7 of 7_GeoRpt_White River_OR Hwy 35(Preliminary).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.

APPENDIX D

Laboratory Test Reports

APPENDIX E

Unified Soil Classification System (USCS)

APPENDIX F

SPT N-Value Corrections

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: White River 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 = 32.50 ft

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

4.0 228 4252.5 520 520 1.45 331 1.33 304 441

10.0 40 4246.5 1300 1300 1.15 46 1.33 53 61

15.0 131 4241.5 1950 1950 1.01 132 1.33 175 176

20.0 128 4236.5 2600 2600 0.91 117 1.33 171 156

26.0 47 4230.5 3380 3380 0.83 39 1.33 63 52

31.0 69 4225.5 4030 4030 0.77 53 1.33 92 71

36.0 100 4220.5 4680 4462 0.73 73 1.33 133 98

41.0 37 4215.5 5330 4800 0.71 26 1.33 49 35

46.0 33 4210.5 5980 5138 0.69 23 1.33 44 30

51.0 64 4205.5 6630 5476 0.66 43 1.33 85 57

56.0 89 4200.5 7280 5814 0.64 57 1.33 119 77

61.0 52 4195.5 7930 6152 0.63 33 1.33 69 43

66.0 24 4190.5 8580 6490 0.61 15 1.33 32 19

71.0 42 4185.5 9230 6828 0.59 25 1.33 56 33

75.5 75 4181.0 9815 7132 0.58 43 1.33 100 58

81.0 59 4175.5 10530 7504 0.56 33 1.33 79 44

85.0 600 4171.5 11050 7774 0.55 329 1.33 800 438

95.0 128 4161.5 12350 8450 0.52 67 1.33 171 89

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: White River Bridge Boring No.: 2

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

Ground surface elevation = 4257.8 ft Water depth = 33.80 ft

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

5.0 57 4252.8 650 650 1.38 79 1.33 76 105

10.0 16 4247.8 1300 1300 1.15 18 1.33 21 24

16.0 81 4241.8 2080 2080 0.99 80 1.33 108 107

20.0 120 4237.8 2600 2600 0.91 110 1.33 160 146

26.0 53 4231.8 3380 3380 0.83 44 1.33 71 58

31.0 55 4226.8 4030 4030 0.77 42 1.33 73 56

36.0 11 4221.8 4680 4543 0.73 8 1.33 15 11

41.0 0 4216.8 5330 4881 0.70 0 1.33 0 0

46.0 80 4211.8 5980 5219 0.68 54 1.33 107 73

51.0 74 4206.8 6630 5557 0.66 49 1.33 99 65

55.0 29 4202.8 7150 5827 0.64 19 1.33 39 25

60.0 600 4197.8 7800 6165 0.63 375 1.33 800 500

65.0 200 4192.8 8450 6503 0.61 121 1.33 267 162

70.0 120 4187.8 9100 6841 0.59 71 1.33 160 94

75.0 100 4182.8 9750 7179 0.57 57 1.33 133 77

90.0 600 4167.8 11700 8193 0.53 318 1.33 800 424

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: White River Bridge Boring No.: 5

