Florida s Leading Engineering Source

Transcription

1 Since 1988 Florida s Leading Engineering Source Environmental Geotechnical Construction Materials Testing Threshold and Special Inspections Plan Review & Code Compliance Mr. Ron Ridenour Hanson Professional Services Inc Town Center Parkway, Suite 105 Lakewood Ranch, FL 340 Phone: (941) ext Fax: (941) RRidenour@hanson-inc.com Subject: Letter of Findings Naples Municipal Airport: Taxiway D Extension Project Naples, Collier County, Florida GFA Project # Dear Mr. Ridenour: May 19, 016 GFA International, Inc. (GFA) has completed the subsurface exploration for the abovereferenced project in accordance with the geotechnical and engineering service agreement for this project. GFA understands the project will consist of the extension of Taxiway D. Design document provided was a site plan in Google Earth format with marked boring locations. No other documents were provided at this time. You requested GFA to conduct soil test borings to evaluate the subsurface soil conditions. The locations of the borings were staked by your representatives. This letter of findings is based on the information provided above. If the project description has been revised, please inform GFA International so that we may review our scope with respect to any modifications. Field Exploration A total of sixteen (16) Standard Penetration Test (SPT) borings to a depth of approximately 10 feet below ground surface (BGS) were completed for this study. The locations of the borings performed are illustrated in Appendix B: Test Location Plan". The Standard Penetration Test (SPT) boring method was used as the investigative tool within the boring. The SPT tests were performed in substantial accordance with ASTM Procedure D-1586, Penetration Test and Split- Barrel Sampling of Soils. This test procedure consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound hammer falling 30 inches. The number of blows per foot, for the second and third 6-inch increment, is an indication of soil strength. The soil samples recovered from the soil borings were visually classified and their stratification is illustrated in Appendix D: Record of Test Boring". It should be noted that soil conditions might vary between the strata interfaces, which are shown. The soil boring data reflect information from a specific test location only. The boring depths and locations were selected by you and approximated based upon existing grade Country Lakes Drive Fort Myers, Florida (39) (39) (fax) OFFICES THROUGHOUT FLORIDA

2 Naples Municipal Airport: Taxiway D Extension May 19, 016 Naples, Collier County, Florida Page of 3 GFA Project No.: Geomorphic Conditions Boring logs derived from our field exploration are presented in Appendix D: Record of Test Boring. The boring log depicts the observed soils in graphic detail. The Standard Penetration Test boring indicates the penetration resistance, or N-values, logged during the drilling and sampling activities. The classifications and descriptions shown on the log are generally based upon visual characterizations of the recovered soil samples. All soil samples reviewed have been depicted and classified in general accordance with the Unified Soil Classification System, modified as necessary to describe typical southwest Florida conditions. See Appendix E: Discussion of Soil Groups", for a detailed description of various soil groups. The subsurface soil conditions encountered at this site generally consists of very loose to very dense sand (SP; A-3), sand with silt with variable amounts of organics and roots (SP-SM; A-3), clayey sand (SC; A--6), silty sand (SM; A--4), weathered limestone (WLS; A-1-b), limestone (LS; A-1-a), and stiff clay (CL; A-6) to the boring termination depths. Please refer to Appendix D: Record of Test Boring for a detailed account of each boring. Hydrogeological Conditions On the dates of April 6 and April 7, 016, the groundwater table was encountered in our SPT borings at depths of approximately.5 to 3 feet below the existing ground surface. On April 7, 016, the groundwater table was encountered in our SPT borings at depths of approximately.5 to.75 feet below the existing ground surface. The groundwater table will fluctuate depending upon tidal events. The following descriptive characteristics of the two () types of soil surveys encountered during the drilling operations based on the soil survey of Collier County, Florida, published by the United States Department of Agriculture: Immokalee Fine Sand (7): In most years, under natural conditions, the seasonal high water table is at a depth of 6 to 8 inches for 1 to 6 months. During the other months, the water table is below a depth of 18 inches and it recedes to a depth of more than 40 inches during extended dry periods. Permeability is moderate. Urban Land (3): Unoccupied areas of this land type consist of soils in the Boca, Hallandale, Immokalee, and Myathkka series that have been altered by fill material spread on the surface. Urban Land is nearly level, except for paved and sloped areas, designed to assist in stormwater runoff collection. The Depth of the water table varies, depending on the amount of fill and the extent of artificial drainage in the mapped area. Laboratory Analysis Soil samples recovered from our field exploration were returned to our laboratory where they were visually examined in general accordance with ASTM D-488. Samples were evaluated to obtain an accurate understanding of the soil properties and site geomorphic conditions. The laboratory testing preformed was as follows: In-situ moisture content analysis on each of the individual sampled layers of the sixteen (16) standard penetration test (SPT) borings. Results are presented in Appendix F: Insitu Moisture Content Analysis (ASTM D16). Specific gravity analysis on four (4) representative samples from the sixteen (16) SPT borings. Results are presented in Appendix G: Specific Gravity Laboratory Results (ASTM D854).

3

4 Appendix A - Vicinity Map and Hydrological Soils Map

5 Site Location Naples, FL VICINITY MAP Naples Municipal Airport Taxiway D Extension 160 Aviation Drive North Naples, Collier County, Florida GFA International Project No.: * SITE LOCATION N *Scale is an approximation and may not be accurate.

