Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

Boring No.Sample No.Depth (ft)

HS-1R-1345

105.5

1.0002.41514.97

67.40.9824

1.0002.415

25.7

Soil Identification: 14.97105.3

14.97104.9

8.0003.9523.0460.0017

4.0002.9462.0120.0017

1.0002.415

2.0002.0030.9090.0017

66.60.990427.6

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

67.60.966825.5

09-13

Project No.: 13139-01

Sample Type:

Ring

Dark olive gray lean clay (CL)

0.00

1.00

2.00

3.00

4.00

5.00

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

1.00

2.00

3.00

4.00

5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-1, R-13 @ 45

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

Boring No.Sample No.Depth (ft)

HS-2R-1030

91.6

1.0002.41520.48

63.60.9943

1.0002.415

33.3

Soil Identification: 20.4890.1

20.4888.9

4.0003.2322.7320.0017

2.0002.0121.5910.0017

1.0002.415

1.0001.2890.8300.0017

61.71.000631.1

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

65.70.980928.0

09-13

Project No.: 13139-01

Sample Type:

Ring

Olive brown lean clay(CL) Af

0.00

1.00

2.00

3.00

4.00

5.00

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

1.00

2.00

3.00

4.00

5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-2, R-10 @ 30

Tested Samples:LGC-HS-1 @ 12.5 ft (Af)LGC- HS-1 @ 45 ft (Af) 19.8 Degrees 18.4 DegreesLGC-HS-2 @ 30 ft (Af) 1.53 ksf 0.83 ksf

At 0.30" Displacement:Peak:

COMPOSITE DIRECT SHEAR PLOT

Project Number: 13139-01Date: Sep-13

Marywood/Orange

0

1

2

3

4

5

6

7

8

9

0 1 2 3 4 5 6 7 8 9

Sh

ear

Str

ess

(ksf

)

Normal Stress (ksf)

Peak At 0.30" Displacement

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

Boring No.Sample No.Depth (ft)

HS-1B-12-5

89.1

1.0002.41517.62

53.31.0146

1.0002.415

33.2

Soil Identification: 17.6289.1

17.6289.1

4.0002.2422.1940.0017

2.0001.2671.1730.0017

1.0002.415

1.0000.7950.5780.0017

53.31.033934.2

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

53.30.985731.4

09-13

Project No.: 13139-01

Sample Type:

90% Remold

Olive brown lean clay (CL)

0.00

1.00

2.00

3.00

4.00

5.00

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

1.00

2.00

3.00

4.00

5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-1, B-1 @ 2-5

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

09-13

Project No.: 13139-01

Sample Type:

90% Remold

Yellowish brown lean clay (CL) 57.2

1.007723.2

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

57.20.967820.2

1.0002.415

2.0001.2641.2170.0017

8.0004.3644.3640.0017

4.0002.2702.2640.0017

21.9

Soil Identification: 14.08101.3

14.08101.3 101.3

1.0002.41514.08

57.20.9839

1.0002.415

Boring No.Sample No.Depth (ft)

HS-1B-339-40

0.00

1.00

2.00

3.00

4.00

5.00

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

1.00

2.00

3.00

4.00

5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-1, B-3 @ 39-40

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

09-13

Project No.: 13139-01

Sample Type:

90% Remold

Yellowish brown lean clay (CL) 54.9

1.039529.9

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

55.61.000727.0

1.0002.415

1.0000.8650.7140.0017

4.0002.3452.2860.0017

2.0001.3331.1910.0017

28.0

Soil Identification: 15.1497.2

15.1496.6 97.2

1.0002.41515.14

55.61.0209

1.0002.415

Boring No.Sample No.Depth (ft)

HS-2B-12-5

0.00

0.50

1.00

1.50

2.00

2.50

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

0.50

1.00

1.50

2.00

2.50

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-2, B-1 @ 2-5

Tested Samples:LGC-HS-1 at 2-5 ft (Af) At 0.30" Displacement:LGC-HS-1 at 39-40 ft (Af) 26.8 Degrees 27.9 DegreesLGC-HS-2 at 2-5 ft (Af) 0.29 ksf 0.13 ksf

Samples Remolded to 90% Relative Compaction

Peak:

COMPOSITE DIRECT SHEAR PLOT

Project Number: 13139-01Date: Sep-13

Marywood/Orange

0

2

4

6

8

0 2 4 6 8

Sh

ear

Str

ess

(ksf

)

Normal Stress (ksf)

Peak At 0.30" Displacement

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

Boring No.Sample No.Depth (ft)

HS-1R-1975

85.3

1.0002.41534.05

92.40.9876

1.0002.415

36.3

Soil Identification: 34.0584.5

34.0583.8

12.00010.7615.5240.0017

6.0005.8513.3040.0017

1.0002.415

3.0002.5371.3960.0017

90.80.986839.0

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

94.20.980935.2

09-13

Project No.: 13139-01

Sample Type:

Ring

Dark grayish brown lean clay'stone' (CL)

0.00

2.00

4.00

6.00

8.00

10.00

12.00

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

2.00

4.00

6.00

8.00

10.00

12.00

0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-1, R-19 @ 75

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

Boring No.Sample No.Depth (ft)

HS-4R-310

82.4

1.0002.41532.69

83.20.9936

1.0002.415

38.7

Soil Identification: 32.6981.8

32.6980.0

4.0003.2952.2160.0017

2.0002.0871.1350.0017

1.0002.415

1.0001.4240.9780.0017

79.70.996642.2

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

84.50.987540.1

09-13

Project No.: 13139-01

Sample Type:

Ring

Olive brown lean clay'stone' (CL) Tpy

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-4, R-3 @ 10

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

Boring No.Sample No.Depth (ft)

HS-4R-520

81.6

1.0002.41537.44

93.10.9946

1.0002.415

42.1

Soil Identification: 37.4480.8

37.4480.3

4.0003.2481.7290.0017

2.0002.1000.9240.0017

1.0002.415

1.0001.4960.6160.0017

92.01.003843.3

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

94.90.985040.9

09-13

Project No.: 13139-01

Sample Type:

Ring

Dark olive gray lean clay (CL)

0.00

1.00

2.00

3.00

4.00

5.00

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

1.00

2.00

3.00

4.00

5.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-4, R-5 @ 20

Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)

Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)

Boring No.Sample No.Depth (ft)

HS-4R-730

78.3

1.0002.41539.59

91.50.9937

1.0002.415

46.5

Soil Identification: 39.5977.7

39.5977.3

4.0003.6402.1130.0017

2.0002.4431.3360.0017

1.0002.415

1.0001.2100.7450.0017

90.41.000846.4

Marywood/OrangeDIRECT SHEAR TEST RESULTS

Consolidated Drained - ASTM D 3080

92.60.983343.2

09-13

Project No.: 13139-01

Sample Type:

Ring

Dark brown lean clay'stone' (CL) Tpy

0.00

1.00

2.00

3.00

4.00

0 0.1 0.2 0.3

She

ar S

tress

(ksf

)

Horizontal Deformation (in.)

0.00

1.00

2.00

3.00

4.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00

Shea

r Stre

ss (k

sf)

Normal Stress (ksf)

DS HS-4, R-7 @ 30

Tested Samples:LGC-HS-1 at 75 ft (Tpy) At 0.30" Displacement:LGC-HS-4 at 10 ft (Tpy) 40.5 Degrees 23.9 DegreesLGC-HS-4 at 20 ft (Tpy) 0.35 ksf 0.28 ksfLGC-HS-4 at 30 ft (Tpy)

Peak:

COMPOSITE DIRECT SHEAR PLOT

Project Number: 13139-01Date: Sep-13

Marywood/Orange

0

2

4

6

8

10

12

14

0 2 4 6 8 10 12 14

Sh

ear

Str

ess

(ksf

)

Normal Stress (ksf)

Peak At 0.30" Displacement

Initial Final Initial Final Initial Final Initial Final

No Time Readings

0.743 91 9899.9

Degree of Saturation (%)Dry Density (pcf)

0.687

Void Ratio

7.5 23.3

Soil Identification: Light olive brown lean clay (CL) Af

Project No.:

Marywood/Orange

09-13

13139-01

Boring No.

Sample No.

Depth (ft.)

Moisture Content (%)

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES of SOILS

ASTM D 2435

26.1 98.2HS-1 R-3

0.2920

0.3420

0.3920

0.4420

0.4920

0.5420

0.5920

0.1 1.0

Def

orm

atio

n D

ial R

eadi

ng (i

n.)

Log of Time (min.)

-4.00

-3.00

-2.00

-1.00

0.00

1.00

2.00

3.000.10 1.00 10.00 100.00

Def

orm

atio

n (%

)

Pressure, p (ksf)

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.3000

0.3500

0.4000

0.4500

0.5000

0.5500

0.0 10.0

Square Root of Time (min.1/2)

Inundate with Tap water

Initial Final Initial Final Initial Final Initial Final

No Time Readings

0.599 76 96105.0

Degree of Saturation (%)Dry Density (pcf)

0.605

Void Ratio

30.0 17.0

Soil Identification: Olive lean clay with sand (CL)s Af

Project No.:

Marywood/Orange

09-13

13139-01

Boring No.

Sample No.

Depth (ft.)

Moisture Content (%)

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES of SOILS

ASTM D 2435

22.1 103.9HS-1 R-10

0.2920

0.3420

0.3920

0.4420

0.4920

0.5420

0.5920

0.1 1.0

Def

orm

atio

n D

ial R

eadi

ng (i

n.)

Log of Time (min.)

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.500.10 1.00 10.00 100.00

Def

orm

atio

n (%

)

Pressure, p (ksf)

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.3000

0.3500

0.4000

0.4500

0.5000

0.5500

0.0 10.0

Square Root of Time (min.1/2)

Inundate with Tap water

Initial Final Initial Final Initial Final Initial Final

Boring No.

Sample No.

Depth (ft.)

Moisture Content (%)

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES of SOILS

ASTM D 2435

36.9 84.3HS-1 R-15 36.2

Soil Identification: Olive gray lean clay (CL) Af

Project No.:

Marywood/Orange

09-13

13139-01

No Time Readings

0.988 94 10082.8

Degree of Saturation (%)Dry Density (pcf)

1.036

Void Ratio

55.0

0.2920

0.3420

0.3920

0.4420

0.4920

0.5420

0.5920

0.1 1.0

Def

orm

atio

n D

ial R

eadi

ng (i

n.)

Log of Time (min.)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.000.10 1.00 10.00 100.00

Def

orm

atio

n (%

)

Pressure, p (ksf)

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.3000

0.3500

0.4000

0.4500

0.5000

0.5500

0.0 10.0

Square Root of Time (min.1/2)

Inundate with Tap water

Initial Final Initial Final Initial Final Initial Final

Boring No.

Sample No.

Depth (ft.)

Moisture Content (%)

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES of SOILS

ASTM D 2435

38.3 82.1HS-1 R-17 38.1

Soil Identification: Grayish brown elastic silt with sand (MH)s Tpy

Project No.:

Marywood/Orange

09-13

13139-01

No Time Readings

1.015 93 9880.1

Degree of Saturation (%)Dry Density (pcf)

1.106

Void Ratio

65.0

0.2920

0.3420

0.3920

0.4420

0.4920

0.5420

0.5920

0.1 1.0

Def

orm

atio

n D

ial R

eadi

ng (i

n.)

Log of Time (min.)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.000.10 1.00 10.00 100.00

Def

orm

atio

n (%

)

Pressure, p (ksf)

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.3000

0.3500

0.4000

0.4500

0.5000

0.5500

0.0 10.0

Square Root of Time (min.1/2)

Inundate with Tap water

Initial Final Initial Final Initial Final Initial Final

Boring No.

Sample No.

Depth (ft.)

Moisture Content (%)

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES of SOILS

ASTM D 2435

38.2 83.2HS-1 R-18 38.1

Soil Identification: Brown lean clay (CL) Tpy

Project No.:

Marywood/Orange

09-13

13139-01

No Time Readings

1.000 96 10081.5

Degree of Saturation (%)Dry Density (pcf)

1.068

Void Ratio

70.0

0.2920

0.3420

0.3920

0.4420

0.4920

0.5420

0.5920

0.1 1.0

Def

orm

atio

n D

ial R

eadi

ng (i

n.)

Log of Time (min.)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.000.10 1.00 10.00 100.00

Def

orm

atio

n (%

)

Pressure, p (ksf)

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.3000

0.3500

0.4000

0.4500

0.5000

0.5500

0.0 10.0

Square Root of Time (min.1/2)

Inundate with Tap water

Initial Final Initial Final Initial Final Initial Final

Boring No.

Sample No.

Depth (ft.)

Moisture Content (%)

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES of SOILS

ASTM D 2435

30.2 91.1HS-2 R-8 23.7

Soil Identification: Olive brown fat clay (CH) Af

Project No.:

Marywood/Orange

09-13

13139-01

No Time Readings

0.876 72 9689.0

Degree of Saturation (%)Dry Density (pcf)

0.894

Void Ratio

20.0

0.2920

0.3420

0.3920

0.4420

0.4920

0.5420

0.5920

0.1 1.0

Def

orm

atio

n D

ial R

eadi

ng (i

n.)

Log of Time (min.)

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.500.10 1.00 10.00 100.00

Def

orm

atio

n (%

)

Pressure, p (ksf)

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.3000

0.3500

0.4000

0.4500

0.5000

0.5500

0.0 10.0

Square Root of Time (min.1/2)

Inundate with Tap water

Tested By : G. Berdy Date: 09/03/13

Input By : J. Ward Revised: 09/19/13HS-1 Depth (ft.)

X Moist Mechanical Ram

Dry Manual Ram

Mold Volume (ft³) 0.03310 Ram Weight = 10 lb.; Drop = 18 in.

1 2 3 4 5 6

3549.0 3625.0 3627.0 3630.0

1874.0 1874.0 1874.0 1874.0

1675.0 1751.0 1753.0 1756.0

485.80 469.20 467.30 433.30

429.40 406.50 396.20 362.40

55.70 55.40 51.30 53.70

15.09 17.86 20.61 22.97

111.6 116.6 116.8 117.0

96.9 99.0 96.8 95.1

99.0 17.5

PROCEDURE USED

X Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less

Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less

Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%

Particle-Size Distribution:

GR:SA:FIAtterberg Limits:

LL,PL,PI

Sample No. :Olive brown lean clay (CL)

2-5

MODIFIED PROCTOR COMPACTION TEST ASTM D 1557

Project No.:Boring No.:

Weight of Container (g)

Weight of Mold (g)

Marywood/Orange

Preparation Method:

Wt. Compacted Soil + Mold (g)

B-1

13139-01

TEST NO.

Soil Identification:

Project Name:

Optimum Moisture Content (%) Maximum Dry Density (pcf)

Net Weight of Soil (g)

Wet Density (pcf)

Dry Density (pcf)

Moisture Content (%)

Wet Weight of Soil + Cont. (g)

Dry Weight of Soil + Cont. (g)

85.0

90.0

95.0

100.0

105.0

10.0 15.0 20.0 25.0 30.

Dry

Den

sity

(p

cf)

Moisture Content (%)

SP. GR. = 2.40SP. GR. = 2.45SP. GR. = 2.50

XX

MX HS-1, B-1 @ 2-5

Tested By : G. Berdy Date: 09/04/13

Input By : J. Ward Date: 09/18/13HS-1 Depth (ft.)

X Moist Mechanical Ram

Dry Manual Ram

Mold Volume (ft³) 0.03310 Ram Weight = 10 lb.; Drop = 18 in.

1 2 3 4 5 6

3588.0 3698.0 3790.0 3773.0

1874.0 1874.0 1874.0 1874.0

1714.0 1824.0 1916.0 1899.0

515.80 504.20 496.30 465.90

480.60 459.60 442.80 408.00

55.50 50.70 51.50 55.40

8.28 10.91 13.67 16.42

114.2 121.5 127.6 126.5

105.4 109.5 112.3 108.6

112.5 14.0

PROCEDURE USED

X Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less

Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less

Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%

Particle-Size Distribution:

GR:SA:FIAtterberg Limits:

LL,PL,PI

Sample No. :Yellowish brown lean clay (CL)

39-40

MODIFIED PROCTOR COMPACTION TEST ASTM D 1557

Project No.:Boring No.:

Weight of Container (g)

Weight of Mold (g)

Marywood/Orange

Preparation Method:

Wt. Compacted Soil + Mold (g)

B-3

13139-01

TEST NO.

Soil Identification:

Project Name:

Optimum Moisture Content (%) Maximum Dry Density (pcf)

Net Weight of Soil (g)

Wet Density (pcf)

Dry Density (pcf)

Moisture Content (%)

Wet Weight of Soil + Cont. (g)

Dry Weight of Soil + Cont. (g)

95.0

100.0

105.0

110.0

115.0

5.0 10.0 15.0 20.0 25.

Dry

Den

sity

(p

cf)

Moisture Content (%)

SP. GR. = 2.45SP. GR. = 2.50SP. GR. = 2.55

XX

MX HS-1, B-3 @ 39-40

Tested By : G. Berdy Date: 09/05/13Input By : J. Ward Date: 09/18/13Depth (ft.) 2-5

X Moist Rammer Weight (lb.) = 10.0Dry #3/4 Height of Drop (in.) = 18.0

X #3/8 6.6#4 0.03310

1 2 3 4 5 63612.0 3688.0 3750.0 3728.01874.0 1874.0 1874.0 1874.01738.0 1814.0 1876.0 1854.0

486.60 474.00 431.70 438.00445.80 425.90 380.00 378.6054.90 54.50 51.20 54.30

10.44 12.95 15.72 18.32115.8 120.8 124.9 123.5104.8 107.0 108.0 104.4

108.0 15.0

110.5 14.0

Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less

X Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less

Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%

Particle-Size Distribution:

GR:SA:FIAtterberg Limits:

LL,PL,PI

MODIFIED PROCTOR COMPACTION TEST ASTM D 1557

Yellowish brown lean clay (CL)

Weight of Mold (g)

Marywood/Orange

HS-2

Wt. Compacted Soil + Mold (g)

B-1Soil Identification:

13139-01

Optimum Moisture Content (%)

Corrected Moisture Content (%)

Project Name:Project No.:Boring No.:Sample No. :

Mold Volume (ft³)

TEST NO.

Net Weight of Soil (g)

Wet Density (pcf)Moisture Content (%)

Wet Weight of Soil + Cont. (g)

Weight of Container (g)

Manual Ram

Dry Weight of Soil + Cont. (g)

Compaction Method

Scalp Fraction (%)

Maximum Dry Density (pcf)

Corrected Dry Density (pcf)

Preparation Method:

Dry Density (pcf)

Mechanical Ram

95.0

100.0

105.0

110.0

115.0

5.0 10.0 15.0 20.0 25

Dry

Den

sity

(p

cf)

Moisture Content (%)

SP. GR. = 2.45SP. GR. = 2.50SP. GR. = 2.55

MX HS-2, B-1 @ 2-5

Tested By: S. Felter Date: 09/05/13Checked By: J. Ward Date: 09/19/13Depth (ft.):

Dry Wt. of Soil + Cont. (g)Wt. of Container No. (g)Dry Wt. of Soil (g)Weight Soil Retained on #4 SievePercent Passing # 4

SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h

Project No.: 13139-01Location:

EXPANSION INDEX of SOILSASTM D 4829

Project Name: Marywood/Orange

HS-1

1000.000.00

1000.000.00

2-5Sample No.: B-1Soil Identification: Olive brown lean clay (CL)

Specimen Diameter (in.) 4.01 4.01

100.00

MOLDED SPECIMEN Before Test After Test

Specimen Height (in.) 1.0000 1.0930Wt. Comp. Soil + Mold (g) 544.90 393.03Wt. of Mold (g) 207.50 0.00Specific Gravity (Assumed) 2.70 2.70Container No. O OWet Wt. of Soil + Cont. (g) 685.60 600.53Dry Wt. of Soil + Cont. (g) 587.50 496.61Wt. of Container (g) 0.00 207.50Moisture Content (%) 16.70 35.94Wet Density (pcf) 101.8 108.5Dry Density (pcf) 87.2 79.8Void Ratio 0.933 1.113Total Porosity 0.483 0.527Pore Volume (cc) 99.9 119.2Degree of Saturation (%) [ S meas] 48.3 87.2

Date Time Pressure (psi)Elapsed Time

(min.)Dial Readings

(in.)

1009/05/13 11:17 1.0 0 0.1610

0.160509/05/13 11:27Add Distilled Water to the Specimen

09/05/13 14:02 1.0 155 0.2460

1.0

0.254009/06/13 8:27 1.0 1260 0.254009/06/13 6:05 1.0 1118

Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 94

Tested By: S. Felter Date: 09/05/13Checked By: J. Ward Date: 09/19/13Depth (ft.):

Dry Wt. of Soil + Cont. (g)Wt. of Container No. (g)Dry Wt. of Soil (g)Weight Soil Retained on #4 SievePercent Passing # 4

SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h

Project No.: 13139-01Location:

EXPANSION INDEX of SOILSASTM D 4829

Project Name: Marywood/Orange

HS-1

1000.000.00

1000.000.00

39-40Sample No.: B-3Soil Identification: Yellowish brown lean clay (CL)

Specimen Diameter (in.) 4.01 4.01

100.00

MOLDED SPECIMEN Before Test After Test

Specimen Height (in.) 1.0000 1.0730Wt. Comp. Soil + Mold (g) 541.20 421.86Wt. of Mold (g) 166.50 0.00Specific Gravity (Assumed) 2.70 2.70Container No. O OWet Wt. of Soil + Cont. (g) 741.80 588.36Dry Wt. of Soil + Cont. (g) 656.50 498.07Wt. of Container (g) 0.00 166.50Moisture Content (%) 12.99 27.23Wet Density (pcf) 113.0 118.6Dry Density (pcf) 100.0 93.2Void Ratio 0.685 0.809Total Porosity 0.407 0.447Pore Volume (cc) 84.2 99.3Degree of Saturation (%) [ S meas] 51.2 90.9

Date Time Pressure (psi)Elapsed Time

(min.)Dial Readings

(in.)

