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HomeMy WebLinkAboutPILES INTEGRITY- Low Strain Dynamic Impact Integrity Report - Piles 31 46 55 63 71 88 and 128 - Cristelle Cay Condominium WKC SSApplied Foundation Testing Specializing in STATNAMICTm Load Testing, AFT-CELLTM Bi-Directional Load Testing Dynamic and Static Load Testing, Non -Destructive Testing Instrumentation and Geotechnical Engineering October 6, 2021 Mr. Ray Aquit, Atlas Piles ray@atlascco.com (Cell): 305.310.9929 Subject: Low Strain Impact Integrity Testing Report Cristelle Cay Condominium Production Piles 31, 46, 55, 63, 71, 88 and 128 AFT Project No. 221092 Mr. Ray, Enclosed please find our Report of Low Strain Impact Integrity Testing which summarizes the low strain impact data collected of piles 31, 46, 55, 63, 71, 88 and 128. Low strain dynamic testing was accomplished in general accordance with ASTM D5882, Pulse Echo Method (PEM). We appreciate the opportunity to assist you with this project. If you have any questions, please contact us at your convenience. Respectfully, Applied Foundation Testing, LLC Josias Ouedraogo Geotechnical Engineer Wing Kong Cha, PE. Geotechnical Engineer FL PE License No. 91424 FBPE CA No. 33355 � KONG' Digitally signed by Wing Kong `. ....... �h EN3F..9 Cha ' DN: c=US, o=Florida, *i No.91424 '* : dnQualifier=A01410C0000017 - A1A283CB200004705, q�•'• STATE OF ••��� cn=Wing Kong Cha O��SS'coa o aG`?� Date: 2021.10.0615:51.45 ONAL" \-04'00' This item has been digitally signed and sealed by Wing Kong Cha, PE on October 6, 2021. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 4 © (727) 376-5040 O 2345 Success Drive Odessa, FL 33556 www.TESTPILE.com APPLIED FOUNDATION AFT TESTING Specialty Geotechnical Services Low Strain Impact Integrity Testing Report Cristelle Cay Condominium Production Piles 31, 46, 55, 63, 71, 88 and 128 AFT Project No. 221092 October 6, 2021 1 Page 2 Report of Low Strain Integrity Testing In Accordance with ASTM D 5882 General Information Date: October 4, 2021 AFT Project No.: 221092 Project Description: Cristelle Cay Condominium Client Name: Atlas Piles Client Address: Miami, Florida Client Contact: Ray Aquit Test Date: October 1, 2021 Test Equipment Manufacturer: Pile Integrity Testing (PIT) Manufactured by: Pile Dynamics, Inc. AFT Field Personnel: Amrish Surendran AFT Responsible Engineer: Freddy Power, P.E. Provided DeepFoundation Information Foundation Type Pile Number Design Diameter in Estimated Actual Length ft Installation Date Cast -In -Place 31 14.0 40.0 08/27/2021 Cast -In -Place 46 14.0 40.0 09/02/2021 Cast -In -Place 55 14.0 40.0 09/03/2021 Cast -In -Place 63 14.0 40.0 09/08/2021 Cast -In -Place 71 14.0 40.0 09/09/2021 Cast -In -Place 88 14.0 40.0 09/13/2021 Cast -In -Place 128 14.0 40.0 09/16/2021 Installation Records provided to AFT Soil Borings provided to AFT Yes Attached No ❑ Yes F-1 No Attached F I © (727) 376 5040 O Odessa, FL 33556 Drive O www.TESTPILE.com APPLIED FOUNDATION AFT TESTING Specialty Geotechnical Services Low Strain Impact Integrity Testing Report Cristelle Cay Condominium Production Piles 31, 46, 55, 63, 71, 88 and 128 AFT Project No. 221092 October 6, 2021 1 Page 3 Results Summary Impact Estimated Depth of Toe Pile ID Diagram Wave Speed Reflection Below Sensor Comments/ Integrity Recommendation Figure No. s ft 31 Good top impact. Relatively uniform velocities (Impacting 1 11,698 —40 through pile length. Toe reflection near on Pile Top) reported