Particle Size Analysis - ASTM D422 D =9.9214 mm85 D =1.5588 mm60 D =0.9391 mm50 D =0.2883 mm30 D...
69
Client: Nobis Engineering, Inc. Project: I-91 at Route 9 Location: Northampton, MA Project No: GTX-305975 Boring ID: NB-1 Sample ID: G-1 Depth : 0.5-5.5 ft Sample Type: bucket Test Date: 02/10/17 Test Id: 403874 Tested By: jbr Checked By: emm Test Comment: --- Visual Description: Moist, dark olive brown silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 printed 3/1/2017 12:05:05 PM 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 1000 Percent Finer Grain Size (mm) 2 in 1.5 in 1 in 0.75 in 0.5 in 0.375 in #4 #10 #20 #40 #60 #100 #200 % Cobble --- % Gravel 23.4 % Sand 63.6 % Silt & Clay Size 13.0 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies 2 in 1.5 in 1 in 0.75 in 0.5 in 0.375 in #4 #10 #20 #40 #60 #100 #200 50.00 37.50 25.00 19.00 12.50 9.50 4.75 2.00 0.85 0.42 0.25 0.15 0.075 100 97 93 91 87 85 77 65 48 35 28 21 13 Coefficients D =9.9214 mm 85 D =1.5588 mm 60 D =0.9391 mm 50 D =0.2883 mm 30 D =0.0893 mm 15 D =N/A 10 C =N/A u C =N/A c Classification ASTM N/A AASHTO Stone Fragments, Gravel and Sand (A-1-b (0)) Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Proposal No. 604597 - 105762 A00804 - 70
Transcript of Particle Size Analysis - ASTM D422 D =9.9214 mm85 D =1.5588 mm60 D =0.9391 mm50 D =0.2883 mm30 D...
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-1Sample ID: G-1Depth : 0.5-5.5 ft
Sample Type: bucketTest Date: 02/10/17Test Id: 403874
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, dark olive brown silty sand with gravelSample Comment: ---
Particle Size Analysis - ASTM D422
printed 3/1/2017 12:05:05 PM
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0.0010.010.11101001000
Perc
ent F
iner
Grain Size (mm)
2 in
1.
5 in
1
in
0.75
in
0.5
in
0.37
5 in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
23.4
% Sand
63.6
% Silt & Clay Size
13.0Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
2 in
1.5 in
1 in
0.75 in
0.5 in
0.375 in
#4
#10
#20
#40
#60
#100
#200
50.00
37.50
25.00
19.00
12.50
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
97
93
91
87
85
77
65
48
35
28
21
13
CoefficientsD =9.9214 mm85
D =1.5588 mm60
D =0.9391 mm50
D =0.2883 mm30
D =0.0893 mm15
D =N/A10
C =N/Au C =N/Ac
Classification ASTM N/A
AASHTO Stone Fragments, Gravel and Sand (A-1-b (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
Proposal No. 604597 - 105762
A00804 - 70
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-2Sample ID: G-1Depth : 1.1-6 ft
Sample Type: bucketTest Date: 02/13/17Test Id: 403876
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, dark olive brown silty sand with gravelSample Comment: ---
Particle Size Analysis - ASTM D422
printed 3/1/2017 12:05:06 PM
0
10
20
30
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0.0010.010.11101001000
Perc
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iner
Grain Size (mm)
3 in
2
in
1.5
in
1 in
0.
75 in
0.
5 in
0.
375
in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
20.1
% Sand
47.1
% Silt & Clay Size
32.8Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
3 in
2 in
1.5 in
1 in
0.75 in
0.5 in
0.375 in
#4
#10
#20
#40
#60
#100
#200
75.00
50.00
37.50
25.00
19.00
12.50
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
98
97
93
91
88
86
80
73
65
60
57
53
33
CoefficientsD =8.6163 mm85
D =0.4395 mm60
D =0.1344 mm50
D =N/A30
D =N/A15
D =N/A10
C =N/Au C =N/Ac
Classification ASTM N/A
AASHTO Silty Gravel and Sand (A-2-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
Proposal No. 604597 - 105762
A00804 - 71
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-2Sample ID: S-1Depth : 5.5-7.5 ft
Sample Type: jarTest Date: 02/07/17Test Id: 403879
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist,, olive gray sandy siltSample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:49:06 AM
0
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0.0010.010.11101001000
Perc
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iner
Grain Size (mm)
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
0.0
% Sand
42.2
% Silt & Clay Size
57.8Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
#4
#10
#20
#40
#60
#100
#200
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
100
100
100
98
87
58
CoefficientsD =0.1422 mm85
D =0.0790 mm60
D =N/A50
D =N/A30
D =N/A15
D =N/A10
C =N/Au C =N/Ac
ClassificationASTM N/A
AASHTO Silty Soils (A-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
Proposal No. 604597 - 105762
A00804 - 72
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-3Sample ID: G-1Depth : 1.1-6 ft
Sample Type: bucketTest Date: 02/10/17Test Id: 403873
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, olive brown silty sandSample Comment: Sample contains organics
Particle Size Analysis - ASTM D422
printed 3/1/2017 12:05:07 PM
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0.0010.010.11101001000
Perc
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Grain Size (mm)
3 in
2
in
1.5
in
1 in
0.
75 in
0.
5 in
0.
375
in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
7.9
% Sand
58.6
% Silt & Clay Size
33.5Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
3 in
2 in
1.5 in
1 in
0.75 in
0.5 in
0.375 in
#4
#10
#20
#40
#60
#100
#200
75.00
50.00
37.50
25.00
19.00
12.50
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
98
97
96
95
94
94
92
90
86
79
73
58
33
CoefficientsD =0.7530 mm85
D =0.1591 mm60
D =0.1190 mm50
D =N/A30
D =N/A15
D =N/A10
C =N/Au C =N/Ac
Classification ASTM N/A
AASHTO Silty Gravel and Sand (A-2-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
Proposal No. 604597 - 105762
A00804 - 73
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-4Sample ID: S-4Depth : 6-8 ft
Sample Type: jarTest Date: 02/07/17Test Id: 403877
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, dark brown sand with silt and gravelSample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:45:50 AM
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20
30
40
50
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80
90
100
0.0010.010.11101001000
Perc
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iner
Grain Size (mm)
1.5
in
1 in
0.
