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HomeMy WebLinkAboutsoil reportFlorida's Leading Engineering Source Environmental •Geotechnical • Construction Materials Testing • Threshold and Special Inspections -Plan Review & Code Compliance May 17, 2017 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 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 Cade (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 NIN Enterprise Drive • Port St. Lucie, Florida 34986 - (772) 924-3575 - (772) 924-3580 (fax) - www.teamgfa.com OFFICEs THROUGHOUT FLORIDA Proposed Two -Story Residence May 17, 2017 64 Nettles Blvd. (Lot 64 Nettles Island), St. Lucie County, FL GFA Project# 17-0223.00 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, ��a�at�9etasaa SlrlcerPlp1° I o U d GFA�nfion};e`n�� FB1�Ab4930 •,pf Sao O �r.77 Seniigf°atecllnjcaiineer Florida' p-.�ist��tiorf i6. 60675 VA� ��' et an Collie, E.I. Manager Attachments: Test Location Plan, Standard Penetration Test (SPT) Boring (1), Auger Boring (1), Notes Related to Test Borings Copies- Client (2) 11 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, PART ST. Lum, FLORIDA 34986 PHONE: (772) 924-3575 - FAX: (772) 924-3580 STANDARD PENETRATION VEST BORING (ASTM D-1586) Client: Mr. & Mrs. Jeff Duhamel Project No.;17-0223.00 Lab No.. Project: 64 Nettles Blvd. (Lot 64 Nettles Island) Page: I Of 1 St. Lucie County, FL Date: 5116/2017 Elevation: Existing Grade Drill Rig: Simco-24 Water Level:4.5 feet after 0 hours Drilling Fluid coinmenced at depth of 10 feet Field Party: RUCC TEST LOCATION: SPT - 1 N27.286530 W80.227320 Laboratory Tests Depth Blows/1 N Sample Layer: USCS Description Passing Moisture Organic Meet) 6 in. V21ue No. From/to No. 2ii© Content Content _ p " 2 0 - 14 SP Light gray to brown fine sand, occasional 2 trace shell 4,. 6.. 1 ....... - 3 5 3 ..................... 8 13 2 - 7 4 . ....... 14 5 .....14................ - I5 29 3 6 ............ S _ S 9 4 `l.. $ .. - _ 5 2 9 ..2.. 5 10 - Z 3 11 2.. 6 2 ---- 3 3 13 . 7 Boring Tenninated at 14 feet c� ........ ....... 17 ........ ....... 18 ..I.... . ........ 19 ........ ....... Florida's Leadii7g Enginoerinrg Source L AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS Client: Mr. & Mrs. Jeff Duhamel Project No: 17-0223.00 Project: 64 Nettles Blvd. (Lot 64 Nettles Island) Lab No: St. Lucie County, FL Test Date: 5/16/2017 Elevation: Existing Grade Technician: RUCC TEST LOCATION: AB — 1 N27.286570 W80.2275Y HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0 - 3%z Light brown fine sand, trace shell SP 1 60 3% - 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 round 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 op 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 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 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 soiltrock 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' CON% STENCY 0-4 0-16 Very loose 0-1 0-3 Very soft 5-I0 17-40 Loose 2-4 4-6 Soft 11-30 4I-120 Medium Dense 5-8 7-12 Firm 31-50 121-200 Dense 9-15 13-25 Stiff 50+ over 200 Ve Dense 16-30 25-50 Ve stiff >30 >50 I Hard 10_ Grain size descriptions areas follows: NAME SIZE LIMITS Boulder 12 Inches or more Cobbles 3 to 12 Inches Coarse Gravel 3/ to 3 Inches Fine Gravel No. 4 sieve to Y. inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to 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: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE 45% Trace Less than 1/32" Fine roots 5% to 12% Little 1132" to %" Small roots 12%to 30% Some '/a" to V Medium roots 30% to 50% And Greater than V LEa 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 Q5%: Slightly to Highly Organic; 25% to 75%: Muck; >750/6: Peat 19