depth. Data suggests pile is continuous and of good integrity 46 Good top impact. Relatively uniform velocities (Impacting 2 11,700 —40 through pile length. Toe reflection near on Pile Top) reported depth. Data suggests pile is continuous and of good integrity 55 Good top impact. Relatively uniform velocities (Impacting 3 11,700 —40 through pile length. Toe reflection near on Pile Top) reported depth. Data suggests pile is continuous and of good integrity 63 Good top impact. Relatively uniform velocities (Impacting 4 11,650 —40 through pile length. Data does not indicate a on Pile Top) clear toe reflection 71 Good top impact. Relatively uniform velocities (Impacting 5 11,800 —40 through pile length. Toe reflection near on Pile Top) reported depth. Data suggests pile is continuous and of good integrity 88 Good top impact. Relatively uniform velocities (Impacting 6 11,850 —40 through pile length. Data does not indicate a on Pile Top) clear toe reflection 128 Good top impact. Relatively uniform velocities (Impacting 7 11,630 —40 through pile length. Toe reflection near on Pile Top) reported depth. Data suggests pile is continuous and of good integrity Low Strain Integrity Testing - Interpretation This report is provided to summarize the results of Low Strain Integrity Testing (PIT) on seven (7) cast -in - place (CIP) production piles at Cristelle Cay Condominium Florida. Low Strain Integrity Testing was performed to evaluate the integrity of the foundation in situ. The tests were performed with the sensor and impact on the pile top. This final report includes a description of the testing procedure used, graphical summary of the test results and our interpretation of the results. The testing sequence (please refer to ASTM D5882 for a detailed discussion of the test method) included accelerometer placement on the pile top. Impacts were generated at the top of the pile near the accelerometer location with a hand-held hammer and the wave characteristics evaluated, Pulse Echo Method (PEM). Many impact signals were obtained until only the most reproducible and clear signals were collected on the field computer for later post processing. Post processing consisted of exponentially amplifying the signals to overcome damping from skin friction and emphasize the toe reflection. Filtering was also performed on the signals to eliminate high frequencies or noise. The production piles had nominal diameters of 14-inch and lengths of 40 feet. The pile material compression wave velocities used were ranging from 11,630 ft/sec to 11,850 ft/sec, which falls withing 0 © (727) 376 5040 O Odessa, FL 33556 Drive O www.TESTPILE.com APPLIED FOUNDATION AFT TESTING Specialty Geotechnical Services Low Strain Impact Integrity Testing Report Cristelle Cay Condominium Production Piles 31, 46, 55, 63, 71, 88 and 128 AFT Project No. 221092 October 6, 2021 1 Page 4 the generally accepted limits of stress wave speed in relationship to the concrete strength testing results. The impact diagrams shown in this report display the velocity signal as a function of length. In general, the evaluation is based on relative changes in the velocity traces. Since a data set obtained from each pile is unique, there is not a "standard" method for interpretation. Therefore, this evaluation is largely based on our experience and engineering judgment. Piles 31,46,55,71,and 128 exhibited relative uniform velocities throughout their lengths,toe reflection can be identified