1009/05/13 12:54 1.0 0 0.1500

0.150009/05/13 13:04Add Distilled Water to the Specimen

09/05/13 14:04 1.0 60 0.2140

1.0

0.223009/06/13 8:30 1.0 1166 0.223009/06/13 6:00 1.0 1016

Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 73

Tested By: S. Felter Date: 09/05/13Checked By: J. Ward Date: 09/19/13Depth (ft.):

Dry Wt. of Soil + Cont. (g)Wt. of Container No. (g)Dry Wt. of Soil (g)Weight Soil Retained on #4 SievePercent Passing # 4

SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h

Project No.: 13139-01Location:

EXPANSION INDEX of SOILSASTM D 4829

Project Name: Marywood/Orange

HS-3

1000.000.00

1000.000.00

2-5Sample No.: B-1Soil Identification: Olive lean clay with sand (CL)s

Specimen Diameter (in.) 4.01 4.01

100.00

MOLDED SPECIMEN Before Test After Test

Specimen Height (in.) 1.0000 1.0935Wt. Comp. Soil + Mold (g) 523.00 414.05Wt. of Mold (g) 163.80 0.00Specific Gravity (Assumed) 2.70 2.70Container No. O OWet Wt. of Soil + Cont. (g) 725.40 577.85Dry Wt. of Soil + Cont. (g) 636.30 478.92Wt. of Container (g) 0.00 163.80Moisture Content (%) 14.00 31.39Wet Density (pcf) 108.3 114.2Dry Density (pcf) 95.0 86.9Void Ratio 0.774 0.939Total Porosity 0.436 0.484Pore Volume (cc) 90.3 109.6Degree of Saturation (%) [ S meas] 48.9 90.2

Date Time Pressure (psi)Elapsed Time

(min.)Dial Readings

(in.)

1009/05/13 13:28 1.0 0 0.1820

0.182009/05/13 13:38Add Distilled Water to the Specimen

09/05/13 14:00 1.0 22 0.2340

1.0

0.275509/06/13 8:32 1.0 1134 0.275509/06/13 6:03 1.0 985

Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 94

Project Name: Tested By : A. Santos Date:

Project No. : Data Input By: J. Ward Date:

Boring No.: Depth (ft.) :

Sample No. :

Soil Identification:**California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

Wt. of Container (g)41.67 630

15.11

228.29

Moisture Content (%) (MCi)

Wet Wt. of Soil + Cont. (g)

Dry Wt. of Soil + Cont. (g)

5

Min. Resistivity Moisture Content Sulfate Content

Specimen No.

1

2

Water Added (ml)

(Wa)

30 630

525

Resistance Reading (ohm)

50.52

68.23

DOT CA Test 532 / 643DOT CA Test 417 Part II DOT CA Test 422

520

DOT CA Test 532 / 643

1.000

Chloride Content(ohm-cm)

130.003 515

5204

40

50

60

59.38

517 55.0 1716 1013 7.05 20.8

SOIL RESISTIVITY TESTDOT CA TEST 532 / 643

Temp. (°C)pH

Soil pH

525

515

205.40

53.87

MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100

Marywood/Orange 09/04/13

09/18/13

2-5

13139-01

HS-2

(%) (ppm) (ppm)

B-1

Container No.

Initial Soil Wt. (g) (Wt)

Box Constant

Yellowish brown (CL)

Adjusted Moisture Content

(MC)

Soil Resistivity (ohm-cm)

500

520

540

560

580

600

620

640

40.0 45.0 50.0 55.0 60.0 65.0 70.0

So

il R

esis

tivi

ty (

oh

m-c

m)

Moisture Content (%)

Minimum resistivity read here

Project Name: Marywood/Orange Tested By : G. Berdy Date: 09/12/13

Project No. : 13139-01 Data Input By: J. Ward Date: 09/19/13

Boring No. HS-3

Sample No. B-1

Sample Depth (ft) 2-5

167.88

163.51

61.10

4.27

100.36

31

31/29

860

9:45/10:30

45

39.8095

39.7305

0.0790

3250.85

3396

ml of Extract For Titration (B)

ml of AgNO3 Soln. Used in Titration (C)

PPM of Chloride (C -0.2) * 100 * 30 / B

PPM of Chloride, Dry Wt. Basis N/A

N/A

TESTS for SULFATE CONTENTCHLORIDE CONTENT and pH of SOILS

SULFATE CONTENT, DOT California Test 417, Part II

Soil Identification:

Moisture Content (%)

Weight of Soaked Soil (g)

pH TEST, DOT California Test 532/643

CHLORIDE CONTENT, DOT California Test 422

Temperature °C

pH Value

Beaker No.

Crucible No.

Furnace Temperature (°C)

Time In / Time Out

Olive (CL)s

PPM of Sulfate, Dry Weight Basis

Wt. of Crucible (g)

Wt. of Residue (g) (A)

Wet Weight of Soil + Container (g)

Dry Weight of Soil + Container (g)

Weight of Container (g)

Duration of Combustion (min)

Wt. of Crucible + Residue (g)

PPM of Sulfate (A) x 41150

From Ninyo & Moore, 2007

Appendix D Slope Stability Analyses

Project No. 13139-01 October, 2014

Summary of Slope Stability Analysis

Cross-Section File Name Factor of Safety

Description

A-A’ XA 2.01 Static XAE 1.53 Pseudo-Static

B-B’ XB 1.87 Static XBE 1.44 Pseudo-Static

C-C’ XC 1.78 Static XCE 1.26 Pseudo-Static

D-D’

XD 1.64 Static XDE 1.19 Pseudo-Static

E-E’ XEMSEG 1.51 Through Proposed MSE Wall, Static XEMSEGE 1.18 Pseudo-Static

F-F’ XF 1.60 Static XFE 1.21 Pseudo-Static

Generic 2.03 Surficial Slope Stability Analysis

Notes Regarding Required Allowable Geogrid-Reinforcement Strengths: Global slope stability analysis was performed using the computer program GSTABL7 with STEDwin version 2.005.3 (Gregory Geotechnical Software, 2013). The program GSTABL7 uses what is commonly referred to as Method “B” with respect to calculating factors of safety with the inclusion of added reinforcements such as geogrid. In Method “B” the reinforcement are added to the resisting force/moments in the stability equations thereby the reinforcement will automatically be divided by the factor of safety in the same manner as the soil strength. It is appropriate to use “limiting” values of reinforcement compared to the allowable reinforcement strength values within the slope stability program. Depending on the obtained factor of safety, the “limiting” value of geogrid strength may be equal to the ultimate strength of the reinforcement. Thereby, the required allowable strength for the geogrid-reinforcement can be obtained by dividing the “limiting” geogrid strength by the slope stability factor of safety of 1.5 (i.e., 9.5 kips/ft divided by 1.5 = approximately 6.4 kips/ft).

0 40 80 120 160 200450

490

530

570

610

Marywood / Orange 13139-01 / Sec A-A' / Staticz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\sept 2013\sec a\xa.pl2 Run By: BTZ 9/19/2013 03:52PM

1

1

1

11

1

1

bc def g hi ja

# FSa 2.01b 2.01c 2.01d 2.02e 2.02f 2.02g 2.02h 2.03i 2.03j 2.03

SoilDesc.

Tpy

SoilTypeNo.1

TotalUnit Wt.

(pcf)120.0

SaturatedUnit Wt.

(pcf)120.0

CohesionIntercept

(psf)400.0

FrictionAngle(deg)29.0

Piez.Surface

No.W1

GSTABL7 v.2 FSmin=2.01Safety Factors Are Calculated By The Modified Bishop Method

Z:xa.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/19/2013 Time of Run: 03:52PM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\Sept 2013\Sec A\xa.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\Sept 2013\Sec A\xa.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\Sept 2013\Sec A\xa.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec A-A' / Static BOUNDARY COORDINATES 7 Top Boundaries 7 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 488.00 55.00 488.00 1 2 55.00 488.00 80.00 505.00 1 3 80.00 505.00 106.00 520.00 1 4 106.00 520.00 120.00 524.00 1 5 120.00 524.00 129.00 525.00 1 6 129.00 525.00 160.00 510.00 1 7 160.00 510.00 200.00 510.00 1 User Specified Y-Origin = 450.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 400.0 29.0 0.00 0.0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 6000 Trial Surfaces Have Been Generated. 300 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 45.00(ft) and X = 65.00(ft) Each Surface Terminates Between X = 105.00(ft) and X = 190.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 7.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Total Number of Trial Surfaces Attempted = 0 Number of Trial Surfaces With Valid FS = 0 Statistical Data On All Valid FS Values: FS Max = 0.000 FS Min = 500.000 FS Ave = NaN Standard Deviation = 0.000 Coefficient of Variation = NaN % Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 54.474 488.000

Z:xa.OUT Page 2

2 61.440 487.311 3 68.439 487.407 4 75.384 488.286 5 82.186 489.937 6 88.761 492.340 7 95.025 495.464 8 100.900 499.270 9 106.312 503.710 10 111.192 508.728 11 115.479 514.262 12 119.120 520.240 13 120.914 524.102 Circle Center At X = 64.087 ; Y = 549.657 ; and Radius = 62.402 Factor of Safety *** 2.009 *** Individual data on the 0 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 53.421 488.000 2 60.390 487.342 3 67.390 487.381 4 74.351 488.118 5 81.204 489.544 6 87.881 491.646 7 94.316 494.402 8 100.443 497.786 9 106.204 501.764 10 111.539 506.295 11 116.397 511.335 12 120.728 516.834 13 124.490 522.738 14 125.432 524.604 Circle Center At X = 63.527 ; Y = 557.254 ; and Radius = 69.987 Factor of Safety *** 2.011 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 55.526 488.358 2 62.519 488.043 3 69.505 488.487 4 76.402 489.686 5 83.128 491.624 6 89.605 494.279 7 95.756 497.621 8 101.509 501.608 9 106.796 506.196 10 111.556 511.329 11 115.731 516.947 12 119.273 522.985 13 119.689 523.911 Circle Center At X = 61.922 ; Y = 552.576 ; and Radius = 64.536 Factor of Safety *** 2.013 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 55.526 488.358 2 62.498 487.727 3 69.497 487.828 4 76.448 488.660 5 83.273 490.213 6 89.899 492.470 7 96.253 495.407 8 102.266 498.992

Z:xa.OUT Page 3

9 107.871 503.185 10 113.008 507.941 11 117.619 513.206 12 121.656 518.925 13 124.793 524.533 Circle Center At X = 65.032 ; Y = 554.609 ; and Radius = 66.930 Factor of Safety *** 2.015 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 52.368 488.000 2 59.331 487.278 3 66.331 487.267 4 73.296 487.965 5 80.154 489.367 6 86.835 491.457 7 93.269 494.214 8 99.390 497.610 9 105.136 501.609 10 110.445 506.170 11 115.265 511.247 12 119.545 516.786 13 123.241 522.731 14 124.082 524.454 Circle Center At X = 62.974 ; Y = 555.903 ; and Radius = 68.726 Factor of Safety *** 2.015 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 54.474 488.000 2 61.426 487.185 3 68.426 487.222 4 75.369 488.111 5 82.153 489.839 6 88.676 492.379 7 94.841 495.694 8 100.557 499.735 9 105.738 504.441 10 110.308 509.744 11 114.199 515.563 12 117.353 521.812 13 117.927 523.408 Circle Center At X = 64.621 ; Y = 544.503 ; and Radius = 57.407 Factor of Safety *** 2.022 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 53.421 488.000 2 60.353 487.027 3 67.350 486.805 4 74.329 487.337 5 81.211 488.617 6 87.915 490.631 7 94.364 493.354 8 100.482 496.755 9 106.199 500.795 10 111.448 505.426 11 116.167 510.596 12 120.304 516.243 13 123.808 522.303 14 124.795 524.533 Circle Center At X = 65.934 ; Y = 551.542 ; and Radius = 64.762 Factor of Safety *** 2.022 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft)

Z:xa.OUT Page 4

1 53.421 488.000 2 60.384 487.285 3 67.384 487.217 4 74.360 487.794 5 81.253 489.013 6 88.004 490.863 7 94.556 493.328 8 100.852 496.388 9 106.839 500.016 10 112.465 504.180 11 117.683 508.847 12 122.448 513.974 13 126.719 519.520 14 129.906 524.561 Circle Center At X = 64.643 ; Y = 562.806 ; and Radius = 75.643 Factor of Safety *** 2.028 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 50.263 488.000 2 57.215 487.183 3 64.214 487.038 4 71.194 487.567 5 78.090 488.765 6 84.840 490.621 7 91.380 493.118 8 97.649 496.232 9 103.589 499.935 10 109.146 504.192 11 114.267 508.964 12 118.906 514.206 13 123.019 519.870 14 125.829 524.648 Circle Center At X = 62.234 ; Y = 559.546 ; and Radius = 72.541 Factor of Safety *** 2.029 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 55.526 488.358 2 62.508 487.858 3 69.507 487.987 4 76.466 488.744 5 83.329 490.123 6 90.040 492.113 7 96.545 494.698 8 102.792 497.857 9 108.729 501.565 10 114.310 505.791 11 119.488 510.501 12 124.222 515.657 13 128.474 521.218 14 130.425 524.310 Circle Center At X = 64.614 ; Y = 565.419 ; and Radius = 77.595 Factor of Safety *** 2.030 *** **** END OF GSTABL7 OUTPUT ****

0 40 80 120 160 200450

490

530

570

610

Marywood / Orange 13139-01 / Sec A-A' / Seismicz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec a\xae.plt Run By: BTZ 9/15/2014 09:44AM

1

1

1

11

1

1

SoilDesc.

Tpy

SoilTypeNo.1

TotalUnit Wt.

(pcf)120.0

SaturatedUnit Wt.

(pcf)120.0

CohesionIntercept

(psf)400.0

FrictionAngle(deg)29.0

Piez.Surface

No.W1

Load ValuePeak(A) 0.400(g)kh Coef. 0.150(g)<

GSTABL7 v.2 FSmin=1.53Factor Of Safety Is Calculated By The Modified Bishop Method

Z:xae.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/15/2014 Time of Run: 09:44AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec A\xae.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec A\xae.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec A\xae.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec A-A' / Seismic BOUNDARY COORDINATES 7 Top Boundaries 7 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 488.00 55.00 488.00 1 2 55.00 488.00 80.00 505.00 1 3 80.00 505.00 106.00 520.00 1 4 106.00 520.00 120.00 524.00 1 5 120.00 524.00 129.00 525.00 1 6 129.00 525.00 160.00 510.00 1 7 160.00 510.00 200.00 510.00 1 User Specified Y-Origin = 450.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 400.0 29.0 0.00 0.0 1 Specified Peak Ground Acceleration Coefficient (A) = 0.400(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore-Pressure Factor = 0.000 Trial Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 54.474 488.000 2 61.440 487.311 3 68.439 487.407 4 75.384 488.286 5 82.186 489.937 6 88.761 492.340 7 95.025 495.464 8 100.900 499.270 9 106.312 503.710 10 111.192 508.728 11 115.479 514.262 12 119.120 520.240 13 120.914 524.102 DEFLECTION ANGLE & SEGMENT DATA FOR SPECIFIED SURFACE(Excluding Last Segment) Angle/Segment No. Deflection(Deg) Segment Length(ft) 1 6.43 7.00 2 6.43 7.00

Z:xae.OUT Page 2

3 6.43 7.00 4 6.43 7.00 5 6.43 7.00 6 6.43 7.00 7 6.43 7.00 8 6.43 7.00 9 6.44 7.00 10 6.42 7.00 Circle Center At X = 64.088(ft) ; Y = 549.655(ft); and Radius = 62.400(ft) * * Factor Of Safety Is Calculated By The Modified Bishop Method * * Factor Of Safety For The Preceding Specified Surface = 1.530 ***Table 1 - Individual Data on the 16 Slices*** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.5 1.6 0.0 0.0 0.0 0.0 0.2 0.0 0.0 2 6.4 1978.5 0.0 0.0 0.0 0.0 296.8 0.0 0.0 3 7.0 6215.0 0.0 0.0 0.0 0.0 932.3 0.0 0.0 4 6.9 9711.9 0.0 0.0 0.0 0.0 1456.8 0.0 0.0 5 4.6 8078.6 0.0 0.0 0.0 0.0 1211.8 0.0 0.0 6 2.2 4186.3 0.0 0.0 0.0 0.0 627.9 0.0 0.0 7 6.6 13428.2 0.0 0.0 0.0 0.0 2014.2 0.0 0.0 8 6.3 13499.7 0.0 0.0 0.0 0.0 2025.0 0.0 0.0 9 5.9 12687.2 0.0 0.0 0.0 0.0 1903.1 0.0 0.0 10 5.1 10506.1 0.0 0.0 0.0 0.0 1575.9 0.0 0.0 11 0.3 616.4 0.0 0.0 0.0 0.0 92.5 0.0 0.0 12 4.9 8530.6 0.0 0.0 0.0 0.0 1279.6 0.0 0.0 13 4.3 5453.5 0.0 0.0 0.0 0.0 818.0 0.0 0.0 14 3.6 2611.7 0.0 0.0 0.0 0.0 391.8 0.0 0.0 15 0.9 283.8 0.0 0.0 0.0 0.0 42.6 0.0 0.0 16 0.9 102.3 0.0 0.0 0.0 0.0 15.3 0.0 0.0 ***Table 2 - Base Stress Data on the 16 Slices*** Slice Alpha X-Coord. Base Available Mobilized No. (deg) Slice Cntr Leng. Shear Strength Shear Stress * (ft) (ft) (psf) (psf) 1 -5.65 54.74 0.53 416.66 0.16 2 -5.65 58.22 6.47 591.49 14.60 3 0.79 64.94 7.00 887.81 137.45 4 7.21 71.91 7.00 1123.61 361.23 5 13.64 77.69 4.75 1259.35 619.26 6 13.64 81.09 2.25 1343.39 674.54 7 20.08 85.47 7.00 1352.90 889.48 8 26.51 91.89 7.00 1350.54 1077.97 9 32.94 97.96 7.00 1293.42 1174.40 10 39.37 103.45 6.60 1188.56 1161.98 11 39.37 106.16 0.40 1152.44 1115.60 12 45.80 108.75 7.00 997.36 979.81 13 52.24 113.34 7.00 752.94 677.50 14 58.66 117.30 7.00 500.09 345.10 15 65.08 119.56 2.09 325.14 131.36 16 65.08 120.46 2.17 259.59 45.71 Sum of the Resisting Forces (including Pier/Pile, Tieback, Reinforcing Soil Nail, and Applied Forces if applicable) = 80376.88 (lbs) Average Available Shear Strength (including Tieback, Pier/Pile, Reinforcing, Soil Nail, and Applied Forces if applicable) = 989.16(psf) Sum of the Driving Forces = 52542.91 (lbs) Average Mobilized Shear Stress = 646.62(psf) Total length of the failure surface = 81.26(ft) CAUTION - Factor Of Safety Is Calculated By The Modified Bishop Method. This Method Is Valid Only If The Failure Surface Approximates A Circular Arc. *** SEISMIC SLOPE DISPLACEMENT DATA *** (Note: kv is set = zero for displacement calculations) Seismic Yield Coefficient (ky) = 0.4510(g) Calculated Newmark Seismic Displacement = 0.031(ft) Non-Symmetrical Sliding Resistance Has Been Specified for Downhill Sliding. **** END OF GSTABL7 OUTPUT ****

0 30 60 90 120 150480

510

540

570

600

Marywood / Orange 13139-01 / Sec B-B' / Staticz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\sept 2013\sec b\xb.pl2 Run By: BTZ 9/23/2013 11:40AM

1

1

1

b cdefg h ija

# FSa 1.87b 1.87c 1.88d 1.88e 1.88f 1.88g 1.88h 1.88i 1.88j 1.88

SoilDesc.

Tpy

SoilTypeNo.1

TotalUnit Wt.

(pcf)120.0

SaturatedUnit Wt.

