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HomeMy WebLinkAboutSoil Exploration- Penetration TestN-K: Florida's Leading Engineering Source Environmental Geotechnical - Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance ' 04 N 4.T,(3`' Mr. & Mrs. Jeff Duhamel 103 Brown Street Barrie, Ontario CA L4N7V6 RE: Soil Exploration - Proposed Two -Story Residence 64 Nettles Blvd (Lot 64 Nettles Island), St. Lucie County, FL GFA Project # 17-0223.00 May 17, 2017 GFA International performed soil testing with one Standard Penetration Test (SPT) boring and one auger boring with hand cone penetrometers at the above referenced project. Based on the test results, the soil on which the referenced structure is to rest is capable of sustaining a safe bearing capacity of 2,500 psf. The subsurface exploration activities were performed in accordance with Chapter 18 of the Florida Building Code (latest addition) and applicable ASTM standards. For detailed information on subsurface conditions encountered, please refer to the logs attached to this letter. We recommend that the bottom of the footings be founded at a depth of at least 12 inches below finish grade. The depth shall be measured from the lowest adjacent grade. We also recommend a minimum footing width of 18 inches for spread footings and 16 inches for monolithic footings, but not less than 8 inches more than the width of the imposed wall. This report does not state or imply that the foundation soils at the bearing level will remain in the original condition in which they were found during the subsurface exploration activities. Exposure to the environment may weaken the foundation soils at the bearing level if the foundation excavations remain open for a long period of time, or if the foundation soils are exposed to rainfall. Consequently, it is recommended that the excavations for the wall and column footings be performed to final grade and footings constructed as soon as possible to minimize potential damage of the bearing soils. GFA estimates the site is at or near final grade. It is also recommended that the 2 feet below existing grade, the bottom of all new footing excavations and slabs, and all fill material, be compacted to a minimum density of 95% of the Modified Proctor (ASTM D-1557) prior to the placement of the concrete for the footings. if compaction cannot be attained due to persistent wetness or the water table near the bottom of the footing excavation, or due to silty/clayey soil `pumping' during compaction, GFA recommends undercutting below bottom of footing and replacement with No. 57 stone for subgrade that cannot be compacted. The rock fill should be compacted and tamped into the excavation and inspected and verified by a representative from GFA, and tested with hand cone penetrometers, probe rods, or density tests. Foundations and any below grade remains of any structures that are within the footprint of the new construction should be removed so as to not affect structures. 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 - (772) 924-3575 • (772) 924-3580 (fax) • www,teamgfa.com OFFICES THROUGHOUT FLORIDA Proposed Two -Story Residence 64 Nettles Blvd. (Lot 64 Nettles Island), St. Lucie County, FL GFA Project# 17-0223.00 May 17, 2017 Analysis of the foundation performance under hurricane conditions or other storm events, including the effects of loss of soil support due to scour or other forces, is not within the scope of this report, and the recommendations are valid only for normal conditions. Additional analysis and options for foundation systems with scour conditions or other scenarios can be performed if requested. GFA should be provided the opportunity to review the final foundation specifications and review foundation design drawings, in order to determine whether GFA's recommendations have been properly interpreted, communicated and implemented. if GFA is not afforded the opportunity to participate