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Home My WebLink AboutSOIL COMPACT TEST521 NW Enterprise Drive • Port St. Lucie, Flo ida 34986 •,` (772) 924-3575 • (772) 924-3580 (fax) SCANNED 'yTFRNASI'� St. Lurie CAuntiv IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Harbour Ridge, Various Projects Project ID: 14-0092.00 Address: Various Addresses Report ID: D-0002 Client: Harbour Ridge Maintenance & Construction Date: 4/24/2014 Permit No: Field Tech: Daniel Decaro Test Mode: Direct Transmission Area Tested: 2600 Harbour Ridge Boulevard, Palm City- Sign Slab, Entry Wall (PERMIT NO. 1402-0247) Soil Description. gray fine sand Proctor / LBR ID: P-2 Max Density (PCF): 101.0 Opt Moisture (%): 13.0% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Elev Wet Dry Moist. Compaction Depth Location Density Density (%) �o Results (in) (PCF) (PCF) 1 Sign #1, Northwest Sign - East Side of Wall 12 0-1 109.4 100.2 9.20,46 99.2% Pass 2 Sign #1, Northwest Sign - West Side of Wall 12 0-1 110.3 100.6 9.6% 99.6% Pass 3 4 5 6 North Wall for the Main Entrance at Harbour Ridge Boulevard 7 8 s o MAY _ 5 RECD 1 Jul 1 2 Testing Gauge Information: Manufacturer: Troxler Model: 3430 S/N: 34784 Density Standard (DS): 2173 Moisture Standard (MS): 609 Remarks: Testing Completed. Below Slab Grade+}� Legend for Elevation: ResA*9$Fwp;�1�4�� PR = Proofroll 1, 2, 3 = 1 st, 2nd, 3rd Lift Gdt •R�jj��cc,9'i�� SL = Springline FL = Final Lift FBP # a93 • '. 60675 ; SG = Subgrade BBIG= Below Grade / fl k (iy SpsnoZr BC = Basecourse BOF = Bottom of Footing — TOP = Top of Pipe FIG = Finished Grade o8ald W. Moler, P.E. ¢ se,0$,SID �d1 Eii§Ingf # A Test report shall not be reproduced, except in full, without the written approval of GFA International S Q f•I In v P'. Environmental • Geotechnical • Construction Materials Testing • Special and Threshold Inspections • Priv,�Rl,,0evZ5N AC'od� ` liance Florida's Leading Engineering Source www.teamgfa.com 521.NW Enterprise Drive • Port St. Lucie, Florida 34986 dft C((` APR 25.41i44 R`(Pi&W 75 o (772) 924-3680 (fax) 'yTFRNAT10�Pv IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Harbour Ridge, Various Projects Project ID: 14-0092.00 Address: Various Addresses Report ID: D-0004 Client: Harbour Ridge Maintenance & Construction Date: 4/24/2014 Permit No: Field Tech: Daniel. Decaro Test Mode: Direct Transmission Area Tested: 12600 Harbour Ridge Boulevard, Palm City- Sign Slab (PERMIT NO. 1402-0247) Soil Description: gray fine sand Proctor / LBR ID: P-2 Max Density (PCF): 101.0 Opt Moisture (%): 13.0% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Elev Wet Dry Moist. Compaction Location Depth Density Density (%) % Results (in) (PCF) (PCF) 1 Sign #3, Northeast Sign 12 0-1 109.6 100.5 9.1 % 99.5% Pass 2 3 4 5 6 7 8 9 1 0 1 1 1 2 Testing Gauge Information: Manufacturer: Troxier Model: 3430 S/N: 34784 Density Standard (DS): 2173 Moisture Standard (MS): 609 Remarks: Testing Completed Below Slab Grade Legend for Elevation: Res ubrWiiit *0�7 01 i v sv- PR = Proofroll 1, 2, 3 = 1st, 2nd, 3rd Lift GFe�� FO � ,p00, 00 SL = Springline FL = Final Lift FeE CA n 0675 ; SG = Subgrade BG = Below Grade BC = Basecourse = Bottom Footing g 412 01Z BOF of TOP =Top of Pipe FG =Finished Grade I@id W. Molar, P.E. ' ¢� PI§t§1on9eW# ra* Test report shall not be reproduced, except in full, without the written approval of GFA International StatL J�r1d Environmental . Geotechnical • Construction Materials Testing • Special and Threshold Inspections • Plan' �v� N X d ` ante Florida's Leading Engineering Source. /etr�rr"�p� www.teamgfa.pom •. 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 - - (772) 924-3575 • (772) 924-3580 (fax) '4 TFRN010'0 v IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Harbour Ridge, Various Projects Project ID: 14-0092.00 Address: Various Addresses Report ID: 610004 Client: Harbour Ridge Maintenance & Construction Date: 4/24/2014 Permit No: Field Tech: Daniel Decaro Test Mode: Direct Transmission Area Tested: 12600 Harbour Ridge Boulevard,Palm City -Sign Slab (PERMIT NO. 1402-0247) Soil Description: gray fine sand Proctor / LBR ID: P-2 Max Density (PCF): 101.0 Opt Moisture (%): 13.0% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Elev Wet Dry Moist. Compaction Depth Density Density (%) Location (in) (PCF) (PCF) �• Results 1 Sign #3, Northeast Sign 12 0-1 109.6 100.5 9.1 % 99.5% Pass 2 3 4 5 6 7 8 9 1 0 1 1 1 2 Testing Gauge Information: Manufacturer: Troxler Model: 3430 S/N: 34784 Density Standard (DS): 2173 Moisture Standard (MS): 609 Remarks: Testing Completed Below Slab Grade ,1,1111622'. )ena Tor clevaTlon = Proofroll 1, 2, 3 = 1 st, 2nd, 3rd Lift = Springline FL = Final Lift = Subgrade BG = Below Grade = Basecourse BOF = Bottom of Footing P = Top of Pipe FG = Finished Grade Test report shall not be reproduced, except in full, without the written approval of GFA International 014 Environmental • Geotechnical • Construction Materials Testing • Special and Threshold Inspections Florida's Leading Engineering Source www.teamgfa.com at si 1Id W. Moler, P.E. ; CC rl 305 521 NW Enterprise Drive. Part St. Lucie, Florida 34986 �ne orf oL )0: 19 P.M. 04-24-2014 1 /1 (772) 924-3575 a (772) 924-3560 (fax) rp V 'ry�HNATIG�P IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Harbour Ridge, Various Projects u-_ Project ID: 14-0092.00 Address: Various Addresses _ µ Report ID: D-0002 Client: Harbour Ridge Maintenance & Construction _ Date: 4/24/2014 Permit No: Field Tech: Daniel Decaro Test Mode: Direct Transmission __ _ Area Tested: 12600 Harbour Ridge Boulevard, Palm City-4 Sign Slabs Soil Description: grayfine_sand Proctor / LBR ID: P-2 Max Density (PCF) 101.0 Opt Moisture (%): 13.0% Test Standard: D 1557 _ 'Dry Compaction Required (a% 95.0% Probe Elev Wet Moist. Compaction Depth Location Density Density (%) e �e Results (in) (PCF) (PCF) 1 Sign #1, Northwest Sign - East Side of Wall 12 0-1 109.4 100.2 9.2% 99.2% Pass (PERMIT NO. 1402-0235) 2 Sign #1, Northwest Sign - West Side of Wall 12 0-1 110.3 100.6 9.6% 99.6% Pass (PERMIT NO. 1402-0235) 3 Sign #2, Southwest Sign - East Side of Wall 12 0-1 109.9 100.9 8.9% 99.9% Pass (PERMIT NO. 1402-0246) 4 Sign #2, Southwest Sign - East Side of Wall 12 0-1 110.8 101.2 9.5% 100.2% Pass (PERMIT NO. 1402-0246) 5 Sign #3, Nort eas tg. 12 0-1 109.6 . 100.5 9.1% 99.5% Pass (PERMIT N . 1402d)247 6 Sign #4, Southeast Sign 12 0-1 108.8 100.1 8.7% 99.1% Pass (PERMIT NO. 1402-0248) 7 6 e 1 9nnv 1 1 1 2 Testing Gauge Information: Manufacturer: Troxler_ Model: T 3430 SIN: 34784 Density Standard (DS): _2173 Moisture Standard (MS): 609 _ Remarks: Testing Completed Below Slab Grade Legend for Elevation: PR = Proofroll 1, 2, 3 = 1st, 2nd, 3rd Lift Res M�l)y{S lgtniti�6i,�� G £erY;�igr�p§7(tF�� SL = Springline FL =Final Lift PE �(930 SG = Subgrade BG = Below Grade • ._ �0675 BC = Basecourse BOF = Bottom of Footing -4V ara TOP = Top of Pipe 'FG = Finished Grade Id W. Mdfer, P.E. 9�t't;ssi�F��gi�er #:Jr�6r5 Sj•bf.F orida .