(pcf)120.0

CohesionIntercept

(psf)400.0

FrictionAngle(deg)29.0

Piez.Surface

No.W1

GSTABL7 v.2 FSmin=1.87Safety Factors Are Calculated By The Modified Bishop Method

Z:xb.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/23/2013 Time of Run: 11:40AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\Sept 2013\Sec B\xb.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\Sept 2013\Sec B\xb.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\Sept 2013\Sec B\xb.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec B-B' / Static BOUNDARY COORDINATES 3 Top Boundaries 3 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 502.00 28.00 502.00 1 2 28.00 502.00 86.00 540.00 1 3 86.00 540.00 150.00 540.00 1 User Specified Y-Origin = 480.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 400.0 29.0 0.00 0.0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 6000 Trial Surfaces Have Been Generated. 300 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 15.00(ft) and X = 32.00(ft) Each Surface Terminates Between X = 85.00(ft) and X = 115.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 5.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Total Number of Trial Surfaces Attempted = 0 Number of Trial Surfaces With Valid FS = 0 Statistical Data On All Valid FS Values: FS Max = 0.000 FS Min = 500.000 FS Ave = NaN Standard Deviation = 0.000 Coefficient of Variation = NaN % Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 28.421 502.276 2 33.419 502.134 3 38.414 502.347 4 43.382 502.915 5 48.297 503.835

Z:xb.OUT Page 2

6 53.134 505.102 7 57.868 506.709 8 62.477 508.649 9 66.935 510.912 10 71.222 513.485 11 75.315 516.358 12 79.193 519.513 13 82.837 522.937 14 86.229 526.611 15 89.350 530.516 16 92.187 534.634 17 94.723 538.943 18 95.248 540.000 Circle Center At X = 32.940 ; Y = 572.322 ; and Radius = 70.192 Factor of Safety *** 1.866 *** Individual data on the 0 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 26.632 502.000 2 31.610 501.535 3 36.609 501.451 4 41.600 501.749 5 46.554 502.428 6 51.441 503.483 7 56.234 504.909 8 60.903 506.696 9 65.423 508.835 10 69.766 511.313 11 73.906 514.116 12 77.821 517.226 13 81.487 520.627 14 84.882 524.297 15 87.986 528.217 16 90.783 532.362 17 93.254 536.708 18 94.806 540.000 Circle Center At X = 35.220 ; Y = 566.746 ; and Radius = 65.313 Factor of Safety *** 1.874 *** Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 28.421 502.276 2 33.393 501.751 3 38.391 501.612 4 43.385 501.859 5 48.345 502.490 6 53.242 503.503 7 58.045 504.891 8 62.727 506.646 9 67.260 508.757 10 71.616 511.211 11 75.769 513.995 12 79.696 517.090 13 83.371 520.480 14 86.774 524.144 15 89.884 528.059 16 92.682 532.203 17 95.152 536.550 18 96.774 540.000 Circle Center At X = 37.709 ; Y = 566.232 ; and Radius = 64.628 Factor of Safety *** 1.875 *** Failure Surface Specified By 18 Coordinate Points

Z:xb.OUT Page 3

Point X-Surf Y-Surf No. (ft) (ft) 1 28.421 502.276 2 33.419 502.425 3 38.397 502.894 4 43.335 503.680 5 48.212 504.780 6 53.009 506.190 7 57.706 507.905 8 62.284 509.916 9 66.723 512.216 10 71.006 514.796 11 75.116 517.644 12 79.035 520.749 13 82.747 524.099 14 86.237 527.679 15 89.491 531.475 16 92.495 535.472 17 95.238 539.653 18 95.435 540.000 Circle Center At X = 28.604 ; Y = 580.335 ; and Radius = 78.059 Factor of Safety *** 1.877 *** Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 25.737 502.000 2 30.707 501.458 3 35.704 501.286 4 40.700 501.484 5 45.668 502.052 6 50.580 502.986 7 55.409 504.281 8 60.130 505.930 9 64.715 507.924 10 69.140 510.253 11 73.380 512.902 12 77.412 515.859 13 81.214 519.106 14 84.766 522.625 15 88.047 526.398 16 91.040 530.404 17 93.727 534.620 18 96.096 539.023 19 96.531 540.000 Circle Center At X = 35.529 ; Y = 568.756 ; and Radius = 67.471 Factor of Safety *** 1.879 *** Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 26.632 502.000 2 31.591 501.367 3 36.585 501.120 4 41.583 501.261 5 46.555 501.788 6 51.472 502.700 7 56.302 503.989 8 61.019 505.649 9 65.592 507.669 10 69.996 510.038 11 74.202 512.741 12 78.187 515.762 13 81.925 519.082 14 85.395 522.682 15 88.575 526.540 16 91.447 530.633 17 93.993 534.936 18 96.198 539.424 19 96.428 540.000

Z:xb.OUT Page 4

Circle Center At X = 37.270 ; Y = 565.594 ; and Radius = 64.478 Factor of Safety *** 1.879 *** Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 26.632 502.000 2 31.608 501.518 3 36.608 501.434 4 41.598 501.748 5 46.547 502.459 6 51.424 503.562 7 56.197 505.050 8 60.837 506.914 9 65.313 509.142 10 69.597 511.719 11 73.663 514.630 12 77.484 517.855 13 81.035 521.374 14 84.295 525.166 15 87.243 529.205 16 89.859 533.465 17 92.127 537.921 18 92.984 540.000 Circle Center At X = 35.185 ; Y = 563.995 ; and Radius = 62.582 Factor of Safety *** 1.881 *** Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 27.526 502.000 2 32.479 501.315 3 37.471 501.025 4 42.470 501.130 5 47.445 501.631 6 52.364 502.524 7 57.198 503.803 8 61.915 505.461 9 66.486 507.487 10 70.882 509.869 11 75.076 512.591 12 79.042 515.637 13 82.754 518.986 14 86.189 522.620 15 89.326 526.513 16 92.145 530.643 17 94.628 534.983 18 96.760 539.505 19 96.947 540.000 Circle Center At X = 38.640 ; Y = 564.138 ; and Radius = 63.124 Factor of Safety *** 1.881 *** Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 26.632 502.000 2 31.602 501.458 3 36.599 501.271 4 41.596 501.441 5 46.568 501.966 6 51.491 502.843 7 56.338 504.069 8 61.086 505.636 9 65.710 507.538 10 70.188 509.763 11 74.495 512.302 12 78.611 515.142 13 82.514 518.266 14 86.185 521.661 15 89.605 525.309

Z:xb.OUT Page 5

16 92.756 529.190 17 95.624 533.287 18 98.192 537.577 19 99.418 540.000 Circle Center At X = 36.720 ; Y = 571.467 ; and Radius = 70.196 Factor of Safety *** 1.881 *** Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 25.737 502.000 2 30.712 501.497 3 35.710 501.378 4 40.703 501.643 5 45.661 502.290 6 50.555 503.316 7 55.355 504.715 8 60.034 506.478 9 64.564 508.595 10 68.918 511.053 11 73.070 513.838 12 76.996 516.934 13 80.673 520.323 14 84.079 523.983 15 87.194 527.894 16 90.000 532.033 17 92.479 536.375 18 94.195 540.000 Circle Center At X = 34.775 ; Y = 566.382 ; and Radius = 65.013 Factor of Safety *** 1.882 *** **** END OF GSTABL7 OUTPUT ****

0 30 60 90 120 150480

510

540

570

600

Marywood / Orange 13139-01 / Sec B-B' / Seismicz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec b\xbe.plt Run By: BTZ 9/15/2014 09:46AM

1

1

1

SoilDesc.

Tpy

SoilTypeNo.1

TotalUnit Wt.

(pcf)120.0

SaturatedUnit Wt.

(pcf)120.0

CohesionIntercept

(psf)400.0

FrictionAngle(deg)29.0

Piez.Surface

No.W1

Load ValuePeak(A) 0.400(g)kh Coef. 0.150(g)<

GSTABL7 v.2 FSmin=1.44Factor Of Safety Is Calculated By The Modified Bishop Method

Z:xbe.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/15/2014 Time of Run: 09:46AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec B\xbe.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec B\xbe.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec B\xbe.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec B-B' / Seismic BOUNDARY COORDINATES 3 Top Boundaries 3 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 502.00 28.00 502.00 1 2 28.00 502.00 86.00 540.00 1 3 86.00 540.00 150.00 540.00 1 User Specified Y-Origin = 480.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 400.0 29.0 0.00 0.0 1 Specified Peak Ground Acceleration Coefficient (A) = 0.400(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore-Pressure Factor = 0.000 Trial Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 28.421 502.276 2 33.419 502.134 3 38.414 502.347 4 43.382 502.915 5 48.297 503.835 6 53.134 505.102 7 57.868 506.709 8 62.477 508.649 9 66.935 510.912 10 71.222 513.485 11 75.315 516.358 12 79.193 519.513 13 82.837 522.937 14 86.229 526.611 15 89.350 530.516 16 92.187 534.634 17 94.723 538.943 18 95.248 540.000 DEFLECTION ANGLE & SEGMENT DATA FOR SPECIFIED SURFACE(Excluding Last Segment) Angle/Segment No. Deflection(Deg) Segment Length(ft) 1 4.07 5.00

Z:xbe.OUT Page 2

2 4.08 5.00 3 4.08 5.00 4 4.08 5.00 5 4.07 5.00 6 4.08 5.00 7 4.09 5.00 8 4.06 5.00 9 4.09 5.00 10 4.07 5.00 11 4.09 5.00 12 4.07 5.00 13 4.08 5.00 14 4.07 5.00 15 4.09 5.00 Circle Center At X = 32.939(ft) ; Y = 572.326(ft); and Radius = 70.196(ft) * * Factor Of Safety Is Calculated By The Modified Bishop Method * * Factor Of Safety For The Preceding Specified Surface = 1.439 ***Table 1 - Individual Data on the 18 Slices*** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 5.0 1024.5 0.0 0.0 0.0 0.0 153.7 0.0 0.0 2 5.0 2964.8 0.0 0.0 0.0 0.0 444.7 0.0 0.0 3 5.0 4661.6 0.0 0.0 0.0 0.0 699.2 0.0 0.0 4 4.9 6082.6 0.0 0.0 0.0 0.0 912.4 0.0 0.0 5 4.8 7205.6 0.0 0.0 0.0 0.0 1080.8 0.0 0.0 6 4.7 8017.0 0.0 0.0 0.0 0.0 1202.5 0.0 0.0 7 4.6 8517.2 0.0 0.0 0.0 0.0 1277.6 0.0 0.0 8 4.5 8702.9 0.0 0.0 0.0 0.0 1305.4 0.0 0.0 9 4.3 8598.8 0.0 0.0 0.0 0.0 1289.8 0.0 0.0 10 4.1 8220.7 0.0 0.0 0.0 0.0 1233.1 0.0 0.0 11 3.9 7601.3 0.0 0.0 0.0 0.0 1140.2 0.0 0.0 12 3.6 6781.8 0.0 0.0 0.0 0.0 1017.3 0.0 0.0 13 3.2 5433.0 0.0 0.0 0.0 0.0 814.9 0.0 0.0 14 0.2 371.3 0.0 0.0 0.0 0.0 55.7 0.0 0.0 15 3.1 4283.2 0.0 0.0 0.0 0.0 642.5 0.0 0.0 16 2.8 2527.8 0.0 0.0 0.0 0.0 379.2 0.0 0.0 17 2.5 977.3 0.0 0.0 0.0 0.0 146.6 0.0 0.0 18 0.5 33.3 0.0 0.0 0.0 0.0 5.0 0.0 0.0 ***Table 2 - Base Stress Data on the 18 Slices*** Slice Alpha X-Coord. Base Available Mobilized No. (deg) Slice Cntr Leng. Shear Strength Shear Stress * (ft) (ft) (psf) (psf) 1 -1.63 30.92 5.00 519.30 24.54 2 2.44 35.92 5.00 717.22 111.00 3 6.52 40.90 5.00 881.30 237.05 4 10.60 45.84 5.00 1012.94 389.75 5 14.68 50.72 5.00 1113.38 555.15 6 18.75 55.50 5.00 1183.88 719.06 7 22.83 60.17 5.00 1225.58 868.21 8 26.91 64.71 5.00 1239.67 990.52 9 30.97 69.08 5.00 1227.90 1075.52 10 35.07 73.27 5.00 1191.18 1116.88 11 39.13 77.25 5.00 1131.77 1109.95 12 43.22 81.01 5.00 1051.09 1054.52 13 47.28 84.42 4.66 954.01 956.84 14 47.28 86.11 0.34 916.43 904.25 15 51.37 87.79 5.00 783.19 739.08 16 55.44 90.77 5.00 573.28 455.27 17 59.52 93.46 5.00 370.85 182.66 18 63.59 94.99 1.18 245.06 27.13 Sum of the Resisting Forces (including Pier/Pile, Tieback, Reinforcing Soil Nail, and Applied Forces if applicable) = 76173.16 (lbs) Average Available Shear Strength (including Tieback, Pier/Pile, Reinforcing, Soil Nail, and Applied Forces if applicable) = 938.32(psf) Sum of the Driving Forces = 52944.09 (lbs) Average Mobilized Shear Stress = 652.18(psf) Total length of the failure surface = 81.18(ft) CAUTION - Factor Of Safety Is Calculated By The Modified Bishop

Z:xbe.OUT Page 3

Method. This Method Is Valid Only If The Failure Surface Approximates A Circular Arc. *** SEISMIC SLOPE DISPLACEMENT DATA *** (Note: kv is set = zero for displacement calculations) Seismic Yield Coefficient (ky) = 0.4091(g) Calculated Newmark Seismic Displacement = 0.037(ft) Non-Symmetrical Sliding Resistance Has Been Specified for Downhill Sliding. **** END OF GSTABL7 OUTPUT ****

0 100 200 300 400 500300

400

500

600

700

Marywood / Orange 13139-01 / Sec C-C' / Staticz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec c\xc.pl2 Run By: BTZ 9/15/2014 09:59AM

2 22

2

2

22

22 2

11

11 1

2 2

2

2 2

b cde fghi ja

# FSa 1.78b 1.78c 1.78d 1.78e 1.78f 1.78g 1.78h 1.78i 1.79j 1.79

SoilDesc.

AfTpy

SoilTypeNo.12

TotalUnit Wt.

(pcf)120.0120.0

SaturatedUnit Wt.

(pcf)120.0120.0

CohesionIntercept

(psf)300.0400.0

FrictionAngle(deg)26.029.0

Piez.Surface

No.W1W1

GSTABL7 v.2 FSmin=1.78Safety Factors Are Calculated By The Modified Bishop Method

Z:xc.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/15/2014 Time of Run: 09:59AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec C\xc.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec C\xc.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec C\xc.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec C-C' / Static BOUNDARY COORDINATES 15 Top Boundaries 20 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 370.00 11.00 374.00 2 2 11.00 374.00 90.00 376.00 2 3 90.00 376.00 116.00 386.00 2 4 116.00 386.00 145.00 403.00 2 5 145.00 403.00 183.00 415.00 2 6 183.00 415.00 200.00 426.00 2 7 200.00 426.00 209.00 429.00 2 8 209.00 429.00 222.00 439.00 2 9 222.00 439.00 233.00 442.00 2 10 233.00 442.00 243.00 442.00 2 11 243.00 442.00 279.00 460.00 1 12 279.00 460.00 285.00 460.00 1 13 285.00 460.00 327.00 481.00 1 14 327.00 481.00 440.00 481.00 1 15 440.00 481.00 500.00 481.00 1 16 243.00 442.00 358.00 444.00 2 17 358.00 444.00 367.00 446.00 2 18 367.00 446.00 440.00 481.00 2 19 440.00 481.00 452.00 478.00 2 20 452.00 478.00 500.00 478.00 2 User Specified Y-Origin = 300.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 400.0 29.0 0.00 0.0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 6000 Trial Surfaces Have Been Generated. 300 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 85.00(ft) and X = 115.00(ft) Each Surface Terminates Between X = 235.00(ft) and X = 480.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft)

Z:xc.OUT Page 2

7.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Total Number of Trial Surfaces Attempted = 0 Number of Trial Surfaces With Valid FS = 0 Statistical Data On All Valid FS Values: FS Max = 0.000 FS Min = 500.000 FS Ave = NaN Standard Deviation = 0.000 Coefficient of Variation = NaN % Failure Surface Specified By 42 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 94.474 377.721 2 101.474 377.673 3 108.473 377.764 4 115.469 377.992 5 122.460 378.359 6 129.441 378.863 7 136.412 379.505 8 143.368 380.284 9 150.308 381.201 10 157.229 382.254 11 164.127 383.443 12 171.000 384.768 13 177.846 386.228 14 184.662 387.824 15 191.445 389.553 16 198.193 391.415 17 204.902 393.411 18 211.571 395.538 19 218.197 397.796 20 224.777 400.185 21 231.308 402.703 22 237.789 405.349 23 244.216 408.123 24 250.587 411.022 25 256.900 414.047 26 263.152 417.196 27 269.340 420.467 28 275.463 423.860 29 281.518 427.373 30 287.502 431.005 31 293.413 434.754 32 299.250 438.618 33 305.009 442.597 34 310.688 446.689 35 316.286 450.893 36 321.800 455.205 37 327.227 459.626 38 332.566 464.153 39 337.815 468.784 40 342.972 473.518 41 348.034 478.352 42 350.699 481.000 Circle Center At X = 100.400 ; Y = 732.494 ; and Radius = 354.823 Factor of Safety *** 1.779 *** Individual data on the 0 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Failure Surface Specified By 42 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.895 377.113 2 99.874 376.571 3 106.864 376.196 4 113.861 375.988

Z:xc.OUT Page 3

5 120.860 375.948 6 127.859 376.075 7 134.853 376.370 8 141.838 376.832 9 148.809 377.461 10 155.764 378.258 11 162.698 379.220 12 169.606 380.348 13 176.486 381.641 14 183.332 383.099 15 190.142 384.720 16 196.911 386.503 17 203.635 388.448 18 210.311 390.554 19 216.935 392.819 20 223.502 395.241 21 230.009 397.821 22 236.453 400.555 23 242.830 403.443 24 249.135 406.483 25 255.366 409.672 26 261.519 413.010 27 267.590 416.495 28 273.576 420.123 29 279.474 423.894 30 285.279 427.806 31 290.989 431.854 32 296.601 436.039 33 302.111 440.357 34 307.516 444.805 35 312.812 449.382 36 317.998 454.084 37 323.070 458.908 38 328.024 463.853 39 332.859 468.915 40 337.571 474.092 41 342.158 479.379 42 343.498 481.000 Circle Center At X = 119.052 ; Y = 668.219 ; and Radius = 292.278 Factor of Safety *** 1.780 *** Failure Surface Specified By 43 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 89.737 375.993 2 96.722 375.537 3 103.715 375.232 4 110.714 375.079 5 117.714 375.078 6 124.712 375.228 7 131.706 375.530 8 138.691 375.983 9 145.665 376.587 10 152.624 377.343 11 159.565 378.249 12 166.485 379.305 13 173.380 380.511 14 180.248 381.866 15 187.084 383.370 16 193.887 385.021 17 200.652 386.819 18 207.376 388.764 19 214.057 390.854 20 220.691 393.087 21 227.275 395.465 22 233.806 397.984 23 240.281 400.644 24 246.697 403.444 25 253.050 406.382 26 259.338 409.457

Z:xc.OUT Page 4

27 265.559 412.668 28 271.708 416.013 29 277.783 419.490 30 283.782 423.098 31 289.700 426.835 32 295.537 430.700 33 301.289 434.690 34 306.952 438.804 35 312.525 443.039 36 318.005 447.394 37 323.390 451.867 38 328.676 456.456 39 333.862 461.158 40 338.944 465.971 41 343.921 470.894 42 348.791 475.923 43 353.498 481.000 Circle Center At X = 114.282 ; Y = 698.109 ; and Radius = 323.049 Factor of Safety *** 1.781 *** Failure Surface Specified By 43 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 91.316 376.506 2 98.316 376.543 3 105.314 376.707 4 112.308 376.999 5 119.295 377.419 6 126.274 377.965 7 133.241 378.638 8 140.195 379.439 9 147.134 380.365 10 154.054 381.418 11 160.954 382.597 12 167.831 383.902 13 174.684 385.331 14 181.509 386.885 15 188.305 388.563 16 195.069 390.365 17 201.800 392.290 18 208.494 394.336 19 215.149 396.505 20 221.764 398.794 21 228.337 401.204 22 234.864 403.732 23 241.344 406.380 24 247.775 409.144 25 254.154 412.026 26 260.480 415.023 27 266.750 418.135 28 272.963 421.361 29 279.116 424.699 30 285.207 428.149 31 291.234 431.709 32 297.195 435.378 33 303.088 439.156 34 308.912 443.040 35 314.664 447.029 36 320.342 451.123 37 325.944 455.319 38 331.470 459.617 39 336.916 464.015 40 342.281 468.511 41 347.563 473.104 42 352.761 477.793 43 356.189 481.000 Circle Center At X = 92.789 ; Y = 760.774 ; and Radius = 384.271 Factor of Safety *** 1.782 *** Failure Surface Specified By 41 Coordinate Points

Z:xc.OUT Page 5

Point X-Surf Y-Surf No. (ft) (ft) 1 94.474 377.721 2 101.467 377.424 3 108.466 377.291 4 115.466 377.322 5 122.463 377.516 6 129.454 377.874 7 136.435 378.396 8 143.401 379.080 9 150.350 379.928 10 157.277 380.937 11 164.178 382.109 12 171.050 383.441 13 177.889 384.934 14 184.691 386.586 15 191.453 388.397 16 198.170 390.366 17 204.840 392.491 18 211.458 394.772 19 218.021 397.206 20 224.525 399.794 21 230.967 402.533 22 237.343 405.422 23 243.650 408.459 24 249.884 411.643 25 256.042 414.972 26 262.120 418.444 27 268.115 422.057 28 274.025 425.809 29 279.845 429.699 30 285.572 433.723 31 291.204 437.881 32 296.736 442.169 33 302.167 446.585 34 307.494 451.127 35 312.712 455.793 36 317.820 460.579 37 322.815 465.483 38 327.694 470.503 39 332.454 475.636 40 337.092 480.878 41 337.195 481.000 Circle Center At X = 110.651 ; Y = 676.564 ; and Radius = 299.280 Factor of Safety *** 1.783 *** Failure Surface Specified By 42 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 91.316 376.506 2 98.309 376.803 3 105.297 377.220 4 112.276 377.757 5 119.246 378.413 6 126.202 379.189 7 133.145 380.084 8 140.071 381.098 9 146.979 382.231 10 153.866 383.482 11 160.731 384.851 12 167.571 386.338 13 174.385 387.941 14 181.170 389.662 15 187.925 391.498 16 194.648 393.450 17 201.335 395.518 18 207.987 397.699 19 214.600 399.995 20 221.172 402.403 21 227.703 404.924

Z:xc.OUT Page 6

22 234.189 407.556 23 240.629 410.300 24 247.021 413.153 25 253.363 416.116 26 259.653 419.187 27 265.890 422.365 28 272.071 425.650 29 278.195 429.041 30 284.260 432.536 31 290.265 436.135 32 296.206 439.836 33 302.083 443.638 34 307.894 447.541 35 313.638 451.543 36 319.311 455.643 37 324.914 459.839 38 330.444 464.131 39 335.899 468.518 40 341.278 472.997 41 346.580 477.568 42 350.426 481.000 Circle Center At X = 77.518 ; Y = 784.221 ; and Radius = 407.948 Factor of Safety *** 1.784 *** Failure Surface Specified By 42 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 96.053 378.328 2 103.050 378.154 3 110.050 378.122 4 117.050 378.233 5 124.045 378.486 6 131.034 378.882 7 138.013 379.421 8 144.980 380.101 9 151.931 380.923 10 158.865 381.887 11 165.777 382.992 12 172.665 384.237 13 179.527 385.622 14 186.359 387.147 15 193.158 388.811 16 199.922 390.613 17 206.648 392.552 18 213.333 394.629 19 219.975 396.840 20 226.570 399.187 21 233.115 401.668 22 239.609 404.281 23 246.048 407.026 24 252.430 409.902 25 258.752 412.908 26 265.012 416.041 27 271.206 419.301 28 277.333 422.687 29 283.389 426.197 30 289.373 429.830 31 295.281 433.584 32 301.112 437.457 33 306.862 441.449 34 312.530 445.556 35 318.114 449.779 36 323.610 454.114 37 329.016 458.560 38 334.331 463.116 39 339.552 467.779 40 344.676 472.547 41 349.703 477.419 42 353.250 481.000 Circle Center At X = 108.121 ; Y = 721.578 ; and Radius = 343.462

Z:xc.OUT Page 7

Factor of Safety *** 1.784 *** Failure Surface Specified By 43 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 86.579 375.913 2 93.538 375.162 3 100.514 374.581 4 107.502 374.170 5 114.498 373.930 6 121.498 373.861 7 128.497 373.964 8 135.492 374.237 9 142.478 374.681 10 149.451 375.296 11 156.406 376.080 12 163.341 377.035 13 170.250 378.159 14 177.130 379.451 15 183.976 380.911 16 190.784 382.538 17 197.551 384.330 18 204.272 386.288 19 210.943 388.409 20 217.560 390.693 21 224.119 393.137 22 230.616 395.741 23 237.049 398.503 24 243.411 401.421 25 249.701 404.494 26 255.913 407.720 27 262.045 411.097 28 268.092 414.622 29 274.052 418.294 30 279.920 422.111 31 285.693 426.070 32 291.367 430.169 33 296.940 434.405 34 302.407 438.776 35 307.766 443.279 36 313.014 447.912 37 318.146 452.672 38 323.161 457.556 39 328.055 462.561 40 332.825 467.684 41 337.469 472.922 42 341.983 478.272 43 344.173 481.000 Circle Center At X = 120.813 ; Y = 660.314 ; and Radius = 286.454 Factor of Safety *** 1.784 *** Failure Surface Specified By 41 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.895 377.113 2 99.877 376.612 3 106.869 376.285 4 113.867 376.131 5 120.867 376.151 6 127.865 376.344 7 134.855 376.711 8 141.834 377.252 9 148.798 377.965 10 155.741 378.851 11 162.661 379.909 12 169.552 381.139 13 176.411 382.539 14 183.232 384.109 15 190.013 385.847 16 196.748 387.754

Z:xc.OUT Page 8

17 203.434 389.827 18 210.067 392.065 19 216.642 394.467 20 223.155 397.032 21 229.603 399.757 22 235.981 402.642 23 242.285 405.684 24 248.512 408.882 25 254.658 412.233 26 260.719 415.735 27 266.691 419.387 28 272.570 423.186 29 278.353 427.130 30 284.037 431.216 31 289.618 435.442 32 295.092 439.805 33 300.456 444.302 34 305.706 448.931 35 310.841 453.689 36 315.855 458.573 37 320.747 463.580 38 325.513 468.707 39 330.151 473.951 40 334.656 479.308 41 336.010 481.000 Circle Center At X = 116.571 ; Y = 658.169 ; and Radius = 282.051 Factor of Safety *** 1.785 *** Failure Surface Specified By 42 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 91.316 376.506 2 98.276 375.765 3 105.254 375.199 4 112.243 374.810 5 119.240 374.598 6 126.239 374.562 7 133.238 374.704 8 140.231 375.022 9 147.213 375.516 10 154.181 376.187 11 161.130 377.033 12 168.055 378.055 13 174.952 379.251 14 181.816 380.622 15 188.644 382.165 16 195.431 383.880 17 202.172 385.766 18 208.863 387.821 19 215.501 390.045 20 222.080 392.436 21 228.596 394.992 22 235.046 397.712 23 241.425 400.594 24 247.730 403.636 25 253.955 406.837 26 260.098 410.194 27 266.154 413.705 28 272.119 417.367 29 277.990 421.179 30 283.763 425.139 31 289.434 429.242 32 294.999 433.488 33 300.455 437.873 34 305.799 442.394 35 311.027 447.049 36 316.136 451.835 37 321.122 456.748 38 325.983 461.785 39 330.715 466.943

Z:xc.OUT Page 9

40 335.315 472.220 41 339.780 477.610 42 342.446 481.000 Circle Center At X = 124.157 ; Y = 651.596 ; and Radius = 277.044 Factor of Safety *** 1.786 *** **** END OF GSTABL7 OUTPUT ****

0 100 200 300 400 500300

400

500

600

700

Marywood / Orange 13139-01 / Sec C-C' / Seismicz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec c\xce.plt Run By: BTZ 9/15/2014 10:04AM

2 22

2

2

22

22 2

11

11 1

2 2

2

2 2

SoilDesc.

AfTpy

SoilTypeNo.12

TotalUnit Wt.

(pcf)120.0120.0

SaturatedUnit Wt.

(pcf)120.0120.0

CohesionIntercept

(psf)300.0400.0

FrictionAngle(deg)26.029.0

Piez.Surface

No.W1W1

Load ValuePeak(A) 0.400(g)kh Coef. 0.150(g)<

GSTABL7 v.2 FSmin=1.26Factor Of Safety Is Calculated By The Modified Bishop Method

Z:xce.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/15/2014 Time of Run: 10:04AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec C\xce.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec C\xce.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec C\xce.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec C-C' / Seismic BOUNDARY COORDINATES 15 Top Boundaries 20 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 370.00 11.00 374.00 2 2 11.00 374.00 90.00 376.00 2 3 90.00 376.00 116.00 386.00 2 4 116.00 386.00 145.00 403.00 2 5 145.00 403.00 183.00 415.00 2 6 183.00 415.00 200.00 426.00 2 7 200.00 426.00 209.00 429.00 2 8 209.00 429.00 222.00 439.00 2 9 222.00 439.00 233.00 442.00 2 10 233.00 442.00 243.00 442.00 2 11 243.00 442.00 279.00 460.00 1 12 279.00 460.00 285.00 460.00 1 13 285.00 460.00 327.00 481.00 1 14 327.00 481.00 440.00 481.00 1 15 440.00 481.00 500.00 481.00 1 16 243.00 442.00 358.00 444.00 2 17 358.00 444.00 367.00 446.00 2 18 367.00 446.00 440.00 481.00 2 19 440.00 481.00 452.00 478.00 2 20 452.00 478.00 500.00 478.00 2 User Specified Y-Origin = 300.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 400.0 29.0 0.00 0.0 1 Specified Peak Ground Acceleration Coefficient (A) = 0.400(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore-Pressure Factor = 0.000 Trial Failure Surface Specified By 42 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 94.474 377.721 2 101.474 377.673 3 108.473 377.764

Z:xce.OUT Page 2

4 115.469 377.992 5 122.460 378.359 6 129.441 378.863 7 136.412 379.505 8 143.368 380.284 9 150.308 381.201 10 157.229 382.254 11 164.127 383.443 12 171.000 384.768 13 177.846 386.228 14 184.662 387.824 15 191.445 389.553 16 198.193 391.415 17 204.902 393.411 18 211.571 395.538 19 218.197 397.796 20 224.777 400.185 21 231.308 402.703 22 237.789 405.349 23 244.216 408.123 24 250.587 411.022 25 256.900 414.047 26 263.152 417.196 27 269.340 420.467 28 275.463 423.860 29 281.518 427.373 30 287.502 431.005 31 293.413 434.754 32 299.250 438.618 33 305.009 442.597 34 310.688 446.689 35 316.286 450.893 36 321.800 455.205 37 327.227 459.626 38 332.566 464.153 39 337.815 468.784 40 342.972 473.518 41 348.034 478.352 42 350.699 481.000 DEFLECTION ANGLE & SEGMENT DATA FOR SPECIFIED SURFACE(Excluding Last Segment) Angle/Segment No. Deflection(Deg) Segment Length(ft) 1 1.14 7.00 2 1.12 7.00 3 1.14 7.00 4 1.12 7.00 5 1.13 7.00 6 1.13 7.00 7 1.14 7.00 8 1.12 7.00 9 1.13 7.00 10 1.13 7.00 11 1.13 7.00 12 1.14 7.00 13 1.12 7.00 14 1.13 7.00 15 1.14 7.00 16 1.12 7.00 17 1.13 7.00 18 1.14 7.00 19 1.13 7.00 20 1.12 7.00 21 1.14 7.00 22 1.12 7.00 23 1.14 7.00 24 1.13 7.00 25 1.13 7.00 26 1.13 7.00 27 1.13 7.00 28 1.13 7.00 29 1.13 7.00

Z:xce.OUT Page 3

30 1.12 7.00 31 1.14 7.00 32 1.13 7.00 33 1.13 7.00 34 1.12 7.00 35 1.14 7.00 36 1.13 7.00 37 1.13 7.00 38 1.13 7.00 39 1.13 7.00 Circle Center At X = 100.399(ft) ; Y = 732.494(ft); and Radius = 354.822(ft) * * Factor Of Safety Is Calculated By The Modified Bishop Method * * Factor Of Safety For The Preceding Specified Surface = 1.260 ***Table 1 - Individual Data on the 53 Slices*** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 7.0 1150.8 0.0 0.0 0.0 0.0 172.6 0.0 0.0 2 7.0 3393.6 0.0 0.0 0.0 0.0 509.0 0.0 0.0 3 7.0 5517.7 0.0 0.0 0.0 0.0 827.6 0.0 0.0 4 0.5 502.9 0.0 0.0 0.0 0.0 75.4 0.0 0.0 5 6.5 7522.5 0.0 0.0 0.0 0.0 1128.4 0.0 0.0 6 7.0 11076.4 0.0 0.0 0.0 0.0 1661.5 0.0 0.0 7 7.0 14002.0 0.0 0.0 0.0 0.0 2100.3 0.0 0.0 8 7.0 16786.2 0.0 0.0 0.0 0.0 2517.9 0.0 0.0 9 1.6 4333.9 0.0 0.0 0.0 0.0 650.1 0.0 0.0 10 5.3 14642.3 0.0 0.0 0.0 0.0 2196.3 0.0 0.0 11 6.9 19967.0 0.0 0.0 0.0 0.0 2995.0 0.0 0.0 12 6.9 20778.8 0.0 0.0 0.0 0.0 3116.8 0.0 0.0 13 6.9 21460.1 0.0 0.0 0.0 0.0 3219.0 0.0 0.0 14 6.8 22011.3 0.0 0.0 0.0 0.0 3301.7 0.0 0.0 15 5.2 16918.4 0.0 0.0 0.0 0.0 2537.8 0.0 0.0 16 1.7 5566.0 0.0 0.0 0.0 0.0 834.9 0.0 0.0 17 6.8 24078.1 0.0 0.0 0.0 0.0 3611.7 0.0 0.0 18 6.7 26044.8 0.0 0.0 0.0 0.0 3906.7 0.0 0.0 19 1.8 7314.3 0.0 0.0 0.0 0.0 1097.1 0.0 0.0 20 4.9 20079.7 0.0 0.0 0.0 0.0 3011.9 0.0 0.0 21 4.1 16844.0 0.0 0.0 0.0 0.0 2526.6 0.0 0.0 22 2.6 10755.3 0.0 0.0 0.0 0.0 1613.3 0.0 0.0 23 6.6 29307.4 0.0 0.0 0.0 0.0 4396.1 0.0 0.0 24 3.8 17821.3 0.0 0.0 0.0 0.0 2673.2 0.0 0.0 25 2.8 13228.9 0.0 0.0 0.0 0.0 1984.3 0.0 0.0 26 6.5 30724.9 0.0 0.0 0.0 0.0 4608.7 0.0 0.0 27 1.7 7861.9 0.0 0.0 0.0 0.0 1179.3 0.0 0.0 28 4.8 21624.4 0.0 0.0 0.0 0.0 3243.7 0.0 0.0 29 5.2 22215.4 0.0 0.0 0.0 0.0 3332.3 0.0 0.0 30 1.2 5025.9 0.0 0.0 0.0 0.0 753.9 0.0 0.0 31 6.4 26474.1 0.0 0.0 0.0 0.0 3971.1 0.0 0.0 32 6.3 26391.3 0.0 0.0 0.0 0.0 3958.7 0.0 0.0 33 6.3 26177.0 0.0 0.0 0.0 0.0 3926.6 0.0 0.0 34 6.2 25834.7 0.0 0.0 0.0 0.0 3875.2 0.0 0.0 35 6.1 25376.5 0.0 0.0 0.0 0.0 3806.5 0.0 0.0 36 3.5 14528.5 0.0 0.0 0.0 0.0 2179.3 0.0 0.0 37 2.5 10079.3 0.0 0.0 0.0 0.0 1511.9 0.0 0.0 38 3.5 13191.3 0.0 0.0 0.0 0.0 1978.7 0.0 0.0 39 2.5 9121.3 0.0 0.0 0.0 0.0 1368.2 0.0 0.0 40 5.9 21172.6 0.0 0.0 0.0 0.0 3175.9 0.0 0.0 41 5.8 20298.6 0.0 0.0 0.0 0.0 3044.8 0.0 0.0 42 5.8 19320.7 0.0 0.0 0.0 0.0 2898.1 0.0 0.0 43 0.7 2245.6 0.0 0.0 0.0 0.0 336.8 0.0 0.0 44 5.0 16005.3 0.0 0.0 0.0 0.0 2400.8 0.0 0.0 45 5.6 17098.1 0.0 0.0 0.0 0.0 2564.7 0.0 0.0 46 5.5 15862.0 0.0 0.0 0.0 0.0 2379.3 0.0 0.0 47 5.2 13963.3 0.0 0.0 0.0 0.0 2094.5 0.0 0.0 48 0.2 584.7 0.0 0.0 0.0 0.0 87.7 0.0 0.0 49 5.3 12243.8 0.0 0.0 0.0 0.0 1836.6 0.0 0.0 50 5.2 9153.1 0.0 0.0 0.0 0.0 1373.0 0.0 0.0 51 5.2 6095.0 0.0 0.0 0.0 0.0 914.2 0.0 0.0 52 5.1 3076.7 0.0 0.0 0.0 0.0 461.5 0.0 0.0

Z:xce.OUT Page 4

53 2.7 423.4 0.0 0.0 0.0 0.0 63.5 0.0 0.0 ***Table 2 - Base Stress Data on the 53 Slices*** Slice Alpha X-Coord. Base Available Mobilized No. (deg) Slice Cntr Leng. Shear Strength Shear Stress * (ft) (ft) (psf) (psf) 1 -0.39 97.97 7.00 492.61 23.49 2 0.74 104.97 7.00 664.96 78.61 3 1.87 111.97 7.00 825.34 142.76 4 3.00 115.73 0.53 904.07 189.66 5 3.00 119.23 6.47 1021.88 232.77 6 4.13 125.95 7.00 1240.11 346.29 7 5.26 132.93 7.00 1454.46 475.12 8 6.39 139.89 7.00 1656.07 614.20 9 7.53 144.18 1.65 1769.17 724.06 10 7.53 147.65 5.35 1823.10 751.64 11 8.65 153.77 7.00 1873.76 837.46 12 9.78 160.68 7.00 1923.86 927.30 13 10.91 167.56 7.00 1964.18 1015.09 14 12.04 174.42 7.00 1995.05 1099.35 15 13.18 180.42 5.29 2012.28 1176.98 16 13.18 183.83 1.71 2045.66 1200.42 17 14.30 188.05 7.00 2128.94 1328.11 18 15.43 194.82 7.00 2264.54 1502.35 19 16.57 199.10 1.89 2337.76 1636.47 20 16.57 202.45 5.11 2361.50 1655.72 21 17.69 206.95 4.30 2348.82 1721.15 22 17.69 210.29 2.70 2384.31 1751.21 23 18.82 214.88 7.00 2479.98 1912.30 24 19.95 220.10 4.05 2584.73 2087.91 25 19.95 223.39 2.95 2621.83 2121.89 26 21.08 228.04 7.00 2571.57 2157.05 27 22.21 232.15 1.83 2522.54 2188.19 28 22.21 235.39 5.17 2460.95 2127.43 29 23.35 240.39 5.68 2322.19 2060.76 30 23.35 243.61 1.32 2261.65 1998.81 31 24.47 247.40 7.00 2252.48 2055.19 32 25.60 253.74 7.00 2244.21 2111.32 33 26.73 260.03 7.00 2227.35 2155.53 34 27.86 266.25 7.00 2202.15 2187.25 35 28.99 272.40 7.00 2168.65 2206.23 36 30.12 277.23 4.09 2132.57 2218.23 37 30.12 280.26 2.91 2086.34 2162.34 38 31.26 283.26 4.07 1973.13 2074.04 39 31.26 286.25 2.93 1910.62 1996.61 40 32.38 290.46 7.00 1865.10 1984.17 41 33.50 296.33 7.00 1802.68 1945.59 42 34.64 302.13 7.00 1732.92 1893.28 43 35.77 305.35 0.84 1684.19 1864.09 44 35.77 308.19 6.16 1456.73 1821.72 45 36.91 313.49 7.00 1386.61 1746.40 46 38.03 319.04 7.00 1307.33 1652.21 47 39.17 324.40 6.71 1223.79 1547.15 48 39.17 327.11 0.29 1183.27 1484.58 49 40.29 329.90 7.00 1067.98 1324.25 50 41.42 335.19 7.00 857.62 1008.16 51 42.55 340.39 7.00 646.66 683.18 52 43.68 345.50 7.00 435.47 350.79 53 44.82 349.37 3.76 272.63 91.40 Sum of the Resisting Forces (including Pier/Pile, Tieback, Reinforcing Soil Nail, and Applied Forces if applicable) = 487366.25 (lbs) Average Available Shear Strength (including Tieback, Pier/Pile, Reinforcing, Soil Nail, and Applied Forces if applicable) = 1717.55(psf) Sum of the Driving Forces = 386786.97 (lbs) Average Mobilized Shear Stress = 1363.10(psf) Total length of the failure surface = 283.76(ft) CAUTION - Factor Of Safety Is Calculated By The Modified Bishop Method. This Method Is Valid Only If The Failure Surface Approximates A Circular Arc. *** SEISMIC SLOPE DISPLACEMENT DATA *** (Note: kv is set = zero for displacement calculations)

Z:xce.OUT Page 5

Seismic Yield Coefficient (ky) = 0.2736(g) Calculated Newmark Seismic Displacement = 0.083(ft) Non-Symmetrical Sliding Resistance Has Been Specified for Downhill Sliding. **** END OF GSTABL7 OUTPUT ****

0 50 100 150 200 250 300 350 400 450 500 550300

350

400

450

500

550

600

650

Marywood / Orange 13139-01 / Sec D-D' / Staticz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec d\xd.pl2 Run By: BTZ 9/15/2014 10:17AM

2 2

2

2

2

22

21

1

1

1 1

2 2

2

2 2

bc def ghija

# FSa 1.64b 1.64c 1.64d 1.64e 1.65f 1.65g 1.65h 1.65i 1.65j 1.65

SoilDesc.

AfTpy

SoilTypeNo.12

TotalUnit Wt.

(pcf)120.0120.0

SaturatedUnit Wt.

(pcf)120.0120.0

CohesionIntercept

(psf)300.0400.0

FrictionAngle(deg)26.029.0

Piez.Surface

No.W1W1

GSTABL7 v.2 FSmin=1.64Safety Factors Are Calculated By The Modified Bishop Method

Z:xd.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/15/2014 Time of Run: 10:17AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec D\xd.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec D\xd.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec D\xd.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec D-D' / Static BOUNDARY COORDINATES 13 Top Boundaries 18 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 370.00 111.00 371.00 2 2 111.00 371.00 114.00 372.00 2 3 114.00 372.00 174.00 404.00 2 4 174.00 404.00 178.00 404.00 2 5 178.00 404.00 224.00 433.00 2 6 224.00 433.00 228.00 433.00 2 7 228.00 433.00 249.00 444.00 2 8 249.00 444.00 262.00 445.00 2 9 262.00 445.00 294.00 461.00 1 10 294.00 461.00 300.00 461.00 1 11 300.00 461.00 340.00 481.00 1 12 340.00 481.00 410.00 482.00 1 13 410.00 482.00 550.00 482.00 1 14 262.00 445.00 312.00 444.00 2 15 312.00 444.00 327.00 447.00 2 16 327.00 447.00 394.00 474.00 2 17 394.00 474.00 480.00 471.00 2 18 480.00 471.00 550.00 471.00 2 User Specified Y-Origin = 300.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 400.0 29.0 0.00 0.0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 6000 Trial Surfaces Have Been Generated. 300 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 95.00(ft) and X = 125.00(ft) Each Surface Terminates Between X = 235.00(ft) and X = 480.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 5.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial

Z:xd.OUT Page 2

Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Total Number of Trial Surfaces Attempted = 0 Number of Trial Surfaces With Valid FS = 0 Statistical Data On All Valid FS Values: FS Max = 0.000 FS Min = 500.000 FS Ave = NaN Standard Deviation = 0.000 Coefficient of Variation = NaN % Failure Surface Specified By 55 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 112.368 371.456 2 117.368 371.551 3 122.364 371.726 4 127.358 371.980 5 132.347 372.313 6 137.330 372.726 7 142.306 373.217 8 147.273 373.788 9 152.231 374.438 10 157.177 375.166 11 162.112 375.973 12 167.033 376.857 13 171.939 377.821 14 176.830 378.861 15 181.703 379.980 16 186.558 381.176 17 191.393 382.448 18 196.208 383.798 19 201.000 385.223 20 205.769 386.725 21 210.514 388.302 22 215.233 389.955 23 219.925 391.682 24 224.589 393.484 25 229.224 395.359 26 233.829 397.308 27 238.402 399.330 28 242.942 401.424 29 247.449 403.590 30 251.920 405.827 31 256.356 408.135 32 260.754 410.513 33 265.114 412.961 34 269.434 415.478 35 273.714 418.063 36 277.952 420.716 37 282.148 423.436 38 286.299 426.222 39 290.406 429.074 40 294.468 431.990 41 298.482 434.971 42 302.448 438.015 43 306.366 441.122 44 310.234 444.291 45 314.051 447.521 46 317.816 450.810 47 321.528 454.160 48 325.187 457.568 49 328.791 461.033 50 332.340 464.556 51 335.832 468.134 52 339.267 471.768 53 342.643 475.455 54 345.961 479.196 55 347.604 481.109 Circle Center At X = 108.875 ; Y = 686.128 ; and Radius = 314.691 Factor of Safety *** 1.639 *** Individual data on the 0 slices

Z:xd.OUT Page 3

Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Failure Surface Specified By 55 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 113.947 371.982 2 118.947 371.988 3 123.947 372.074 4 128.944 372.243 5 133.938 372.494 6 138.926 372.827 7 143.909 373.241 8 148.885 373.736 9 153.851 374.313 10 158.808 374.972 11 163.753 375.711 12 168.685 376.532 13 173.603 377.433 14 178.506 378.414 15 183.392 379.476 16 188.260 380.618 17 193.108 381.839 18 197.936 383.139 19 202.742 384.519 20 207.525 385.977 21 212.283 387.513 22 217.015 389.126 23 221.721 390.817 24 226.398 392.585 25 231.045 394.430 26 235.662 396.350 27 240.246 398.345 28 244.798 400.416 29 249.314 402.560 30 253.795 404.779 31 258.239 407.070 32 262.645 409.434 33 267.012 411.870 34 271.338 414.377 35 275.622 416.954 36 279.864 419.602 37 284.062 422.318 38 288.214 425.103 39 292.321 427.956 40 296.380 430.875 41 300.391 433.861 42 304.352 436.911 43 308.263 440.027 44 312.122 443.206 45 315.929 446.447 46 319.682 449.751 47 323.381 453.116 48 327.024 456.540 49 330.610 460.024 50 334.139 463.567 51 337.609 467.166 52 341.020 470.822 53 344.370 474.534 54 347.659 478.299 55 350.063 481.144 Circle Center At X = 116.138 ; Y = 677.206 ; and Radius = 305.231 Factor of Safety *** 1.639 *** Failure Surface Specified By 55 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 115.526 372.814 2 120.522 373.028

