters

for each of different zones in level (or

gently sloping) ground

with (or without) a free face

Liquefaction potential analysis to calculate FS, (N 1 ) 60cs or

(q c1N ) cs

( using the NCEER SPT-

or CPT-based method ( Youd et al.

2001))

Calculation of the lateral displacement index

(LDI)

( using Figure 1 and Equation [3])

Zones with three major

geometric parameters or less - free face height (H), the distance to a free face

(L), or/and slope (S)

Zones with more than three major

geometric

parameters

L/H or/and

S

Estimated lateral displacement, LD

For gently sloping ground without a free face,

LD = (S + 0.20) · LDI (for 0.2% < S < 3.5%)

For level ground with a free face,

LD = 6 · (L/H)-0.8 · LDI (for 5 < L/H < 40)

Evaluation of lateral

displacements

based on other

approaches

and engineering

judgment

If (N 1 ) 60cs < 14

or

( q c1N ) cs < 70

evaluate

potential of

flow

liquefaction

1 Flow chart i l lustrating major steps in estimating l iquefaction-induced lateral spreading displacements using the proposed approach

1 Figure 1

1 Equation [3]


1 "Estimating l iquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman

Procedure for the estimation of seismic induced settlements in dry sands

Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL CONFERENCE ON

RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, San

Diego, CA


Liquefaction Potential Index (LPI) calculation procedure

Graphical presentation of the LPI calculation procedure

Calculation of the Liquefaction Potential Index (LPI) is used to interpret the liquefaction assessment calculations in terms of

severity over depth. The calculation procedure is based on the methology developed by Iwasaki (1982) and is adopted by AFPS.

To estimate the severity of liquefaction extent at a given site, LPI is calculated based on the following equation:

LPI =

where:

FL = 1 - F.S. when F.S. less than 1

FL = 0 when F.S. greater than 1

z depth of measurment in meters

Values of LPI range between zero (0) when no test point is characterized as liquefiable and 100 when all points are characterized

as susceptible to liquefaction. Iwasaki proposed four (4) discrete categories based on the numeric value of LPI:

• LPI = 0 : Liquefaction risk is very low

• 0 < LPI <= 5 : Liquefaction risk is low

• 5 < LPI <= 15 : Liquefaction risk is high

• LPI > 15 : Liquefaction risk is very high


References

• Lunne, T., Robertson, P.K., and Powell, J.J.M 1997. Cone penetration testing in geotechnical practice, E & FN Spon Routledge,

352 p, ISBN 0-7514-0393-8.

• Boulanger, R.W. and Idriss, I. M., 2007. Evaluation of Cyclic Softening in Silts and Clays. ASCE Journal of Geotechnical and

Geoenvironmental Engineering June, Vol. 133, No. 6 pp 641-652

• Robertson, P.K. and Cabal, K.L., 2007, Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at

http://www.geologismiki.gr/

• Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27 (1), 151-8.

• Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT Canadian Geotechnical Journal,

1998, Vol. 35, August.

• Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E.,

Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 127, October, pp 817-833

• Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian

Geotechnical Journal, 39: pp 1168-1180

• Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT,

ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861-871

• Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical &

Geoenvironmental Engineering, Vol. 124, No. 4, 364-368

• Iwasaki, T., 1986, Soil liquefaction studies in Japan: state-of-the-art, Soil Dynamics and Earthquake Engineering, Vol. 5, No. 1,

2-70

• Papathanassiou G., 2008, LPI-based approach for calibrating the severity of liquefaction-induced failures and for assessing the

probability of liquefaction surface evidence, Eng. Geol. 96:94–104

• P.K. Robertson, 2009, Interpretation of Cone Penetration Tests - a unified approach., Canadian Geotechnical Journal, Vol. 46,

No. 11, pp 1337-1355

• P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on

Performance-based Design in Earthquake Geotechnical Engineering - from case history to practice, IS-Tokyo, June 2009

• Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL

CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, SAN diego, CA

• R. E. S. Moss, R. B. Seed, R. E. Kayen, J. P. Stewart, A. Der Kiureghian, K. O. Cetin, CPT-Based Probabilistic and Deterministic

Assessment of In Situ Seismic Soil Liquefaction Potential, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 132, No. 8, August 1, 2006

• I. M. Idriss and R. W. Boulanger, Soil liquefaction during earthquakes, Earthquake Engineering Research Institute MNO-12




APPENDIX ESETTLEMENT ANALYSIS



3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-06

Location:

Cone resistance qt


5 004 003 002 0 01 0 0

De

pth

(ft

)

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1

Cone resistance qt Constrained Modulus

M(CPT) (tsf)

3 ,2 082,2 081,20 82 0 8

De

pth

(ft

)

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1

Constrained Modulus

End of Primary

Overall

Cumulative settlement

Settlement (in)

0 .20 .1

De

pth

(ft

)

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3


Settlements calculation according to theory of elasticity*

Caclulation properties

Footing type: Rectangular

Footing width: 200.00 (ft)

L/B: 1.0

Footing pressure: 1.00 (tsf)

Embedment depth: 2.00 (ft)