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

Ground surface elevation = 4254 ft Water depth = 29.75 ft

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

5.0 32 4249.0 650 650 1.38 44 1.33 43 59

7.5 17 4246.5 975 975 1.24 21 1.33 23 28

10.0 10 4244.0 1300 1300 1.15 11 1.33 13 15

12.0 120 4242.0 1560 1560 1.08 130 1.33 160 174

15.0 18 4239.0 1950 1950 1.01 18 1.33 24 24

19.0 200 4235.0 2470 2470 0.93 186 1.33 267 248

25.0 86 4229.0 3250 3250 0.84 72 1.33 115 96

30.0 54 4224.0 3900 3884 0.78 42 1.33 72 56

35.0 57 4219.0 4550 4222 0.75 43 1.33 76 57

39.0 0 4215.0 5070 4493 0.73 0 1.33 0 0

45.0 42 4209.0 5850 4898 0.70 29 1.33 56 39

50.0 133 4204.0 6500 5236 0.68 90 1.33 177 121

55.0 78 4199.0 7150 5574 0.66 51 1.33 104 69

60.0 31 4194.0 7800 5912 0.64 20 1.33 41 26

64.0 150 4190.0 8320 6183 0.62 94 1.33 200 125

69.0 150 4185.0 8970 6521 0.61 91 1.33 200 121

75.0 49 4179.0 9750 6926 0.59 29 1.33 65 38

79.5 120 4174.5 10335 7231 0.57 69 1.33 160 92

85.0 68 4169.0 11050 7602 0.56 38 1.33 91 50

90.0 85 4164.0 11700 7940 0.54 46 1.33 113 61

95.0 111 4159.0 12350 8278 0.53 58 1.33 148 78

100.0 78 4154.0 13000 8616 0.51 40 1.33 104 53

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: White River Bridge Boring No.: 6

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

Ground surface elevation = 4252 ft Water depth = 28.25 ft

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

3.5 12 4248.5 455 455 1.50 18 1.33 16 24

5.5 27 4246.5 715 715 1.35 36 1.33 36 48

8.5 56 4243.5 1105 1105 1.20 67 1.33 75 90

10.5 41 4241.5 1365 1365 1.13 46 1.33 55 62

13.5 24 4238.5 1755 1755 1.05 25 1.33 32 33

15.5 12 4236.5 2015 2015 1.00 12 1.33 16 16

20.5 72 4231.5 2665 2665 0.91 65 1.33 96 87

25.5 71 4226.5 3315 3315 0.83 59 1.33 95 79

30.5 51 4221.5 3965 3825 0.78 40 1.33 68 53

35.5 57 4216.5 4615 4163 0.76 43 1.33 76 58

40.5 10 4211.5 5265 4501 0.73 7 1.33 13 10

45.5 21 4206.5 5915 4839 0.71 15 1.33 28 20

50.5 36 4201.5 6565 5177 0.68 25 1.33 48 33

55.5 5 4196.5 7215 5515 0.66 3 1.33 7 4

59.5 120 4192.5 7735 5785 0.65 78 1.33 160 103

64.5 150 4187.5 8385 6123 0.63 94 1.33 200 126

70.0 150 4182.0 9100 6495 0.61 91 1.33 200 122

75.0 120 4177.0 9750 6833 0.59 71 1.33 160 95

79.5 120 4172.5 10335 7137 0.58 69 1.33 160 92

85.0 150 4167.0 11050 7509 0.56 84 1.33 200 112

89.5 300 4162.5 11635 7813 0.55 164 1.33 400 218

94.5 200 4157.5 12285 8151 0.53 106 1.33 267 142

100.5 60 4151.5 13065 8557 0.52 31 1.33 80 41

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: White River Bridge Boring No.: 7