75 in
0.
5 in
0.
375
in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
46.1
% Sand
47.3
% Silt & Clay Size
6.6Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
1.5 in
1 in
0.75 in
0.5 in
0.375 in
#4
#10
#20
#40
#60
#100
#200
37.50
25.00
19.00
12.50
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
86
74
67
62
54
45
35
22
15
10
6.6
CoefficientsD =24.1710 mm85
D =7.9143 mm60
D =3.2681 mm50
D =0.6572 mm30
D =0.2528 mm15
D =0.1449 mm10
C =54.619u C =0.377c
ClassificationASTM N/A
AASHTO Stone Fragments, Gravel and Sand (A-1-a (1))
Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
Proposal No. 604597 - 105762
A00804 - 74
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-4Sample ID: S-6Depth : 15-17 ft
Sample Type: jarTest Date: 02/07/17Test Id: 403878
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, brown silty sand with gravelSample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:45:51 AM
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Perc
ent F
iner
Grain Size (mm)
1 in
0.
75 in
0.
5 in
0.
375
in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
19.1
% Sand
62.0
% Silt & Clay Size
18.9Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
1 in
0.75 in
0.5 in
0.375 in
#4
#10
#20
#40
#60
#100
#200
25.00
19.00
12.50
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
90
87
85
81
76
67
53
39
29
19
CoefficientsD =9.4480 mm85
D =0.6098 mm60
D =0.3815 mm50
D =0.1603 mm30
D =N/A15
D =N/A10
C =N/Au C =N/Ac
ClassificationASTM N/A
AASHTO Silty Gravel and Sand (A-2-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
Proposal No. 604597 - 105762
A00804 - 75
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-5Sample ID: G-1Depth : 0.5-6 ft
Sample Type: bucketTest Date: 02/12/17Test Id: 403875
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, very dark grayish brown silty sand with gravelSample Comment: Sample contains asphalt
Particle Size Analysis - ASTM D422
printed 3/1/2017 12:05:08 PM
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Perc
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iner
Grain Size (mm)
3 in
2
in
1.5
in
1 in
0.
75 in
0.
5 in
0.
375
in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
40.7
% Sand
46.0
% Silt & Clay Size
13.3Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
3 in
2 in
1.5 in
1 in
0.75 in
0.5 in
0.375 in
#4
#10
#20
#40
#60
#100
#200
75.00
50.00
37.50
25.00
19.00
12.50
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
93
89
81
77
73
69
59
50
39
30
24
19
13
CoefficientsD =30.2836 mm85
D =5.0041 mm60
D =1.9889 mm50
D =0.4317 mm30
D =0.0917 mm15
D =N/A10
C =N/Au C =N/Ac
Classification ASTM N/A
AASHTO Stone Fragments, Gravel and Sand (A-1-b (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
Proposal No. 604597 - 105762
A00804 - 76
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-5Sample ID: S-3Depth : 14-16 ft
Sample Type: jarTest Date: 02/07/17Test Id: 403880
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, dark olive brown silty sand Sample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:45:52 AM
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Perc
ent F
iner
Grain Size (mm)
0.5
in
0.37
5 in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
1.1
% Sand
80.2
% Silt & Clay Size
18.7Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
0.5 in
0.375 in
#4
#10
#20
#40
#60
#100
#200
12.50
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
100
99
99
99
99
98
87
50
19
CoefficientsD =0.2422 mm85
D =0.1718 mm60
D =0.1495 mm50
D =0.0962 mm30
D =N/A15
D =N/A10
C =N/Au C =N/Ac
ClassificationASTM N/A
AASHTO Silty Gravel and Sand (A-2-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
Proposal No. 604597 - 105762
A00804 - 77
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: TP-1Sample ID: G-1Depth : 0.3-6 ft
Sample Type: jarTest Date: 02/08/17Test Id: 403869
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, olive gray silty sandSample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:45:53 AM
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Perc
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iner
Grain Size (mm)
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
0.0
% Sand
73.2
% Silt & Clay Size
26.8Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
#4
#10
#20
#40
#60
#100
#200
---
---
---
---
---
---
---
---
---
4.75
2.00
0.85
0.42
0.25
0.15
0.075
Particle Size (mm)
0.0361
0.0234
0.0137
0.0096
0.0067
0.0048
0.0034
0.0014
100
100
100
100
99
85
27
Percent Finer
6
3
2
2
2
2
2
1
Spec. Percent Complies
CoefficientsD =0.1520 mm85
D =0.1117 mm60
D =0.0991 mm50
D =0.0779 mm30
D =0.0493 mm15
D =0.0412 mm10
C =2.711u C =1.319c
ClassificationASTM N/A
AASHTO Silty Gravel and Sand (A-2-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
Dispersion Device : Apparatus A - Mech Mixer
Dispersion Period : 1 minute
Specific Gravity : 2.65
Separation of Sample: #200 Sieve
Proposal No. 604597 - 105762
A00804 - 78
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: TP-2Sample ID: G-3Depth : 5.5-8.5 ft
Sample Type: jarTest Date: 02/08/17Test Id: 403870
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, dark olive gray claySample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:45:54 AM
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Perc
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iner