• Test report shall not be reproduced, except in full, without the written approval of GFA International � Environmental o Geotechnical . Construction Materials Testing • Special and Threshold Inspections •�iois 8 e8e(6,tIiance Florida's Leading Engineering Source "', ONALS �P` RE DfaffR.242014 RECEfIVED0% •2 Florida's Leading Engineering Source • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance Harbour Ridge Property Owners Association, Inc. Attention: Russell Reed 12600 Harbour Ridge Blvd. Palm City, Florida 34990 SC NIVED St Lucie Coup ty March 25, 2014 RE: Soil Exploration - Proposed Signs for Harbour Ridge Development Along NW Gilson Rd. Between SE Becker Rd. and Harbour Ridge Blvd., Martin County, FL GFA Project # 14-0628.00 GFA International performed soil testing with two Standard Penetration Test (SPT) borings and four auger borings 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 Section 1818.2 of the Florida Building Code (latest addition) and applicable ASTM and AASHTO 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 that 0 to 2 feet of fill will be required to bring the foundation pad to design grade. It is also recommended that the 1 foot 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. 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. Sincerely, GFA International, Inc. FBPE CA,`80►"Itcr�,� O W. O�J o Id VV. WePV IS Craig A. Hampy, E.I. Seri%trGeotechn!Ral Engines : Staff Engineer FlorVa Registration I'leF60STATE 6� in, Standard Penetration Test (SPT) Borings (2), Auger Boring (AB) Logs (4) & Test Borings Copies: '4�,►h�fi�tlt��` 521 NW Enterprise Drive - Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 (fax) • www.teamgfa.com OFFICES THROUGHOUT FLORIDA a e �r we � r 4 •" E w ® 2�3 Hoyle ✓j� tsst Imagery Date: 4123/2012 lat 27.216405° Ion V. . IF elev' 16 R eye alt 2° t GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE. PORT ST. LUCIE. FLORIDA 34986 PBONE:(772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Harbour Ridge Property Owners Association, Inc. Project: Proposed Signs for Harbour Ridge Development Along NW Gilson Rd. Btw SE Becker Rd. & Harbour Ridge Blvd., Martin County Elevation: Existing Grade Water Level: 3% feet after 0 hours Drilling Fluid commenced at depth of 10 feet Hand Auger with Hand Cone Pentrometer Test (HCP in ksf) performed in top 4 feet Project No.:14-0628.00 Lab No.: ---- Page: 1 of 1 Date: 3/25/2014 Drill Rig: Simco-24 Field Party: PM/WN TEST LOCATION: SPT - 1 N27.219890 W80.29722' Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. Front/to No. 200 Content Content 0 0-2 SP Gray fine sand HCP= 20 1 ................I....::.. 1 HCP= 60 2-5 SP Light gray fine sand 3 HCP= .........................• 40 2 __• 4 HCP= 80+ 3 5 .....6................. 5-6 SP Gray and brown fine sand 7 13 3 6 ..._13................ 6 - 8%z SP Brown fine sand, trace silt and clay 10 7 ....12................ 15 27 4 $ ....18.... 6 ............ 8 8'/z - 13%2 SP Light brown fine sand, trace silt and clay 9 .....10.......1s.. 5 10 .....2................. 12 ......................... 13 ......................... 4 13/z-15 SP Light gray fine sand 14 ..... ••••••• ......•••••• 5 15 ..... g..... .... 1.... 6 Boring Terminated at 15 feet 16 ......................... 17 ......................... 18 ......................... 19 - ....................... GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE. PORT Sr. LuctE. FLORIDA 34986 PHONE: (772) 924-3575 - FAx: (772) 924-3580 I STANDARD PENETRATION TEST BORING (ASTM D-1586) I Client: Harbour Ridge Property Owners Association, Inc. Project: Proposed Signs for Harbour Ridge Development Along NW Gilson Rd. Btw SE Becker Rd. & Harbour Ridge Blvd., Martin County Elevation: Existing Grade Water Level: 2% feet after 0 hours Drilling Fluid commenced at depth of 10 feet Hand Auger with Hand Cone Pentrometer Test (HCP in ksf) performed in top 4 feet Project No.:14-0628.00 Lab No.: -- Page: 1 of 1 Date: 3/25/2014 Drill Rig: Simco-24 Field Party: PM/WN TEST LOCATION: SPT - 2 N27.219544o W80.296970 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No. 200 Content Content 0 0-5 SP Brown fine sand 1 HCP= ......................... 80+' 1 2 HCP= ......................... 60 3 HCP= ......................... 40 4 HCP= 80+, 5 5 .....6................. 