Z:xd.OUT Page 4

3 125.514 373.315 4 130.500 373.676 5 135.482 374.110 6 140.456 374.617 7 145.422 375.197 8 150.379 375.851 9 155.326 376.577 10 160.262 377.376 11 165.185 378.247 12 170.096 379.191 13 174.991 380.207 14 179.871 381.294 15 184.735 382.454 16 189.581 383.685 17 194.409 384.987 18 199.217 386.360 19 204.004 387.803 20 208.769 389.317 21 213.512 390.901 22 218.230 392.554 23 222.924 394.277 24 227.592 396.068 25 232.234 397.928 26 236.847 399.856 27 241.431 401.852 28 245.986 403.914 29 250.510 406.044 30 255.002 408.240 31 259.461 410.502 32 263.886 412.829 33 268.277 415.221 34 272.632 417.677 35 276.950 420.198 36 281.231 422.781 37 285.474 425.427 38 289.677 428.135 39 293.839 430.905 40 297.961 433.736 41 302.040 436.627 42 306.077 439.578 43 310.069 442.587 44 314.017 445.656 45 317.920 448.782 46 321.776 451.965 47 325.584 455.204 48 329.345 458.499 49 333.057 461.849 50 336.719 465.254 51 340.330 468.711 52 343.891 472.222 53 347.399 475.785 54 350.854 479.398 55 352.507 481.179 Circle Center At X = 103.494 ; Y = 712.465 ; and Radius = 339.864 Factor of Safety *** 1.642 *** Failure Surface Specified By 57 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 112.368 371.456 2 117.355 371.825 3 122.336 372.258 4 127.311 372.755 5 132.280 373.315 6 137.241 373.939 7 142.193 374.627 8 147.137 375.377 9 152.070 376.191 10 156.992 377.068 11 161.903 378.008

Z:xd.OUT Page 5

12 166.802 379.011 13 171.687 380.076 14 176.558 381.204 15 181.414 382.394 16 186.255 383.646 17 191.079 384.960 18 195.886 386.336 19 200.675 387.773 20 205.446 389.271 21 210.196 390.830 22 214.927 392.450 23 219.636 394.130 24 224.323 395.871 25 228.988 397.671 26 233.629 399.531 27 238.246 401.450 28 242.838 403.428 29 247.405 405.465 30 251.945 407.560 31 256.457 409.713 32 260.942 411.923 33 265.398 414.191 34 269.825 416.515 35 274.222 418.896 36 278.588 421.333 37 282.922 423.826 38 287.224 426.374 39 291.493 428.977 40 295.728 431.634 41 299.929 434.346 42 304.095 437.111 43 308.226 439.929 44 312.319 442.799 45 316.376 445.722 46 320.395 448.697 47 324.376 451.722 48 328.317 454.799 49 332.219 457.925 50 336.081 461.101 51 339.901 464.327 52 343.680 467.601 53 347.417 470.923 54 351.111 474.293 55 354.761 477.710 56 358.368 481.173 57 358.460 481.264 Circle Center At X = 86.019 ; Y = 761.174 ; and Radius = 390.608 Factor of Safety *** 1.642 *** Failure Surface Specified By 56 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 115.526 372.814 2 120.526 372.768 3 125.526 372.804 4 130.525 372.922 5 135.521 373.122 6 140.513 373.404 7 145.499 373.767 8 150.480 374.213 9 155.452 374.739 10 160.415 375.348 11 165.367 376.037 12 170.307 376.808 13 175.234 377.659 14 180.146 378.592 15 185.043 379.604 16 189.922 380.697 17 194.783 381.869 18 199.623 383.121

Z:xd.OUT Page 6

19 204.443 384.452 20 209.240 385.862 21 214.013 387.351 22 218.761 388.917 23 223.483 390.561 24 228.178 392.283 25 232.843 394.081 26 237.479 395.955 27 242.083 397.905 28 246.654 399.930 29 251.192 402.030 30 255.695 404.204 31 260.161 406.451 32 264.590 408.772 33 268.980 411.164 34 273.331 413.629 35 277.641 416.164 36 281.908 418.770 37 286.132 421.445 38 290.312 424.189 39 294.446 427.001 40 298.534 429.880 41 302.573 432.827 42 306.564 435.839 43 310.505 438.916 44 314.395 442.057 45 318.234 445.262 46 322.019 448.529 47 325.750 451.857 48 329.425 455.247 49 333.045 458.696 50 336.608 462.204 51 340.113 465.770 52 343.559 469.393 53 346.945 473.072 54 350.270 476.806 55 353.534 480.593 56 354.040 481.201 Circle Center At X = 120.833 ; Y = 677.764 ; and Radius = 304.996 Factor of Safety *** 1.645 *** Failure Surface Specified By 54 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 115.526 372.814 2 120.516 373.128 3 125.502 373.512 4 130.481 373.969 5 135.453 374.496 6 140.417 375.094 7 145.372 375.764 8 150.317 376.504 9 155.251 377.315 10 160.172 378.196 11 165.081 379.148 12 169.976 380.169 13 174.855 381.261 14 179.718 382.422 15 184.564 383.653 16 189.392 384.953 17 194.201 386.322 18 198.990 387.760 19 203.758 389.266 20 208.504 390.840 21 213.227 392.481 22 217.925 394.191 23 222.599 395.967 24 227.247 397.810 25 231.868 399.719 26 236.462 401.694

Z:xd.OUT Page 7

27 241.027 403.734 28 245.562 405.840 29 250.066 408.010 30 254.539 410.245 31 258.979 412.543 32 263.387 414.904 33 267.759 417.329 34 272.097 419.815 35 276.399 422.364 36 280.664 424.974 37 284.891 427.644 38 289.080 430.375 39 293.229 433.165 40 297.337 436.015 41 301.405 438.922 42 305.430 441.888 43 309.413 444.911 44 313.352 447.991 45 317.246 451.127 46 321.095 454.318 47 324.899 457.564 48 328.655 460.863 49 332.364 464.217 50 336.024 467.623 51 339.636 471.081 52 343.197 474.590 53 346.708 478.150 54 349.571 481.137 Circle Center At X = 96.114 ; Y = 721.758 ; and Radius = 349.484 Factor of Safety *** 1.646 *** Failure Surface Specified By 58 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 112.368 371.456 2 117.365 371.640 3 122.359 371.892 4 127.349 372.211 5 132.334 372.597 6 137.313 373.050 7 142.286 373.571 8 147.251 374.159 9 152.208 374.813 10 157.156 375.535 11 162.093 376.323 12 167.020 377.177 13 171.934 378.098 14 176.836 379.086 15 181.724 380.139 16 186.597 381.258 17 191.454 382.443 18 196.295 383.693 19 201.119 385.009 20 205.925 386.389 21 210.712 387.834 22 215.478 389.344 23 220.224 390.918 24 224.948 392.555 25 229.650 394.257 26 234.328 396.021 27 238.982 397.849 28 243.611 399.739 29 248.214 401.692 30 252.790 403.706 31 257.339 405.782 32 261.859 407.919 33 266.350 410.117 34 270.811 412.375 35 275.241 414.694 36 279.640 417.072

Z:xd.OUT Page 8

37 284.005 419.509 38 288.338 422.005 39 292.637 424.559 40 296.900 427.170 41 301.128 429.839 42 305.320 432.565 43 309.474 435.347 44 313.591 438.185 45 317.669 441.079 46 321.707 444.027 47 325.706 447.029 48 329.663 450.085 49 333.579 453.194 50 337.452 456.355 51 341.283 459.569 52 345.070 462.834 53 348.812 466.150 54 352.509 469.516 55 356.161 472.931 56 359.766 476.396 57 363.324 479.909 58 364.749 481.354 Circle Center At X = 101.234 ; Y = 741.771 ; and Radius = 370.482 Factor of Safety *** 1.648 *** Failure Surface Specified By 56 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 115.526 372.814 2 120.506 373.261 3 125.480 373.769 4 130.448 374.338 5 135.408 374.969 6 140.360 375.662 7 145.303 376.416 8 150.236 377.230 9 155.158 378.106 10 160.070 379.043 11 164.969 380.040 12 169.856 381.098 13 174.730 382.217 14 179.589 383.396 15 184.433 384.634 16 189.261 385.933 17 194.073 387.291 18 198.868 388.709 19 203.645 390.186 20 208.403 391.722 21 213.142 393.317 22 217.861 394.970 23 222.559 396.682 24 227.235 398.451 25 231.889 400.279 26 236.520 402.163 27 241.128 404.106 28 245.711 406.104 29 250.268 408.160 30 254.801 410.272 31 259.306 412.439 32 263.785 414.663 33 268.235 416.941 34 272.657 419.275 35 277.050 421.663 36 281.413 424.105 37 285.746 426.601 38 290.047 429.151 39 294.316 431.754 40 298.553 434.409 41 302.756 437.116 42 306.926 439.876

Z:xd.OUT Page 9

43 311.061 442.686 44 315.161 445.548 45 319.226 448.460 46 323.254 451.423 47 327.245 454.435 48 331.198 457.496 49 335.113 460.605 50 338.990 463.764 51 342.827 466.969 52 346.624 470.222 53 350.380 473.522 54 354.096 476.868 55 357.769 480.260 56 358.835 481.269 Circle Center At X = 81.963 ; Y = 775.259 ; and Radius = 403.843 Factor of Safety *** 1.650 *** Failure Surface Specified By 56 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 115.526 372.814 2 120.514 373.159 3 125.498 373.569 4 130.475 374.042 5 135.446 374.579 6 140.410 375.179 7 145.366 375.843 8 150.313 376.570 9 155.250 377.361 10 160.176 378.215 11 165.091 379.132 12 169.994 380.112 13 174.885 381.155 14 179.761 382.260 15 184.623 383.428 16 189.469 384.657 17 194.299 385.949 18 199.113 387.303 19 203.908 388.718 20 208.685 390.194 21 213.443 391.732 22 218.181 393.330 23 222.897 394.989 24 227.592 396.708 25 232.265 398.488 26 236.915 400.327 27 241.540 402.225 28 246.141 404.183 29 250.717 406.199 30 255.266 408.274 31 259.788 410.407 32 264.283 412.597 33 268.749 414.845 34 273.186 417.150 35 277.593 419.512 36 281.969 421.930 37 286.314 424.404 38 290.627 426.933 39 294.908 429.518 40 299.154 432.157 41 303.367 434.850 42 307.545 437.597 43 311.687 440.397 44 315.793 443.250 45 319.862 446.156 46 323.894 449.113 47 327.887 452.122 48 331.842 455.182 49 335.757 458.292 50 339.632 461.452

Z:xd.OUT Page 10

51 343.466 464.662 52 347.258 467.920 53 351.009 471.227 54 354.716 474.581 55 358.381 477.983 56 361.877 481.313 Circle Center At X = 91.068 ; Y = 762.274 ; and Radius = 390.227 Factor of Safety *** 1.650 *** Failure Surface Specified By 58 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 112.368 371.456 2 117.367 371.342 3 122.367 371.307 4 127.367 371.350 5 132.365 371.473 6 137.361 371.675 7 142.353 371.956 8 147.340 372.315 9 152.321 372.754 10 157.294 373.271 11 162.259 373.866 12 167.213 374.540 13 172.156 375.292 14 177.087 376.123 15 182.004 377.031 16 186.906 378.016 17 191.791 379.079 18 196.660 380.219 19 201.509 381.436 20 206.339 382.730 21 211.148 384.099 22 215.934 385.545 23 220.697 387.065 24 225.436 388.661 25 230.148 390.332 26 234.834 392.077 27 239.492 393.896 28 244.120 395.788 29 248.717 397.753 30 253.284 399.790 31 257.817 401.900 32 262.316 404.080 33 266.780 406.332 34 271.209 408.654 35 275.600 411.045 36 279.952 413.506 37 284.265 416.035 38 288.538 418.632 39 292.769 421.296 40 296.958 424.027 41 301.102 426.824 42 305.202 429.685 43 309.257 432.612 44 313.264 435.602 45 317.224 438.654 46 321.135 441.770 47 324.996 444.946 48 328.807 448.183 49 332.566 451.480 50 336.272 454.836 51 339.925 458.250 52 343.524 461.722 53 347.067 465.250 54 350.554 468.833 55 353.984 472.471 56 357.356 476.163 57 360.669 479.908 58 361.873 481.312

Z:xd.OUT Page 11

Circle Center At X = 122.105 ; Y = 687.606 ; and Radius = 316.299 Factor of Safety *** 1.650 *** **** END OF GSTABL7 OUTPUT ****

0 50 100 150 200 250 300 350 400 450 500 550300

350

400

450

500

550

600

650

Marywood / Orange 13139-01 / Sec D-D' / Staticz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec d\xde.plt Run By: BTZ 9/15/2014 10:19AM

2 2

2

2

2

22

21

1

1

1 1

2 2

2

2 2

SoilDesc.

AfTpy

SoilTypeNo.12

TotalUnit Wt.

(pcf)120.0120.0

SaturatedUnit Wt.

(pcf)120.0120.0

CohesionIntercept

(psf)300.0400.0

FrictionAngle(deg)26.029.0

Piez.Surface

No.W1W1

Load ValuePeak(A) 0.400(g)kh Coef. 0.150(g)<

GSTABL7 v.2 FSmin=1.19Factor Of Safety Is Calculated By The Modified Bishop Method

Z:xde.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/15/2014 Time of Run: 10:19AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec D\xde.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec D\xde.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec D\xde.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec D-D' / Static BOUNDARY COORDINATES 13 Top Boundaries 18 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 370.00 111.00 371.00 2 2 111.00 371.00 114.00 372.00 2 3 114.00 372.00 174.00 404.00 2 4 174.00 404.00 178.00 404.00 2 5 178.00 404.00 224.00 433.00 2 6 224.00 433.00 228.00 433.00 2 7 228.00 433.00 249.00 444.00 2 8 249.00 444.00 262.00 445.00 2 9 262.00 445.00 294.00 461.00 1 10 294.00 461.00 300.00 461.00 1 11 300.00 461.00 340.00 481.00 1 12 340.00 481.00 410.00 482.00 1 13 410.00 482.00 550.00 482.00 1 14 262.00 445.00 312.00 444.00 2 15 312.00 444.00 327.00 447.00 2 16 327.00 447.00 394.00 474.00 2 17 394.00 474.00 480.00 471.00 2 18 480.00 471.00 550.00 471.00 2 User Specified Y-Origin = 300.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 400.0 29.0 0.00 0.0 1 Specified Peak Ground Acceleration Coefficient (A) = 0.400(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore-Pressure Factor = 0.000 Trial Failure Surface Specified By 55 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 112.368 371.456 2 117.368 371.551 3 122.364 371.726 4 127.358 371.980 5 132.347 372.313

Z:xde.OUT Page 2

6 137.330 372.726 7 142.306 373.217 8 147.273 373.788 9 152.231 374.438 10 157.177 375.166 11 162.112 375.973 12 167.033 376.857 13 171.939 377.821 14 176.830 378.861 15 181.703 379.980 16 186.558 381.176 17 191.393 382.448 18 196.208 383.798 19 201.000 385.223 20 205.769 386.725 21 210.514 388.302 22 215.233 389.955 23 219.925 391.682 24 224.589 393.484 25 229.224 395.359 26 233.829 397.308 27 238.402 399.330 28 242.942 401.424 29 247.449 403.590 30 251.920 405.827 31 256.356 408.135 32 260.754 410.513 33 265.114 412.961 34 269.434 415.478 35 273.714 418.063 36 277.952 420.716 37 282.148 423.436 38 286.299 426.222 39 290.406 429.074 40 294.468 431.990 41 298.482 434.971 42 302.448 438.015 43 306.366 441.122 44 310.234 444.291 45 314.051 447.521 46 317.816 450.810 47 321.528 454.160 48 325.187 457.568 49 328.791 461.033 50 332.340 464.556 51 335.832 468.134 52 339.267 471.768 53 342.643 475.455 54 345.961 479.196 55 347.604 481.109 DEFLECTION ANGLE & SEGMENT DATA FOR SPECIFIED SURFACE(Excluding Last Segment) Angle/Segment No. Deflection(Deg) Segment Length(ft) 1 0.92 5.00 2 0.90 5.00 3 0.91 5.00 4 0.92 5.00 5 0.90 5.00 6 0.92 5.00 7 0.91 5.00 8 0.90 5.00 9 0.91 5.00 10 0.90 5.00 11 0.93 5.00 12 0.89 5.00 13 0.93 5.00 14 0.91 5.00 15 0.90 5.00 16 0.92 5.00 17 0.90 5.00 18 0.92 5.00

Z:xde.OUT Page 3

19 0.90 5.00 20 0.92 5.00 21 0.90 5.00 22 0.92 5.00 23 0.90 5.00 24 0.91 5.00 25 0.91 5.00 26 0.91 5.00 27 0.91 5.00 28 0.91 5.00 29 0.91 5.00 30 0.91 5.00 31 0.91 5.00 32 0.91 5.00 33 0.90 5.00 34 0.92 5.00 35 0.91 5.00 36 0.92 5.00 37 0.91 5.00 38 0.90 5.00 39 0.93 5.00 40 0.91 5.00 41 0.91 5.00 42 0.91 5.00 43 0.91 5.00 44 0.90 5.00 45 0.93 5.00 46 0.90 5.00 47 0.91 5.00 48 0.92 5.00 49 0.91 5.00 50 0.92 5.00 51 0.91 5.00 52 0.91 5.00 Circle Center At X = 108.873(ft) ; Y = 686.133(ft); and Radius = 314.696(ft) * * Factor Of Safety Is Calculated By The Modified Bishop Method * * Factor Of Safety For The Preceding Specified Surface = 1.187 ***Table 1 - Individual Data on the 65 Slices*** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 1.6 50.2 0.0 0.0 0.0 0.0 7.5 0.0 0.0 2 3.4 557.4 0.0 0.0 0.0 0.0 83.6 0.0 0.0 3 5.0 2092.4 0.0 0.0 0.0 0.0 313.9 0.0 0.0 4 5.0 3559.5 0.0 0.0 0.0 0.0 533.9 0.0 0.0 5 5.0 4973.9 0.0 0.0 0.0 0.0 746.1 0.0 0.0 6 5.0 6335.0 0.0 0.0 0.0 0.0 950.3 0.0 0.0 7 5.0 7642.0 0.0 0.0 0.0 0.0 1146.3 0.0 0.0 8 5.0 8892.1 0.0 0.0 0.0 0.0 1333.8 0.0 0.0 9 5.0 10087.4 0.0 0.0 0.0 0.0 1513.1 0.0 0.0 10 4.9 11221.6 0.0 0.0 0.0 0.0 1683.2 0.0 0.0 11 4.9 12302.5 0.0 0.0 0.0 0.0 1845.4 0.0 0.0 12 4.9 13320.4 0.0 0.0 0.0 0.0 1998.1 0.0 0.0 13 4.9 14278.5 0.0 0.0 0.0 0.0 2141.8 0.0 0.0 14 2.1 6284.5 0.0 0.0 0.0 0.0 942.7 0.0 0.0 15 2.8 8639.4 0.0 0.0 0.0 0.0 1295.9 0.0 0.0 16 1.2 3510.7 0.0 0.0 0.0 0.0 526.6 0.0 0.0 17 3.7 11381.1 0.0 0.0 0.0 0.0 1707.2 0.0 0.0 18 4.9 15897.3 0.0 0.0 0.0 0.0 2384.6 0.0 0.0 19 4.8 16888.1 0.0 0.0 0.0 0.0 2533.2 0.0 0.0 20 4.8 17818.2 0.0 0.0 0.0 0.0 2672.7 0.0 0.0 21 4.8 18676.7 0.0 0.0 0.0 0.0 2801.5 0.0 0.0 22 4.8 19474.3 0.0 0.0 0.0 0.0 2921.1 0.0 0.0 23 4.7 20207.3 0.0 0.0 0.0 0.0 3031.1 0.0 0.0 24 4.7 20871.4 0.0 0.0 0.0 0.0 3130.7 0.0 0.0 25 4.7 21470.7 0.0 0.0 0.0 0.0 3220.6 0.0 0.0 26 4.1 19191.4 0.0 0.0 0.0 0.0 2878.7 0.0 0.0 27 0.6 2801.1 0.0 0.0 0.0 0.0 420.2 0.0 0.0 28 3.4 15892.3 0.0 0.0 0.0 0.0 2383.8 0.0 0.0

Z:xde.OUT Page 4

29 1.2 5612.2 0.0 0.0 0.0 0.0 841.8 0.0 0.0 30 4.6 21282.7 0.0 0.0 0.0 0.0 3192.4 0.0 0.0 31 4.6 21364.2 0.0 0.0 0.0 0.0 3204.6 0.0 0.0 32 4.5 21389.2 0.0 0.0 0.0 0.0 3208.4 0.0 0.0 33 4.5 21363.3 0.0 0.0 0.0 0.0 3204.5 0.0 0.0 34 1.6 7373.3 0.0 0.0 0.0 0.0 1106.0 0.0 0.0 35 2.9 13671.1 0.0 0.0 0.0 0.0 2050.7 0.0 0.0 36 4.4 19916.3 0.0 0.0 0.0 0.0 2987.4 0.0 0.0 37 4.4 18688.5 0.0 0.0 0.0 0.0 2803.3 0.0 0.0 38 1.2 5097.0 0.0 0.0 0.0 0.0 764.6 0.0 0.0 39 3.1 12590.0 0.0 0.0 0.0 0.0 1888.5 0.0 0.0 40 4.3 17323.5 0.0 0.0 0.0 0.0 2598.5 0.0 0.0 41 4.3 16957.4 0.0 0.0 0.0 0.0 2543.6 0.0 0.0 42 4.2 16541.8 0.0 0.0 0.0 0.0 2481.3 0.0 0.0 43 4.2 16087.0 0.0 0.0 0.0 0.0 2413.1 0.0 0.0 44 4.2 15582.6 0.0 0.0 0.0 0.0 2337.4 0.0 0.0 45 4.1 15045.5 0.0 0.0 0.0 0.0 2256.8 0.0 0.0 46 3.6 12825.2 0.0 0.0 0.0 0.0 1923.8 0.0 0.0 47 0.5 1638.6 0.0 0.0 0.0 0.0 245.8 0.0 0.0 48 4.0 13255.6 0.0 0.0 0.0 0.0 1988.3 0.0 0.0 49 1.5 4635.3 0.0 0.0 0.0 0.0 695.3 0.0 0.0 50 2.4 7207.8 0.0 0.0 0.0 0.0 1081.2 0.0 0.0 51 3.9 11112.2 0.0 0.0 0.0 0.0 1666.8 0.0 0.0 52 3.6 9617.7 0.0 0.0 0.0 0.0 1442.7 0.0 0.0 53 0.3 799.7 0.0 0.0 0.0 0.0 120.0 0.0 0.0 54 3.8 9694.5 0.0 0.0 0.0 0.0 1454.2 0.0 0.0 55 3.8 8946.2 0.0 0.0 0.0 0.0 1341.9 0.0 0.0 56 3.7 8174.2 0.0 0.0 0.0 0.0 1226.1 0.0 0.0 57 3.7 7383.0 0.0 0.0 0.0 0.0 1107.5 0.0 0.0 58 3.6 6571.2 0.0 0.0 0.0 0.0 985.7 0.0 0.0 59 3.5 5744.3 0.0 0.0 0.0 0.0 861.7 0.0 0.0 60 3.5 4901.9 0.0 0.0 0.0 0.0 735.3 0.0 0.0 61 3.4 4049.4 0.0 0.0 0.0 0.0 607.4 0.0 0.0 62 0.7 760.7 0.0 0.0 0.0 0.0 114.1 0.0 0.0 63 2.6 2222.4 0.0 0.0 0.0 0.0 333.4 0.0 0.0 64 3.3 1487.5 0.0 0.0 0.0 0.0 223.1 0.0 0.0 65 1.6 186.2 0.0 0.0 0.0 0.0 27.9 0.0 0.0 ***Table 2 - Base Stress Data on the 65 Slices*** Slice Alpha X-Coord. Base Available Mobilized No. (deg) Slice Cntr Leng. Shear Strength Shear Stress * (ft) (ft) (psf) (psf) 1 1.09 113.18 1.63 413.39 5.20 2 1.09 115.68 3.37 487.41 27.90 3 2.01 119.87 5.00 621.97 77.05 4 2.91 124.86 5.00 776.63 141.78 5 3.82 129.85 5.00 923.83 213.17 6 4.74 134.84 5.00 1063.52 290.86 7 5.64 139.82 5.00 1196.15 373.56 8 6.56 144.79 5.00 1321.38 461.82 9 7.47 149.75 5.00 1439.61 554.10 10 8.37 154.70 5.00 1550.97 649.87 11 9.29 159.64 5.00 1655.38 749.05 12 10.18 164.57 5.00 1753.29 850.05 13 11.12 169.49 5.00 1844.00 954.46 14 12.00 172.97 2.11 1901.35 1039.87 15 12.00 175.42 2.89 1903.13 1041.06 16 12.93 177.42 1.20 1863.35 1064.62 17 12.93 179.85 3.80 1899.86 1090.06 18 13.84 184.13 5.00 1986.43 1202.89 19 14.74 188.98 5.00 2080.45 1326.00 20 15.66 193.80 5.00 2167.38 1450.38 21 16.56 198.60 5.00 2248.10 1573.03 22 17.48 203.38 5.00 2321.89 1695.72 23 18.38 208.14 5.00 2389.59 1815.65 24 19.30 212.87 5.00 2450.60 1934.18 25 20.21 217.58 5.00 2505.67 2048.84 26 21.12 221.96 4.37 2550.25 2156.83 27 21.12 224.29 0.63 2571.86 2177.50 28 22.02 226.29 3.68 2508.53 2180.33 29 22.02 228.61 1.32 2474.01 2146.31

Z:xde.OUT Page 5

30 22.94 231.53 5.00 2472.88 2207.76 31 23.85 236.12 5.00 2477.81 2274.42 32 24.76 240.67 5.00 2477.64 2334.51 33 25.67 245.20 5.00 2472.36 2387.96 34 26.58 248.22 1.73 2460.11 2432.48 35 26.58 250.46 3.27 2427.76 2396.24 36 27.49 254.14 5.00 2323.84 2332.80 37 28.40 258.55 5.00 2199.78 2239.50 38 29.31 261.38 1.43 2113.23 2183.85 39 29.31 263.56 3.57 2092.27 2158.71 40 30.23 267.27 5.00 2061.67 2165.78 41 31.13 271.57 5.00 2024.84 2162.10 42 32.05 275.83 5.00 1983.51 2150.50 43 32.95 280.05 5.00 1938.20 2130.35 44 33.87 284.22 5.00 1888.66 2102.01 45 34.78 288.35 5.00 1835.27 2065.14 46 35.67 292.20 4.42 1780.82 2023.22 47 35.67 294.23 0.58 1752.95 1985.53 48 36.60 296.47 5.00 1655.98 1882.57 49 37.51 299.24 1.91 1540.32 1748.41 50 37.51 301.22 3.09 1495.77 1686.39 51 38.41 304.41 5.00 1439.02 1629.46 52 39.33 308.15 4.61 1371.27 1554.22 53 39.33 310.08 0.39 1182.16 1511.85 54 40.24 312.14 5.00 1141.65 1464.64 55 41.14 315.93 5.00 1073.46 1371.01 56 42.07 319.67 5.00 1002.24 1270.19 57 42.97 323.36 5.00 928.61 1162.49 58 43.87 326.99 5.00 852.40 1048.30 59 44.79 330.57 5.00 773.72 927.87 60 45.70 334.09 5.00 692.85 801.66 61 46.61 337.55 5.00 609.79 670.04 62 47.52 339.63 1.09 556.40 586.45 63 47.52 341.32 3.91 490.10 475.38 64 48.43 344.30 5.00 354.40 251.90 65 49.34 346.78 2.52 240.30 63.23 Sum of the Resisting Forces (including Pier/Pile, Tieback, Reinforcing Soil Nail, and Applied Forces if applicable) = 440542.47 (lbs) Average Available Shear Strength (including Tieback, Pier/Pile, Reinforcing, Soil Nail, and Applied Forces if applicable) = 1646.75(psf) Sum of the Driving Forces = 371285.78 (lbs) Average Mobilized Shear Stress = 1387.87(psf) Total length of the failure surface = 267.52(ft) CAUTION - Factor Of Safety Is Calculated By The Modified Bishop Method. This Method Is Valid Only If The Failure Surface Approximates A Circular Arc. *** SEISMIC SLOPE DISPLACEMENT DATA *** (Note: kv is set = zero for displacement calculations) Seismic Yield Coefficient (ky) = 0.2437(g) Calculated Newmark Seismic Displacement = 0.105(ft) Non-Symmetrical Sliding Resistance Has Been Specified for Downhill Sliding. **** END OF GSTABL7 OUTPUT ****

0 50 100 150 200 250 300 350 400 450 500300

350

400

450

500

550

600

650

Marywood / Orange 13139-01 / E-E' 30' MSE Wall / Staticz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec e\xemseg.pl2 Run By: BTZ 9/8/2014 02:48PM

1

1

1

1

1

11

1

L1

R1 9500 Lb/ftR2 9500R3 9500R4 9500R5 9500R6 9500R7 9500R8 9500R9 9500R10 9500R11 9500R12 9500R13 9500R14 9500R15 9500

bcdef ghija

# FSa 1.51b 1.51c 1.51d 1.51e 1.51f 1.51g 1.51h 1.51i 1.51j 1.51

SoilDesc.

Fill

SoilTypeNo.1

TotalUnit Wt.

(pcf)120.0

SaturatedUnit Wt.

(pcf)120.0

CohesionIntercept

(psf)300.0

FrictionAngle(deg)26.0

Piez.Surface

No.W1

Load ValueL1 250 psf

GSTABL7 v.2 FSmin=1.51Safety Factors Are Calculated By The Modified Bishop Method

Z:xemseg.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/8/2014 Time of Run: 02:48PM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec E\xemseg.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec E\xemseg.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec E\xemseg.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / E-E' 30' MSE Wall / Static BOUNDARY COORDINATES 8 Top Boundaries 8 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 368.50 150.00 368.50 1 2 150.00 368.50 210.00 398.50 1 3 210.00 398.50 215.00 398.50 1 4 215.00 398.50 258.00 420.00 1 5 258.00 420.00 265.50 450.00 1 6 265.50 450.00 270.50 450.00 1 7 270.50 450.00 307.50 468.50 1 8 307.50 468.50 490.00 468.50 1 User Specified Y-Origin = 300.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 BOUNDARY LOAD(S) 1 Load(s) Specified Load X-Left X-Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 310.00 490.00 250.0 0.0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. REINFORCING LAYER(S) 15 REINFORCING LAYER(S) SPECIFIED REINFORCING LAYER NO. 1 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 257.00 417.00 0.00 0.000 2 262.00 417.00 9500.00 0.000 3 357.00 417.00 9500.00 0.000 4 362.00 417.00 0.00 0.000 REINFORCING LAYER NO. 2 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 257.00 419.00 0.00 0.000 2 262.00 419.00 9500.00 0.000

Z:xemseg.OUT Page 2

3 357.00 419.00 9500.00 0.000 4 362.00 419.00 0.00 0.000 REINFORCING LAYER NO. 3 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 258.25 421.00 0.00 0.000 2 263.25 421.00 9500.00 0.000 3 358.25 421.00 9500.00 0.000 4 363.25 421.00 0.00 0.000 REINFORCING LAYER NO. 4 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 258.75 423.00 0.00 0.000 2 263.75 423.00 9500.00 0.000 3 358.75 423.00 9500.00 0.000 4 363.75 423.00 0.00 0.000 REINFORCING LAYER NO. 5 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 259.25 425.00 0.00 0.000 2 264.25 425.00 9500.00 0.000 3 359.25 425.00 9500.00 0.000 4 364.25 425.00 0.00 0.000 REINFORCING LAYER NO. 6 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 259.75 427.00 0.00 0.000 2 264.75 427.00 9500.00 0.000 3 359.75 427.00 9500.00 0.000 4 364.75 427.00 0.00 0.000 REINFORCING LAYER NO. 7 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 260.25 429.00 0.00 0.000 2 265.25 429.00 9500.00 0.000 3 360.25 429.00 9500.00 0.000 4 365.25 429.00 0.00 0.000 REINFORCING LAYER NO. 8 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 260.75 431.00 0.00 0.000 2 265.75 431.00 9500.00 0.000 3 360.75 431.00 9500.00 0.000 4 365.75 431.00 0.00 0.000 REINFORCING LAYER NO. 9 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 261.25 433.00 0.00 0.000 2 266.25 433.00 9500.00 0.000 3 361.25 433.00 9500.00 0.000 4 366.25 433.00 0.00 0.000 REINFORCING LAYER NO. 10 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 261.75 435.00 0.00 0.000 2 266.75 435.00 9500.00 0.000 3 361.75 435.00 9500.00 0.000 4 366.75 435.00 0.00 0.000 REINFORCING LAYER NO. 11 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR

Z:xemseg.OUT Page 3

1 262.25 437.00 0.00 0.000 2 267.25 437.00 9500.00 0.000 3 362.25 437.00 9500.00 0.000 4 367.25 437.00 0.00 0.000 REINFORCING LAYER NO. 12 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 262.75 439.00 0.00 0.000 2 267.75 439.00 9500.00 0.000 3 362.75 439.00 9500.00 0.000 4 367.75 439.00 0.00 0.000 REINFORCING LAYER NO. 13 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 263.25 441.00 0.00 0.000 2 268.25 441.00 9500.00 0.000 3 363.25 441.00 9500.00 0.000 4 368.25 441.00 0.00 0.000 REINFORCING LAYER NO. 14 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 263.75 443.00 0.00 0.000 2 268.75 443.00 9500.00 0.000 3 363.75 443.00 9500.00 0.000 4 368.75 443.00 0.00 0.000 REINFORCING LAYER NO. 15 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 264.25 445.00 0.00 0.000 2 269.25 445.00 9500.00 0.000 3 364.25 445.00 9500.00 0.000 4 369.25 445.00 0.00 0.000 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 12000 Trial Surfaces Have Been Generated. 400 Surface(s) Initiate(s) From Each Of 30 Points Equally Spaced Along The Ground Surface Between X = 135.00(ft) and X = 250.00(ft) Each Surface Terminates Between X = 290.00(ft) and X = 440.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Total Number of Trial Surfaces Attempted = 0 Number of Trial Surfaces With Valid FS = 0 Statistical Data On All Valid FS Values: FS Max = 0.000 FS Min = 500.000 FS Ave = NaN Standard Deviation = 0.000 Coefficient of Variation = NaN % Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 142.931 368.500 2 152.609 365.982 3 162.426 364.076 4 172.343 362.790 5 182.321 362.129 6 192.321 362.095 7 202.303 362.689 8 212.228 363.908 9 222.058 365.747 10 231.752 368.199 11 241.274 371.255

Z:xemseg.OUT Page 4

12 250.585 374.903 13 259.649 379.127 14 268.430 383.912 15 276.893 389.238 16 285.006 395.085 17 292.736 401.430 18 300.052 408.247 19 306.926 415.509 20 313.331 423.189 21 319.241 431.255 22 324.634 439.677 23 329.488 448.420 24 333.783 457.450 25 337.503 466.733 26 338.086 468.500 Circle Center At X = 187.868 ; Y = 521.231 ; and Radius = 159.204 Factor of Safety *** 1.508 *** Individual data on the 0 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Failure Surface Specified By 25 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 150.862 368.931 2 160.692 367.096 3 170.616 365.867 4 180.597 365.247 5 190.597 365.238 6 200.579 365.842 7 210.505 367.055 8 220.338 368.874 9 230.042 371.291 10 239.579 374.297 11 248.915 377.881 12 258.014 382.029 13 266.842 386.727 14 275.366 391.955 15 283.554 397.696 16 291.376 403.927 17 298.801 410.625 18 305.803 417.765 19 312.355 425.319 20 318.432 433.261 21 324.012 441.559 22 329.074 450.184 23 333.598 459.101 24 337.568 468.279 25 337.648 468.500 Circle Center At X = 185.731 ; Y = 528.514 ; and Radius = 163.348 Factor of Safety *** 1.508 *** Failure Surface Specified By 24 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 150.862 368.931 2 160.650 366.882 3 170.551 365.477 4 180.522 364.722 5 190.522 364.619 6 200.506 365.169 7 210.434 366.371 8 220.262 368.218 9 229.948 370.703 10 239.452 373.815 11 248.731 377.541 12 257.748 381.866 13 266.463 386.770

Z:xemseg.OUT Page 5

14 274.839 392.232 15 282.841 398.230 16 290.433 404.738 17 297.585 411.728 18 304.265 419.169 19 310.444 427.032 20 316.097 435.280 21 321.199 443.881 22 325.729 452.796 23 329.667 461.988 24 331.965 468.500 Circle Center At X = 187.111 ; Y = 517.486 ; and Radius = 152.913 Factor of Safety *** 1.509 *** Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 138.966 368.500 2 148.673 366.101 3 158.510 364.300 4 168.438 363.103 5 178.421 362.517 6 188.421 362.541 7 198.401 363.177 8 208.323 364.422 9 218.150 366.271 10 227.846 368.718 11 237.375 371.753 12 246.700 375.365 13 255.786 379.540 14 264.600 384.264 15 273.109 389.517 16 281.281 395.281 17 289.085 401.533 18 296.493 408.251 19 303.475 415.410 20 310.007 422.982 21 316.064 430.939 22 321.622 439.252 23 326.662 447.889 24 331.165 456.818 25 335.113 466.006 26 336.008 468.500 Circle Center At X = 183.031 ; Y = 525.801 ; and Radius = 163.356 Factor of Safety *** 1.509 *** Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 146.897 368.500 2 156.594 366.060 3 166.426 364.234 4 176.353 363.028 5 186.336 362.448 6 196.336 362.495 7 206.313 363.171 8 216.229 364.471 9 226.042 366.391 10 235.717 368.923 11 245.213 372.057 12 254.493 375.782 13 263.522 380.081 14 272.263 384.939 15 280.681 390.336 16 288.745 396.250 17 296.421 402.659 18 303.680 409.537 19 310.492 416.858 20 316.832 424.591 21 322.674 432.707

Z:xemseg.OUT Page 6

22 327.995 441.174 23 332.774 449.958 24 336.992 459.025 25 340.633 468.339 26 340.684 468.500 Circle Center At X = 190.580 ; Y = 521.616 ; and Radius = 159.225 Factor of Safety *** 1.510 *** Failure Surface Specified By 24 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 150.862 368.931 2 160.591 366.620 3 170.454 364.970 4 180.406 363.990 5 190.401 363.683 6 200.395 364.052 7 210.340 365.094 8 220.193 366.805 9 229.907 369.177 10 239.440 372.199 11 248.747 375.858 12 257.785 380.136 13 266.515 385.014 14 274.895 390.470 15 282.888 396.479 16 290.457 403.014 17 297.568 410.045 18 304.189 417.540 19 310.288 425.464 20 315.839 433.782 21 320.816 442.456 22 325.196 451.445 23 328.960 460.710 24 331.527 468.500 Circle Center At X = 189.950 ; Y = 511.698 ; and Radius = 148.021 Factor of Safety *** 1.510 *** Failure Surface Specified By 32 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 138.966 368.500 2 148.689 366.165 3 158.499 364.225 4 168.379 362.681 5 178.313 361.537 6 188.286 360.794 7 198.280 360.454 8 208.280 360.518 9 218.269 360.984 10 228.231 361.853 11 238.150 363.123 12 248.010 364.792 13 257.794 366.857 14 267.488 369.315 15 277.074 372.161 16 286.538 375.392 17 295.863 379.002 18 305.036 382.985 19 314.041 387.334 20 322.863 392.043 21 331.487 397.104 22 339.901 402.508 23 348.090 408.248 24 356.041 414.312 25 363.741 420.693 26 371.178 427.379 27 378.338 434.359 28 385.212 441.622 29 391.787 449.157

Z:xemseg.OUT Page 7

30 398.053 456.950 31 404.000 464.990 32 406.383 468.500 Circle Center At X = 201.715 ; Y = 608.257 ; and Radius = 247.833 Factor of Safety *** 1.510 *** Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 142.931 368.500 2 152.556 365.789 3 162.336 363.702 4 172.230 362.248 5 182.197 361.434 6 192.195 361.262 7 202.184 361.733 8 212.122 362.846 9 221.968 364.595 10 231.681 366.974 11 241.221 369.972 12 250.548 373.577 13 259.625 377.775 14 268.412 382.548 15 276.875 387.875 16 284.977 393.736 17 292.686 400.106 18 299.970 406.958 19 306.797 414.264 20 313.141 421.995 21 318.975 430.117 22 324.275 438.597 23 329.018 447.400 24 333.185 456.491 25 336.759 465.830 26 337.589 468.500 Circle Center At X = 189.877 ; Y = 516.574 ; and Radius = 155.338 Factor of Safety *** 1.510 *** Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 138.966 368.500 2 148.721 366.302 3 158.590 364.688 4 168.537 363.664 5 178.528 363.235 6 188.527 363.400 7 198.498 364.161 8 208.406 365.514 9 218.216 367.454 10 227.893 369.974 11 237.403 373.066 12 246.712 376.718 13 255.787 380.918 14 264.596 385.651 15 273.108 390.900 16 281.293 396.646 17 289.120 402.869 18 296.564 409.547 19 303.597 416.656 20 310.194 424.171 21 316.333 432.065 22 321.990 440.311 23 327.147 448.879 24 331.785 457.738 25 335.887 466.858 26 336.511 468.500 Circle Center At X = 180.755 ; Y = 531.067 ; and Radius = 167.852 Factor of Safety *** 1.510 ***

Z:xemseg.OUT Page 8

Failure Surface Specified By 25 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 142.931 368.500 2 152.649 366.142 3 162.499 364.418 4 172.441 363.336 5 182.431 362.901 6 192.429 363.114 7 202.392 363.974 8 212.278 365.477 9 222.046 367.618 10 231.655 370.388 11 241.064 373.774 12 250.234 377.763 13 259.127 382.337 14 267.704 387.478 15 275.930 393.164 16 283.771 399.371 17 291.193 406.072 18 298.165 413.241 19 304.658 420.846 20 310.645 428.856 21 316.100 437.237 22 321.001 445.954 23 325.327 454.970 24 329.059 464.247 25 330.457 468.500 Circle Center At X = 184.150 ; Y = 517.158 ; and Radius = 154.266 Factor of Safety *** 1.510 *** **** END OF GSTABL7 OUTPUT ****

0 50 100 150 200 250 300 350 400 450 500300

350

400

450

500

550

600

650

Marywood / Orange 13139-01 / E-E' 30' MSE Wall / Seismicz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec e\xemsege .plt Run By: BTZ 9/11/2014 09:48AM

1

1

1

1

1

11

1

L1

R1 9500 Lb/ftR2 9500R3 9500R4 9500R5 9500R6 9500R7 9500R8 9500R9 9500R10 9500R11 9500R12 9500R13 9500R14 9500R15 9500

SoilDesc.

Fill

SoilTypeNo.1

TotalUnit Wt.

(pcf)120.0

SaturatedUnit Wt.