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

Ground surface elevation = 4240 ft Water depth = 16.00 ft

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

3.5 19 4236.5 455 455 1.50 28 1.33 25 38

5.5 33 4234.5 715 715 1.35 44 1.33 44 59

8.5 62 4231.5 1105 1105 1.20 74 1.33 83 99

14.5 40 4225.5 1885 1885 1.02 41 1.33 53 54

19.5 198 4220.5 2535 2317 0.95 189 1.33 264 251

24.5 42 4215.5 3185 2655 0.91 38 1.33 56 51

29.5 38 4210.5 3835 2993 0.87 33 1.33 51 44

30.5 28 4209.5 3965 3060 0.86 24 1.33 37 32

35.0 200 4205.0 4550 3364 0.83 166 1.33 267 221

40.5 52 4199.5 5265 3736 0.79 41 1.33 69 55

45.0 110 4195.0 5850 4040 0.77 84 1.33 147 112

54.0 200 4186.0 7020 4649 0.72 144 1.33 267 192

61.0 93 4179.0 7930 5122 0.69 64 1.33 124 85

64.5 110 4175.5 8385 5359 0.67 74 1.33 147 99

74.0 110 4166.0 9620 6001 0.63 70 1.33 147 93

79.5 120 4160.5 10335 6373 0.61 74 1.33 160 98

84.5 120 4155.5 10985 6711 0.60 72 1.33 160 96

89.5 150 4150.5 11635 7049 0.58 87 1.33 200 116

95.5 67 4144.5 12415 7454 0.56 38 1.33 89 50

100.0 120 4140.0 13000 7758 0.55 66 1.33 160 88

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: White River Bridge Boring No.: 8

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

Ground surface elevation = 4238 ft Water depth = 14.00 ft

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

3.5 2 4234.5 455 455 1.50 3 1.33 3 4

5.5 52 4232.5 715 715 1.35 70 1.33 69 93

8.5 98 4229.5 1105 1105 1.20 118 1.33 131 157

10.5 78 4227.5 1365 1365 1.13 88 1.33 104 117

13.0 110 4225.0 1690 1690 1.06 116 1.33 147 155

14.5 1200 4223.5 1885 1854 1.03 1233 1.33 1600 1643

20.5 35 4217.5 2665 2259 0.96 34 1.33 47 45

25.5 44 4212.5 3315 2597 0.91 40 1.33 59 54

30.5 77 4207.5 3965 2935 0.87 67 1.33 103 90

35.5 61 4202.5 4615 3273 0.84 51 1.33 81 68

40.5 59 4197.5 5265 3611 0.80 47 1.33 79 63

45.5 36 4192.5 5915 3949 0.77 28 1.33 48 37

50.5 42 4187.5 6565 4287 0.75 31 1.33 56 42

55.5 150 4182.5 7215 4625 0.72 108 1.33 200 144

60.5 18 4177.5 7865 4963 0.70 13 1.33 24 17

65.5 77 4172.5 8515 5301 0.68 52 1.33 103 69

70.5 70 4167.5 9165 5639 0.66 46 1.33 93 61

74.5 110 4163.5 9685 5910 0.64 70 1.33 147 94

80.0 100 4158.0 10400 6282 0.62 62 1.33 133 83

85.0 110 4153.0 11050 6620 0.60 66 1.33 147 88

90.5 66 4147.5 11765 6991 0.58 38 1.33 88 51

95.5 91 4142.5 12415 7329 0.57 52 1.33 121 69

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: White River Bridge Boring No.: 9

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

Ground surface elevation = 4240 ft Water depth = 14.00 ft

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

3.5 27 4236.5 455 455 1.50 40 1.33 36 54

5.5 85 4234.5 715 715 1.35 114 1.33 113 153

7.0 150 4233.0 910 910 1.27 190 1.33 200 253

9.5 1200 4230.5 1235 1235 1.16 1396 1.33 1600 1861

13.0 150 4227.0 1690 1690 1.06 159 1.33 200 212

14.5 120 4225.5 1885 1854 1.03 123 1.33 160 164

20.5 37 4219.5 2665 2259 0.96 36 1.33 49 47

25.5 40 4214.5 3315 2597 0.91 37 1.33 53 49

30.5 30 4209.5 3965 2935 0.87 26 1.33 40 35

35.5 50 4204.5 4615 3273 0.84 42 1.33 67 56

40.5 86 4199.5 5265 3611 0.80 69 1.33 115 92

45.0 120 4195.0 5850 3916 0.78 93 1.33 160 124

50.5 60 4189.5 6565 4287 0.75 45 1.33 80 60

55.5 82 4184.5 7215 4625 0.72 59 1.33 109 79

60.5 41 4179.5 7865 4963 0.70 29 1.33 55 38

64.5 600 4175.5 8385 5234 0.68 408 1.33 800 544

70.0 120 4170.0 9100 5606 0.66 79 1.33 160 105

74.5 300 4165.5 9685 5910 0.64 192 1.33 400 256

80.5 82 4159.5 10465 6315 0.62 51 1.33 109 67

84.5 120 4155.5 10985 6586 0.60 72 1.33 160 97

90.0 120 4150.0 11700 6958 0.58 70 1.33 160 94

95.5 65 4144.5 12415 7329 0.57 37 1.33 87 49

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: White River Bridge Boring No.: 10

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

Ground surface elevation = 4240 ft Water depth = 16.00 ft

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

3.5 24 4236.5 455 455 1.50 36 1.33 32 48

5.5 55 4234.5 715 715 1.35 74 1.33 73 99

18.5 120 4221.5 2405 2249 0.96 116 1.33 160 154

24.5 56 4215.5 3185 2655 0.91 51 1.33 75 68

29.0 43 4211.0 3770 2959 0.87 37 1.33 57 50

30.5 48 4209.5 3965 3060 0.86 41 1.33 64 55

35.5 23 4204.5 4615 3398 0.82 19 1.33 31 25

40.5 75 4199.5 5265 3736 0.79 59 1.33 100 79

44.5 150 4195.5 5785 4007 0.77 115 1.33 200 154

50.5 74 4189.5 6565 4412 0.74 55 1.33 99 73

55.0 100 4185.0 7150 4716 0.71 71 1.33 133 95

60.5 87 4179.5 7865 5088 0.69 60 1.33 116 80

65.5 32 4174.5 8515 5426 0.67 21 1.33 43 29

74.5 54 4165.5 9685 6035 0.63 34 1.33 72 46

75.0 110 4165.0 9750 6068 0.63 69 1.33 147 92

79.5 300 4160.5 10335 6373 0.61 184 1.33 400 246

85.5 83 4154.5 11115 6778 0.59 49 1.33 111 66

90.5 65 4149.5 11765 7116 0.58 38 1.33 87 50

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: White River Bridge Boring No.: 11

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

Ground surface elevation = 4256 ft Water depth = 32.00 ft

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

3.5 20 4252.5 455 455 1.50 30 1.33 27 40

5.5 31 4250.5 715 715 1.35 42 1.33 41 56

8.5 14 4247.5 1105 1105 1.20 17 1.33 19 22

10.5 27 4245.5 1365 1365 1.13 30 1.33 36 41

13.0 100 4243.0 1690 1690 1.06 106 1.33 133 141

15.5 41 4240.5 2015 2015 1.00 41 1.33 55 55

19.5 100 4236.5 2535 2535 0.92 92 1.33 133 123

25.5 70 4230.5 3315 3315 0.83 58 1.33 93 78

30.5 53 4225.5 3965 3965 0.77 41 1.33 71 55

35.5 45 4220.5 4615 4397 0.74 33 1.33 60 44

40.0 120 4216.0 5200 4701 0.72 86 1.33 160 115

45.5 40 4210.5 5915 5073 0.69 28 1.33 53 37

50.5 55 4205.5 6565 5411 0.67 37 1.33 73 49

54.5 120 4201.5 7085 5681 0.65 78 1.33 160 104

60.5 25 4195.5 7865 6087 0.63 16 1.33 33 21

65.5 39 4190.5 8515 6425 0.61 24 1.33 52 32

70.5 45 4185.5 9165 6763 0.59 27 1.33 60 36

75.5 64 4180.5 9815 7101 0.58 37 1.33 85 49

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: White River Bridge Boring No.: 12

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

Ground surface elevation = 4250 ft Water depth = 26.00 ft

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

3.5 5 4246.5 455 455 1.50 7 1.33 7 10

5.5 25 4244.5 715 715 1.35 34 1.33 33 45

8.5 10 4241.5 1105 1105 1.20 12 1.33 13 16

10.5 44 4239.5 1365 1365 1.13 50 1.33 59 66

13.5 87 4236.5 1755 1755 1.05 91 1.33 116 121

15.5 71 4234.5 2015 2015 1.00 71 1.33 95 95

20.0 200 4230.0 2600 2600 0.91 183 1.33 267 244

24.5 300 4225.5 3185 3185 0.85 254 1.33 400 338

30.5 41 4219.5 3965 3684 0.80 33 1.33 55 44

35.5 61 4214.5 4615 4022 0.77 47 1.33 81 62

40.5 50 4209.5 5265 4360 0.74 37 1.33 67 49

45.0 198 4205.0 5850 4664 0.72 142 1.33 264 190

50.5 34 4199.5 6565 5036 0.69 24 1.33 45 31

55.5 148 4194.5 7215 5374 0.67 99 1.33 197 132

60.5 69 4189.5 7865 5712 0.65 45 1.33 92 60

65.5 62 4184.5 8515 6050 0.63 39 1.33 83 52

70.5 66 4179.5 9165 6388 0.61 40 1.33 88 54

74.5 120 4175.5 9685 6659 0.60 72 1.33 160 96

APPENDIX G

Drilled Shaft Design Charts

Bent ID: Abutment 1 & 2 Ground surface elevation = 4266 ft Diameter of drilled shaft = 6.0 ft

Top of drilled shaft elevation = 4256 ft Shaft cross-sectional area = 28.3 sq ft Design scour elevation = 4225 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)

WHITE RIVER BRIDGE -- DRILLED SHAFT DESIGN CHART

0 2000 4000 6000 8000 10000 12000 14000 16000

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

Uppermost Tip Elevation

Lowest Tip Elevation

Ground surface elevation = 4266 ft Diameter of drilled shaft = 8.0 ft

Top of drilled shaft elevation = 4256 ft Shaft cross-sectional area = 50.3 sq ft Design scour elevation = 4225 ft Shaft circumference = 25.1 ft

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

WHITE RIVER BRIDGE -- DRILLED SHAFT DESIGN CHART

0 2000 4000 6000 8000 10000 12000 14000 16000

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

Ground surface elevation = 4266 ft Diameter of drilled shaft = 10.0 ft

Top of drilled shaft elevation = 4256 ft Shaft cross-sectional area = 78.5 sq ft Design scour elevation = 4225 ft Shaft circumference = 31.4 ft

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

WHITE RIVER BRIDGE -- DRILLED SHAFT DESIGN CHART

0 2000 4000 6000 8000 10000 12000 14000 16000

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) - SINGLE SHAFT BENT

Bent ID: Pier 1 & 2 Ground surface elevation = 4225 ft Diameter of drilled shaft = 6.0 ft

Top of drilled shaft elevation = 4258 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)

WHITE RIVER BRIDGE -- DRILLED SHAFT DESIGN CHART

0 2000 4000 6000 8000 10000 12000 14000 16000

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

Ground surface elevation = 4225 ft Diameter of drilled shaft = 8.0 ft

Top of drilled shaft elevation = 4258 ft Shaft cross-sectional area = 50.3 sq ft Design scour elevation = 4200 ft Shaft circumference = 25.1 ft

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

WHITE RIVER BRIDGE -- DRILLED SHAFT DESIGN CHART

0 2000 4000 6000 8000 10000 12000 14000 16000

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

Ground surface elevation = 4225 ft Diameter of drilled shaft = 10.0 ft

Top of drilled shaft elevation = 4258 ft Shaft cross-sectional area = 78.5 sq ft Design scour elevation = 4200 ft Shaft circumference = 31.4 ft

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

WHITE RIVER BRIDGE -- DRILLED SHAFT DESIGN CHART

0 2000 4000 6000 8000 10000 12000 14000 16000

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) - SINGLE SHAFT BENT