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Home My WebLink AboutLETTER-ENGINEERINGFlorida's Leading Engineering Source Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance In)— 0Siq May 5, 2015 Doyle Masonry, Inc. BY P.O. Box 12339 Fort Pierce, Florida 34979 1 %-JL �P�9a�fi Project: 10701 S. Ocean Drive, Lot 701 Jensen Beach, Florida GFA Project No. 12-1489.00 Ladies and Gentlemen: GFA verified the preparation of the subgrade soils for the structure at the above referenced project that included subgrade and fill compaction, bottom of footing inspection and testing, site observations, and augerlborings with hand cone penetrometers. i Based on our observations and test results, it is our professional opinion that the subgrade and bottom of footings wasi prepared according to the recommendations contained in the Federal Engineering & Testi Tg Inc. Report (Job Order Number 14-221) dated February 6; 2014 for the project. Field inspection and testing reports are submitted under separate cover. GFA has appreciated the opportunity to assist you with this phase of your project. If you have any questions regarding this report or need any further information, please call us. Respectfully Submitted, GFA INTE NAT10{9//��L�, IN FBPE �eti�i�tL�Plder4,93Il 10 o y� a di oleo P.E. : Ser�o��eor�c�FEng1 ��r FlorldaCRgglstration *Q; V.-5 � OR � Copies: tf9h't J2) + email 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 (fax) • www.teamgfa.com OFFICES THROUGHOUT FLORIDA � I I Florida's Leading Engineering Source Environmental - Geotechnical • Construction Materials Testing • Threshold and Special Inspections - Plan Review & Code Compliance May 5, 2015 Doyle Masonry, Inc. P.O. Box 12339 Fort Pierce, Florida 34979 Subject: Report of Soil Borings: 10701 S. Ocean Drive, Lot 701 Jensen Beach, Martin County, Florida GFA Project No. 12-1489.00 Ladies and Gentlemen: GFA is pleased to submit this report of soil borings for the referenced project. Four (4) Auger Borings (AB) were performed on May 4, 2015. Hand Cone Penetrometer (HCP) tests were conducted at one -foot intervals in the auger borings. The HCP test, in conjunction with information about the soil type, is empirically correlated to the relative density of subsurface soils. The HCP method was used as the investigative tool within the borings.. The auger borings were performed in substantial accordance with ASTM Procedure D-1452, "Practice for Soil Investigation and Sampling by Auger Borings". The samples obtained from the borings were classified in general accordance with ASTM D 2488, "Description and Identification of Soils" (Visual -Manual Procedure). The approximate locations of the borings are noted on the attached boring logs. GPS coordinates obtained at boring locations are included on the logs. The subsurface soil conditions encountered at this site generally consist of medium dense sand (SP) to the boring and probe termination depths. Please refer to the attached boring logs for a detailed account of each boring. CLOSURE This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for the project. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. The evaluation submitted in this report, is based in part upon the data collected during a field exploration, however, the nature and extent of variations throughout the subsurface profile may not become evident until the time of construction. If variations then appear evident, it may be necessary to reevaluate information and professional opinions as' provided in this report. In the event changes are made in the nature, design, or locations of the proposed structure, the evaluation and opinions contained 521 NW Enterprise Drive - Port St. Lucie, Florida 34986 - (772) 924-3575 - (772) 924.3580 (fax) - www.teamgfa.com OFFICES THROUGHOUT FLORIDA 1 Report of Soil Borings: May 5, 2015 10701 S. Ocean Drive, Lot 701 Page 2 Jensen Beach, Martin County, Florida GFA Project No. 12-1489.00 in this report shall not be considered valid, unless the changes are reviewed and conclusions modified or verified in writing by GFA International. The analysis and recommendations submitted in this report are based on the data obtained from the tests performed. This report does not reflect any variations, which may occur between borings. While the, borings are representative of the subsurface conditions at their respective locations and for their vertical reaches, local variations characteristic of the subsurface soils of the region are anticipated and may be encountered. The delineation between soil types shown on the soil logs is approximate and the description represents our interpretation of the subsurface conditions at the designated boring locations on the particular date drilled. Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. The applicable SPT methodology (ASTM D-1586), CPT methodology (ASTM D-3441), and Auger Boring methodology (ASMT D-1452) used in performing our borings/soundings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools, equipment or materials. We appreciate the opportunity to be of service to you on this project and look forward to a continued association. Please contact the undersigned if you have any questions or comments, or if we may further assist you as your plans proceed. 07 Respectfully Submitted, GFA INT4 ATIONAL, INC. FBP�►i��e�'19�p'4930 ��`QQ.•� C E N67 •.� F F GV aid W. I oler, P.4* Fjior GeotechnicalAggineer Vla,�rd 9�966&Afio rl-' OZ-60675 Attaclirff islA eer Boring Logs (4) Notes Related to Test Borings Copies: Client (2) David Alker Project Manager GFP since 1988momeWomd - I AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS Client: Doyle Masonry, Inc. Project: 10701 S. Ocean Drive, Lot 701 Jensen Beach, Florida Elevation: Existing Grade Project No: Lab No: Test Date: Technician: 12-1489.00 3/5/2015 PM/W N TEST LOCATION: AB — 1 Southeast Corner of Pad N27.26814° W80.207430 HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0-1 Brown fine sand SP 1 80+ 1 - 3%2 Gray fine sand SP 2 80+ 3Y2 -4 Gray fine sand, some silt SM 3 60 4-5 Gray fine sand SP 4 40 5 40 Water table at 3 feet below ground surface TEST LOCATION: AB — 2 West Side of Pad, 1/3 North of Southwest corner N27.268200 W80.207570 HCP Depth (feet) Description (color, texture, consistency, remarks) Depth I Reading 0-2 Brown fine sand SP 1 80+ 2-4 Gray fine sand SP 2 80+ 4-5 Gray fine sand, trace root SP 3 70 4 60 5 80+ Water table at 3 feet below ground surface TEST LOCATION: AB-3 East Side of Pad, 1/3 South of Northeast corner HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0-2 Brown fine sand, little;rock fragments SP 1 80+ 2 - 3Y2 Gray fine sand SP 2 70 3%2 -4 Gray fine sand, some silt SM 3 50 4-5 Gray fine sand SP 4 50 5 50 Water table at 3 feet below ground surface TEST LOCATION: AB-4 Northwest corner of pad HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0-2 Brown fine sand SP 1 80+ 2 - 3%2 Gray fine sand SP 2 80+ 3%2 -4 Gray fine sand, some silt SM 3 60 4-5 Gray fine sand SP 4 60 5 80+ Water table at 3 feet below ground surface NOTES RELATED TO RECORDS OF TEST BORING AND GENERALIZED SUBSURFACE PROFILE 1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion. 2. The boring location was lidentified in the field by offsetting from existing reference marks and using a cloth tape and survey wheel. 3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix when pavement was encountered. 4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples. 5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report text. 6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test (SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches. 7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6- inch increments. 8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations. 9. Relative density for sands/gravels and consistency for silts/clays are described as follows: SPT CPT SANDS/GRAVELS SPT CPT SILTS/CLAYS BLOWS/FOOT KG/CM RELATIVE DENSITY BLOWS/FOOT KG/CM CONSISTENCY 0-4 0-16 Very loose 0-1 0-3 Very soft 5-10 17-40 Loose 2-4 4-6 Soft 11-30 41-120 Medium Dense 5-8 7-12 Firm 31-50 121-200 : Dense 1 9-15 1 13-25 Stiff 50+ over 200' Very Dense 16-30 1 25-50 Very stiff >30 1 >50 Hard 10. Grain size descriptions areas follows: NAME SIZE LIMITS Boulder 12 Inches or more Cobbles Coarse Gravel 3 to 12 Inches % to 3 Inches Fine Gravel No. 4 sieve to '/a inch Coarse Sand No. 10 to No. 4 sieve Medium Sand Fine Sand Fines No. 40 to No. 10 sieve No. 200 to No. 40 sieve Smaller than No. 200 sieve 11. Definitions related to adjectives used in soil/rock descriptions: