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May 2, 2014 Mr. Jonathan Tremmier Pile Hammer Equipment, Inc. 1451 Scenic Hwy Rising Fawn, GA 30738 Re: Dynamic Pile Testing Results Crescent Foundation Demonstration Test Pile Vulcan SC9 Hammer Kenner, Louisiana GRL Job No. 1432012-1 Mr. Tremmier, This report presents the results from dynamic pile testing, and related data analysis, performed during the initial drive testing of the subject Test Pile on April 30, 2014, at the above referenced jobsite location in Kenner, Louisiana. The primary test objective was the monitoring of the hammer/driving system performance. Additionally, the testing objectives included the monitoring of dynamic pile driving stresses, pile structural integrity, and pile static bearing capacity. These objectives were met by means of a Pile Driving Analyzer (PDA), Model PAX, which uses the Case Method for numerical computations. An additional analysis was performed on a selected test record using the CAPWAP computer program. Discussions on the testing equipment, analytical procedures, theory, application, and limitations are presented in Appendix A. Testing and analysis results are presented in Appendix B. FIELD DETAILS Instrumentation and Driving Sequence - Dynamic measurements of strain and acceleration were taken 3 feet below the top of a 45 feet long, 6.75-inch O.D. x 0.5 inch wall thickness, steel pipe section used as pile follower. This steel pipe follower was positioned on top of an existing approximately 35 feet long timber pile section and the timber pile driven below grade. Strain and acceleration signals were conditioned and converted to forces and velocities by the PDA and digitally stored by the PDA for later reprocessing.
Pile Hammer Equipment, Inc. May 2, 2014 Crescent Foundation Demonstration Test Pile w/ Vulcan SC9 Hammer Kenner, Louisiana GRL Job No. 1432012-1 Page 2 of 5 Pile Details - The tested pile consisted of two sections with the top section being a 45 feet long 6.75 inch O.D. x 0.5 inch wall thickness steel pipe follower and the lower 35 feet of the composite pile consisting of a 12-inch butt diameter timber pile section. The timber pile section was driven to grade prior to our arrival onsite. The steel pipe upper section material properties were used as inputs for the PDA data collection. A steel material elastic modulus of 30,000 ksi and a material unit weight of 492 lbs./ft 3 were used in the analyses. An overall wave speed of 13,650 ft./sec was measured based off of the location and timing of the pile toe wave reflection. The CAPWAP program was used to model the non-uniform composite pile sections. Hammer Driving System Details - A Vulcan model SC9 single acting air hammer was used to drive and test the pile. This hammer model has a reported impacting ram weight of 3.0 kips and a maximum rated energy of 9.0 kip-ft. at its full stroke height of 36 inches. Reportedly, no hammer cushion was installed in the drive cap for the driving/testing. Below is a photo of the hammer and pile combination as tested. GRL Engineers, Inc.
Pile Hammer Equipment, Inc. May 2, 2014 Crescent Foundation Demonstration Test Pile w/ Vulcan SC9 Hammer Kenner, Louisiana GRL Job No. 1432012-1 Page 3 of 5 Subsurface Conditions - The reader is referred to the appropriate geotechnical/foundations report(s) for details regarding the subsurface information at this site, if applicable. The testing was performed at 101 W. 27 th Street at Crescent Foundations, Inc. in Kenner, Louisiana. No subsurface soils information was provided to us for this project. ANALYSIS AND RESULTS Case Method - The PDA interprets the measured force and velocity records according to the Case Method equations. The dynamic test data was evaluated for hammer and driving system performance, pile head compression stresses, structural integrity, and static pile capacity. Appendix B summarizes the dynamic results obtained for the tested pile. The tables in Appendix B present several types of information including the energy transferred from the hammer to the pile top (EMX), the hammer energy transfer ratio (ETR) expressed as a percent of the maximum theoretical potential energy, the hammer blow rate in blows/minute (BPM), the maximum calculated pile top force (FMX) and compression stress (CSX), the maximum pile top displacement (DMX), and the Case Method estimates of pile capacity using RMX equations with damping coefficient Jc=0.70 and 0.90. The PDA results are presented in table format and plotted versus penetration below the ground surface reference. CAPWAP - The CAse Pile Wave Analysis Program (CAPWAP) computes soil resistance forces and their approximate distribution using the PDA force and velocity pile data recorded in the field during dynamic pile testing. CAPWAP results include the ultimate pile capacity value, the soil resistance distribution along the pile shaft and toe, soil quake and damping factors, as well as a simulated static load-set graph. A dynamic test record obtained from the end of pile testing at a penetration of 76 feet was analyzed with CAPWAP. The results of the CAPWAP analysis are included in Appendix B. GRL Engineers, Inc.