(pcf)120.0

CohesionIntercept

(psf)300.0

FrictionAngle(deg)26.0

Piez.Surface

No.W1

Load ValueL1 250 psf

Peak(A) 0.400(g)kh Coef. 0.150(g)<

GSTABL7 v.2 FSmin=1.18Factor Of Safety Is Calculated By The Modified Bishop Method

Z:xemsege .OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/11/2014 Time of Run: 09:48AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec E\xemsege .in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec E\xemsege .OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec E\xemsege .PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / E-E' 30' MSE Wall / Seismic BOUNDARY COORDINATES 8 Top Boundaries 8 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 368.50 150.00 368.50 1 2 150.00 368.50 210.00 398.50 1 3 210.00 398.50 215.00 398.50 1 4 215.00 398.50 258.00 420.00 1 5 258.00 420.00 265.50 450.00 1 6 265.50 450.00 270.50 450.00 1 7 270.50 450.00 307.50 468.50 1 8 307.50 468.50 490.00 468.50 1 User Specified Y-Origin = 300.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 BOUNDARY LOAD(S) 1 Load(s) Specified Load X-Left X-Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 310.00 490.00 250.0 0.0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Specified Peak Ground Acceleration Coefficient (A) = 0.400(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore-Pressure Factor = 0.000 REINFORCING LAYER(S) 15 REINFORCING LAYER(S) SPECIFIED REINFORCING LAYER NO. 1 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 257.00 417.00 0.00 0.000 2 262.00 417.00 9500.00 0.000 3 357.00 417.00 9500.00 0.000 4 362.00 417.00 0.00 0.000 REINFORCING LAYER NO. 2 4 POINTS DEFINE THIS LAYER

Z:xemsege .OUT Page 2

POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 257.00 419.00 0.00 0.000 2 262.00 419.00 9500.00 0.000 3 357.00 419.00 9500.00 0.000 4 362.00 419.00 0.00 0.000 REINFORCING LAYER NO. 3 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 258.25 421.00 0.00 0.000 2 263.25 421.00 9500.00 0.000 3 358.25 421.00 9500.00 0.000 4 363.25 421.00 0.00 0.000 REINFORCING LAYER NO. 4 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 258.75 423.00 0.00 0.000 2 263.75 423.00 9500.00 0.000 3 358.75 423.00 9500.00 0.000 4 363.75 423.00 0.00 0.000 REINFORCING LAYER NO. 5 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 259.25 425.00 0.00 0.000 2 264.25 425.00 9500.00 0.000 3 359.25 425.00 9500.00 0.000 4 364.25 425.00 0.00 0.000 REINFORCING LAYER NO. 6 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 259.75 427.00 0.00 0.000 2 264.75 427.00 9500.00 0.000 3 359.75 427.00 9500.00 0.000 4 364.75 427.00 0.00 0.000 REINFORCING LAYER NO. 7 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 260.25 429.00 0.00 0.000 2 265.25 429.00 9500.00 0.000 3 360.25 429.00 9500.00 0.000 4 365.25 429.00 0.00 0.000 REINFORCING LAYER NO. 8 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 260.75 431.00 0.00 0.000 2 265.75 431.00 9500.00 0.000 3 360.75 431.00 9500.00 0.000 4 365.75 431.00 0.00 0.000 REINFORCING LAYER NO. 9 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 261.25 433.00 0.00 0.000 2 266.25 433.00 9500.00 0.000 3 361.25 433.00 9500.00 0.000 4 366.25 433.00 0.00 0.000 REINFORCING LAYER NO. 10 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 261.75 435.00 0.00 0.000 2 266.75 435.00 9500.00 0.000 3 361.75 435.00 9500.00 0.000 4 366.75 435.00 0.00 0.000

Z:xemsege .OUT Page 3

REINFORCING LAYER NO. 11 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 262.25 437.00 0.00 0.000 2 267.25 437.00 9500.00 0.000 3 362.25 437.00 9500.00 0.000 4 367.25 437.00 0.00 0.000 REINFORCING LAYER NO. 12 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 262.75 439.00 0.00 0.000 2 267.75 439.00 9500.00 0.000 3 362.75 439.00 9500.00 0.000 4 367.75 439.00 0.00 0.000 REINFORCING LAYER NO. 13 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 263.25 441.00 0.00 0.000 2 268.25 441.00 9500.00 0.000 3 363.25 441.00 9500.00 0.000 4 368.25 441.00 0.00 0.000 REINFORCING LAYER NO. 14 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 263.75 443.00 0.00 0.000 2 268.75 443.00 9500.00 0.000 3 363.75 443.00 9500.00 0.000 4 368.75 443.00 0.00 0.000 REINFORCING LAYER NO. 15 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 264.25 445.00 0.00 0.000 2 269.25 445.00 9500.00 0.000 3 364.25 445.00 9500.00 0.000 4 369.25 445.00 0.00 0.000 Trial Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 142.931 368.500 2 152.609 365.982 3 162.426 364.076 4 172.343 362.790 5 182.321 362.129 6 192.321 362.095 7 202.303 362.689 8 212.228 363.908 9 222.058 365.747 10 231.752 368.199 11 241.274 371.255 12 250.585 374.903 13 259.649 379.127 14 268.430 383.912 15 276.893 389.238 16 285.006 395.085 17 292.736 401.430 18 300.052 408.247 19 306.926 415.509 20 313.331 423.189 21 319.241 431.255 22 324.634 439.677 23 329.488 448.420 24 333.783 457.450 25 337.503 466.733 26 338.086 468.500 DEFLECTION ANGLE & SEGMENT DATA FOR SPECIFIED SURFACE(Excluding Last Segment)

Z:xemsege .OUT Page 4

Angle/Segment No. Deflection(Deg) Segment Length(ft) 1 3.60 10.00 2 3.60 10.00 3 3.60 10.00 4 3.60 10.00 5 3.60 10.00 6 3.60 10.00 7 3.59 10.00 8 3.60 10.00 9 3.60 10.00 10 3.60 10.00 11 3.59 10.00 12 3.60 10.00 13 3.60 10.00 14 3.60 10.00 15 3.60 10.00 16 3.60 10.00 17 3.59 10.00 18 3.60 10.00 19 3.60 10.00 20 3.60 10.00 21 3.59 10.00 22 3.60 10.00 23 3.60 10.00 Circle Center At X = 187.868(ft) ; Y = 521.231(ft); and Radius = 159.204(ft) * * Factor Of Safety Is Calculated By The Modified Bishop Method * * Sum of Reinforcing Forces on Failure Surface = 81123.18 (lbs) Factor Of Safety For The Preceding Specified Surface = 1.179 The calculated factor of safety for the specified surface without piers/piles, reinforcement, soil nails, or applied forces = 0.966 ***Table 1 - Individual Data on the 33 Slices*** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 7.1 780.1 0.0 0.0 0.0 0.0 117.0 0.0 0.0 2 2.6 886.3 0.0 0.0 0.0 0.0 132.9 0.0 0.0 3 9.8 8516.9 0.0 0.0 0.0 0.0 1277.5 0.0 0.0 4 9.9 16374.1 0.0 0.0 0.0 0.0 2456.1 0.0 0.0 5 10.0 23595.8 0.0 0.0 0.0 0.0 3539.4 0.0 0.0 6 10.0 30058.2 0.0 0.0 0.0 0.0 4508.7 0.0 0.0 7 10.0 35652.5 0.0 0.0 0.0 0.0 5347.9 0.0 0.0 8 7.7 30862.5 0.0 0.0 0.0 0.0 4629.4 0.0 0.0 9 2.2 9285.1 0.0 0.0 0.0 0.0 1392.8 0.0 0.0 10 2.8 11420.4 0.0 0.0 0.0 0.0 1713.1 0.0 0.0 11 7.1 29794.1 0.0 0.0 0.0 0.0 4469.1 0.0 0.0 12 9.7 43599.1 0.0 0.0 0.0 0.0 6539.9 0.0 0.0 13 9.5 45168.0 0.0 0.0 0.0 0.0 6775.2 0.0 0.0 14 9.3 45682.5 0.0 0.0 0.0 0.0 6852.4 0.0 0.0 15 7.4 36940.5 0.0 0.0 0.0 0.0 5541.1 0.0 0.0 16 1.6 8816.7 0.0 0.0 0.0 0.0 1322.5 0.0 0.0 17 5.9 40425.8 0.0 0.0 0.0 0.0 6063.9 0.0 0.0 18 2.9 23517.2 0.0 0.0 0.0 0.0 3527.6 0.0 0.0 19 2.1 16254.5 0.0 0.0 0.0 0.0 2438.2 0.0 0.0 20 6.4 49383.3 0.0 0.0 0.0 0.0 7407.5 0.0 0.0 21 8.1 61396.1 0.0 0.0 0.0 0.0 9209.4 0.0 0.0 22 7.7 56516.9 0.0 0.0 0.0 0.0 8477.5 0.0 0.0 23 7.3 51014.5 0.0 0.0 0.0 0.0 7652.2 0.0 0.0 24 6.9 45052.0 0.0 0.0 0.0 0.0 6757.8 0.0 0.0 25 0.6 3616.5 0.0 0.0 0.0 0.0 542.5 0.0 0.0 26 2.5 15241.2 0.0 0.0 0.0 0.0 2286.2 0.0 0.0 27 3.3 18909.9 0.0 0.0 0.0 0.0 2836.5 0.0 832.7 28 5.9 29274.5 0.0 0.0 0.0 0.0 4391.2 0.0 1477.5 29 5.4 21378.2 0.0 0.0 0.0 0.0 3206.7 0.0 1348.2 30 4.9 14242.5 0.0 0.0 0.0 0.0 2136.4 0.0 1213.5 31 4.3 8022.2 0.0 0.0 0.0 0.0 1203.3 0.0 1073.8 32 3.7 2860.7 0.0 0.0 0.0 0.0 429.1 0.0 930.0 33 0.6 61.8 0.0 0.0 0.0 0.0 9.3 0.0 145.8 ***Table 2 - Base Stress Data on the 33 Slices*** Slice Alpha X-Coord. Base Available Mobilized

Z:xemsege .OUT Page 5

No. (deg) Slice Cntr Leng. Shear Strength Shear Stress * (ft) (ft) (psf) (psf) 1 -14.58 146.47 7.30 496.88 -11.43 2 -14.58 151.30 2.70 653.97 -35.49 3 -10.99 157.52 10.00 978.01 -39.81 4 -7.39 167.38 10.00 1442.81 22.39 5 -3.79 177.33 10.00 1834.35 175.29 6 -0.19 187.32 10.00 2158.14 405.18 7 3.41 197.31 10.00 2418.49 695.66 8 7.00 206.15 7.75 2591.12 1015.02 9 7.00 211.11 2.24 2679.51 1052.40 10 10.60 213.61 2.82 2574.27 1276.29 11 10.60 218.53 7.18 2629.39 1306.05 12 14.19 226.90 10.00 2697.64 1626.28 13 17.79 236.51 10.00 2743.93 1941.20 14 21.39 245.93 10.00 2742.86 2216.47 15 24.99 254.29 8.18 2696.08 2433.03 16 24.99 258.82 1.82 2871.79 2604.25 17 28.59 262.57 6.66 3511.28 3537.54 18 28.59 266.96 3.34 4032.60 4078.60 19 32.18 269.46 2.45 3823.68 4178.62 20 32.18 273.70 7.55 3765.99 4113.91 21 35.78 280.95 10.00 3570.14 4154.22 22 39.38 288.87 10.00 3334.76 4078.59 23 42.98 296.39 10.00 3070.81 3898.04 24 46.57 303.49 10.00 2782.19 3620.72 25 50.17 307.21 0.90 2563.44 3386.86 26 50.17 308.75 3.90 2487.84 3280.36 27 50.17 311.67 5.20 2425.01 3183.59 28 53.77 316.29 10.00 2049.96 2683.35 29 57.37 321.94 10.00 1606.88 2053.40 30 60.96 327.06 10.00 1184.13 1438.59 31 64.56 331.64 10.00 788.94 867.27 32 68.16 335.64 10.00 430.33 366.95 33 71.74 337.79 1.86 228.42 107.48 NOTE: Pier/Pile, reinforcement, soil nail, and applied forces (if applicable) are included in the Available Shear values in Table 2 by uniform distribution on each slice base, based upon the converged factor of safety. Sum of the Resisting Forces (including Pier/Pile, Tieback, Reinforcing Soil Nail, and Applied Forces if applicable) = 543240.75 (lbs) Average Available Shear Strength (including Tieback, Pier/Pile, Reinforcing, Soil Nail, and Applied Forces if applicable) = 2246.09(psf) Sum of the Driving Forces = 460784.75 (lbs) Average Mobilized Shear Stress = 1905.16(psf) Total length of the failure surface = 241.86(ft) CAUTION - Factor Of Safety Is Calculated By The Modified Bishop Method. This Method Is Valid Only If The Failure Surface Approximates A Circular Arc. *** SEISMIC SLOPE DISPLACEMENT DATA *** (Note: kv is set = zero for displacement calculations) Seismic Yield Coefficient (ky) = 0.2669(g) Calculated Newmark Seismic Displacement = 0.087(ft) Non-Symmetrical Sliding Resistance Has Been Specified for Downhill Sliding. **** END OF GSTABL7 OUTPUT ****

0 50 100 150 200 250 300350

400

450

500

550

Marywood / Orange 13139-01 / Sec F-F' / Staticz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec f\xf.pl2 Run By: ASR 9/12/2014 04:56PM

33

33

32

2

2

2 2

111

1

1

2

2

2 2

3

R1 1000 Lb/ftR2 1000R3 1000

bc

d

e

f

gh

i ja

# FSa 1.60b 1.60c 1.60d 1.61e 1.61f 1.61g 1.61h 1.61i 1.61j 1.61

SoilDesc.

AfTpyQal

SoilTypeNo.123

TotalUnit Wt.

(pcf)120.0120.0120.0

SaturatedUnit Wt.

(pcf)120.0120.0120.0

CohesionIntercept

(psf)300.0400.0200.0

FrictionAngle(deg)26.029.024.0

Piez.Surface

No.W1W1W1

GSTABL7 v.2 FSmin=1.60Safety Factors Are Calculated By The Modified Bishop Method

Z:xf.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.2, Jan. 2011 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/12/2014 Time of Run: 04:56PM Run By: ASR Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec F\xf.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec F\xf.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec F\xf.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec F-F' / Static BOUNDARY COORDINATES 15 Top Boundaries 20 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 381.00 10.00 386.00 3 2 10.00 386.00 70.00 390.00 3 3 70.00 390.00 80.00 393.00 3 4 80.00 393.00 83.00 395.00 3 5 83.00 395.00 86.00 399.00 3 6 86.00 399.00 90.00 402.00 2 7 90.00 402.00 129.00 427.00 2 8 129.00 427.00 148.00 437.00 2 9 148.00 437.00 157.00 440.00 2 10 157.00 440.00 163.00 440.00 2 11 163.00 440.00 164.00 447.00 1 12 164.00 447.00 170.00 447.00 1 13 170.00 447.00 180.00 450.00 1 14 180.00 450.00 210.00 465.00 1 15 210.00 465.00 300.00 465.00 1 16 163.00 440.00 178.00 440.00 2 17 178.00 440.00 203.00 456.00 2 18 203.00 456.00 252.00 460.00 2 19 252.00 460.00 300.00 460.00 2 20 86.00 399.00 138.00 350.00 3 User Specified Y-Origin = 350.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 400.0 29.0 0.00 0.0 1 3 120.0 120.0 200.0 24.0 0.00 0.0 1 REINFORCING LAYER(S) 3 REINFORCING LAYER(S) SPECIFIED REINFORCING LAYER NO. 1 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 163.14 441.00 1000.00 0.000 2 165.81 441.00 1000.00 0.000 3 168.48 441.00 1000.00 0.000

Z:xf.OUT Page 2

4 171.14 441.00 1000.00 0.000 REINFORCING LAYER NO. 2 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 163.43 443.00 1000.00 0.000 2 166.10 443.00 1000.00 0.000 3 168.76 443.00 1000.00 0.000 4 171.43 443.00 1000.00 0.000 REINFORCING LAYER NO. 3 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 163.71 445.00 1000.00 0.000 2 166.38 445.00 1000.00 0.000 3 169.05 445.00 1000.00 0.000 4 171.71 445.00 1000.00 0.000 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 10000 Trial Surfaces Have Been Generated. 500 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 65.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 135.00(ft) and X = 250.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Total Number of Trial Surfaces Attempted = 0 Number of Trial Surfaces With Valid FS = 0 Statistical Data On All Valid FS Values: FS Max = 0.000 FS Min = 500.000 FS Ave = NaN Standard Deviation = 0.000 Coefficient of Variation = NaN % Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.974 388.941 3 84.972 389.095 4 94.919 390.130 5 104.736 392.035 6 114.346 394.798 7 123.677 398.395 8 132.654 402.800 9 141.209 407.978 10 149.276 413.889 11 156.790 420.487 12 163.695 427.721 13 169.936 435.534 14 175.465 443.867 15 178.563 449.569 Circle Center At X = 78.219 ; Y = 502.394 ; and Radius = 113.500 Factor of Safety *** 1.602 *** Individual data on the 0 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.963 388.810 3 84.963 388.834 4 94.922 389.739

Z:xf.OUT Page 3

5 104.763 391.518 6 114.408 394.157 7 123.784 397.636 8 132.816 401.927 9 141.436 406.997 10 149.575 412.807 11 157.170 419.311 12 164.164 426.459 13 170.500 434.196 14 176.130 442.460 15 180.479 450.239 Circle Center At X = 79.689 ; Y = 502.107 ; and Radius = 113.396 Factor of Safety *** 1.603 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.970 388.896 3 84.970 388.974 4 94.927 389.900 5 104.769 391.668 6 114.426 394.265 7 123.828 397.672 8 132.907 401.865 9 141.597 406.813 10 149.836 412.480 11 157.564 418.827 12 164.726 425.806 13 171.269 433.368 14 177.147 441.458 15 182.318 450.017 16 183.066 451.533 Circle Center At X = 79.083 ; Y = 506.382 ; and Radius = 117.562 Factor of Safety *** 1.604 *** Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.993 389.284 3 84.990 389.508 4 94.956 390.338 5 104.852 391.772 6 114.644 393.804 7 124.294 396.427 8 133.767 399.630 9 143.028 403.403 10 152.043 407.731 11 160.778 412.598 12 169.203 417.986 13 177.284 423.876 14 184.993 430.245 15 192.302 437.071 16 199.182 444.327 17 205.609 451.988 18 211.560 460.025 19 214.795 465.000 Circle Center At X = 76.302 ; Y = 553.949 ; and Radius = 164.671 Factor of Safety *** 1.605 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.947 388.640 3 84.947 388.560 4 94.909 389.430 5 104.744 391.239 6 114.363 393.973

Z:xf.OUT Page 4

7 123.679 397.607 8 132.609 402.108 9 141.072 407.435 10 148.992 413.540 11 156.298 420.369 12 162.923 427.859 13 168.808 435.944 14 173.900 444.551 15 175.880 448.764 Circle Center At X = 80.781 ; Y = 493.835 ; and Radius = 105.357 Factor of Safety *** 1.605 *** Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.987 389.151 3 84.986 389.247 4 94.961 389.954 5 104.874 391.270 6 114.688 393.189 7 124.367 395.704 8 133.874 398.806 9 143.173 402.483 10 152.230 406.722 11 161.011 411.507 12 169.483 416.819 13 177.615 422.640 14 185.376 428.946 15 192.736 435.715 16 199.669 442.922 17 206.149 450.538 18 212.151 458.537 19 216.410 465.000 Circle Center At X = 78.418 ; Y = 552.637 ; and Radius = 163.522 Factor of Safety *** 1.606 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.943 388.596 3 84.941 388.439 4 94.913 389.196 5 104.773 390.861 6 114.440 393.420 7 123.833 396.852 8 132.872 401.128 9 141.483 406.212 10 149.594 412.062 11 157.135 418.629 12 164.046 425.857 13 170.266 433.687 14 175.745 442.052 15 179.961 449.988 Circle Center At X = 81.661 ; Y = 497.697 ; and Radius = 109.307 Factor of Safety *** 1.606 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 66.842 389.789 2 76.839 389.552 3 86.825 390.087 4 96.739 391.393 5 106.523 393.460 6 116.118 396.277 7 125.467 399.828 8 134.513 404.089 9 143.203 409.037

Z:xf.OUT Page 5

10 151.485 414.642 11 159.309 420.870 12 166.629 427.683 13 173.400 435.042 14 179.582 442.902 15 185.139 451.216 16 186.197 453.098 Circle Center At X = 74.958 ; Y = 518.651 ; and Radius = 129.116 Factor of Safety *** 1.606 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 66.842 389.789 2 76.798 388.854 3 86.798 388.859 4 96.753 389.805 5 106.576 391.682 6 116.178 394.475 7 125.475 398.158 8 134.384 402.699 9 142.827 408.058 10 150.729 414.187 11 158.019 421.032 12 164.633 428.532 13 170.513 436.621 14 175.606 445.227 15 177.501 449.250 Circle Center At X = 81.744 ; Y = 494.964 ; and Radius = 106.225 Factor of Safety *** 1.607 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 70.526 390.158 2 80.526 390.108 3 90.495 390.902 4 100.360 392.535 5 110.053 394.994 6 119.504 398.262 7 128.646 402.316 8 137.412 407.127 9 145.742 412.660 10 153.575 418.877 11 160.855 425.732 12 167.531 433.177 13 173.555 441.159 14 178.884 449.621 15 178.911 449.673 Circle Center At X = 76.116 ; Y = 508.432 ; and Radius = 118.406 Factor of Safety *** 1.607 *** **** END OF GSTABL7 OUTPUT ****

0 50 100 150 200 250 300350

400

450

500

550

Marywood / Orange 13139-01 / Sec F-F' / Seismicz:\2013\13139-01 the new home co. - marywood\engineering\slope stability\2014 sept\sec f\xfe.plt Run By: BTZ 9/15/2014 10:31AM

33

33

32

2

2

2 2

111

1

1

2

2

2 2

3

R1 1000 Lb/ftR2 1000R3 1000

SoilDesc.

AfTpyQal

SoilTypeNo.123

TotalUnit Wt.

(pcf)120.0120.0120.0

SaturatedUnit Wt.