near to the reported pile length and wave speed within acceptable range. The data indicates overall good continuity and integrity of the piles. Piles 63 and 88 exhibited relative uniform velocities throughout their lengths. However, the data is unconclusive because it did not indicate a clear toe reflection. Note that inconclusive data does not indicate an integrity issue but is a result of the test limitations inherent for this test method. In such cases, it is recommended to rely on the installation record for the portion of the data that is inconclusive. Limitations This report presents test measurements made by Applied Foundation Testing, Inc. Interpretations were made based upon the measurements made by AFT with the latest techniques available and currently accepted standards of care recognized by Geotechnical Engineering professionals. The pile integrity and length evaluations from this data may vary from actual conditions due to limitations of the test method. It is therefore imperative that the client use engineering judgment in conjunction with all the available information from the site including geotechnical data, construction records, and this data. © (727) 376 5040 O Odessa, FL 33556 Drive O www.TESTPILE.com Pile Dynamics, Inc. - Demo Version 10/6/2021 FT PIERCE CONDO CA ... \Downloads\FT PIERCE CONDO WKC.PIT PIT-W 2009-2 in/s Pile: P31 SH PART 10 - 3: # 41+6% 0.30 ACC-W, HAM-E, WT 2.0 LB 14" 40FT 2LB 9/30/2021 4:40:47 PM 0.15 ___ - ___�i-__1___�__�___ i__ -�___r___�___i 2W 10.00 ft 584.9 Hz 0.00 x 24.00 L/D=34 (D=14 in) -0.15 40.00 ft (11698 ft/s)- V+ 0.251 in/s (0.468) 0 5 10 15 20 25 30 35 40 45 50 ft 0.30 in/s Pile: P46 SH PART 4 - 3: # 65 ACC-E, HAM-C, WT 2.0 LB 14" 40FT 2LB HAMMER 9/30/2021 4: 30: 23 PM 0.15 _L___i___�___1___I�__ �i___1___L______�___ 2W 10.66 ft 548.8 Hz 0.00 x 15.00 UD=34 (D=14 in) -0.15 40.00 ft (11700 ft/s)� V+ 0.132 in/s (0.236) 0 5 10 15 20 25 30 35 40 45 ft in/s Pile: P55 SH PART 5 - 3: # 49+12% 0.20 ACC-E, HAWS 2LB HAMMER 9/30/2021 3: 52: 22 PM 0.10---------------1------1---�--- 2W 7.40 ft 790.5 Hz 0.00 x 21.00 UD=34 (D=14 in) -0.10 40.00 ft (11700 ft/s).111 in/s (0.166) 0 5 10 15 20 25 30 35 40 ft 0.1 s in/s Pile: P63 SH PART 5 - 3: # 44-7% ACC-S, HAM-N, WT 2.0 LB 14' 40FT 2LB 9/30/2021 5: 17: 03 PM 0.08 ___--i--y--�-- ��___�___�-__r__1__y__�__ 2W 4.72 ft 1234.1 Hz 0.00 UD=30 (D=15.8 in) -0.08 40.00 ft (11650 ft/s)� V+ 0.138 in/s (0.154) 0 5 10 15 20 25 30 35 40 45 50 55 ft 0.40 in/s Pile: P71 SH PART 2 - 3: # 22 ACC-E, HAWS 14" 40FT 2LB HAMMER 9/30/2021 4: 02:43 PM 0.20 ___ _______y___�-__1___�-__1___�__1___� 2W 10.00 ft 590.O Hz 0.00 x 8.00 UD=34 (D=14 in) -0.20 40.00 ft (11800 ft/s)- V+ 0.310 in/s (0.586) 0 5 10 15 20 25 30 35 40 45 50 ft Pile Dynamics, Inc. - Demo Version 10/6/2021 FT PIERCE CONDO CA ... \Downloads\FT PIERCE CONDO WKC.PIT PIT-W 2009-2 in/s Pile: P88 SH PART 10 - 3: # 7+11 °k 0.40 ACPC, HAM-E, WT 2.0 LB 14'40FT 2LB 9/30/2021 5: 24: 12 PM 0.20 '—I I — —--1-----_�---y---�_—'---t---i___ 2W 8.06 ft 735.1 Hz 0.00 x 10.00 UD=34 (D=14 in) -0.20 40.00 ft (11850 ft/s)— V+ 0.299 in/s (0.389) 0 5 10 15 20 25 30 35 40 45 ft in/s Pile: P128 SH PART 9 - 3: # 20+5°k 0.20 ACC-E, HAM-C, WT 2.0 LB 14" 40FT 2LB HAMMER 9/30/2021 4: 21:53 PM 0.10 —'— — ___i___1___i___1___I�__�___1__ li___1 2W 10.00 ft 581.5 Hz 0.00 x 14.00 UD=34 (D=14 in) -0.10 40.00 ft (11630 ft/s)� V+ 0.165 in/s (0.277) 0 5 10 15 20 25 30 35 40 45 50 ft Headquarters 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando 723 Progress Way Sanford, FL. 32771 David Gilman Cardinal Ocean Development, LLC P.O. Box 643328 Vero Beach, Fl 32964 Re: Pile Installation Inspection Southern Condominium 4804 N. Highway AlA Fort Pierce, Florida KSM Project #: 217449-pile To Whom it May Concern: ENGINEERING AND TESTING Mailing P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A.