Pile Hammer Equipment, Inc. May 2, 2014 Crescent Foundation Demonstration Test Pile w/ Vulcan SC9 Hammer Kenner, Louisiana GRL Job No. 1432012-1 Page 4 of 5 DISCUSSION OF RESULTS Hammer and Driving System Performance The maximum transferred energy (EMX) generally ranged from 2.0 to 2.4 kip-ft. during PDA testing. The average energy at the end of initial testing at a penetration of 76 feet was 2.23 kip-ft. This corresponding energy transfer ratio (ETR), expressed as a percent of the maximum theoretical potential energy of 9.0 kip-ft., was 25% (i.e., 2.23 kip-ft. / 9.0 kip-ft.). The hammer was reportedly operated at the maximum 3.0 feet ram stroke height during testing. The hammer blow rate ranged between 55 and 57 blows/minute. Dynamic Pile Stresses and Integrity During testing, the maximum average compressive stress at the PDA gage location (CSX) throughout the testing was less than 13.4 ksi. The maximum compression stress, calculated by CAPWAP in the non-uniform lower timber pile section, was less than 1.0 ksi at the end of driving. These stress levels are less than the typical limiting values for these two pile material sections. The dynamic pile testing data does not contain characteristics that would indicate pile integrity issues. Static Pile Bearing Capacity CAPWAP analysis was performed with a PDA test record from the end of initial testing at 76 feet penetration before the PDA gages were removed and pile top driven below grade. The blow counts throughout PDA testing typically ranged between 10 and 30 blows/foot with the hammer reportedly operating at the maximum stroke height. CAPWAP analysis results from the end of testing at 76 feet penetration indicate an ultimate capacity of 33 kips at a blow count of 26 blows/foot. Detailed results are presented in Appendix B. GRL Engineers, Inc.
Pile Hammer Equipment, Inc. May 2, 2014 Crescent Foundation Demonstration Test Pile w/ Vulcan SC9 Hammer Kenner, Louisiana GRL Job No. 1432012-1 Page 5 of 5 This report completes the authorized pile testing work for this project. It is intended for the sole use of our client. GRL Engineers, Inc. is not responsible for any conclusions, opinions, or recommendations made by others based on the contents of this report. Changes in subsurface conditions with time, different subsurface conditions at other locations not tested, changes in the hammer type, condition/performance, and/or the use of different installation methods and/or hammer system or piles may significantly alter the applicability of the conclusions presented in this report. If variations from the test results presented in this report become evident at a later time, GRL Engineers, Inc. should be provided an opportunity to perform additional pile testing to evaluate the conditions as necessary. GRL Engineers is an independent pile testing company and is not the project Engineer of Record. We appreciate the opportunity to be of assistance to you on this project. Please contact our office if you have any questions regarding this report, or if we may be of further service. Very truly yours, GRL Engineers, Inc. Brian Mondello, P.E. GRL Engineer Sean Killingsworth GRL Engineer Enclosed: Appendices A and B. GRL Engineers, Inc.
