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Home My WebLink AboutSOIL COMPACT TEST521 NW Enterprise Drive • Port St. Lucie, rio' da 34986 �rA (772) 924-3575 • (772) 924-3580 (fax) 'yT0RNA'1%o 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-0003 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. 1402-0248) 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 #2, Southwest Sign - East Side of Wall 12 0-1 109.9 100.9 8.9% 99.9% Pass 2 Sign #2, Southwest Sign - East Side of Wall 12 0-1 110.8 101.2 9.5% 100.2% Pass 3 4 BY S s ntintV 6 South Wall at Main Entrance of Harbour Ridge Boulevard 7 8 9 'o MAY — 5 RM 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 Legend for Elevation: RespectfiA��i�rr%e¢�jO� ,410 PR = Proofroll 1, 2, 3 = 1st, 2nd, 3rd Lift GFA I P.......... SL = Springline FL = Final Lift FBP&) � 3 F. SG = Subgrade BG = Below Grade o 60675 : .} L 51512DlO BC = Basecourse BOF = Bottom of Footing TOP = Top Pipe FG = Finished Grade _'_ ID yV. Moler, 13r.E. of Pro ional §Tli(ipger(#F60R&J e or approval of GFA International Stat� Test report shall not be reproduced, except in full, without the written Environmental . Geotechnicel • Construction Materials Testing • Special and Threshold Inspections • Pl fi*%_i ,aTd"ChbeCj qLe Florida's Leading com Engineering Source 'fit/,ONA; ,G,��`t fECEI`- 521• NW Enterprise Drive • Port St. Lucie, Florida 34986 Or% (772) 924-3575 • (772) 924-3580 (fax) 'y"Z%010 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-0005 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. 1402-0248) Soil Description: grayfine 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 #4, Southeast Sign 12 0-1 108.8 100.1 8.7% 99.1 % Pass 2 3 4 5 6 7 8 9 r 1 t 0 —J 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 listrs Legend for Elevation: Res P� �`�.••':� PR = Proofroll 1, 2, 3 = 1st, 2nd, 3rd Lift �'e n GFA,►n(� T7on , 17 SL = S rin line FL = Final Lift P 9 FSPP 93 60675 ' * SG = Subgrade BG = Below Grade = t'✓ a BC = Basecourse BOF = Bottom of Footing TOP = Top Pipe FG = Finished Grade or qU;l�� e * 4nsnA14 � O. of p TI fPEEO Pro t@ ; al ngineer P60 Test report shall not be reproduced, except in full, without the written approval of GFA International State qf� d0 R 1 �.• C?� `�e Environmental • Geotechnical • Construction Materials Testing • Special and Threshold Inspections • Plan R"e4P,1aWNg L(!hi%VNnce Florida's Leading Engineering Source ��II111111� www.teamgfa.com 521 NW Enterprise Drive • Pon St. Lucie, Florida 34986 (772) 924-3575 • (772) 924-3580 (fax) U1, 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-0005 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. 1402-0248) Soil Description: grayfinesand 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 #4, Southeast Sign 12 0-1 108.8 100.1 8.7% 99.1 % 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: Testina Completed Below Slab Grade ...... lens Tor mevanon: = Proofroll = Springline = Subgrade = Basecourse P = Top of Pipe Test report shall not he 1, 2, 3 = 1st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade d, except in full, without the written approval of GFA International WE • Construction Materials Testing • Special and Threshold Inspections Florida's Leading Engineering Source www.tea ngfa.com 9* 412 -2015 W. Moler, P.E. Irz ionRlMiWegh Q, i�drN fk`Qd\\\\\ance 30S 'i10:19 p.m. 04-24-2014 1 /1 521 NW Enterprise Drive a Part St, Lucie, Florida 34986 (772) 924-3575 • (772) 924-3580 (fax) V 1�RNATtF 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: 12600 Harbour Ridge Boulevard, Palm City- 4 Sign Slabs 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 (%) a Location �� Resuits (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, Northeast Sign 12 0-1 109.6 100.5 9.1 % 99.5% Pass (PERMIT NO. 1402-0247) 6 Sign #4, Southeast Sin 12 0-1 108.8 100.1 8.7% 99.1 % Pass (PERMIT NO 1402-0248) 7 8 9 1 f. -. 1 1 1 2 EJ Testing Gauge Information: Manufacturer: Troxler Model: 3430 _ S/N: 34784 _ Density Standard (DS):2173 Moisture Standard (MS) 609 Remarks: Testing Completed Below Slab Grade T_ Legend for Elevation:Res �1uur�uq & Ij){�ltgfrtil $i�� PR = Proofroll 1, 2, 3 =1st, 2nd, 3rd Lift ape.. 7( G Sert(�t9. SL = Springline FL = Final Lift I.�PE SG = Subgrade BG = Below Grade 0675 C ' BC = Basecourse BOF = Bottom of Footing ;Y�2W4 TOP = Top of Pipe FG = Finished Grade Id W. Mof'er, P.E. Fcf�t'gssi��gi�er # f��&75 approval o(GFA International arebfForida !t, Test report shall not 6e reproduced, except In full, without the written Environmental o Geotechnical . Construction Materials Testing a Special and Threshold Inspections ..V�e0ie $ oC �lianca Florida's Leading Engineeringf Source i�1 1ONA E OT�%,` REn- M APR, 24 2014 RECEIVED Ar.