# 5693 KSMengineering.net September 20, 2021 As requested, representatives from KSM Engineering and Testing (KSM hereinafter) were present during the installation of the (128) auger -cast -piles for the proposed condominium at the above referenced site from August 23rd through September 16', 2021 to observe the construction of the piles as per the provided Stirling and Wilbur Engineering Group construction documents dated 12/10/18. Information Gathered during Observation - During the construction process, KSM recorded the following information for each pile location; pile diameter, reinforcement, time installed, concrete truck number and pump strokes. The following information has been determined for the auger -cast -pilings installed at the above referenced project. The auger used during pile installation has been confirmed to be 14" in diameter and approximately 40' in length. Pile Specifications and Volume Calculations pile np Pump Strokes Pump Strokes Diameter Pile Length Calibration on Required for 100% Required for 110% Pile Volume Pile Volume Approximately 0.613 14" 40' CF/Stroke 70 strokes 77 strokes Per the provided construction drawings, piles within the same pile group are typically spaced from 3 to 4 feet center -to -center. KSM generally recommends a minimum time period of 12 hours be specified for the installation of piles within 5 feet, center -to-center of each other. This recommendation was verbally communicated to the onsite client representative at the time of pilling construction; however, it generally has not been followed during pilling installation. In order to be in compliance with the recommendations listed by the Deep Foundation Institute, pile grout intake must be equal to at least 77 strokes. KSM verbally communicated to the onsite client representative, as well as the pile installation contractor, when pump strokes for individual piles failed to meet the 77-stroke threshold. Based on the data obtained from the previously installed auger cast piles, we believe that the installed piles which contain less than 100% grout volume may be undersized and therefore may not be in compliance with the project specifications. Page 1 of 7 Headquar ers 11345 U.S. Highway 1 IV C Ik t ENGINEERING P.O. Box Mailing Orlando Sebastian, FL. 32958 j� AND TESTING Sebastian, FL. Phone: 772 589-07 2 723 Progress Way C.A.# 5693 Sanford, FL. 32771 KSMengineering.net The following table gives our estimate of the number of piles with the percentage of volume. Grout Volume Breakdown Piles Meeting 110% Grout Volume Piles Containing Between 110% and 100% Grout Volume Piles containing Less than 100% Grout Volume 43 28 57 Special Note 1 - The attached location plan shows a pile located between Pile-121 and Pile-117 (near the southwest corner of the proposed structure). Per a conversation with the onsite client representative, the pile in question was removed from the final foundation plan. KSM has not been provided with an updated pile layout construction drawing at the time of this report (9/20/21). Special Note 2 — The in -field survey stakes