APPENDIX A An Introduction into Dynamic Testing Methods and Equipment (redacted for copyright reasons)
APPENDIX B Crescent Foundations, Inc. Demonstration Test Pile with Vulcan SC9 Air Hammer Pile Driving Analyzer (PDA) Test Results CAPWAP Analysis Results
PDIPLOT Ver. 2014.1 - Printed: 1-May-2014 GRL Engineers, Inc. - Case Method & icap Results Crescent Foundation - Demonstration - Test Pile Vulcan SC9 Test date: 30-Apr-2014 32 0 CSX (ksi) ETR ((%)) RX7 (kips) Max Measured Compr. Stress Energy Transfer Ratio Max Case Method Capacity (JC=0.7) 10 20 30 40 0 20 40 60 80 0 20 40 60 80 37 42 P e n e t r a t i o n f t 47 52 57 62 67 72 77 0 10 20 30 40 0 20 40 60 80 0 15 30 45 60 CSI (ksi) BPM (**) BLC (blows/ft) Max F1 or F2 Compr. Stress Blows per Minute Blow Count
GRL Engineers, Inc. Case Method & icap Results Page 1 of 2 PDIPLOT Ver. 2014.1 - Printed: 1-May-2014 Crescent Foundation - Demonstration - Test Pile Vulcan SC9 OP: GRL Test date: 30-Apr-2014 AR: 9.82 in^2 SP: 0.492 k/ft3 LE: 77.00 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.70 FMX: Maximum Force CSX: Max Measured Compr. Stress EMX: Max Transferred Energy ETR: Energy Transfer Ratio CSI: Max F1 or F2 Compr. Stress DMX: Maximum Displacement RX7: Max Case Method Capacity (JC=0.7) RX9: Max Case Method Capacity (JC=0.9) BPM: Blows per Minute BL# depth BLC TYPE FMX CSX CSI DMX BPM EMX ETR RX7 RX9 end ft bl/ft kips ksi ksi in ** k-ft (%) kips kips 25 34.00 25 AV11 125 12.76 21.31 0.53 57 1.88 21 43 24 46 35.00 21 AV21 127 12.98 23.42 0.63 56 2.15 24 23 19 56 36.00 10 AV10 122 12.39 22.45 1.08 55 2.05 23 19 16 68 37.00 12 AV12 121 12.29 21.93 0.88 55 2.00 22 19 16 80 38.00 12 AV12 122 12.40 20.97 0.89 55 2.01 22 20 17 92 39.00 12 AV12 122 12.42 20.66 0.89 55 2.02 22 21 18 104 40.00 12 AV12 120 12.23 20.83 0.98 55 2.03 23 16 14 115 41.00 11 AV11 119 12.14 19.71 1.14 55 2.09 23 11 11 125 42.00 10 AV10 123 12.55 17.15 1.22 55 2.06 23 9 8 138 43.00 13 AV13 130 13.21 17.42 1.23 55 2.07 23 11 10 149 44.00 11 AV11 128 13.09 17.74 1.25 55 2.06 23 9 9 164 45.00 15 AV15 127 12.95 17.24 1.19 55 2.05 23 11 11 179 46.00 15 AV15 128 13.04 17.85 1.15 55 2.07 23 12 12 193 47.00 14 AV14 129 13.12 19.12 1.15 55 2.10 23 13 13 207 48.00 14 AV14 128 13.02 20.28 1.18 55 2.08 23 11 11 218 49.00 11 AV11 128 13.01 20.81 1.18 55 2.07 23 11 10 230 50.00 12 AV12 129 13.09 21.41 1.13 55 2.10 23 15 15 242 51.00 12 AV12 129 13.09 21.83 1.11 55 2.12 24 12 12 255 52.00 13 AV13 129 13.14 22.13 1.08 55 2.17 24 16 16 268 53.00 13 AV13 129 13.11 21.96 1.04 55 2.17 24 16 16 280 54.00 12 AV12 128 13.02 22.18 1.00 55 2.15 24 19 18 291 55.00 11 AV11 128 12.99 22.35 1.02 55 2.15 24 19 16 304 56.00 13 AV13 127 12.98 22.42 0.95 55 2.15 24 20 18 318 57.00 14 AV14 128 13.04 22.53 0.88 55 2.18 24 22 21 335 58.00 17 AV17 128 13.08 23.04 0.77 55 2.24 25 31 30 353 59.00 