Footing is rigid: No

Remove excavation load: No

Apply 20% rule: No

Calculate secondary settlements: No

Time period for second. settlements: N/A

* Primary settlements calculation is performed according to

the following formula:

)log(S tzCa

⋅∆⋅=

* Secondary (creep) settlements calculation is performed

according to the following formula:

z

CPT

v ∆Μ

∆=∑

σS





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-07

Location:

Cone resistance qt


3 002 0010 0

De

pth

(ft

)

2 2

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1


M(CPT) (tsf)

3,02 72 ,02 71,0 27

De

pth

(ft

)

2 2

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1

Constrained Modulus

End of Primary

Overall


Settlement (in)

0 .30 .20 .1

De

pth

(ft

)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3






L/B: 1.0





Apply 20% rule: No





)log(S tzCa

⋅∆⋅=



z

CPT

v ∆Μ

∆=∑

σS





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-08

Location:

Cone resistance qt


30 02 5 02 0015 010 05 0

De

pth

(ft

)

2 8

2 7

2 6

2 5

2 4

2 3

2 2

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1


M(CPT) (tsf)

2 ,25 41,25 425 4

De

pth

(ft

)

2 8

2 7

2 6

2 5

2 4

2 3

2 2

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1

Constrained Modulus

End of Primary

Overall


Settlement (in)

0 .30 .20 .1

De

pth

(ft

)

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3






L/B: 1.0





Apply 20% rule: No





)log(S tzCa

⋅∆⋅=



z

CPT

v ∆Μ

∆=∑

σS





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-09

Location:

Cone resistance qt


30 02 001 00

De

pth

(ft

)

2 6

2 5

2 4

2 3

2 2

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1


M(CPT) (tsf)

3 ,2 772 ,2 771 ,2 772 77

De

pth

(ft

)

2 6

2 5

2 4

2 3

2 2

2 1

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1

Constrained Modulus

End of Primary

Overall


Settlement (in)

0.40 .2

De

pth

(ft

)

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3






L/B: 1.0





Apply 20% rule: No





)log(S tzCa

⋅∆⋅=



z

CPT

v ∆Μ

∆=∑

σS





3980 Home Avenue




Coords: X:0.00, Y:0.00

Cone Type: Uknown


CPT: CPT-10

Location:

Cone resistance qt


80 06 004 0020 0

De

pth

(ft

)

2 0

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1


M(CPT) (tsf)

3 ,5 821,5 82

De

pth

(ft

)

1 9

1 8

1 7

1 6

1 5

1 4

1 3

1 2

1 1

1 0

9

8

7

6

5

4

3

2

1

Constrained Modulus

End of Primary

Overall


Settlement (in)

0 .150 .10.0 5

De

pth

(ft

)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3






L/B: 1.0





Apply 20% rule: No





)log(S tzCa

⋅∆⋅=



z

CPT

v ∆Μ

∆=∑

σS





APPENDIX FREFERENCES

CWE 2140061.02 June 25, 2014 Appendix F-1

REFERENCES

California Division of Mines and Geology, 1998, Maps of Known Active Fault Near Source-Zones in

California and Adjacent Portions of Nevada.

California Division of Mines and Geology, 1999, Recommended Procedures for Implementation of

DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in

California, organized through the Southern California Earthquake Center, University of Southern

California.

Federal Emergency Management Agency, 2002, San Diego County, California and Incorporated Areas

Flood Insurance Rate Map, Panel 1660 of 2375, Map Number 06073C1660G.

Hart, E.W., 1994, Fault-Rupture Hazard Zones in California, California Division of Mines and Geology

Special Publication 42.

Jennings, C.W., 1975, Fault Map of California, California Division of Mines and Geology, Map

No. 1, Scale 1:750,000.

Kern, P., 1989, Earthquakes and Faults in San Diego County, Pickle Press, 73 pp.

Southern California Soil & Testing, Inc., 2008, Report of Preliminary Geotechnical Investigation,

Lake Jennings Village, SCS&T 0511183, Report No. 1, prepared February 21, 2008.

Tan, Siang S., 2002, Geologic Map of the El Cajon 7.5’ Quadrangle, San Diego County, California,

California Geologic Survey.

Tan, S.S., 1995, Landslide Hazards in the Southern Part of the San Diego Metropolitan Area, San

Diego County, California, California Division of Mines and Geology Open-File Report 95-03.

U.S. Geological Survey, U.S. Seismic Design Maps Web Application,

http://geohazards.usgs.gov/designmaps/us/application.php



APPENDIX GRECOMMENDED GRADING SPECIFICATIONS

GENERAL PROVISIONS

CWE 2140061.02 June 25, 2014 Appendix G, Page G-1

RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS

LAKE JENNINGS MARKETPLACE

LAKE JENNINGS PARK ROAD AND OLDE HWY 80

SAN DIEGO COUNTY, CALIFORNIA

GENERAL INTENT

The intent of these specifications is to establish procedures for clearing, compacting natural ground,

preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the

accepted plans. The recommendations contained in the preliminary geotechnical investigation report

and/or the attached Special Provisions are a part of the Recommended Grading Specifications and

shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall

only be used in conjunction with the geotechnical report for which they are a part. No deviation

from these specifications will be allowed, except where specified in the geotechnical report or in other

written communication signed by the Geotechnical Engineer.

