2 of 2_Version2 Geo Rpt 07-09 Green Apple Creek_OR Hwy 35 Prelim.pdf

Draft Geotechnical Data

OR FS ERFO 2007(1)-11(1)

Highway 35 Betterment

This document is a draft and should NOT be relied upon to determine final conditions for bidding.

Final documents will be available during the advertisement period.

Prel im ina ry

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Green Apple Creek Boring B-1, 30 – 55 feet depth

Green Apple Creek Boring B-1, 55 – 90 feet depth ina ry

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Green Apple Creek Boring B-1, 90 – 100 feet depth im ina ry

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Green Apple Creek Boring B-4, 10 – 20 feet depth

Green Apple Creek Boring B-4, 20 – 35 feet depth ina ry

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Green Apple Creek Boring B-4, 35 – 47 feet depth

Green Apple Creek Boring B-4, 47 – 63 feet depth ina ry

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Green Apple Creek Boring B-4, 63 – 72 feet depth

Green Apple Creek Boring B-4, 72 – 81.5 feet depth ina ry

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Green Apple Creek Boring B-4, 81.5 – 93 feet depth

Green Apple Creek Boring B-4, 93 – 98 feet depth ina ry

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Intentionally blank.

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APPENDIX C

Unified Soil Classification System im ina ry

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APPENDIX D

SPT N-Value Corrections im ina ry

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CORRECTIONS FOR STANDARD PENETRATION TEST (SPT)

B. Collins updated 1-Nov-08 Reference: AASHTO LRFD Bridge Design Specifications, 4th Edition, 2007 with 2008 Interim Revisions

Subsection 10.4.6.2.4, Drained Strength of Granular Soils Calculations:

N = uncorrected SPT blowcount (blows/foot) N1 = SPT blow count corrected for overburden pressure (blows/foot)

N1 = CN N

CN = [0.77 log10 (40/σ'v)], and CN < 2.0 σv' = vertical effective stress N60 = SPT blow count corrected for hammer efficiency (blows/foot)

N60 = (ER / 60%) N

ER = hammer efficiency expressed as % of theoretical free fall energy delivered by the hammer system ER typically 80% for automatic trip hammer ER typically 60% for drop hammer using rope and cathead N160 = SPT blow count corrected for both overburden effects and hammer efficiency effects

N160 = CN N60

Project: Hwy 35 - Green Apple Bridge Boring No.: 13

ER for hammer system used = 80 % Average total unit weight of soil = 130 lb/ft3

Ground surface elevation = 4241.5 ft Water depth = 11.90 ft 4229.6

Depth, ft N Elev. (ft) σv (psf) σv' (psf) CN N1 ER/60% N60 N160

5.5 27 4236.0 715 715 1.35 36 1.33 36 48

10.5 58 4231.0 1365 1365 1.13 66 1.33 77 87

15.5 29 4226.0 2015 1790 1.04 30 1.33 39 40

20.5 77 4221.0 2665 2128 0.98 76 1.33 103 101

25.5 93 4216.0 3315 2466 0.93 87 1.33 124 116

30.5 36 4211.0 3965 2804 0.89 32 1.33 48 43

35.5 56 4206.0 4615 3142 0.85 48 1.33 75 64

39.5 200 4202.0 5135 3413 0.82 165 1.33 267 219

44.5 200 4197.0 5785 3751 0.79 158 1.33 267 211

50.5 10 4191.0 6565 4156 0.76 8 1.33 13 10

55.5 17 4186.0 7215 4494 0.73 12 1.33 23 17

60.5 38 4181.0 7865 4832 0.71 27 1.33 51 36

65.5 53 4176.0 8515 5170 0.68 36 1.33 71 48

70.5 48 4171.0 9165 5508 0.66 32 1.33 64 42

75.5 43 4166.0 9815 5846 0.64 28 1.33 57 37

80.0 150 4161.5 10400 6151 0.63 94 1.33 200 125

84.5 109 4157.0 10985 6455 0.61 66 1.33 145 89

90.0 120 4151.5 11700 6827 0.59 71 1.33 160 95

95.0 150 4146.5 12350 7165 0.58 86 1.33 200 115

Prel im ina ry

- 2 nd ve

Reference: AASHTO LRFD Bridge Design Specifications, 4th Edition, 2007 with 2008 Interim Revisions

Subsection 10.4.6.2.4, Drained Strength of Granular Soils Calculations:

N = uncorrected SPT blowcount (blows/foot) N1 = SPT blow count corrected for overburden pressure (blows/foot)

N1 = CN N

CN = [0.77 log10 (40/σ'v)], and CN < 2.0 σv' = vertical effective stress N60 = SPT blow count corrected for hammer efficiency (blows/foot)