18 AV18 130 13.24 23.30 0.71 56 2.30 26 31 31 374 60.00 21 AV21 131 13.36 23.40 0.67 56 2.35 26 28 27 396 61.00 22 AV22 131 13.31 23.49 0.63 56 2.36 26 32 28 423 62.00 27 AV27 130 13.24 23.02 0.60 56 2.34 26 41 38 455 63.00 32 AV32 131 13.31 22.43 0.57 57 2.38 26 42 41 480 64.00 25 AV25 130 13.27 22.41 0.56 57 2.29 25 39 38 509 65.00 29 AV29 130 13.22 22.28 0.54 57 2.13 24 36 36 535 66.00 26 AV26 130 13.20 22.21 0.54 57 2.12 24 34 34 564 67.00 29 AV29 130 13.24 22.16 0.53 57 2.16 24 36 36 593 68.00 29 AV29 129 13.18 21.93 0.52 57 2.18 24 37 37 625 69.00 32 AV32 128 13.04 21.22 0.51 57 2.15 24 37 37 652 70.00 27 AV27 128 13.01 20.26 0.51 56 2.17 24 38 37 682 71.00 30 AV30 127 12.97 19.73 0.51 56 2.16 24 38 38 708 72.00 26 AV26 127 12.94 19.09 0.50 57 2.19 24 39 39 739 73.00 31 AV31 124 12.58 18.41 0.48 56 2.09 23 40 39 765 74.00 26 AV26 122 12.41 18.77 0.49 56 2.11 23 38 37 799 75.00 34 AV34 123 12.50 19.10 0.48 56 2.18 24 40 37 824 75.96 26 AV25 121 12.35 19.92 0.50 56 2.23 25 37 35 BL# depth (ft) Comments 1 33.04 Vulcan SC9-3 kip ram x 3.0 ft max. stroke
GRL Engineers, Inc. Case Method & icap Results Crescent Foundation - Demonstration - Test Pile OP: GRL Page 2 of 2 PDIPLOT Ver. 2014.1 - Printed: 1-May-2014 Vulcan SC9 Test date: 30-Apr-2014 Time Summary Drive 20 minutes 28 seconds 11:00:44 AM - 11:21:12 AM (4/30/2014) BN 1-825
GRL Engineers, Inc. Pile Driving Analyzer Vulcan SC9 Demonstration Test Pile F (300) V (17.1) A1234 F1234 TS: 20.5 TB: 23.0 WU (300) WD (300) TS: 20.5 TB: 23.0 Project Information PROJECT: Vulcan SC9 Demonstration PILE NAME: Test Pile DESCR: Vulcan SC9 3 kip x 36-inch OPERATOR: GRL FILE: Test Pile_820cww.w01 4/30/2014 11:21:06 AM Blow Number 820 Pile Properties LE 77.00 AR 9.82 EM 30000 SP 0.492 WS EA/C 2L/C JC LP 16807.9 17.5 11.30 0.70 75.81 ft in^2 ksi k/ft3 f/s ksec/ft ms [] ft 86 @ 60.65 ft 79 @ 42.93 ft Quantity Results FMX 121 CSX 12.37 CSI DMX BPM EMX ETR RX7 RX9 20.35 0.53 56 2.33 26 34 33 kips ksi ksi in bpm k-ft (%) kips kips Sensors F1: [G708] 94.1 (1) F2: [J187] 94.7 (1) F3: [A077] 100.1 (1) F4: [A173] 96.1 (1) A1: [39219] 1065 g's/v (1) A2: [39217] 1070 g's/v (1) A3: [K2072] 340 mv/5000g's (1) A4: [K1803] 375 mv/5000g's (1) CLIP: OK Version 2013.117
Vulcan SC9 Demonstration; Pile: Test Pile; Vulcan SC9 3 kip x 36-inch; Blow: 820 (Test: 30-Apr-2014 11:21:) 01-May-2014 GRL Engineers, Inc. CAPWAP(R) 2006 200.0 kips Force Msd Force Cpt 200.0 kips Force Msd Velocity Msd 100.0 100.0 15 65 ms 0.0 7 L/c 0.0 15 65 7 L/c ms -100.0-100.0 Pile Load (kips) 0.0 10.0 20.0 30.0 40.0 0.00 Pile Top Bottom 0.80 0.60 Shaft Resistance Distribution Displacement (in) 0.30 0.60 0.90 Ru = 32.9 kips Rs = 20.9 kips Rb = 12.0 kips Dy = 0.38 in Dx = 0.84 in kips/ft kips 0.40 0.20 0.00 10.0 20.0 Pile Force at Ru 30.0 1.20 40.0 CAPWAP(R) 2006 Licensed to GRL Engineers, Inc.
