Report_2_Pavement_Info.pdf
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- Walter F. George Lock and Dam
- Solicitation number
- DTFH71-16-B-00008
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Pavement Information Report
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| IFB_Solicitation_-_GA_FLTP_CE_WFG_LOCK_(1).pdf | ||
| Plans_-_GA_FLTP_CE_WFG_LOCK_(1).pdf | ||
| ADV_Bidder's_Qualifications_Form.doc | DOC document | |
| FP14_Eng.pdf | ||
| VETS-100A-Form.pdf | ||
| Report_1_NEPA.pdf | ||
| Synopsis_GA_FLTP_CE_WFG_LOCK(1).doc | DOC document |
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Image 1: Existing pavement condition in the Picnic Area.
Image 2: Existing pavement condition near the Resource Management Office .
Image 3: Existing pavement condition in the Day Use Area.
Image 3: Example of area requiring full-depth patching.
Project: Date:
Location: Personnel:
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 64 63.5 12.7 1 12.7 16.95 16.95 15632.54 10 127 63.5 6.4 1 6.4 36.84 36.84 25692.58 15 191 63.5 4.2 1 4.2 58.01 58.01 34358.16 20 241 50.8 2.5 1 2.5 102.79 102.79 49550.85 25 305 63.5 2.5 1 2.5 102.79 102.79 49550.85
5.67 34957.00 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
DCP Data Sheet
C-1
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Aggregate Base Pavement Conditions: 3 inches
Average MR
82° Water Table Depth:
Average DCP Index
Material Classification:
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 279 279.4 55.9 1 55.9 3.22 1.11 1658.48 10 381 101.6 10.2 1 10.2 21.76 21.76 18344.02 15 --- 20 --- 25 ---
33.02 10001.25 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
Aggregate Base Pavement Conditions: 3 inches
Average MR
82° Water Table Depth:
Average DCP Index
Material Classification:
DCP Data Sheet
C-2
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 89 88.9 17.8 1 17.8 11.63 11.63 12282.45 10 152 63.5 6.4 1 6.4 36.84 36.84 25692.58 15 203 50.8 3.4 1 3.4 74.48 74.48 40317.63 20 279 76.2 3.8 1 3.8 65.27 65.27 37053.47 25 483 203.2 8.1 1 8.1 27.94 27.94 21525.82
7.89 27374.39 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
DCP Data Sheet
C-3
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Aggregate Base Pavement Conditions: 2 inches
Average MR
82° Water Table Depth:
7.5
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 127 127 25.4 1 25.4 7.80 5.35 8027.05 10 178 50.8 5.1 1 5.1 47.30 47.30 30148.99 15 216 38.1 2.5 1 2.5 102.79 102.79 49550.85 20 254 38.1 1.9 1 1.9 141.87 141.87 60898.59 25 279 25.4 1.0 1 1.0 286.85 286.85 95564.04
7.19 48837.90 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
DCP Data Sheet
C-4
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Aggregate Base Pavement Conditions: 2.5 inches
Average MR
82° Water Table Depth:
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 127 127 25.4 1 25.4 7.80 5.35 8027.05 10 203 76.2 7.6 1 7.6 30.03 30.03 22545.02 15 279 76.2 5.1 1 5.1 47.30 47.30 30148.99 20 356 76.2 3.8 1 3.8 65.27 65.27 37053.47 25 419 63.5 2.5 1 2.5 102.79 102.79 49550.85
8.89 29465.08 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
DCP Data Sheet
C-5
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Aggregate Base Pavement Conditions: 2.5 inches
Average MR
82° Water Table Depth:
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 25 25.4 5.1 1 5.1 47.30 47.30 30148.99 10 38 12.7 1.3 1 1.3 223.42 223.42 81438.44 15 64 25.4 1.7 1 1.7 161.88 161.88 66263.34 20 89 25.4 1.3 1 1.3 223.42 223.42 81438.44 25 102 12.7 0.5 1 0.5 623.47 623.47 157062.61
1.96 83270.36 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
DCP Data Sheet
C-6
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Aggregate Base Pavement Conditions: 2.5 inches
Average MR
82° Water Table Depth:
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 76 76.2 15.2 1 15.2 13.82 13.82 13717.42 10 140 63.5 6.4 1 6.4 36.84 36.84 25692.58 15 229 88.9 5.9 1 5.9 39.80 39.80 26995.13 20 356 127 6.4 1 6.4 36.84 36.84 25692.58 25 483 127 5.1 1 5.1 47.30 47.30 30148.99
7.79 24449.34 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
DCP Data Sheet
C-7
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Aggregate Base Pavement Conditions: 1.5 inches
Average MR
82° Water Table Depth:
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 102 101.6 20.3 1 20.3 10.01 10.01 11161.34 10 203 101.6 10.2 1 10.2 21.76 21.76 18344.02 15 330 127 8.5 1 8.5 26.69 26.69 20905.07 20 495 165.1 8.3 1 8.3 27.46 27.46 21287.92 25 ---
11.80 17924.59 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
DCP Data Sheet
C-8
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
Aggregate Base Pavement Conditions: 2.5 inches
Average MR
82° Water Table Depth:
Weather:
Number of BlowsA
Cumulative Penetration
Penetration Between Readings
Penetration per Blow
Hammer FactorE DCP Index CBR DESIGN CBR Calculated MR
(mm)B (mm)C (mm)D mm/blowF %G %H psiI
0 0 -- -- -- -- -- 5 51 50.8 10.2 1 10.2 21.76 21.76 18344.02 10 165 114.3 11.4 1 11.4 19.07 19.07 16858.87 15 191 25.4 1.7 1 1.7 161.88 161.88 66263.34 20 292 101.6 5.1 1 5.1 47.30 47.30 30148.99 25 343 50.8 2.0 1 2.0 131.98 131.98 58145.51
6.08 37952.15 A number of hammer blows between test readings F footnote D X Footnote E.