in construction related aspects of foundation installation as recommended in this report or any report addendum, GFA will accept no responsibility for the interpretation of our recommendations made in this report or on a report addendum for foundation performance. Sincerer �Q�I GFAnstiond1,.tnc. FBek�C-A64930 Z1,. z Doiwalw. Moler,�P :•' Seniat�otechnjcatiineer Florida °'ist��tiorf'No: 60675 an Collie, E.I. t Manager Attachments: Test Location Plan, Standard Penetration Test (SPT) Boring (1), Auger Boring (1), Notes Related to Test Borings Copies: Client (2) 19 11� � g5 Gd d r r S jA lift l` 4. aC ibGoagte 4�s5 Imagery t]atu 1 5 26`371p 72" m 8 c °� .•.' ele: S fit epe ait 9K, it :n a ��reRrwHrtt^'�P Tact Location Plan 64 Nettles Blvd. (Lot 64 Nettles Island) St. Lucie County, FL GFA Project No. 47-0223.00 Legend Approximate Standard Penetration Test (SPT) Boring & Auger Boring (AB) Locations GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LuCtF, FLORIDA 34986 PHONE. (772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Mr. & Mrs. Jeff Duhamel Project: 64 Nettles Blvd. (Lot 64 fettles Island) St. Lucie County, FL Elevation: Existing Grade Water Level:4.5 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Project No_:17-0223.00 Lab No.. Page: 1 of 1 Date: 5116/2017 Drill Rig: Simco-24 Field Party: RLICC TEST LOCATION: SPT - 1 N27.28653° W80.227320 Laboratory Tests Depth Blows! N Sample Layer- USCS Description Passing Moisture Organic fro.2©0 Content Content (feet) 6 in. V21uel No. From/to ,.....2..... ........... 0-14 SP Light gray to brown fine sand, occasional _ 2 trace shell -- 2 .5 3 5 3 ...8. 13. 2 4 ....... ..14 5 .....14................ 15 29 3 6 ....»................ 5 --- 7 s...........4 ---• 4 g........ 5 - 2 9 ...1... .3. 5 - 10 2 ».... Z 3 6 12 .. ...... 3 13 3 .fi, -_ 7 14 .............. Boring Terminated at 14 feet 15 ,....... 16 ,.....I. ....... 17 ........ 18 ........ ...... 19 ........ ....... Florida's Leading Enginelering Source AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS Client: Mr. & Mrs. Jeff Duhamel Project: 64 Nettles Blvd. (Lot 64 Nettles Island) St. Lucie County, FL Elevation: Existing Grade Project No: Lab No: Test Date: Technician 17-0223.00 5/16/2017 RUCC TEST LOCATION: AB — 1 N27.286570 W80.227550 HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0 - 3'/2 Light brown fine sand, trace shell SP 1 60 3'/z - 5 Light brown fine sand, some silt and clay SC 2 60 5 - 10 Gray fine sand, some shell SP 3 50 4 50 5 60 6 70 7 70 8 70 9 55 10 50 Water table at 4.8 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 identified 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 Repopl 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 I 1 hammer Mows drove the sampler 6 inches. SPT uses a 140-pound hammer failing 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 densitv for sands/gravels and consistency for siltsiclays are described as follows: OOT CPT KG/CM- SANDS/GRAVELS RELATIVE DENSITY SPT BLOWSiFOOT CPT KG/CAA- SILTS/CLAYS CONS[ST NCY E 0-16 Ve loose 0-1 0-3 Ve soft 17-40 Loose 2-44 6 Safi 41-120 Mediutn Dense 5-8 7-12 Firm 31-50 121-200 Dense 19-15 13-25 Stiff 50+ over 200 1 Very Dense 16-30 25-50 Verystiff >301 >50 Hard 10. Grain size descriptions areas follows: Boulder s or more Cobbles nches Coarse Gravel ches oNo. Fine Gravel ve to 3/ inch Coarse Sand o No. 4 sieveMedium Sand o No. 10 sieve Fine Sand No. 200 to No. 40 sieve Fines Smaller than No. 200 sieve 11. Definitions related to adjectives used in soil/rock descriptions: ADJECTIVE APPROXIMATE ROOT DIAMETER <5% Trace Less than 1/32" vine roors 5% to 12% Little 1/32" to ``/A Small ro is 12%to 30% Some ``/a" to €" Medium roots 30% to 50% And Greater than V Lar a roots Organic Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture, usually a dark brown to black color, and an organic odor. organic Content c25%: Slightly to highly Organic; 25% to 75%: Muck; >75%: Peat