N60 = (ER / 60%) N

ER = hammer efficiency expressed as % of theoretical free fall energy delivered by the hammer system ER typically 80% for automatic trip hammer ER typically 60% for drop hammer using rope and cathead N160 = SPT blow count corrected for both overburden effects and hammer efficiency effects

N160 = CN N60

Project: Hwy 35 - Green Apple Bridge Boring No.: 14

ER for hammer system used = 80 % Average total unit weight of soil = 130 lb/ft3

Ground surface elevation = 4248.5 ft Water depth = 19.00 ft 4229.5

Depth, ft N Elev. (ft) σv (psf) σv' (psf) CN N1 ER/60% N60 N160

6.0 13 4242.5 780 780 1.32 17 1.33 17 23

11.0 66 4237.5 1430 1430 1.11 74 1.33 88 98

16.0 41 4232.5 2080 2080 0.99 41 1.33 55 54

21.0 26 4227.5 2730 2605 0.91 24 1.33 35 32

26.0 77 4222.5 3380 2943 0.87 67 1.33 103 90

31.0 78 4217.5 4030 3281 0.84 65 1.33 104 87

35.0 120 4213.5 4550 3552 0.81 97 1.33 160 130

55.0 240 4193.5 7150 4904 0.70 168 1.33 320 225

60.0 120 4188.5 7800 5242 0.68 82 1.33 160 109

65.5 150 4183.0 8515 5613 0.66 99 1.33 200 131

75.0 200 4173.5 9750 6256 0.62 124 1.33 267 165

Prel im ina ry

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Reference: AASHTO LRFD Bridge Design Specifications, 4th Edition, 2007 with 2008 Interim Revisions

Subsection 10.4.6.2.4, Drained Strength of Granular Soils Calculations:

N = uncorrected SPT blowcount (blows/foot) N1 = SPT blow count corrected for overburden pressure (blows/foot)

N1 = CN N

CN = [0.77 log10 (40/σ'v)], and CN < 2.0 σv' = vertical effective stress N60 = SPT blow count corrected for hammer efficiency (blows/foot)

N60 = (ER / 60%) N

ER = hammer efficiency expressed as % of theoretical free fall energy delivered by the hammer system ER typically 80% for automatic trip hammer ER typically 60% for drop hammer using rope and cathead N160 = SPT blow count corrected for both overburden effects and hammer efficiency effects

N160 = CN N60

Project: Hwy 35 - Green Apple Bridge Boring No.: 15

ER for hammer system used = 80 % Average total unit weight of soil = 130 lb/ft3

Ground surface elevation = 4242.5 ft Water depth = 12.80 ft 4229.7

Depth, ft N Elev. (ft) σv (psf) σv' (psf) CN N1 ER/60% N60 N160

6.0 3 4236.5 780 780 1.32 4 1.33 4 5

11.0 57 4231.5 1430 1430 1.11 63 1.33 76 85

16.0 40 4226.5 2080 1880 1.02 41 1.33 53 55

21.0 40 4221.5 2730 2218 0.97 39 1.33 53 52

26.0 120 4216.5 3380 2556 0.92 110 1.33 160 147

30.0 150 4212.5 3900 2827 0.89 133 1.33 200 177

35.0 150 4207.5 4550 3165 0.85 127 1.33 200 170

40.0 109 4202.5 5200 3503 0.81 89 1.33 145 118

45.0 200 4197.5 5850 3841 0.78 157 1.33 267 209

50.0 200 4192.5 6500 4179 0.76 151 1.33 267 201

60.0 300 4182.5 7800 4855 0.71 212 1.33 400 282

66.0 86 4176.5 8580 5260 0.68 58 1.33 115 78

70.0 150 4172.5 9100 5531 0.66 99 1.33 200 132

75.0 200 4167.5 9750 5869 0.64 128 1.33 267 171

85.0 600 4157.5 11050 6545 0.61 363 1.33 800 484

91.0 111 4151.5 11830 6950 0.59 65 1.33 148 87

95.0 300 4147.5 12350 7221 0.57 172 1.33 400 229Prel im ina ry

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Reference: AASHTO LRFD Bridge Design Specifications, 4th Edition, 2007 with 2008 Interim Revisions

Subsection 10.4.6.2.4, Drained Strength of Granular Soils Calculations:

N = uncorrected SPT blowcount (blows/foot) N1 = SPT blow count corrected for overburden pressure (blows/foot)

N1 = CN N

CN = [0.77 log10 (40/σ'v)], and CN < 2.0 σv' = vertical effective stress N60 = SPT blow count corrected for hammer efficiency (blows/foot)