Grain Size (mm)
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
0.0
% Sand
2.1
% Silt & Clay Size
97.9Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
#4
#10
#20
#40
#60
#100
#200
---
---
---
---
---
---
---
---
---
4.75
2.00
0.85
0.42
0.25
0.15
0.075
Particle Size (mm)
0.0276
0.0186
0.0119
0.0087
0.0063
0.0045
0.0033
0.0014
100
100
100
100
100
100
98
Percent Finer
87
71
51
41
31
24
20
12
Spec. Percent Complies
CoefficientsD =0.0265 mm85
D =0.0144 mm60
D =0.0114 mm50
D =0.0061 mm30
D =0.0019 mm15
D =N/A10
C =N/Au C =N/Ac
ClassificationASTM N/A
AASHTO Silty Soils (A-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
Dispersion Device : Apparatus A - Mech Mixer
Dispersion Period : 1 minute
Specific Gravity : 2.65
Separation of Sample: #200 Sieve
Proposal No. 604597 - 105762
A00804 - 79
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: TP-3Sample ID: G-2Depth : 7.3-8 ft
Sample Type: jarTest Date: 02/08/17Test Id: 403871
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, very dark gray sandy clay Sample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:45:54 AM
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Perc
ent F
iner
Grain Size (mm)
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
0.0
% Sand
32.7
% Silt & Clay Size
67.3Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
#4
#10
#20
#40
#60
#100
#200
---
---
---
---
---
---
---
---
---
4.75
2.00
0.85
0.42
0.25
0.15
0.075
Particle Size (mm)
0.0321
0.0208
0.0129
0.0092
0.0066
0.0047
0.0033
0.0014
100
100
98
93
88
82
67
Percent Finer
41
31
20
15
11
10
8
6
Spec. Percent Complies
CoefficientsD =0.1921 mm85
D =0.0591 mm60
D =0.0427 mm50
D =0.0203 mm30
D =0.0090 mm15
D =0.0048 mm10
C =12.313u C =1.453c
ClassificationASTM N/A
AASHTO Silty Soils (A-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
Dispersion Device : Apparatus A - Mech Mixer
Dispersion Period : 1 minute
Specific Gravity : 2.65
Separation of Sample: #200 Sieve
Proposal No. 604597 - 105762
A00804 - 80
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: TP-4Sample ID: G-2Depth : 2.5-5.8 ft
Sample Type: jarTest Date: 02/08/17Test Id: 403872
Tested By: jbrChecked By: emm
Test Comment: ---Visual Description: Moist, reddish brown silty sand Sample Comment: ---
Particle Size Analysis - ASTM D422
printed 2/16/2017 11:50:58 AM
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Perc
ent F
iner
Grain Size (mm)
0.37
5 in
#4
#10
#20
#40
#60
#10
0
#20
0
% Cobble
---
% Gravel
2.9
% Sand
73.1
% Silt & Clay Size
24.0Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies
0.375 in
#4
#10
#20
#40
#60
#100
#200
---
---
---
---
---
---
---
---
---
9.50
4.75
2.00
0.85
0.42
0.25
0.15
0.075
Particle Size (mm)
0.0365
0.0223
0.0129
0.0091
0.0065
0.0047
0.0033
0.0014
100
97
94
86
70
51
35
24
Percent Finer
20
17
14
13
12
11
9
6
Spec. Percent Complies
CoefficientsD =0.8286 mm85
D =0.3229 mm60
D =0.2418 mm50
D =0.1096 mm30
D =0.0160 mm15
D =0.0039 mm10
C =82.795u C =9.539c
ClassificationASTM N/A
AASHTO Silty Gravel and Sand (A-2-4 (0))
Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
Dispersion Device : Apparatus A - Mech Mixer
Dispersion Period : 1 minute
Specific Gravity : 2.65
Separation of Sample: #200 Sieve
Proposal No. 604597 - 105762
A00804 - 81
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-2Sample ID: S-8Depth : 39-41 ft
Sample Type: jarTest Date: 02/10/17Test Id: 403889
Tested By: camChecked By: emm
Test Comment: ---Visual Description: Wet, olive claySample Comment: ---
Atterberg Limits - ASTM D4318
printed 2/16/2017 11:35:18 AM
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Plas
ticity
Inde
x
Liquid Limit
Plasticity Chart
ML or OLCL-ML
CL or OL
MH or OH
CH or OH
"A" Line
"U" Line
Symbol Sample ID Boring Depth NaturalMoisture
Content,%
LiquidLimit
PlasticLimit
PlasticityIndex
LiquidityIndex
Soil Classification
S-8 NB-2 39-41 ft 58 53 27 26 1.2
Sample Prepared using the WET method
Dry Strength: VERY HIGH
Dilatancy: SLOW
Toughness: MEDIUM
Proposal No. 604597 - 105762
A00804 - 82
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-3Sample ID: S-9BDepth : 41.7-43 ft
Sample Type: jarTest Date: 02/10/17Test Id: 403890
Tested By: camChecked By: emm
Test Comment: ---Visual Description: Moist, olive clay Sample Comment: ---
Atterberg Limits - ASTM D4318
printed 2/16/2017 11:35:18 AM
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Plas
ticity
Inde
x
Liquid Limit
Plasticity Chart
ML or OLCL-ML
CL or OL
MH or OH
CH or OH
"A" Line
"U" Line
Symbol Sample ID Boring Depth NaturalMoisture
Content,%
LiquidLimit
PlasticLimit
PlasticityIndex
LiquidityIndex
Soil Classification
S-9B NB-3 41.7-43ft
61 59 29 30 1.1
Sample Prepared using the WET method
Dry Strength: VERY HIGH
Dilatancy: SLOW
Toughness: LOW
Proposal No. 604597 - 105762
A00804 - 83
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-1Sample ID: G-1Depth : 0.5-5.5 ft
Sample Type: bucketTest Date: 02/10/17Test Id: 403882
Tested By: cwdChecked By: emm
Test Comment: ---Visual Description: Moist, dark olive brown silty sand with gravelSample Comment: ---
Compaction Report - ASTM D1557
printed 3/1/2017 12:12:37 PM
115
120
125
130
135
140
0 5 10 15 20
Dry
Den
sity
, pc
f
Water Content, %
zero air voids line
uncorrected
corrected
Data Points Point 1 Point 2 Point 3 Point 4
Dry density, pcf
Moisture Content, %
129.0
4.9
130.5
7.0
