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Home My WebLink AboutGFA PAPPERSFlorida's Leading Engineering Source Environmental -Geotechnical - Construction Materials Testing -Threshold and Special Inspections -Plan Review & Code Compliance A-1 Roof Truss Attn: Caroline Santoni 4451 St. Lucie Blvd Fort Pierce, Florida 34946 RE: Soil Exploration — Proposed Two -Story Attached Addition 4451 St. Lucie Blvd, Fort Pierce, Florida GFA Project # 16-1322.00 June 6 2016 ECEodE 5 1 JUN 2 1 RECD *16V - vSep 71 GFA International performed soil testing with three Standard Penetration Test (SPT) borings 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. Please be aware that differential settlement between existing and new structures is to be expected. A construction joint between the existing and new structures should be considered if the addition will be attached to existing structure. New footing bottoms should not be below adjacent existing footings to prevent soil caving and undermining of existing subgrade below footings and slabs. During excavation for construction of the footings for the new buildings next to the existing building, care must be taken not to allow caving of excavation to cause undermining of the nearby existing footings, slab, and foundation systems. In order to prevent caving and undermining, it may be necessary to use chemical grouting soil stabilization for stabilizing the surrounding soils. Grouting under existing footings adjacent to the new footing excavations would prevent the loss of soil support and newly imposed loadings from affecting existing foundation footing performance and limit settlement problems due to the new imposed loadings. 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 Attaches Addition "51 St. Lucie Blvd., Fort Pierce, FL GFA Project# 16-1322.00 June 6, 2016 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. Vo �6 � �C one¢.,)N toler, P -•.nen°ego Copies: Client (2) C ig an Collie, E.l. P je Manager cation Plan, Standard Penetration Test (SPT) Borings (3), Related to Test Borings GFA Test Location Plan: 4451 St. Lucie Blvd, Fort Pierce, Florida per...—.—.�.—�..��—.. ...e.4...—..... Z. �s........ El DAWW wr�tan �� o❑s. ... � I I - W G V 1 i MATCHLINE STA 22+50.00. � i� I7 I eo..00rvw� ".u.srnar w art* ! I eurtn j SPT-2 I !I 'O - L =I i - ya II IT ' \` 1N�f—• -•- I J g __�' P nr. �* �I Gt w JI nm — __-- ----- — ___ --Approximate Standard Penetration Test (SPT) Locations GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LOctE, FLORIDA 34986 PHONE: (772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: A-1 Roof Truss Project No.:16-1322.00 Lab No.: Project: 4451 St. Lucie Blvd. Page: 1 of 1 Fort Pierce, Florida Date: 6/2/2016 Elevation: Existing Grade Drill Rig: Simco-24 Water Level: 2.7 feet after 0 hours Drilling Fluid commenced at depth of 8 feet Field Party: PM/ES/JS Hand Auger with Hand Cone Pentrometer Test (HCP in ksf) performed in top 4 feet TEST LOCATION: SPT - 1 N27.482730 W80.368330 Laboratory Tests Depth Blows/ N Sample Layer: USCS D¢SCriliOII p Passing Moisture Organic (feet) 6iu. Value No. From/to No. 200 Content Content 0 0-1 Asphalt (2") HCP=-80+. Base Rock - Br fine sand, some rock frag. (10") I 1 1 - 1'/2 SP Brown fine sand, trace silt and clay 2 HCP= .. ........... 80+ 1'/2 - 3Y2 SP Gray fine sand, trace silt --- HCP= 80+ 2 4 HCP= 80+ 3%2 - 4 SM Dark gray organic stained fine sand, some sil --- 6 4-7 SM Dark brown organic stained fine sand, some silt 5 12 .....--- _ 13 25 3 6 ...8.......... 7 8 7 - 10 SP Gray fine sand, trace clay 11 19 4 g__10.....