Vulcan SC9 Demonstration; Pile: Test Pile Test: 30-Apr-2014 11:21: Vulcan SC9 3 kip x 36-inch; Blow: 820 CAPWAP(R) 2006 GRL Engineers, Inc. OP: GRL CAPWAP SUMMARY RESULTS Total CAPWAP Capacity: 32.9; along Shaft 20.9; at Toe 12.0 kips Soil Dist. Depth Ru Force Sum Unit Unit Smith Sgmnt Below Below in Pile of Resist. Resist. Damping No. Gages Grade Ru (Depth) (Area) Factor ft ft kips kips kips kips/ft ksf s/ft 32.9 1 11.4 10.2 0.7 32.2 0.7 0.07 0.04 0.155 2 19.0 17.8 1.3 30.9 2.0 0.17 0.10 0.155 3 26.6 25.5 0.9 30.0 2.9 0.12 0.07 0.155 4 34.3 33.1 1.6 28.4 4.5 0.21 0.12 0.155 5 41.9 40.7 4.1 24.3 8.6 0.54 0.30 0.155 6 47.7 46.6 3.3 21.0 11.9 0.56 0.18 0.155 7 53.6 52.4 1.8 19.2 13.7 0.31 0.10 0.155 8 59.4 58.3 1.8 17.4 15.5 0.31 0.11 0.155 9 65.3 64.1 1.8 15.6 17.3 0.31 0.11 0.155 10 71.1 70.0 1.8 13.8 19.1 0.31 0.11 0.155 11 77.0 75.8 1.8 12.0 20.9 0.31 0.12 0.155 Avg. Shaft 1.9 0.28 0.12 0.155 Toe 12.0 48.29 0.190 Soil Model Parameters/Extensions Shaft Toe Quake (in) 0.120 0.220 Case Damping Factor 0.185 0.130 Unloading Quake (% of loading quake) 30 100 Reloading Level (% of Ru) 100 100 Resistance Gap (included in Toe Quake) (in) 0.070 CAPWAP match quality = 3.96 (Wave Up Match) ; RSA = 0 Observed: final set = 0.462 in; blow count = 26 b/ft Computed: final set = 0.328 in; blow count = 37 b/ft max. Top Comp. Stress = 12.0 ksi (T= 25.8 ms, max= 1.047 x Top) max. Comp. Stress = 12.6 ksi (Z= 41.9 ft, T= 28.2 ms) max. Tens. Stress = -3.25 ksi (Z= 7.6 ft, T= 36.5 ms) max. Energy (EMX) = 2.3 kip-ft; max. Measured Top Displ. (DMX)= 0.52 in Page 1 Analysis: 01-May-2014
Vulcan SC9 Demonstration; Pile: Test Pile Test: 30-Apr-2014 11:21: Vulcan SC9 3 kip x 36-inch; Blow: 820 CAPWAP(R) 2006 GRL Engineers, Inc. OP: GRL EXTREMA TABLE Pile Dist. max. min. max. max. max. max. max. Sgmnt Below Force Force Comp. Tens. Trnsfd. Veloc. Displ. No. Gages Stress Stress Energy ft kips kips ksi ksi kip-ft ft/s in 1 3.8 117.9-31.4 12.0-3.19 2.32 6.7 0.554 2 7.6 118.1-31.9 12.0-3.25 2.31 6.7 0.552 4 15.2 117.6-25.0 12.0-2.54 2.26 6.6 0.545 5 19.0 117.8-18.1 12.0-1.84 2.25 6.6 0.542 6 22.8 116.2-15.5 11.8-1.58 2.17 6.6 0.538 7 26.6 116.3-16.3 11.8-1.66 2.16 6.5 0.533 8 30.5 115.5-23.3 11.8-2.37 2.09 6.5 0.528 9 34.3 115.9-19.9 11.8-2.03 2.08 6.4 0.523 10 38.1 120.4-12.7 12.3-1.29 1.97 6.0 0.518 11 41.9 123.5-10.3 12.6-1.05 1.97 6.3 0.516 12 44.8 