128.8
9.1
124.9
11.2
Method : C
Preparation : WET
As received Moisture :5 %
Rammer : Mechanical
Zero voids line based on assumed specific gravity of 2.75
Maximum Dry Density= 130.5 pcfOptimum Moisture= 7.1 %
Oversize Correction (9.1% > 3/4 inch Sieve)Corrected Maximum Dry Density= 132.7 pcf
Corrected Optimum Moisture= 6.4 %Assumed Average Bulk Specific Gravity = 2.55
Proposal No. 604597 - 105762
A00804 - 84
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-2Sample ID: G-1Depth : 1.1-6 ft
Sample Type: bucketTest Date: 02/14/17Test Id: 403884
Tested By: cwdChecked By: emm
Test Comment: ---Visual Description: Moist, dark olive brown silty sand with gravelSample Comment: ---
Compaction Report - ASTM D1557
printed 3/1/2017 12:13:07 PM
105
110
115
120
125
130
0 5 10 15 20
Dry
Den
sity
, pc
f
Water Content, %
zero air voids line
uncorrected
corrected
Data Points Point 1 Point 2 Point 3 Point 4
Dry density, pcf
Moisture Content, %
118.7
7.4
120.2
9.1
119.1
11.2
115.3
13.0
Method : C
Preparation : WET
As received Moisture :10 %
Rammer : Mechanical
Zero voids line based on assumed specific gravity of 2.65
Maximum Dry Density= 120.3 pcfOptimum Moisture= 9.6 %
Oversize Correction (8.7% > 3/4 inch Sieve)Corrected Maximum Dry Density= 122.9 pcf
Corrected Optimum Moisture= 8.8 %Assumed Average Bulk Specific Gravity = 2.55
Proposal No. 604597 - 105762
A00804 - 85
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-3Sample ID: G-1Depth : 1.1-6 ft
Sample Type: bucketTest Date: 02/08/17Test Id: 403881
Tested By: cwdChecked By: emm
Test Comment: ---Visual Description: Moist, olive brown silty sandSample Comment: Sample contains organics
Compaction Report - ASTM D1557
printed 3/1/2017 12:13:30 PM
105
110
115
120
125
130
0 5 10 15 20
Dry
Den
sity
, pc
f
Water Content, %
zero air voids line
uncorrected
corrected
Data Points Point 1 Point 2 Point 3 Point 4
Dry density, pcf
Moisture Content, %
116.6
7.2
118.1
9.2
119.6
11.2
115.6
13.0
Method : C
Preparation : WET
As received Moisture :10 %
Rammer : Mechanical
Zero voids line based on assumed specific gravity of 2.65
Maximum Dry Density= 119.8 pcfOptimum Moisture= 10.9 %
Oversize Correction (5% > 3/4 inch Sieve)Corrected Maximum Dry Density= 121.3 pcf
Corrected Optimum Moisture= 10.3 %Assumed Average Bulk Specific Gravity = 2.55
Proposal No. 604597 - 105762
A00804 - 86
Client: Nobis Engineering, Inc.Project: I-91 at Route 9Location: Northampton, MA Project No: GTX-305975Boring ID: NB-5Sample ID: G-1Depth : 0.5-6 ft
Sample Type: bucketTest Date: 02/14/17Test Id: 403883
Tested By: cwdChecked By: emm
Test Comment: ---Visual Description: Moist, very dark grayish brown silty sand with gravelSample Comment: Sample contains asphalt
Compaction Report - ASTM D1557
printed 3/1/2017 12:14:00 PM
115
120
125
130
135
140
0 5 10 15 20
Dry
Den
sity
, pc
f
Water Content, %
zero air voids line
uncorrected
corrected
Data Points Point 1 Point 2 Point 3 Point 4
Dry density, pcf
Moisture Content, %
125.8
3.1
130.0
5.0
130.6
6.9
128.4
8.7
Method : C
Preparation : WET
As received Moisture :6 %
Rammer : Mechanical
Zero voids line based on assumed specific gravity of 2.65
Maximum Dry Density= 130.8 pcfOptimum Moisture= 6.2 %
Oversize Correction (22.8% > 3/4 inch Sieve)Corrected Maximum Dry Density= 136.4 pcf
Corrected Optimum Moisture= 4.8 %Assumed Average Bulk Specific Gravity = 2.55
Proposal No. 604597 - 105762
A00804 - 87
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 88
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 89
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 90
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 91
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 92
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 93
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 94
by ASTM D1883
Proposal No. 604597 - 105762
A00804 - 95
A
PP
EN
DIX
F –
Calc
ula
tio
ns
Proposal No. 604597 - 105762
A00804 - 96
A
PP
EN
DIX
F.1
– B
eari
ng
Resis
tan
ce a
nd
Sett
lem
en
t fo
r P
rop
osed
Mo
du
lar
Blo
ck W
all
Proposal No. 604597 - 105762
A00804 - 97
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 1 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Objective:
References: 1) AASHTO LRFD Bridge Design Specifications 7th Edition with 2016 Interim Revisions.
Assumptions:
Solution:
Bearing Soil Properties/Subsurface Information
125 pcf Estimated
130 pcf Estimated
0 psf Estimated
33 degrees Estimated
Footing Elevation: 138.25 ft, NAVD88 Reference 3
Min. Ground Surface (GS) Elevation: 138.75 ft, NAVD88 Reference 3
Groundwater Elevation: 114.8 ft, NAVD88
Footing Geometry
0.5 ft
Groundwater Height Below GS: 23.95 ft
3.42 ft Reference No. 3
176 ft Reference No. 3
Width Eccentricity (eB): 1 ft See Note 2
Length Eccentricity (eL): 0 ft Assumed
2.3 ft
176 ft
Notes:
Reference No. 4 (B-17)
2) Width eccentricity (eB) assumes maximum allowable eccentricity (i.e. B/6).
3) AutoCAD file titled "604597_SV" and PDF drawing entitled "ACAD-604597_HD(Corr) Model"
prepared by TranSystems.
4) Record I-91 bridge over Bridge Street construction drawings, dated 1966 and 1992.
1) Soil and groundwater conditions encountered in the Nobis borings are representative of
existing soil conditions at the locations of the proposed temporary abutments.
2) Calculation considers minimum embedment of four (4) feet below grade.