used to mark the pile locations were generally obstructed by the large amount of grout/soil spoil which is present on the surface of the site. Because of this, the locations of the buried survey stakes were approximated by the onsite client representative and pile installation contractor through the use of hand -measurement tools, with previously installed adjacent piles used as reference points. The accuracy of this method of determining the pile location(s) may be insufficient to meet the tolerances listed by the Deep Foundation Institute (± 3 inches). Please find Pile Data along with the Location Plan used during our observation. We recommend performing pile integrity testing to determine the installed piles conformance with the project specifications. Pending the results of the pile integrity investigation, additional testing such as pile load tests may be required to determine the adequacy of the installed piles to support the proposed Condominium. We are pleased to be of assistance to you on this phase of your project. If you have any questions, please feel free to contact the office. Respectfully, Julie E. Keller, P.E. Maitland Melnyk, E.I. Geotechnical President Geotechnical Engineer Florida Lie. No. 68366 Florida Lie. No. 1100024241 9/21/2021 9/21/2021 Email To: ocean4804@aol.com Bstirling@stirlingwilbur.com Page 2 of 7 Headquarters 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando 723 Progress Way Sanford, FL. 32771 Pile Installation Inspection 4804 N. Hwy AIA Ft. Pierce, Florida ENGINEERING AND TESTING Mailing P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net Date Installed: 08/23/21-09/16/21 KSM Project #: 217197-pile Pile Location (See Location Plan) Pile Diameter Pile Length Pile Reinforcement Pump Strokes Truck No. Time Installed August 23rd, 2021 1 14" 40' (1) #8 vertical, full length, (4) #6 vertical, to 18' #3 ties @ 12" o.c., to 15' 80 2108 12:35 2 71 2108 1:00 3 86 649 2:08 4 84 649 2:26 5 81 649 2:46 6 75 2108 4:10 7 80 2108 4:26 8 81 2108 4:50 August 241h, 2021 9 80 638 10:45 10 81 638 11:09 11 85 638 11:29 12 80 638 11:55 13 82 649 12:15 14 80 649 12:35 15 1 76 649 12:54 16 79 649 1:14 17 78 631 1:45 18 80 631 2:05 19 79 631 2:28 20 78 631 2:50 August 25th, 2021 21 77 616 12:05 22 86 616 12:25 23 85 616 12:50 24 86 616 1:10 25 87 469 1:43 August 261h, 2021 26 71 427 NA 26 (partial redrill) 11 427 2:00 Page 3 of 7 Headquarters 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando 723 Progress Way Sanford, FL. 32771 Pile Installation Inspection 4804 N. Hwy AIA Ft. Pierce, Florida ENGINEERING AND TESTING Mailing P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net Date Installed: 08/23/21-09/16/21 KSM Project #: 217197-pile Pile Location (See Location Plan) Pile Diameter Pile Length Pile Reinforcement Pump Strokes Truck No. Time Installed August 27th, 2021 26 (redrill) 14" 40' (1) #8 vertical, full length, (4) #6 vertical, to 18' #3 ties @ 12" o.c., to 15' 79 427 1:10 27 80 427 1:30 28 79 427 1:45 29 80 427 2:05 30 78 437 2:26 31 87 437 2:42 32 88 437 2:58 33 81 437 3:20 August 30th, 2021 34 14" 40' 73 2108 12:36 35 11 11 80 2108 12:57 September 2"d, 2021 36 14" 40' 1172 429 11:27 37 70 429 11:45 38 79 429 12:15 39 91 429/178 12:41 40 63 179 1:02 41 68 178 1:17 42 77 178 1:46 43 72 432 2:04 44 84 432 5:22 45 63 432 5:40 46 68 432 5:57 47 66 432 6:12 September 3rd, 2021 48 14" 40" 70 175 9:53 49 77 175 10:08 50 72 175 10:23 51 71 175 10A0 52 69 645 10:56 Page 4 of 7 