N60 = (ER / 60%) N

ER = hammer efficiency expressed as % of theoretical free fall energy delivered by the hammer system ER typically 80% for automatic trip hammer ER typically 60% for drop hammer using rope and cathead N160 = SPT blow count corrected for both overburden effects and hammer efficiency effects

N160 = CN N60

Project: Hwy 35 - Green Apple Bridge Boring No.: 1

ER for hammer system used = 80 % Average total unit weight of soil = 130 lb/ft3

Ground surface elevation = 4256.5 ft Water depth = 27.50 ft 4229.0

Depth, ft N Elev. (ft) σv (psf) σv' (psf) CN N1 ER/60% N60 N160

4.0 150 4252.5 520 520 1.45 218 1.33 200 290

10.0 31 4246.5 1300 1300 1.15 36 1.33 41 47

15.0 105 4241.5 1950 1950 1.01 106 1.33 140 141

20.0 100 4236.5 2600 2600 0.91 91 1.33 133 122

26.0 40 4230.5 3380 3380 0.83 33 1.33 53 44

31.0 62 4225.5 4030 3812 0.79 49 1.33 83 65

36.0 91 4220.5 4680 4150 0.76 69 1.33 121 92

41.0 36 4215.5 5330 4488 0.73 26 1.33 48 35

46.0 34 4210.5 5980 4826 0.71 24 1.33 45 32

51.0 69 4205.5 6630 5164 0.68 47 1.33 92 63

56.0 100 4200.5 7280 5502 0.66 66 1.33 133 88

61.0 62 4195.5 7930 5840 0.64 40 1.33 83 53

66.0 30 4190.5 8580 6178 0.62 19 1.33 40 25

71.0 54 4185.5 9230 6516 0.61 33 1.33 72 44

75.5 100 4181.0 9815 6820 0.59 59 1.33 133 79

81.0 83 4175.5 10530 7192 0.57 48 1.33 111 64

85.0 1200 4171.5 11050 7462 0.56 674 1.33 1600 898

95.0 200 4161.5 12350 8138 0.53 106 1.33 267 142Prel im ina ry

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Reference: AASHTO LRFD Bridge Design Specifications, 4th Edition, 2007 with 2008 Interim Revisions

Subsection 10.4.6.2.4, Drained Strength of Granular Soils Calculations:

N = uncorrected SPT blowcount (blows/foot) N1 = SPT blow count corrected for overburden pressure (blows/foot)

N1 = CN N

CN = [0.77 log10 (40/σ'v)], and CN < 2.0 σv' = vertical effective stress N60 = SPT blow count corrected for hammer efficiency (blows/foot)

N60 = (ER / 60%) N

ER = hammer efficiency expressed as % of theoretical free fall energy delivered by the hammer system ER typically 80% for automatic trip hammer ER typically 60% for drop hammer using rope and cathead N160 = SPT blow count corrected for both overburden effects and hammer efficiency effects

N160 = CN N60

Project: Hwy 35 - Green Apple Bridge Boring No.: 4

ER for hammer system used = 80 % Average total unit weight of soil = 130 lb/ft3

Ground surface elevation = 4247 ft Water depth = 18.00 ft 4229.0

Depth, ft N Elev. (ft) σv (psf) σv' (psf) CN N1 ER/60% N60 N160

5.0 69 4242.0 650 650 1.38 95 1.33 92 127

9.5 100 4237.5 1235 1235 1.16 116 1.33 133 155

21.0 78 4226.0 2730 2543 0.92 72 1.33 104 96

25.0 100 4222.0 3250 2813 0.89 89 1.33 133 118

30.0 100 4217.0 3900 3151 0.85 85 1.33 133 113

35.0 150 4212.0 4550 3489 0.82 122 1.33 200 163

40.0 300 4207.0 5200 3827 0.78 235 1.33 400 314

45.0 1200 4202.0 5850 4165 0.76 908 1.33 1600 1210

50.0 1200 4197.0 6500 4503 0.73 876 1.33 1600 1169

60.0 600 4187.0 7800 5179 0.68 410 1.33 800 547

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APPENDIX E

Drilled Shaft Design Charts ina ry

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Bent ID: Abutment 1 Ground surface elevation = 4264 ft Diameter of drilled shaft = 4.0 ft

Top of drilled shaft elevation = 4252 ft Shaft cross-sectional area = 12.6 sq ft Design scour elevation = 4225 ft Shaft circumference = 12.6 ft

LRFD factored axial resistance determined using resistance factors in Table 10.5.5.2.4-1 of AASHTO (2008)

GREEN APPLE CREEK BRIDGE -- DRILLED SHAFT DESIGN CHART

0 1000 2000 3000 4000 5000 6000 7000

Capacity (kips)

El ev at io n (fe et

Nominal (Ultimate) Axial Resistance - no scour condition (resistance factor = 1.0, extreme event limit state)