(pcf)120.0120.0120.0

CohesionIntercept

(psf)300.0400.0200.0

FrictionAngle(deg)26.029.024.0

Piez.Surface

No.W1W1W1

Load ValuePeak(A) 0.400(g)kh Coef. 0.150(g)<

GSTABL7 v.2 FSmin=1.21Factor Of Safety Is Calculated By The Modified Bishop Method

Z:xfe.OUT Page 1

*** GSTABL7 *** ** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013 ** (All Rights Reserved-Unauthorized Use Prohibited) ********************************************************************************* SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces. ********************************************************************************* Analysis Run Date: 9/15/2014 Time of Run: 10:31AM Run By: BTZ Input Data Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec F\xfe.in Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec F\xfe.OUT Unit System: English Plotted Output Filename: Z:\2013\13139-01 The New Home Co. - Marywood\Engineering\Slope Stability\2014 Sept\Sec F\xfe.PLT PROBLEM DESCRIPTION: Marywood / Orange 13139-01 / Sec F-F' / Seismic BOUNDARY COORDINATES 15 Top Boundaries 20 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 381.00 10.00 386.00 3 2 10.00 386.00 70.00 390.00 3 3 70.00 390.00 80.00 393.00 3 4 80.00 393.00 83.00 395.00 3 5 83.00 395.00 86.00 399.00 3 6 86.00 399.00 90.00 402.00 2 7 90.00 402.00 129.00 427.00 2 8 129.00 427.00 148.00 437.00 2 9 148.00 437.00 157.00 440.00 2 10 157.00 440.00 163.00 440.00 2 11 163.00 440.00 164.00 447.00 1 12 164.00 447.00 170.00 447.00 1 13 170.00 447.00 180.00 450.00 1 14 180.00 450.00 210.00 465.00 1 15 210.00 465.00 300.00 465.00 1 16 163.00 440.00 178.00 440.00 2 17 178.00 440.00 203.00 456.00 2 18 203.00 456.00 252.00 460.00 2 19 252.00 460.00 300.00 460.00 2 20 86.00 399.00 138.00 350.00 3 User Specified Y-Origin = 350.00(ft) Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 400.0 29.0 0.00 0.0 1 3 120.0 120.0 200.0 24.0 0.00 0.0 1 Specified Peak Ground Acceleration Coefficient (A) = 0.400(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore-Pressure Factor = 0.000 REINFORCING LAYER(S) 3 REINFORCING LAYER(S) SPECIFIED REINFORCING LAYER NO. 1 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION

Z:xfe.OUT Page 2

NO. FACTOR 1 163.14 441.00 1000.00 0.000 2 165.81 441.00 1000.00 0.000 3 168.48 441.00 1000.00 0.000 4 171.14 441.00 1000.00 0.000 REINFORCING LAYER NO. 2 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 163.43 443.00 1000.00 0.000 2 166.10 443.00 1000.00 0.000 3 168.76 443.00 1000.00 0.000 4 171.43 443.00 1000.00 0.000 REINFORCING LAYER NO. 3 4 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 163.71 445.00 1000.00 0.000 2 166.38 445.00 1000.00 0.000 3 169.05 445.00 1000.00 0.000 4 171.71 445.00 1000.00 0.000 Trial Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 65.000 389.667 2 74.974 388.941 3 84.972 389.095 4 94.919 390.130 5 104.736 392.035 6 114.346 394.798 7 123.677 398.395 8 132.654 402.800 9 141.209 407.978 10 149.276 413.889 11 156.790 420.487 12 163.695 427.721 13 169.936 435.534 14 175.465 443.867 15 178.563 449.569 DEFLECTION ANGLE & SEGMENT DATA FOR SPECIFIED SURFACE(Excluding Last Segment) Angle/Segment No. Deflection(Deg) Segment Length(ft) 1 5.04 10.00 2 5.06 10.00 3 5.04 10.00 4 5.06 10.00 5 5.04 10.00 6 5.06 10.00 7 5.05 10.00 8 5.05 10.00 9 5.05 10.00 10 5.05 10.00 11 5.05 10.00 12 5.05 10.00 Circle Center At X = 78.219(ft) ; Y = 502.393(ft); and Radius = 113.499(ft) * * Factor Of Safety Is Calculated By The Modified Bishop Method * * Sum of Reinforcing Forces on Failure Surface = 0.00 (lbs) Factor Of Safety For The Preceding Specified Surface = 1.211 The calculated factor of safety for the specified surface without piers/piles, reinforcement, soil nails, or applied forces = 1.211 ***Table 1 - Individual Data on the 27 Slices*** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 5.0 209.1 0.0 0.0 0.0 0.0 31.4 0.0 0.0 2 5.0 969.4 0.0 0.0 0.0 0.0 145.4 0.0 0.0 3 5.0 1970.0 0.0 0.0 0.0 0.0 295.5 0.0 0.0 4 3.0 1785.0 0.0 0.0 0.0 0.0 267.8 0.0 0.0 5 2.0 1712.1 0.0 0.0 0.0 0.0 256.8 0.0 0.0 6 1.0 1130.7 0.0 0.0 0.0 0.0 169.6 0.0 0.0

Z:xfe.OUT Page 3

7 4.0 5323.2 0.0 0.0 0.0 0.0 798.5 0.0 0.0 8 4.9 8088.3 0.0 0.0 0.0 0.0 1213.2 0.0 0.0 9 0.4 743.1 0.0 0.0 0.0 0.0 111.5 0.0 0.0 10 9.4 19539.4 0.0 0.0 0.0 0.0 2930.9 0.0 0.0 11 9.6 24343.8 0.0 0.0 0.0 0.0 3651.6 0.0 0.0 12 9.3 26874.0 0.0 0.0 0.0 0.0 4031.1 0.0 0.0 13 5.3 16347.7 0.0 0.0 0.0 0.0 2452.2 0.0 0.0 14 3.7 11426.0 0.0 0.0 0.0 0.0 1713.9 0.0 0.0 15 8.6 26471.4 0.0 0.0 0.0 0.0 3970.7 0.0 0.0 16 6.8 20166.7 0.0 0.0 0.0 0.0 3025.0 0.0 0.0 17 1.3 3642.9 0.0 0.0 0.0 0.0 546.4 0.0 0.0 18 7.5 19376.8 0.0 0.0 0.0 0.0 2906.5 0.0 0.0 19 0.2 488.1 0.0 0.0 0.0 0.0 73.2 0.0 0.0 20 6.0 11628.0 0.0 0.0 0.0 0.0 1744.2 0.0 0.0 21 0.7 1257.3 0.0 0.0 0.0 0.0 188.6 0.0 0.0 22 0.3 659.5 0.0 0.0 0.0 0.0 98.9 0.0 0.0 23 5.9 10814.1 0.0 0.0 0.0 0.0 1622.1 0.0 0.0 24 0.1 87.7 0.0 0.0 0.0 0.0 13.2 0.0 0.0 25 2.9 3346.7 0.0 0.0 0.0 0.0 502.0 0.0 0.0 26 2.6 1946.2 0.0 0.0 0.0 0.0 291.9 0.0 0.0 27 3.1 887.1 0.0 0.0 0.0 0.0 133.1 0.0 0.0 ***Table 2 - Base Stress Data on the 27 Slices*** Slice Alpha X-Coord. Base Available Mobilized No. (deg) Slice Cntr Leng. Shear Strength Shear Stress * (ft) (ft) (psf) (psf) 1 -4.16 67.50 5.01 224.63 3.20 2 -4.16 72.49 4.99 294.66 14.77 3 0.88 77.49 5.03 372.41 63.97 4 0.88 81.50 3.00 462.30 96.44 5 0.88 83.99 1.97 583.24 139.42 6 5.94 85.49 1.03 664.31 269.82 7 5.94 88.00 4.02 763.30 324.77 8 5.94 92.46 4.95 897.74 398.45 9 10.98 95.12 0.42 940.43 583.60 10 10.98 100.03 9.58 1424.74 665.36 11 16.04 109.54 10.00 1594.29 989.71 12 21.08 119.01 10.00 1696.95 1300.10 13 26.14 126.34 5.93 1716.69 1539.21 14 26.14 130.83 4.07 1741.95 1566.32 15 31.18 136.93 10.00 1656.21 1665.28 16 36.23 144.60 8.42 1532.10 1666.47 17 36.23 148.64 1.58 1484.50 1603.56 18 41.29 153.03 10.00 1304.84 1469.46 19 46.33 156.89 0.30 1141.01 1306.49 20 46.33 160.00 8.69 996.34 1092.26 21 46.33 163.35 1.01 948.04 1020.48 22 51.38 163.85 0.49 1016.21 1164.79 23 51.38 166.97 9.51 896.17 983.42 24 56.44 169.97 0.12 686.07 688.32 25 56.44 171.45 5.24 615.29 580.67 26 56.44 174.18 4.64 416.86 382.48 27 61.48 177.01 6.49 252.47 129.69 NOTE: Pier/Pile, reinforcement, soil nail, and applied forces (if applicable) are included in the Available Shear values in Table 2 by uniform distribution on each slice base, based upon the converged factor of safety. Sum of the Resisting Forces (including Pier/Pile, Tieback, Reinforcing Soil Nail, and Applied Forces if applicable) = 150177.36 (lbs) Average Available Shear Strength (including Tieback, Pier/Pile, Reinforcing, Soil Nail, and Applied Forces if applicable) = 1100.28(psf) Sum of the Driving Forces = 124043.52 (lbs) Average Mobilized Shear Stress = 908.81(psf) Total length of the failure surface = 136.49(ft) CAUTION - Factor Of Safety Is Calculated By The Modified Bishop Method. This Method Is Valid Only If The Failure Surface Approximates A Circular Arc. *** SEISMIC SLOPE DISPLACEMENT DATA *** (Note: kv is set = zero for displacement calculations) Seismic Yield Coefficient (ky) = 0.2696(g) Calculated Newmark Seismic Displacement = 0.085(ft) Non-Symmetrical Sliding Resistance Has Been Specified

Z:xfe.OUT Page 4

for Downhill Sliding. **** END OF GSTABL7 OUTPUT ****

INFINITE SLOPE CONDITION

ASSUMPTION

Depth of Saturation (ft), z 4(and steady seepage parallel to slope face)

SOIL PARAMETERS

Angle of Internal Friction, 26Cohesion (psf), c 300Saturated Unit Weight of Soil (pcf), sat 120Unit Weight of Water (pcf), w 62.4Slope Angle (2H:1V), 26.6

CALCULATIONS

Normal Stress Along Failure Plane = sat * z * cos2 = 383.766 lb/ft2

Shear Stress Along Failure Planed = sat * z* sin * cos d = 192.176 lb/ft2

Pore Pressure Along Failure Planeu = w * z * cos2 u = 199.558 lb/ft2

Resisting Shear Stress Along Failure Planer = c + - u) tan r = 389.844 lb/ft2

FACTOR OF SAFETY

FS = r

d

FS = 2.03

Project Name : MarywoodProject Number : 13139-01Designed/Checked : BTZDate: September, 2014

MANUFACTURED 2H:1V FILL SLOPE

SURFICIAL STABILITY

Flow NetW

z

zcos 21

u

DRAFT

DRAFT

CWQMP for “Marywood” – TTM No. 17816

June 16, 2015 50

LGC Geotechnical, Inc. Geotechnical Discussion Regarding Potential Intentional Infiltration of Storm Water, Proposed Residential 40-Lot Development at 2811 East Villa Real Drive, City of Orange, California. November 3, 2014.

131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com

November 3, 2014 Project No: 13139-01 Mr. Doug Woodward The New Home Company 95 Enterprise, Suite 325 Aliso Viejo, CA 92656 Subject: Geotechnical Discussion Regarding Potential Intentional Infiltration of Storm Water,

Proposed Residential 40-Lot Development at 2811 East Villa Real Drive, City of Orange, California

Reference: LGC Geotechnical, Inc., 2014, Geotechnical Due-Diligence Report for Proposed Residential

40-Lot Development Located at 2811 East Villa Real Drive, City of Orange, California, Project No. 13139-01, dated October 2, 2014.

Introduction In accordance with your request, LGC Geotechnical, Inc. has prepared this geotechnical discussion regarding potential intentional infiltration of storm water for the proposed 40-lot development located at 2811 East Villa Real Drive, Orange, California. LGC Geotechnical has previously performed a geotechnical evaluation of the site (LGC Geotechnical, 2014). Proposed Development The site has significant relief in its current and proposed condition. The southerly and western slopes, which descend to the water tank below, are up to approximately 110 feet in height. The northerly slopes are up to approximately 50 feet in height and descend into single-family residential below. The descending slope in the northeastern portion of the site is up to approximately 30 feet in height to the water tank below. Within the proposed development interior slopes up to approximately 30 feet in height are proposed. Geotechnical Discussion Regarding Infiltration It should be noted that intentionally infiltrating storm water conflicts with the geotechnical engineering objective of directing surface water away from structures and improvements. The geotechnical stability and integrity of a site is reliant upon appropriately handling surface water. In general, the vast majority of geotechnical distress issues are directly related to improper drainage. Distress in the form of movement of foundations and other improvements could occur as a result of soil saturation and loss of soil support of foundations and pavements, settlement, collapse, internal soil erosion, and/or expansion. Additionally, off-site properties and improvements may be subjected to seeps, springs, slope instability,

CWQMP for “Marywood” – TTM No. 17816

June 16, 2015 51

LGC Geotechnical, Inc. Supplemental Geotechnical Evaluation of Site Water Issues and Potential for Infiltration at Proposed Residential Development, Marywood, 2811 East Villa Real Drive, City of Orange, California. May 27, 2015.

131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com

May 27, 2015 Project No: 13139-01 Mr. Doug Woodward The New Home Company 85 Enterprise, Suite 450 Aliso Viejo, CA 92656 Subject: Supplemental Geotechnical Evaluation of Proposed Residential Development, Marywood,

2811 East Villa Real Drive, Vesting Tentative Tract Map No. 17816, City of Orange, California

References: Converse, 1979, Geotechnical Fault Investigation, Orange Reservoir Site 1-A, Orange,

California, Project No. 78-2323-04, dated May 18, 1979

County of Orange, 2013, Technical Guidance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs), Exhibit 7.III, December 20, 2013. LGC Geotechnical, Inc., 2014, Geotechnical Due-Diligence Report for Proposed Residential 40-Lot Development Located at 2811 East Villa Real Drive, City of Orange, California, Project No. 13139-01, dated October 2, 2014.

Introduction In accordance with your request, LGC Geotechnical, Inc. has prepared this supplemental geotechnical evaluation the proposed 40-lot Marywood residential development, Vesting Tentative Tract Map No. 17816, located at 2811 East Villa Real Drive within the city of Orange, California. LGC Geotechnical has previously performed a preliminary geotechnical evaluation of the site as presented in the referenced report (LGC Geotechnical, 2014); this supplemental report provides additional geotechnical recommendations that should be referenced along with the original report. Our scope of work included limited evaluation of nuisance water issues within the neighborhood surrounding the proposed development, evaluation of potential for intentional infiltration, and providing supplemental preliminary geotechnical recommendations for a portion of the proposed development. A supplemental field reconnaissance was performed at the site on February 12, 2015. Our review consisted of visual observation of accessible areas within the topographically lower neighborhoods surrounding the site. Additionally, the site environmental consultant has interviewed several residents and provided some anecdotal information to LGC Geotechnical.

Proposed Development The site has significant relief in its current and proposed condition. The southerly and western natural slopes, which descend to the pair of water tanks below, are up to approximately 110 feet in height. A descending natural slope in the northeastern portion of the site is up to approximately 30 feet in height above the single water tank located in that area. Within the proposed development, tiered pads and interior slopes up to approximately 30 feet in height are proposed. The preliminary plan received from Hunsaker & Associates May 26, 2015 was utilized to depict the proposed development; the plan has been slightly revised in comparison to the preliminary plan presented in LGC Geotechnical, 2014. An area of grading at the north-facing slope has been extended to partway down the existing native slope, and a Mechanically Stabilized Earth (MSE) wall has been added mid-slope. Surface drainage including v-ditches has been added to the area as well. Remedial rough grading of the proposed development will consist of removal of the existing canyon artificial fill at the center of the site (up to approximately 70 feet thick) and placement of new engineered fill within the small canyon and throughout the developable portions of the site. Rough grading will also include a minimum 5-foot-thick fill cap on proposed lots and replacement fill slopes for design cut slopes. Placement of a subdrain system is recommended for canyon bottoms and backdrains recommended for replacement fill slopes. Refer to LGC Geotechnical, 2014, for details. Existing Geologic Conditions LGC Geotechnical performed a subsurface investigation of the subject site as presented in the referenced report (2014). The existing geologic conditions of the subject site generally consist of an underlying siltstone bedrock formation and older artificial fill (generally derived from siltstone bedrock) previously placed within a small canyon at the central portion of the site. The Peralta Hills Fault is located to the southwest of the site directly below the pair of water tanks at the base of the hill ascending to the site. The fault delineates the boundary between fine-grained siltstone bedrock northeast of the fault and the coarse grained alluvial deposits on the southwest side of the fault; a clayey fault gouge that typically forms along faults was observed as reported in Converse, 1979. Geologic bedding within the bedrock is roughly parallel to the trace of the fault, steeply dipping to the northeast, locally fractured. During our subsurface investigation, groundwater was encountered at shallow depths as heavy seepage in a large-diameter boring excavated in the existing parking lot area at the east side of the proposed development site, most likely transmitted along bedding and through fractures in bedrock. Groundwater was not encountered at relatively lower elevations within the large diameter borings excavated at the southwest side of the site. Lateral extent of geologic units, locations of borings, and the offsite fault trace are presented on the Geotechnical Map and Cross-Sections, Sheets 1 & 2 (In Pocket). Appendices with detailed information including field exploration logs, laboratory test results, and engineering analyses are provided in LGC Geotechnical, 2014. Discussion Regarding Existing Water Issues of Surrounding Neighborhoods The proposed development is located on a topographically hilly area surrounded by various existing older neighborhoods. The existing homes to the south and northwest of the site are topographically lower than the site and have reportedly experienced various issues related to the presence of groundwater emanating from

Project No. 13139-01 Page 2 May 27, 2015

unknown sources. At least three locations were observed to have unusual water-related conditions during our field reconnaissance visit; the attached Surface Water Exhibit, Figure 1, depicts the locations by nearest adjacent address. It is our understanding that other neighbors besides those noted herein have experienced nuisance water issues also. The most significant water source in the area appears to emanate from the base of a small slope below the home at 2740 E. Villa Real Drive. A water source or small spring that appears to run constantly based on the presence of mature riparian vegetation was observed to flow between the home and a marshy area next to the City (pumphouse) structure also located on E. Villa Real Drive. Some minor distress in the form of separation or tilting of sidewalks and flatwork, difficulty shutting doors, etc., was observed and/or has been reported by existing residents in this area. Similar levels of distress have been observed in neighborhoods of similar age, in our previous experience. The homes on the southeast side of E. Denise Ave., located topographically below the proposed development, show signs of water issues. At the time of our visit, the property at 2602 Denise Ave. had consistently flowing water from a storm drain outlet in the curb. It is unclear where the water flowing from the storm drain outlet originates as the source area was not accessible at the time of our site reconnaissance. The property at 2640 E. Denise Ave. has what appears to be a constantly flowing area drain, and visibly wet street subgrade was observed adjacent to the residence. Algae growth and water staining from the area drain outlet along the gutter and well down E. Denise Ave. were observed. There also appear to be zones of intermittent surface seepage within various sidewalk and driveway approaches on the same side of the street based on observation of staining, algae growth, and/or visible water emanating from the subgrade below existing improvements. Review of geologic conditions relative to the locations of surface water suggests that the northwest-trending Peralta Hills Fault that passes below the existing offsite water tanks may have some influence on the regional flow of water. One end of the fault trace as mapped by the geotechnical consultant working on the City of Orange water reservoirs (Converse, 1979), appears to project near or under the residence at 2602 E. Denise Ave. The other end of the northeast-dipping fault appears to project near or under the residence at 2740 E. Villa Real. The Peralta Hills Fault is a boundary between the fine-grained siltstone bedrock northeast of the fault and the coarse grained alluvial deposits on the southwest side of the fault. Although the exact source of water is unknown, potential water sources range from deep groundwater upwelling along the fault to landscape water collected from uphill that is transmitted along bedding and through fractures in the bedrock. It is our opinion that the typically clayey fault gouge that forms along faults has formed a type of barrier for groundwater flow that directs some water laterally and it is spilling to the surface at the noted locations. Geologic bedding may also be influencing the flow of subsurface water through bedrock. Supplemental Geotechnical Recommendations Based on review of information from neighbors, a site reconnaissance visit, and construction of an additional cross-section and subsequent slope stability analysis, a series of supplemental geotechnical recommendations are provided herein for the north/northwest-facing natural slope above E. Denise Ave. A mid-slope keyway and a specific subdrain system are recommended as presented on the Geotechnical Map, Sheet 1 (In Pocket) and the Subdrain System Exhibit, Figure 2 (Rear of Text), respectively. Cross-Section H-H’ is included within this supplemental report as presented on the Cross-Sections, Sheet 2 (In Pocket), additionally depicting the

Project No. 13139-01 Page 3 May 27, 2015

proposed locations of the recommended subdrain system in profile. The proposed dimensions of the keyway are based on slope stability analysis performed in general accordance with the methods presented in LGC Geotechnical, 2014, analysis results attached. The keyway and subdrain system are recommended to be constructed in general accordance with the earthwork recommendations of LGC Geotechnical, 2014. Additional geotechnical details and recommendations should be provided as necessary as part of a future grading plan review of design-level project documents. Infiltration Infeasibility Criteria The intentional infiltration of storm water at the proposed development is not feasible from a geotechnical standpoint for numerous reasons including geologic material type, site and proposed development topography, and potential impact to surrounding neighborhoods. Geologic materials underlying the proposed development will consist of engineered artificial fill between 5 feet and approximately 70 feet thick over siltstone bedrock. Engineered fill is considered unacceptable for infiltration in accordance with the Orange County Technical Guidance Document (TGD) “Section VII.1.6, Fill Condition” that states that infiltration must extend to native soils below the fill (County of Orange, 2013). However, the siltstone bedrock (native soils) below the site is also unacceptable for infiltration from a geotechnical standpoint. The bedrock materials are more than 50 percent fine-grained (i.e., clays and silts corresponding to hydrologic soil groups C and D) and bedrock structure is such that water that enters the bedrock may be transmitted laterally along bedding and through fractures to unknown locations. By definition, bedrock materials do not readily transmit water. Topography of the site requires that the proposed development must be constructed with tiered pads with 2:1 (Horizontal:Vertical) slopes, a.k.a. “50 percent grade”, between areas of streets and pads. Additionally, the entire proposed development is located at the crest of a hill with natural descending slopes of approximately 2:1 (H:V) or steeper. From a regulatory standpoint, infiltration shall not be performed within 50 feet of slopes exceeding “15 percent grade” in accordance with the TGD “Section 2.4.2.4 LID Infeasibility Criteria”. Potential locations for infiltration are further constrained by the presence of at least one known spring adjacent to the site; the same regulations also state that no infiltration shall be performed within 100 feet of a spring (County of Orange, 2013). Based on review of the proposed design, virtually all areas without streets or structures fall within zones considered infeasible for infiltration. In summary, due to the hillside nature of the site, the presence of compacted fill underlain by fine-grained bedrock, proposed 2:1 slopes, and the presence of reported nearby “springs”, it is our professional opinion that purposeful infiltration at the subject site is infeasible from a geotechnical and regulatory standpoint and therefore should not be performed. Conclusions Overall, the proposed development is anticipated to generally improve the control of surface and subsurface water flow at the site. During construction of the proposed development, subdrains are recommended to be constructed below engineered fill within the central canyon of the proposed development, within the north-facing slope keyway in general accordance with the proposed Subdrain System Exhibit (Figure 2), as part of standard recommendations for perimeter and interior stabilization fill slopes, and at any location observed by the geotechnical consultant to require a subdrain based on field observations. The subdrains are anticipated to intercept and provide drainage pathways for subsurface water and to collect water that may seep along the fill-to-bedrock contact at depth. Civil design standards include surface water conveyances to control on-site collection and flow of water to properly direct it to the storm drain system.

Project No. 13139-01 Page 4 May 27, 2015

CWQMP for “Marywood” – TTM No. 17816

June 16, 2015 52

LGC Geotechnical, Inc. Geotechnical Clarification Regarding Infiltration of Storm Water, Proposed Residential 40-Lot Development at 2811 East Villareal Drive, City of Orange, California. June 12, 2015.

131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com

W.O. 2749-9