Effective Width (B'):
3) Refer to pages 2 and 3 for example bearing resistance and settlement calculations,
respectively. Refer to page 4 for graph created using a range of effective footing dimensions.
Bearing Resistance and Settlement Calculations for Proposed Modular Block Retaining Wall
Develop a graph for a range of effective footing sizes that can be used to evaluate bearing
resistance and settlement based on effective footing width for the proposed modular block
retaining wall.
Width ( B ):
2) Test borings observed by Nobis in January and February, 2017.
Cohesion of Bearing Soil ( c ):
Friction Angle of Bearing Soil ( φ' ):
Minimum Footing Depth ( Df ):
3) Engineering properties for gravel borrow for bridge foundations.
1) Calculations for bearing resistance and settlement assume footing subgrade is prepared in
accordance with Geotechnical Report.
Unit Weight of Bearing Soil ( γ ):
Unit Weight of Soil Above Footing ( γ ):
Length ( L ):
Effective Length (L'):
Soil Description: Minimum of 12 inches of compacted Gravel Borrow overlying proof-compacted fill
soils. See Note 1.
Proposal No. 604597 - 105762
A00804 - 98
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 2 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.3.1.1-1
0.45
26.1
1.01
i q = [1-H/(V+cB'L'cotφf )]n
1.0 Assumed
n =[(2+L'/B')/(1+L'/B')]cos2θ 1.99 Eq. 10.6.3.1.2a-9
+ [(2+B'/L')/(1+B'/L')]sin2θ
Load Angle (θ) 90 degrees Assumed
1.0
Nqm= 26.32
Bearing Capacity Factor ( Nc ) = 38.6 Tb. 10.6.3.1.2a-1
Shape Correction Factor ( sc ) = 1.01 Tb. 10.6.3.1.2a-3
Load Inclination Factor ( i c ) =
i c = i q -[(1-i q)/Nq-1)] = 1.0 Assumed
Ncm = 38.94
35.2 Tb. 10.6.3.1.2a-1
0.99
i γ = [1-H/(V+cB'L'cotφf )]n+1
1.0 Assumed
Nγm= 35.02
( Cwq ) 1.00
( Cwγ ) 1.00
qn= 6.7 ksf
qR= 3.0 ksf
Groundwater Coefficients Tb. 10.6.3.1.2a-2
Shape Correction Factor ( sγ ) Tb. 10.6.3.1.2a-3
Load Inclination Factor ( i γ )
Bearing Capacity Factor ( Nγ or Nγq )
Depth Correction Factor ( dq ) Tb. 10.6.3.1.2a-4
Ncm = Nc*sc*i c Eq. 10.6.3.1.2a-2
Nγm = Nγ*sγ*i γ Eq. 10.6.3.1.2a-4
Shape Correction Factor ( sq ) Tb. 10.6.3.1.2a-3
Load Inclination Factor ( i q )
q n = c*Ncm + γ*Df *Nq m*Cwq + 0.5*γ*B'*Nγm*Cwγ Eq. 10.6.3.1.2a-1
Nqm = Nq*sq *dq *i q Eq. 10.6.3.1.2a-3
Bearing Capacity Factor ( Nq ) Tb. 10.6.3.1.2a-1
Factored Bearing Resistance: qR = qn * φb
Resistance Factor ( φb ) = Tb. 10.5.5.2.2-1
Nominal Resistance (q n) =
Example Bearing Resistance Calculation
Proposal No. 604597 - 105762
A00804 - 99
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 3 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.2.4.2-1
Poisson's Ratio (v) 0.3 Tb. C10.4.6.3-1
Young's modulus of elasticity (Es) 7 ksi Tb. C10.4.6.3-1
Flexible or Rigid Flexible
Shape Factor (βz) 1.41 Tb. 10.6.2.4.2-1
Effective Footing Width (B') 2
Effective Area of Footing (A') 401 ft2
B' * L'
Example Settlement (Elastic) Calculation
Se = (q o(1-v
2)√A')
144*Es*βz
1.0 6.5
Assumed Settlement,
Se (in)
Applied Vertical
Stress, q o (ksf)
0.5 3.2
Proposal No. 604597 - 105762
A00804 - 100
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 4 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
1) AASHTO LRFD Bridge Design Specifications 7th Edition with 2016 Interim Revisions.
2) BB-4, performed by New Hampshire Boring, Inc. dba New England Boring Contractors.
2) Calculation considers minimum embedment of four (4) feet below grade.
Notes:
qR = Factored Bearing Resistance - Strength Limit State (enter graph with B' and read q R)
q0 = Maximum Bearing Pressure - Service Limit State (enter graph with q 0 and read settlement at B')
1. q R vs B' line and settlement curves developed using test boring information.
2. Bearing capacity and settlements are based on foundations bearing conditions provided on page 1.
3. A bearing resistance factor of 0.45 was used to calculate the bearing resistance at the strength limit state.
North and South Abutment
2
3
4
5
6
7
8
0 2 4 6 8 10
qR
or
qo
(ksf
)
B' - Effective Footing Width (ft)
qR vs B'
S = .5 inch
S = 1 inch
Proposal No. 604597 - 105762
A00804 - 101
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 5 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
2) Calculation considers minimum embedment of four (4) feet below grade.
Proposal No. 604597 - 105762
A00804 - 102
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 6 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 103
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 7 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 104
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 8 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 105
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 9 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 106
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 10 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 107
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 11 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 108
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 12 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 109
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 13 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 110
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 14 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 111
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 15 of 15
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 112
A
PP
EN
DIX
F.2
– L
ate
ral
Eart
h P
ressu
res
Proposal No. 604597 - 105762
A00804 - 113
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 1 of 1
Calculated by: PC Date: 2/20/17
Checked by: AJ Date: 2/20/17
Objective:
Approach:
References: 1. MassDOT LRFD Bridge Manual, Section 3.1.6, 2013.2. Principles of Foundation Engineering, Second Edition, Das.3. AASHTO Bridge Design Specifications, 2014.
Assumptions: 1. Retained soil is crushed stone with a friction angle of 37°.