108.3-13.0 1.0-0.12 1.71 6.3 0.515 13 47.7 101.1-28.2 0.9-0.26 1.71 6.6 0.512 14 50.7 95.6-27.8 0.9-0.26 1.50 6.7 0.511 15 53.6 94.6-12.9 0.9-0.13 1.49 6.7 0.509 16 56.5 91.2-4.0 0.9-0.04 1.37 7.5 0.507 17 59.4 90.2-0.8 0.9-0.01 1.35 8.1 0.503 18 62.4 86.7-12.4 0.9-0.13 1.23 7.5 0.499 19 65.3 85.6-11.8 0.9-0.13 1.23 7.0 0.494 20 68.2 82.1-8.3 0.9-0.09 1.11 7.7 0.489 21 71.1 80.5-2.5 0.9-0.03 1.11 9.0 0.488 22 74.1 59.6 0.0 0.7 0.00 0.99 10.4 0.488 23 77.0 29.5 0.0 0.4 0.00 0.89 11.2 0.485 Absolute 41.9 12.6 (T = 28.2 ms) 7.6-3.25 (T = 36.5 ms) Page 2 Analysis: 01-May-2014
Vulcan SC9 Demonstration; Pile: Test Pile Test: 30-Apr-2014 11:21: Vulcan SC9 3 kip x 36-inch; Blow: 820 CAPWAP(R) 2006 GRL Engineers, Inc. OP: GRL CASE METHOD J = 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 RP 75.6 59.7 43.7 27.8 11.8 0.0 0.0 0.0 0.0 0.0 RX 75.6 65.8 59.5 53.2 47.2 42.0 36.8 33.6 33.0 32.8 RU 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 RAU = 32.3 (kips); RA2 = 46.1 (kips) Current CAPWAP Ru = 32.9 (kips); Corresponding J(RP)= 0.27; J(RX) = 0.86 VMX VFN VT1*Z FT1 FMX DMX DFN SET EMX QUS ft/s ft/s kips kips kips in in in kip-ft kips 6.63-0.11 116.2 119.0 119.0 0.525 0.435 0.462 2.3 56.1 Peak Velocity Time = 25.51 ms. PILE PROFILE AND PILE MODEL Depth Area E-Modulus Spec. Weight Perim. ft in 2 ksi lb/ft 3 ft 0.00 9.82 29992.2 492.000 1.767 42.00 9.82 29992.2 492.000 1.767 42.00 113.10 1800.0 50.000 3.140 77.00 78.50 1800.0 50.000 2.620 Toe Area 0.249 ft 2 Segmnt Dist. Impedance Imped. Tension Compression Perim. Number B.G. Change Slack Eff. Slack Eff. ft kips/ft/s % in in ft 1 3.81 17.53 0.00 0.000 0.000-0.000 0.000 1.767 12 44.82 21.00 34.29 0.000 0.000-0.000 0.000 3.073 13 47.75 20.00 31.83 0.000 0.000-0.000 0.000 3.076 14 50.67 14.77 0.00 0.000 0.000-0.000 0.000 3.033 15 53.60 14.37 0.00 0.000 0.000-0.000 0.000 2.989 16 56.52 13.97 0.00 0.000 0.000-0.000 0.000 2.946 17 59.45 13.56 0.00 0.000 0.000-0.000 0.000 2.902 18 62.37 13.16 0.00 0.000 0.000-0.000 0.000 2.859 19 65.30 12.76 0.00 0.000 0.000-0.000 0.000 2.816 20 68.22 12.35 0.00 0.000 0.000-0.000 0.000 2.772 21 71.15 11.95 0.00 0.000 0.000-0.000 0.000 2.729 22 74.07 11.55 0.00 0.000 0.000-0.000 0.000 2.685 23 77.00 11.14 0.00 0.000 0.000-0.000 0.000 2.642 Pile Damping 2.4 %, Time Incr 0.245 ms, Wave Speed 13650.0 ft/s, 2L/c 11.3 ms Page 3 Analysis: 01-May-2014