--- 3 4 5 9 5 5 ------ 11 ------ ------ 12 •------ -----• 13 ------- ------ 4 13%2 - 15 SP Brown fine sand 14 -- 4 —15 4 8 6 Boring Terminated at 15 feet 16 ------- -••••- 17 ------- ------ 18 ------- ----•. 19 ••-•••• ------ GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LUCrE, FLORIDA 34986 PHONE:(772) 924-3575 - F Ax: (772) 924-3580 I STANDARD PENETRATION TEST BORING (ASTM D-1586) I Client: A-1 Roof Truss Project: 4451 St. Lucie Blvd. Fort Pierce, Florida Elevation: Existing Grade Water Level: 3.3 feet after 0 hours Drilling Fluid commenced at depth of 8 feet Hand Auger with Hand Cone Pentrometer Test (HCP in ksf) performed in top 4 feet Project No.:16-1322.00 Lab No.: Page: 1 of 1 Date: 6/2/2016 Drill Rig: Simco-24 Field Party: PM/ES/JS TEST LOCATION: SPT - 2 N27.482750 W80.368520 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No. 200 Content Content 0 0-1 Asphalt (2") HCP= 80+ Base Rock - Br fine sand, some rock frag. (10") 1 1 - 1 /z SP Brown fine sand, trace silt and clay HCP= 80+ 1'/z - 3 SP Gray fine sand - HCP= 80+ 2 3-4 SM Dark brown organic stained fine, some silt 4 HCP= 80+ 4-6 SP Brown fine sand 1 2 5 7 3 7 6 - 10 SP Gray fine sand 4 7 ----- --4 ------ 6 10 4 Lq-- 8 ------ 9 8 9 10 18 5 6 10 _ 11 ------- ------ 12 •------ ------ 13 ------- ------ 3 13% - 15 SP Brown fine sand 14 ...•• .... 4 5 9 6 —15 Boring Terminated at 15 feet 16 ------- ------ 17 ------- ------ l9------- --•--- GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. Luc1E, FLORIDA 34986 PHONE:(772) 924-3575 - F Ax: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: A-1 Roof Truss Project No.:16-1322.00 Lab No.: Project: 4451 St. Lucie Blvd. Page: 1 of 1 Fort Pierce, Florida Date: 6/2/2016 Elevation: Existing Grade Drill Rig: Simco-24 Water Level: 2.5 feet after 0 hours Drilling Fluid commenced at depth of 8 feet Field Party: PM/ES/JS Hand Auger with Hand Cone Pentrometer Test (HCP in kst) performed in top 4 feet TEST LOCATION: SPT - 3 N27.482860 W80.368590 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No. 200 Content Content 0 0-1 Asphalt (2") HCP= , 80+ Base Rock - Br fine sand, some rock frag. (10") I 1 1 - 1'/2 SP Brown fine sand, trace silt and clay HCP= 80+ 1'/2 - 2 SP Gray fine sand 2-3 SM Dark brown organic stained fine, some silt HCP= 60 2 3 - 4%2 SP Brown fine sand, trace silt --• 4 HCP= 80+ 2 4 4'/2 - 7'/2 SP Gray fine sand 5 9 3 6 6 6 8 7'/2 - 9 SP Gray fine sand, trace clay 7 15 4 8 8 9 9 8 17 5 9 - 10 SP Light gray fine sand 9 11 ------- ------ 12 ------- ------ 13 ------- ------ 2 13%2 - 15 SP Gray fine sand 3 15 10.- 6 Boring Terminated at 15 feet 16 ------- ------ 17 ------- --•--- 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 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/CM2 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 9-15 13-25 Stiff 50+ over 200 Very Dense 16-30 25-50 Very stiff >30 >50 Hard 10. Grain size descriptions are as follows: NAME SIZE LIMITS Boulder 12 Inches or more Cobbles 3 to 12 Inches Coarse Gravel Y. to 3 Inches Fine Gravel No. 4 sieve to''% 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 I Smaller than No. 200 sieve 11. Definitions related to adjectives used in soil/rock descriptions: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE <5% Trace Less than 1/32" Fine roots 5%to 12% Little 1/32" to %d' Small roots 12%to 30% Some W, to 1" Medium roots 30% to 50% And Greater than 1" Large 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 <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat 6FH