At‐Rest Earth Pressure using Rankine's Method (Principles of Foundation Engineering, Second Edition, Das)
Ko = 1 ‐ sin(φ)
Ko = 0.40 Effective friction angle of soil: φ = 37°
Active Earth Pressure using Coulomb's Method (Principles of Foundation Engineering, Second Edition, Das)
= backslope angle = wall batter angle = soil friction angle = soil/wall friction angle ( = φ(2/3) )
Proposed Wall
30 90 φ = 37° 25
Ka = 0.37 (Use for proposed walls)
Calculate lateral earth pressure coefficients for the proposed modular block retaining wall.
Use Coulomb's method to determine active earth pressure and Rankine's method to determine the at‐rest
earth pressure coefficient in accordance with MassDOT LRFD Bridge Manual.
(and active earth pressure) will vary with height and wall type selected.
4. PDF drawing entitled "ACAD‐604597_HD(Corr) Model"
Proposal No. 604597 - 105762
A00804 - 114
A
PP
EN
DIX
F.3
– B
eari
ng
Resis
tan
ce a
nd
Sett
lem
en
t fo
r E
xis
tin
g B
rid
ge
Proposal No. 604597 - 105762
A00804 - 115
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 1 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Objective:
References: 1) AASHTO LRFD Bridge Design Specifications 7th Edition with 2016 Interim Revisions.
Assumptions:
Solution:
Bearing Soil Properties/Subsurface Information
130 pcf Estimated
130 pcf Estimated
0 psf Estimated
37 degrees Estimated
Footing Elevation: 146.3 ft, NAVD88 Reference 4 (North Abutment, I‐91 SB)
Min. Ground Surface (GS) Elevation: 150.3 ft, NAVD88 Assumption 2
Groundwater Elevation: 114.8 ft, NAVD88
Footing Geometry
4 ft
Groundwater Height Below GS: 35.5 ft
6 ft Reference No. 4
49.2 ft Reference 4 (North Abutment, I‐91 SB)
Width Eccentricity (eB): 1 ft See Note 2
Length Eccentricity (eL): 0 ft Assumed
5 ft
49.2 ft
Notes:
2) Loads on abutments not available, effective abutment footing width (B') reduced by 20
percent to account for unknown loading eccentricities.
2) Calculation considers minimum embedment of four (4) feet below grade.
3) AutoCAD file titled "604597_SV" and PDF drawing entitled "ACAD‐604597_HD(Corr) Model"
prepared by TranSystems.
4) Record I‐91 bridge over Bridge Street construction drawings, dated 1966 and 1992.
Estimate bearing resistance and settlement for existing abutments bearing on concrete spread
footings.
1) Soil and groundwater conditions encountered in the Nobis borings are representative of
existing soil conditions at the locations of the proposed temporary abutments.
Effective Width (B'):
Effective Length (L'):
Soil Description:
Reference No. 4 (B‐17)
Compacted Gravel Borrow for bridge foundations (M1.03.0).
Bearing Resistance and Settlement Calculations ‐ Existing Concrete North Abutments
Width ( B ):
2) Test borings observed by Nobis in January and February, 2017.
Cohesion of Bearing Soil ( c ):
Friction Angle of Bearing Soil ( ' ):
Minimum Footing Depth ( Df ):
3) Engineering properties for gravel borrow for bridge foundations.
1) Example bearing resistance and settlement calculations can be found on pages 2 and 3,
respectively.
Unit Weight of Bearing Soil ( γ ):
Unit Weight of Soil Above Footing ( γ ):
Length ( L ):
Proposal No. 604597 - 105762
A00804 - 116
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 2 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.3.1.1‐1
0.45
0 Footings bearing on or near slope
1.07
i q = [1‐H/(V+cB'L'cotf )]n
1.0 Assumed
n =[(2+L'/B')/(1+L'/B')]cos2θ 1.91 Eq. 10.6.3.1.2a‐9
+ [(2+B'/L')/(1+B'/L')]sin2θ
Load Angle (θ) 90 degrees Assumed
1.0
Nqm= 0.00
Bearing Capacity Factor ( Nc ) = 55.6 Tb. 10.6.3.1.2a‐1
Shape Correction Factor ( sc ) = 1.00 Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i c ) =
i c = i q ‐[(1‐i q)/Nq‐1)] = 1.0 Assumed
Ncm = 55.60
65 Figure 10.6.3.1.2c‐2
0.96
i γ = [1‐H/(V+cB'L'cotf )]n+1
1.0 Assumed
Nγm= 62.46
( Cwq ) 1.00
( Cwγ ) 1.00
qn= 19.5 ksf
qR= 8.8 ksf
Groundwater Coefficients Tb. 10.6.3.1.2a‐2
Shape Correction Factor ( sγ ) Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i γ )
Bearing Capacity Factor ( Nγ or Nγq )
Depth Correction Factor ( dq ) Tb. 10.6.3.1.2a‐4
Ncm = Nc*sc*i c Eq. 10.6.3.1.2a‐2
Nγm = Nγ*sγ*i γ Eq. 10.6.3.1.2a‐4
Shape Correction Factor ( sq ) Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i q )
q n = c*Ncm + γ*Df *Nq m*Cwq + 0.5*γ*B'*Nγm*Cwγ Eq. 10.6.3.1.2a‐1
Nqm = Nq*sq *dq *i q Eq. 10.6.3.1.2a‐3
Bearing Capacity Factor ( Nq )
Factored Bearing Resistance: qR = qn * bResistance Factor ( b ) = Tb. 10.5.5.2.2‐1
Nominal Resistance (q n) =
Example Bearing Resistance Calculation
Proposal No. 604597 - 105762
A00804 - 117
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 3 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.2.4.2‐1
Poisson's Ratio (v) 0.3 Tb. C10.4.6.3‐1
Young's modulus of elasticity (Es) 7 ksi Tb. C10.4.6.3‐1
Flexible or Rigid Rigid
Shape Factor (βz) 1.41 Tb. 10.6.2.4.2‐1
Effective Footing Width (B') 5
Effective Area of Footing (A') 236 ft2 B' * L'
Example Settlement (Elastic) Calculation
Se = (q o(1‐v
2)√A')
144*Es*βz
1.0 8.5
Assumed Settlement,
Se (in)
Applied Vertical
Stress, q o (ksf)
0.5 4.2
Proposal No. 604597 - 105762
A00804 - 118
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 4 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 119
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 5 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 120
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 6 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 121
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 7 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 122
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 8 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 123
Shared Use Bridge over MBTA/CSX Franklin, MA
85891.00Page: 7 of 7
Calculated by: RAC Date: 4/14/2015Checked by: PCC Date: 4/20/2015
Revision: 1
b/B = 0.2N(gamma)q = 65
Page 9 of 9
Proposal No. 604597 - 105762
A00804 - 124
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 1 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Objective:
References: 1) AASHTO LRFD Bridge Design Specifications 7th Edition with 2016 Interim Revisions.