B cumulative penetration after each set of hammer blows. G from CBR versus DCP index correlation.
C difference in cumulative penetration (Footnote B) between readings. H If CBR > 10 use equation 292/DCP1.12, If CBR < 10, use equation 1/0.002871*DCP D footnote C divided by Footnote A. I If CBR > 10, use equation 2555*CBR0.64, if CBR < 10, use equation 1500*CBR E enter 1 for 8-kg (17.6-lb) hammer; 2 for 4.6-kg (10.1-lb) hammer. Form Created 11-05
Aggregate Base Pavement Conditions: 3 inches
Average MR
82° Water Table Depth:
Average DCP Index
Material Classification:
DCP Data Sheet
C-9
GA FLTP CE WFG LOCK (1)
Depth of zero point below surface (in):
7/22/2014
Bill Eshbaugh Hammer Weight (kg): 8.0
1993 AASHTO Pavement Design
DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product
Overlay Design Module
GA FLTP CE WFG LOCK(1)
Picnic Area
AC Overlay of AC Pavement
Structural Number for Future Traffic 1.56 in
Design Method Effective Existing
Structural Number (in) Overlay
Structural Number (in) Component Analysis 1.25 0.31
Remaining Life - - Non-Destructive Testing - -
Structural Number for Future Traffic
Future 18-kip ESALs Over Design Period 68,223 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 90 % Overall Standard Deviation 0.45 Subgrade Resilient Modulus 18,000 psi
Calculated Structural Number for Future Traffic 1.56 in
Effective Pavement Thickness - Component Analysis Method
Layer Material Description Structural
Coefficient Drainage
Coefficient Thickness
(in) 1 Existing HACP 0.3 1 2.5
2 GAB 0.1 1 5
Milling Thickness 0 in
Calculated Results
Calculated Pavement Structural Number Before Milling 1.25 in Calculated Effective Pavement Structural Number 1.25 in
Future Rigorous ESAL Calculation
Performance Period (years) 20 Two-Way Traffic (ADT) 420 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 %
Percent Trucks in Design Direction 100 %
Vehicle Class
Percent of
ADT
Annual
Growth
Average Initial Truck Factor
(ESALs/ Truck)
Annual % Growth in
Truck Factor
Accumulated 18-kip ESALs over Performance Period
2 98 2 0.0007 0 2,505 4 1 2 0.6 0 21,906 9 1 2 1.2 0 43,812
Total 100 - - - 68,223
Growth Simple
Total Calculated Cumulative ESALs 68,223
Specified Layer Design
Layer Material Description
Struct Coef.
(Ai)
Drain Coef.
(Mi)
Thickness (Di)(in)
Width (ft)
Calculated SN (in)
1 HACP Overlay 0.44 1 1.5 10 0.66 Total - - - 1.50 - 0.66
DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product
Overlay Design Module
GA FLTP CE WFG LOCK(1)
RMO
AC Overlay of AC Pavement
Structural Number for Future Traffic 1.56 in
Design Method Effective Existing
Structural Number (in) Overlay
Structural Number (in) Component Analysis 1.45 0.11
Remaining Life - - Non-Destructive Testing - -
Effective Pavement Thickness - Component Analysis Method
Layer Material Description Structural
Coefficient Drainage
Coefficient Thickness
(in) 1 Existing HACP 0.3 1 2.75
2 GAB 0.1 1 6.25
Milling Thickness 0 in
Calculated Results
Calculated Pavement Structural Number Before Milling 1.45 in Calculated Effective Pavement Structural Number 1.45 in
Specified Layer Design
Layer Material Description
Struct Coef.
(Ai)
Drain Coef.
(Mi)
Thickness (Di)(in)
Width (ft)
Calculated SN (in)
DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product
Overlay Design Module
GA FLTP CE WFG LOCK(1)
Day Use Area
AC Overlay of AC Pavement
Structural Number for Future Traffic 1.56 in
Design Method Effective Existing
Structural Number (in) Overlay
Structural Number (in) Component Analysis 1.1 0.46
Remaining Life - - Non-Destructive Testing - -
Effective Pavement Thickness - Component Analysis Method
Layer Material Description Structural
Coefficient Drainage
Coefficient Thickness
(in) 1 Existing HACP 0.3 1 2
2 GAB 0.1 1 5
Milling Thickness 0 in
Calculated Results
Calculated Pavement Structural Number Before Milling 1.10 in Calculated Effective Pavement Structural Number 1.10 in
Specified Layer Design
Layer Material Description
Struct Coef.
(Ai)
Drain Coef.
(Mi)
Thickness (Di)(in)
Width (ft)
Calculated SN (in)
DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product
Flexible Structural Design Module
GA FLTP CE WFG LOCK(1)
Gravel Areas
Flexible Structural Design
18-kip ESALs Over Initial Performance Period 68,223 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 90 % Overall Standard Deviation 0.45 Roadbed Soil Resilient Modulus 18,000 psi Stage Construction 1
Calculated Design Structural Number 1.56 in
Specified Layer Design
Layer Material Description
Struct Coef.
(Ai)
Drain Coef.
(Mi)
Thickness (Di)(in)
Width (ft)
Calculated SN (in)
1 HACP Overlay 0.44 1 3.5 10 1.54 2 Existing Agg Base 0.1 1 3 10 0.30
Total - - - 6.50 - 1.84
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