• 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,q, c UFO h4, 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 C��i1r1909rn,�� %% C W Mp na(fi W:t1F�lo�1e"r, P.E. :* = Craig A. Hampy, E.I. S*nYgr Geotechnical EngtStaff Engineer Fibrid'p Registratorb�lo. 8�jz& STATE 31an, Standard Penetration Test (SPT) Borings (2), Auger Boring (AB) Logs (4) & to Test Borings Copies. 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924-3580 (fax) • www.teamgfa.com OFFICES THROUGHOUT FLORIDA - y. em 9 • A (pe .g �# 3 AeP � a A 9Yy AR' r j ts9y Imagery date: 4123/2012, lat 27.Z16405° Ion -80.296277y el'eu 6 ft eye, alt 25031 GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE. PORT ST. LuCIE. FLomDA 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 No.:14-0628.00 Lab No.: -- Project: Proposed Signs for Harbour Ridge Development Page: 1 of 1 Along NW Gilson Rd. Btw SE Becker Rd. & Harbour Ridge Blvd., Martin County Date: 3/25/2014 Elevation: Existing Grade Drill Rig: Simco-24 Water Level: 3'% feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WN Hand Auger with Hand Cone Pentrometer Test (HCP in lest) performed in top 4 feet TEST LOCATION: SPT - 1 N27.21989° W80.29722° Laboratory Tests Depth Blows/ N Sample Layer: USCS D¢SC[IptlOn Passing Moisture Organic (feet) 6 in. Value No. From/to No. 200 Content Content 0 0-2 SP Gray fine sand E P= 20 1 HCP= 60 2-5 SP Light gray fine sand HCP= 40. 2 4 HCP= 80+ 3 5 .....6................. 5-6 SP Gray and brown fine sand 7 13 3 6 ....13................ 6 - 8/2 SP Brown fine sand trace silt and clay 10 7 ...-12.... ... ......... 15 27 4 e...-18 ................ 6 8 8%2 - 13'/2 SP Light brown fine sand, trace silt and clay y .....i0.......1S.. 5 10 .....2................. 12 ............. .......... 13 ............. ....... .... 4 13'/2 - 15 SP Light gray fine sand la ..... 15 .....8 ..13... 6 Boring Temlinated,at IS feet 16 ..... _...... ... _....... 17 ......................... 18 ......................... 19 ......................... GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE. PORT ST. LUCIE. FLORIDA 34986 PHONE: (772)924-3575 - FAX:(772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Harbour Ridge Property Owners Association, Inc. Project No.:14-0628.00 Lab No.: ---- Project: Proposed Signs for Harbour Ridge Development Page: 1 of 1 Along NW Gilson Rd. Btw SE Becker Rd. & Harbour Ridge Blvd., Martin County Date: 3/25/2014 Elevation: Existing Grade Drill Rig: Simco-24 Water Level: 2% feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WN Hand Auger with Hand Cone Pentrometer Test{HCP in ksf) performed in top 4 feet TEST LOCATION: SPT - 2 N27.21954° W80.29697° 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 HCP= 2 .... ........ _60 ............ gHCP= ............ 40 ............ 2 4 HCP= 80+' 5 5 6 5 - 6'/2 SM Dark brown organically stained fine sand, some 15 21 3 22 silt (moderately cemented) (hardpan) 6 12 6'/ - 8%: SP Brown fine sand 11 7 10 21 4 8 .....2................. 5 8'/ - 13 % SP-SM Gray fine sand, little silt and clay 9 9 9........18.. 5 10 ....1.1................ 12 ......................... 13 ......................... 8 13'/ - 15 SP Light gray fine sand 14 .... 15 ...11 18 6 Boring Terminated at 15 feet 16 ......................... 17 ......................... 18 ......................... 19 ......................... Florida's Leading Engineering Source 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 (T/1171k 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 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 — 5'/z Dark brown organically stained fine sand, some silt (moderately cemented) hard an SM 4 80+ 5'/ — 7 Brown fine sand SP 5 80+ 7 — 7'/z Light brown fine sand, trace silt and clay SP 6 50 7'/2 — 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 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 �M 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 —1% Brown fine sand, trace roots SP 2 80+ 1 %: — 2 Gray fine sand SP 3 80+ 2 — 3% Light gray fine sand SP 4 80+ 3'/2 — 5%z Dark brown organically stained fine sand, little silt (moderately cemented) (hardpan) SP-SM 5 80+ 5'/ — 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 1 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'/z Dark brown fine sand, little silt, trace roots SP-SM 2 80+ 2'/Y — 5% Light gray fine sand SP 3 80+ 5%— 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 BLOWSIFOOT KG/CM RELATIVE DENSITY BLOWS/FOOT KG/CM2 CONSISTENCY 0-4 0-16 Very loose 0-1 0-3 Very soft 5-10 1740 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+ over200 Very Dense 16-30 25-50 Very stiff >30 >50 Hard 10. Grain size descriptions are as follows: NAME SIZE LIMITS Boulder 12Inches or more Cobbles 3 to 12Inches Course Gravel '% to 3 Inches Fine Gravel No. 4 sieve to %4 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 1132" to'/." Small mots 12% to 30% Some Y.." to 1" Medium mots 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 GF