Assumptions:
Solution:
Bearing Soil Properties/Subsurface Information
130 pcf Estimated
130 pcf Estimated
0 psf Estimated
37 degrees Estimated
Footing Elevation: 146.3 ft, NAVD88 Reference 4 (North Abutment, I‐91 SB)
Min. Ground Surface (GS) Elevation: 150 ft, NAVD88 Reference 3
Groundwater Elevation: 114.8 ft, NAVD88
Footing Geometry
3.7 ft Assumption No. 2
Groundwater Height Below GS: 35.2 ft
6 ft Reference No. 4
49.2 ft Reference 4 (North Abutment, I‐91 SB)
Width Eccentricity (eB): 1 ft See Note 2
Length Eccentricity (eL): 0 ft Assumed
5 ft
49.2 ft
Notes:
2) Loads on abutments not available, effective abutment footing width (B') reduced by 20
percent to account for unknown loading eccentricities.
2) Calculation considers minimum embedment of 3.7 feet below grade.
3) AutoCAD file titled "604597_SV" and PDF drawing entitled "ACAD‐604597_HD(Corr) Model"
prepared by TranSystems.
4) Record I‐91 bridge over Bridge Street construction drawings, dated 1966 and 1992.
Estimate bearing resistance and settlement for existing abutments bearing on concrete spread
footings during modular block retaining wall construction.
1) Soil and groundwater conditions encountered in the Nobis borings are representative of
existing soil conditions at the locations of the proposed temporary abutments.
Effective Width (B'):
Effective Length (L'):
Soil Description:
Reference No. 4 (B‐17)
Compacted Gravel Borrow for bridge foundations (M1.03.0).
Bearing Resistance and Settlement Calculations ‐ Existing Concrete North Abutments During Construction
Width ( B ):
2) Test borings observed by Nobis in January and February, 2017.
Cohesion of Bearing Soil ( c ):
Friction Angle of Bearing Soil ( ' ):
Minimum Footing Depth ( Df ):
3) Engineering properties for gravel borrow for bridge foundations.
1) Example bearing resistance and settlement calculations can be found on pages 2 and 3,
respectively.
Unit Weight of Bearing Soil ( γ ):
Unit Weight of Soil Above Footing ( γ ):
Length ( L ):
Proposal No. 604597 - 105762
A00804 - 125
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 2 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.3.1.1‐1
0.45
0 Footings bearing on or near slope
1.07
i q = [1‐H/(V+cB'L'cotf )]n
1.0 Assumed
n =[(2+L'/B')/(1+L'/B')]cos2θ 1.91 Eq. 10.6.3.1.2a‐9
+ [(2+B'/L')/(1+B'/L')]sin2θ
Load Angle (θ) 90 degrees Assumed
1.0
Nqm= 0.00
Bearing Capacity Factor ( Nc ) = 55.6 Tb. 10.6.3.1.2a‐1
Shape Correction Factor ( sc ) = 1.00 Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i c ) =
i c = i q ‐[(1‐i q)/Nq‐1)] = 1.0 Assumed
Ncm = 55.60
15 Figure 10.6.3.1.2c‐2
0.96
i γ = [1‐H/(V+cB'L'cotf )]n+1
1.0 Assumed
Nγm= 14.41
( Cwq ) 1.00
( Cwγ ) 1.00
qn= 4.5 ksf
qR= 2.0 ksf
Groundwater Coefficients Tb. 10.6.3.1.2a‐2
Shape Correction Factor ( sγ ) Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i γ )
Bearing Capacity Factor ( Nγ or Nγq )
Depth Correction Factor ( dq ) Tb. 10.6.3.1.2a‐4
Ncm = Nc*sc*i c Eq. 10.6.3.1.2a‐2
Nγm = Nγ*sγ*i γ Eq. 10.6.3.1.2a‐4
Shape Correction Factor ( sq ) Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i q )
q n = c*Ncm + γ*Df *Nq m*Cwq + 0.5*γ*B'*Nγm*Cwγ Eq. 10.6.3.1.2a‐1
Nqm = Nq*sq *dq *i q Eq. 10.6.3.1.2a‐3
Bearing Capacity Factor ( Nq )
Factored Bearing Resistance: qR = qn * bResistance Factor ( b ) = Tb. 10.5.5.2.2‐1
Nominal Resistance (q n) =
Example Bearing Resistance Calculation
Proposal No. 604597 - 105762
A00804 - 126
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 3 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.2.4.2‐1
Poisson's Ratio (v) 0.3 Tb. C10.4.6.3‐1
Young's modulus of elasticity (Es) 8 ksi Tb. C10.4.6.3‐1
Flexible or Rigid Rigid
Shape Factor (βz) 1.41 Tb. 10.6.2.4.2‐1
Effective Footing Width (B') 5
Effective Area of Footing (A') 236 ft2 B' * L'
Example Settlement (Elastic) Calculation
Se = (q o(1‐v
2)√A')
144*Es*βz
1.0 9.7
Assumed Settlement,
Se (in)
Applied Vertical
Stress, q o (ksf)
0.5 4.8
Proposal No. 604597 - 105762
A00804 - 127
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 4 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 128
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 5 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 129
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 6 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 130
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 7 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 131
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 8 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 132
Shared Use Bridge over MBTA/CSX Franklin, MA
85891.00Page: 7 of 7
Calculated by: RAC Date: 4/14/2015Checked by: PCC Date: 4/20/2015
Revision: 1
b/B = 0.2N(gamma)q = 15
Page 9 of 9
Proposal No. 604597 - 105762
A00804 - 133
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 1 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Objective:
References: 1) AASHTO LRFD Bridge Design Specifications 7th Edition with 2016 Interim Revisions.