Headquarters 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando 723 Progress Way Sanford, FL. 32771 Pile Installation Inspection 4804 N. Hwy AIA Ft. Pierce, Florida ENGINEERING AND TESTING Mailing P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net Date Installed: 08/23/21-09/16/21 KSM Project #: 217197-pile Pile Location (See Location Plan) Pile Diameter Pile Length Pile Reinforcement Pump Strokes Truck No. Time Installed September 3rd, 2021 (cont.) 53 (1) #8 vertical, full length, (4) #6 vertical, to 18' #3 ties @ 12" o.c., to 15' 68 645 11:18 54 75 645 11:38 55 49 662 NA 55 (redrill) 61 662 12:10 56 80 662 12:29 57 74 662 12:47 September 8th, 2021 58 14" 40' 1160 649 NA 58 (partial redrill) 9 649 2:16 59 80 649 2:33 60 80 649 2:47 61 77 649/432 3:05 62 64 432 3:29 63 81 432 3:41 64 82 432 3:55 65 75 633 4:10 66 76 633 4:27 67 72 633 4:42 68 78 633 4:57 September 9th, 2021 69 14" 40' 1174 682 10:48 70 70 682 11:02 71 66 682 11:14 72 68 682 11:27 73 72 2107 11:56 74 61 2107 12:08 75 65 2107 1 12:21 76 76 2107 12:36 77 71 172 1:34 78 73 172 1:51 79 70 172 2:04 80 76 172 2:16 Page 5 of 7 Headquarters 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando 723 Progress Way Sanford, FL. 32771 Pile Installation Inspection 4804 N. Hwy AIA Ft. Pierce, Florida ENGINEERING AND TESTING Mailing P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net Date Installed: 08/21/23-09/16/21 KSM Project #: 217197-pile Pile Location (See Location Plan) Pile Diameter Pile Length Pile Reinforcement Pump Strokes Truck No. Time Installed September 101h, 2021 81 14" 40' (1) #8 vertical, full length, (4) #6 vertical, to 18' #3 ties @ 12" o.c., to 15' 69 178 10:57 82 73 178 11:28 September 13th, 2021 83 14" 40' 1164 631 10:37 84 68 631 NA 84 (partial redrill) 21 631 11:07 85 62 631 NA 85 (partial redrill) 22 631 11:30 86 74 633 11:54 87 62 633 12:17 88 64 633 12:34 89 65 633 12:53 90 62 427 1:17 91 60 427 1:37 92 62 427 1:58 93 65 2108 2:20 94 73 2108 2:44 95 73 2108 3:07 September 14th, 2021 96 14" 40' 1153 2115 10:36 97 61 2115 10:56 98 56 2115 11:14 99 37 2115 NA 99 (partial redrill) 24 2115 11:44 100 50 437 12:07 101 52 437 NA 101 (partial redrill) 10 437 12:45 102 54 437 1:06 103 55 437 1:26 Page 6 of 7 Headquarters 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando 723 Progress Way Sanford, FL. 32771 Pile Installation Inspection 4804 N. Hwy AIA Ft. Pierce, Florida ENGINEERING AND TESTING Mailing P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net Date Installed: 08/23/21-09/16/21 KSM Project #: 217197-pile Pile Location (See Location Plan) Pile Diameter Pile Length Pile Reinforcement Pump Strokes Truck No. Time Installed September 141h, 2021 (cont.) 104 14" 40' (1) #8 vertical, full length, (4) #6 vertical, to 18' #3 ties @ 12" o.c., to 15' 56 633 1:44 105 66 633 2:06 106 61 633 2:26 107 63 633 2:46 108 65 166 3:27 109 59 166 3:47 110 70 116 4:10 September 15th, 2021 111 14" 40' 1157 633 9:51 112 61 633 10:02 113 66 633 10:30 114 58 633 10:52 115 47 649 NA 115 (redrill) 50 649 11:43 116 50 649 12:04 117 56 649 12:24 118 61 2115 1:12 119 58 2115 1:32 120 63 2115 1:57 121 59 448 NA 121 (partial redrill) 8 448 2:28 122 60 448 2:47 123 65 448 3:09 124 66 448 3:26 September 161h, 2021 125 14" 40' 1159 633 NA 125 (redrill) 7 633 10:30 126 68 633 10:55 127 65 633 11:16 128 61 633 11:36 Notes: 1. Grout Strength 28 Days Compressive Strength — 5,000 PSI minimum 2. 1 Pump Stroke = 0.613 cu. ft. of Grout Page 7 of 7