5 - 6'/ SM Dark brown organically stained fine sand, some 15 21 3 22 silt (moderately cemented) (hardpan) 6 12 11 6V2 - 8/ SP Brown fine sand 10 21 4 8 .....2................. 5 9 8% - 13 % SP-SM Gray fine sand, little silt and clay 9 9........18.. 5 10 ....11................ 1 I ......................... 12 .......... -. ... -....... 13 ......................... 13 % - 15 SP Light gray fine sand 14 .8 .... 15 .... 11.... .... 1.8... 6 Boring Terminated at 15 feet 16 ......................... n7......................... 18 ............. ... -....... 19 ......................... lkp��Lli since 1988:. ii ♦ Florida's Leading Engineering Source AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS Client: Harbour Ridge Property Owners Association, Inc. Project: Proposed Signs for Harbour Ridge Development Along NW Gilson Rd. Between SE Becker Rd. and Harbour Ridge Blvd., Martin County, Florida Elevation: Existing Site Grade Project No Lab No: Test Date: Technician: 14-0628.00 3/21/2014 PM/WN TEST LOCATION: AB —1 N27.21991 ° W80.29691 ° HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0-1 Dark brown fine sand SP 1 80+ 1-2 Light gray fine sand SP 2 40 2-8 Brown fine sand SP 3 10 8-9 Brown fine sand, little silt and clay SP-SM 4 10 9-10 Light gray fine sand, little silt and clay SP-SM 5 10 6 10 7 10 8 0 9 1 80+ 10 80+ Water table at 3% feet below ground surface TEST LOCATION: AB — 2 N27.21813° W80.29542° HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0 —1'/z Gray and brown fine sand SP 1 10 1%-2 Gray fine sand SP 2 80+ 2-5 Light gray fine sand SP 3 80+ 5 — 5Yz Dark brown organically stained fine sand, some silt (moderately cemented) (hardpan) SM 4 80+ 5'/z — 7 Brown fine sand SP 5 80+ 7 — 7%: Light brown fine sand, trace silt and clay SP 6 50 7'/z — 9 Gray fine sand, some silt and clay SM 7 80+ 9-10 Light brown fine sand, trace silt and clay SP 8 80+ 9 80+ 10 80+ Water table at 4 feet below ground surface �Since1988n Florida's Leading Engineering Source I AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS I Client: Harbour Ridge Property Owners Association, Inc. Project No: Project: Proposed Signs for Harbour Ridge Development Lab No: Along NW Gilson Rd. Between SE Becker Rd. and Harbour Test Date: Ridge Blvd., Martin County, Florida Elevation: Existing Site Grade Technician: 14-0628.00 3/21/2014 PM/WN TEST LOCATION: AB — 3 N27.21308' W80.29424° HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0-1 Gray and brown fine sand, trace roots SP 1 40 1 — 11/2 Brown fine sand, trace roots SP 2 80+ 1'/2 — 2 Gray fine sand SP 3 80+ 2 — 31/2 Light gray fine sand SP 4 80+ 3'/2 — 5'/2 Dark brown organically stained fine sand, little silt (moderately cemented) hard an SP-SM 5 80+ 5%2 — 8 Brown fine sand, little silt SP-SM 6 80+ 8-9 Light brown fine sand SP 7 80+ 9-10 Light gray fine sand, some silt and clay SM 8 80+ 9 80+ 10 80+ Water table at 3 feet below ground surface TEST LOCATION: AB — 4 N27.21324° W80.29408° HCP Depth (feet) Description (color, texture, consistency, remarks) Depth Reading 0 — 1'% Dark brown fine sand SP 1 60 1 %2 — 2'/2 Dark brown fine sand, little silt, trace roots SP-SM 2 80+ 2'/2 — 5'/2 Light gray fine sand SP 3 80+ 5'/2 — 9 Brown fine sand, trace silt and clay SP 4 80+ 9-10 Light gray fine sand, little silt and clay SP-SM 5 80+ 6 80+ 7 80+ 8 60 9 40 10 50 Water table at 1'/2 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 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/CM1 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 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 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 %11 Small roots 12% to 30% Some V.." to 1" Medium roots 30% to 50% And Greater than 1" Lara 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 GFP