Assumptions:
Solution:
Bearing Soil Properties/Subsurface Information
130 pcf Estimated
130 pcf Estimated
0 psf Estimated
37 degrees Estimated
Footing Elevation: 146.3 ft, NAVD88 Reference 4 (North Abutment, I‐91 SB)
Min. Ground Surface (GS) Elevation: 150.3 ft, NAVD88 Assumption 2
Groundwater Elevation: 114.8 ft, NAVD88
Footing Geometry
4 ft
Groundwater Height Below GS: 35.5 ft
6 ft Reference No. 4
49.2 ft Reference 4 (North Abutment, I‐91 SB)
Width Eccentricity (eB): 1 ft See Note 2
Length Eccentricity (eL): 0 ft Assumed
5 ft
49.2 ft
Notes:
3) AutoCAD file titled "604597_SV" and PDF drawing entitled "ACAD‐604597_HD(Corr) Model"
prepared by TranSystems.
4) Record I‐91 bridge over Bridge Street construction drawings, dated 1966 and 1992.
Estimate bearing resistance and settlement for existing abutments bearing on concrete spread
footings post‐construction.
1) Soil and groundwater conditions encountered in the Nobis borings are representative of
existing soil conditions at the locations of the proposed temporary abutments.
Effective Width (B'):
Effective Length (L'):
Soil Description:
Reference No. 4 (B‐17)
Compacted Gravel Borrow for bridge foundations (M1.03.0).
Bearing Resistance and Settlement Calculations ‐ Existing Concrete North Abutments Post‐Construction
Width ( B ):
2) Test borings observed by Nobis in January and February, 2017.
Cohesion of Bearing Soil ( c ):
Friction Angle of Bearing Soil ( ' ):
Minimum Footing Depth ( Df ):
3) Engineering properties for gravel borrow for bridge foundations.
1) Example bearing resistance and settlement calculations can be found on pages 2 and 3,
respectively.
Unit Weight of Bearing Soil ( γ ):
Unit Weight of Soil Above Footing ( γ ):
Length ( L ):
2) Loads on abutments not available, effective abutment footing width (B') reduced by 20
percent to account for unknown loading eccentricities.
2) Calculation considers minimum embedment of four (4) feet below grade.
Proposal No. 604597 - 105762
A00804 - 134
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 2 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.3.1.1‐1
0.45
0 Footings bearing on or near slope
1.07
i q = [1‐H/(V+cB'L'cotf )]n
1.0 Assumed
n =[(2+L'/B')/(1+L'/B')]cos2θ 1.91 Eq. 10.6.3.1.2a‐9
+ [(2+B'/L')/(1+B'/L')]sin2θ
Load Angle (θ) 90 degrees Assumed
1.0
Nqm= 0.00
Bearing Capacity Factor ( Nc ) = 55.6 Tb. 10.6.3.1.2a‐1
Shape Correction Factor ( sc ) = 1.00 Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i c ) =
i c = i q ‐[(1‐i q)/Nq‐1)] = 1.0 Assumed
Ncm = 55.60
50 Figure 10.6.3.1.2c‐2
0.96
i γ = [1‐H/(V+cB'L'cotf )]n+1
1.0 Assumed
Nγm= 48.05
( Cwq ) 1.00
( Cwγ ) 1.00
qn= 15.0 ksf
qR= 6.7 ksf
Factored Bearing Resistance: qR = qn * bResistance Factor ( b ) = Tb. 10.5.5.2.2‐1
Nominal Resistance (q n) =
Example Bearing Resistance Calculation
Shape Correction Factor ( sq ) Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i q )
q n = c*Ncm + γ*Df *Nq m*Cwq + 0.5*γ*B'*Nγm*Cwγ Eq. 10.6.3.1.2a‐1
Nqm = Nq*sq *dq *i q Eq. 10.6.3.1.2a‐3
Bearing Capacity Factor ( Nq )
Bearing Capacity Factor ( Nγ or Nγq )
Depth Correction Factor ( dq ) Tb. 10.6.3.1.2a‐4
Ncm = Nc*sc*i c Eq. 10.6.3.1.2a‐2
Nγm = Nγ*sγ*i γ Eq. 10.6.3.1.2a‐4
Groundwater Coefficients Tb. 10.6.3.1.2a‐2
Shape Correction Factor ( sγ ) Tb. 10.6.3.1.2a‐3
Load Inclination Factor ( i γ )
Proposal No. 604597 - 105762
A00804 - 135
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 3 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Eq. 10.6.2.4.2‐1
Poisson's Ratio (v) 0.3 Tb. C10.4.6.3‐1
Young's modulus of elasticity (Es) 7 ksi Tb. C10.4.6.3‐1
Flexible or Rigid Rigid
Shape Factor (βz) 1.41 Tb. 10.6.2.4.2‐1
Effective Footing Width (B') 5
Effective Area of Footing (A') 236 ft2 B' * L'
Example Settlement (Elastic) Calculation
Se = (q o(1‐v
2)√A')
144*Es*βz
1.0 8.5
Assumed Settlement,
Se (in)
Applied Vertical
Stress, q o (ksf)
0.5 4.2
Proposal No. 604597 - 105762
A00804 - 136
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 4 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 137
Interstate 91 and Route 9
Intersection Reconstruction
Northampton, Massachusetts
Project No. 92470.00
Page: 5 of 9
Calculated by: PCC Date: 2/20/2017
Checked by: RAC Date: 2/23/17
Revision: 0
Proposal No. 604597 - 105762
A00804 - 138
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