OBSERVATION AND TESTING

Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the

earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer

or his representative provide adequate observation so that he may provide his opinion as to whether

or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist

the Geotechnical Engineer and to keep him appraised of work schedules, changes and new

information and data so that he may provide these opinions. In the event that any unusual conditions

not covered by the special provisions or preliminary geotechnical report are encountered during the

grading operations, the Geotechnical Engineer shall be contacted for further recommendations.

If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as

questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse

weather, etc., construction should be stopped until the conditions are remedied or corrected or he

shall recommend rejection of this work.


Tests used to determine the degree of compaction should be performed in accordance with the

following American Society for Testing and Materials test methods:

Maximum Density & Optimum Moisture Content - ASTM D-1557-91

Density of Soil In-Place - ASTM D-1556-90 or ASTM D-2922

All densities shall be expressed in terms of Relative Compaction as determined by the foregoing

ASTM testing procedures.

PREPARATION OF AREAS TO RECEIVE FILL

All vegetation, brush and debris derived from clearing operations shall be removed, and legally

disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free

from unsightly debris.

After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6

inches, brought to the proper moisture content, compacted and tested for the specified minimum

degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural

ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its

maximum dry density.

When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical

unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent

formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width,

whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2)

percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall

be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes

flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer.

Any abandoned buried structures encountered during grading operations must be totally removed.

All underground utilities to be abandoned beneath any proposed structure should be removed from

within 10 feet of the structure and properly capped off. The resulting depressions from the above

described procedure should be backfilled with acceptable soil that is compacted to the requirements of


the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or

leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned

should be brought to the attention of the Geotechnical Engineer so that he may determine if any

special recommendation will be necessary.

All water wells which will be abandoned should be backfilled and capped in accordance to the

requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet

below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will

depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a

qualified Structural Engineer.

FILL MATERIAL

Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of

vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material

to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils

are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation,

or soils with low strength characteristics may be thoroughly mixed with other soils to provide

satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any

import material shall be approved by the Geotechnical Engineer before being brought to the site.

PLACING AND COMPACTION OF FILL

Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches

in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow

the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each

layer shall be uniformly compacted to the specified minimum degree of compaction with equipment

of adequate size to economically compact the layer. Compaction equipment should either be

specifically designed for soil compaction or of proven reliability. The minimum degree of compaction

to be achieved is specified in either the Special Provisions or the recommendations contained in the

preliminary geotechnical investigation report.


When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be

carefully filled with soil such that the minimum degree of compaction recommended in the Special

Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-

structural fills is discussed in the geotechnical report, when applicable.

Field observation and compaction tests to estimate the degree of compaction of the fill will be taken

by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at

the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is

at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the

Geotechnical Engineer and until the desired relative compaction has been obtained.

Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment.

Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In

addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled.

Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been

constructed. Slope compaction operations shall result in all fill material six or more inches inward

from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry

density or the degree of compaction specified in the Special Provisions section of this specification.

The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the

opinion that the slopes will be surficially stable.

Density tests in the slopes will be made by the Geotechnical Engineer during construction of the

slopes to determine if the required compaction is being achieved. Where failing tests occur or other

field problems arise, the Contractor will be notified that day of such conditions by written

communication from the Geotechnical Engineer or his representative in the form of a daily field

report.

If the method of achieving the required slope compaction selected by the Contractor fails to produce

the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of

compaction is obtained, at no cost to the Owner or Geotechnical Engineer.


CUT SLOPES

The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material

during the grading operations at intervals determined at his discretion. If any conditions not

anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a

potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during

grading, these conditions shall be analyzed by the Engineering Geologist and Geotechnical Engineer

to determine if mitigating measures are necessary.

Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or

steeper than that allowed by the ordinances of the controlling governmental agency.

ENGINEERING OBSERVATION

Field observation by the Geotechnical Engineer or his representative shall be made during the filling

and compaction operations so that he can express his opinion regarding the conformance of the

grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or

his representative or the observation and testing shall release the Grading Contractor from his duty to

compact all fill material to the specified degree of compaction.

SEASON LIMITS

Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy

rain, filling operations shall not be resumed until the proper moisture content and density of the fill

materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be

repaired before acceptance of work.

RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS

RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted

natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and


parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative

compaction.

EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion

index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-2.

OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of

soil over 6 inches in diameter. Oversized materials should not be placed in fill unless

recommendations of placement of such material is provided by the Geotechnical Engineer. At least 40

percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve.

TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building

pad, the cut portion should be undercut a minimum of one foot below the base of the proposed

footings and recompacted as structural backfill. In certain cases that would be addressed in the

geotechnical report, special footing reinforcement or a combination of special footing reinforcement

and undercutting may be required.



APPENDIX HREGIONAL, VICINITY AND RESPONSIBILITY AREA MAPS

· sbtn (robertson 1990) 0 2 4 6 8 10 12 14 16 18 depth (ft) 8 7.5 7 6.5 6 5.5 5 4 3.5 3 2.5 2 1.5...

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