Nominal (Ultimate) Axial Resistance - scour condition (resistance factor = 1.0, service and extreme event limit state)

LRFD Factored Axial Resistance - scour condition - (strength limit state resistance factors) - MULTIPLE SHAFT BENT

Recommended Uppermost Tip Elevation

Recommended Lowest Tip Elevation

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Bent ID: Pier 1 Ground surface elevation = 4247 ft Diameter of drilled shaft = 6.0 ft

Top of drilled shaft elevation = 4229 ft Shaft cross-sectional area = 28.3 sq ft Design scour elevation = 4200 ft Shaft circumference = 18.8 ft

LRFD factored axial resistance determined using resistance factors in Table 10.5.5.2.4-1 of AASHTO (2008)

GREEN APPLE CREEK BRIDGE -- DRILLED SHAFT DESIGN CHART

0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000

Capacity (kips)

El ev at io n (fe et

Nominal (Ultimate) Axial Resistance - no scour condition (resistance factor = 1.0, extreme event limit state)

Nominal (Ultimate) Axial Resistance - scour condition (resistance factor = 1.0, service and extreme event limit state)

LRFD Factored Axial Resistance - scour condition - (strength limit state resistance factors) - MULTIPLE SHAFT BENT

Recommended Uppermost Tip Elevation

Recommended Lowest Tip Elevation

Prel im ina ry

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Bent ID: Abutment 2 Ground surface elevation = 4257 ft Diameter of drilled shaft = 4.0 ft

Top of drilled shaft elevation = 4245 ft Shaft cross-sectional area = 12.6 sq ft Design scour elevation = 4225 ft Shaft circumference = 12.6 ft

LRFD factored axial resistance determined using resistance factors in Table 10.5.5.2.4-1 of AASHTO (2008)

GREEN APPLE CREEK BRIDGE -- DRILLED SHAFT DESIGN CHART

0 1000 2000 3000 4000 5000 6000 7000

Capacity (kips)

El ev at io n (fe et

Nominal (Ultimate) Axial Resistance - no scour condition (resistance factor = 1.0, extreme event limit state)

Nominal (Ultimate) Axial Resistance - scour condition (resistance factor = 1.0, service and extreme event limit state)

LRFD Factored Axial Resistance - scour condition - (strength limit state resistance factors) - MULTIPLE SHAFT BENT

Recommended Uppermost Tip Elevation

Recommended Lowest Tip Elevation

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APPENDIX F

p-y Curves ina ry

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- 2 nd ve static p-y curves, Green Apple Creek Abutment 1 - 4 foot diameter drilled shaft, top of shaft el. = 4252 feet

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

2 ft

4 ft

6 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Abutment 1 - 4 foot diameter drilled shaft, top of shaft el. = 4252 feet

10000

12000

14000

16000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

8 ft

10 ft

13 ft

16 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Abutment 1 - 4 foot diameter drilled shaft, top of shaft el. = 4252 feet

10000

15000

20000

25000

30000

35000

40000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

19 ft

22 ft

26 ft

30 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Abutment 1 - 4 foot diameter drilled shaft, top of shaft el. = 4252 feet

10000

20000

30000

40000

50000

60000

70000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

) 35 ft

41 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Pier 1 - 6 foot diameter drilled shaft, top of shaft el. = 4229 feet

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

2 ft 4 ft 6 ft 8 ft 10 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Pier 1 - 6 foot diameter drilled shaft, top of shaft el. = 4229 feet

10000

15000

20000

25000

30000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

13 ft 16 ft 19 ft 22 ft 26 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Pier 1 - 6 foot diameter drilled shaft, top of shaft el. = 4229 feet

10000

20000

30000

40000

50000

60000

70000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

30 ft

34 ft

38 ft

43 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Pier 1 - 6 foot diameter drilled shaft, top of shaft el. = 4229 feet

20000

40000

60000

80000

100000

120000

140000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

48 ft

53 ft

58 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Abutment 2 - 4 foot diameter drilled shaft, top of shaft el. = 4245 feet

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

2 ft 4 ft 6 ft 8 ft 10 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Abutment 2 - 4 foot diameter drilled shaft, top of shaft el. = 4245 feet

10000

12000

14000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

12 ft

15 ft

18 ft

21 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

- 2 nd ve static p-y curves, Green Apple Creek Abutment 2 - 4 foot diameter drilled shaft, top of shaft el. = 4245 feet

10000

15000

20000

25000

30000

35000

40000

0 0.5 1 1.5 2 2.5 3 3.5 4 y (in) p (lb s/ in

25 ft

29 ft

34 ft

Depth Below Top of

Drilled Shaft

Prel im ina ry

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