6 Hydrologic Soils map N Site Location Immokalee, FL Naples Municipal Airport Taxiway D Extension Naples, Collier County, Florida GFA International Project No.: W S E Map Unit: 7 Immokalee Fine Sand, 0 to % Slopes 3 Urban Land

7 Appendix B - Test Location Plan

8 Site Location Naples, FL TEST LOCATION PLAN Naples Municipal Airport Taxiway D Extension 160 Aviation Drive Naples, Collier County, Florida GFA International Project No.: Taxiway C CBR 1 CBR B3 B4 B6 B8 B B5 B7 B1 B10 B1 B14 B16 B9 B11 B13 B15 Runway 5-3 Taxiway A N *Scale is an approximation and may not be accurate.

9 Appendix C - Notes Related to Borings

10 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.. 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/CM CONSISTENCY Very loose Very soft Loose Soft Medium Dense Firm over 10 Dense Stiff over 50 Very Dense Very stiff over 60 Hard 10. Grain size descriptions are as follows: 11. Definition of Descriptive Terms of Fines: NAME SIZE LIMITS PROPORTION ADJECTIVE Boulder 1 Inches or more Up to 10% with a trace Cobbles 3 to 1 Inches 10 to 30% with some Coarse Gravel ¾ to 3 Inches Fine Gravel No. 4 sieve to ¾ inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to No. 10 sieve Fine Sand No. 00 to No. 40 sieve Fines Smaller than No. 00 sieve 11. Definitions related to adjectives used in soil/rock descriptions: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE Up to 10% with a trace Less than 1/3" Fine roots 10 to 30% with some 1/3" to ¼ Small roots 30 to 50% with ¼ to 1" Medium roots Greater than 1" Large roots

11 Appendix D - Record of Test Borings

12 SOIL PROFILES SOIL PROFILE LEGEND SOIL LEGEND = 4.% 1 B-1 B- B-3 B-4 N-VAL N-VAL N-VAL N-VAL with traces of small roots -00 = 9.5% B-X = BORING NUMBER SOIL TYPE X GROUND WATER LEVEL NOTES: SOIL SYMBOL N = SPT TEST VALUE INDICATES PRACTICAL REFUSAL TO BORING EQUIPMENT = INDICATES GRADUAL TRANSITION IN SOIL TYPES 1 3 Light Brown to Brown, SAND, Loose to Dense (SP; A-3) Brown, SAND WITH SILT, Very Loose to Medium Dense (SP-SM; A-3) Brown to Green, CLAYEY SAND, Very Loose to Loose (SC; A--6) 10 DEPTH IN FEET /3" 04/06/ /06/016 *Large Tree Root Encountered 0-ft. BGS.; Boring Relocated 1ft. North /" 50/6" 16 04/06/016 04/06/ N - STANDARD PENETRATION RESISTANCE TEST (SPT) VALUE. NUMBERS TO THE RIGHT OF BORINGS INDICATE SPT VALUE FOR 1-INCHES OF PENETRATION (UNLESS OTHERWISE NOTED). WOH - BORING INTERVAL ADVANCED UNDER WEIGHT OF HAMMER. WOR - BORING INTERVAL ADVANCED UNDER WEIGHT OF ROD. LFC - LOSS OF DRILLING FLUID CIRCULATION Light Gray, SILTY SAND, Very Loose to Medium Dense (SM; A--4) Light Gray, WEATHERED LIMESTONE, Loose to Medium Dense (WLS; A-1-b) Light Gray to Gray, LIMESTONE, Medium Dense to Very Dense (LS; A-1-a) 0 B-5 B-6 B-7 B-8 N-VAL N-VAL N-VAL N-VAL 7 with traces of small roots SOIL CLASSIFICATION 7 Green, CLAY, Stiff (CL; A-6) CORRELATION OF N - VALUES WITH RELATIVE DENSITY AND CONSISTENCY COHESIONLESS SOIL SILTS AND CLAYS LIMEROCK CORRELATION OF N - VALUES WITH HARDNESS DESCRIPTION N - VALUE RELATIVE DENSITY N - VALUE CONSISTENCY N - VALUE RELATIVE DENSITY 5 10 DEPTH IN FEET -00 = 1.6% -00 = 47.7% = 19.% 7 with with WOH WEATHERED WEATHERED with 4 4 LIMESTONE 4 9 LIMESTONE 4 WOH WEATHERED (WLS) (WLS) LIMESTONE (WLS) 04/06/016 04/06/016 04/06/016 04/06/ WOH VERY LOOSE UNDER 1 VERY SOFT 0-19 VERY SOFT 3-8 LOOSE 1-3 SOFT 0-49 SOFT 9-4 MEDIUM DENSE 4-6 FIRM MEDIUM HARD 5-40 DENSE 7-1 STIFF 50 FOR 3 TO 5" MODERATELY HARD OVER 40 VERY DENSE 13-4 VERY STIFF 50 FOR 0 TO " HARD OVER 4 HARD APPROXIMATE FINES MODIFIERS CONTENT 5% TO 15% 16% TO 5% 6% TO 49% SLIGHTLY SILTY OR SLIGHTLY CLAYEY SILTY OR CLAYEY VERY SILTY OR VERY CLAYEY APPROXIMATE SAND/ GRAVEL MODIFIERS CONTENT 5% TO 15% 16% TO 5% 6% TO 49% SLIGHTLY SANDY OR SLIGHTLY GRAVELLY SANDY OR GRAVELLY VERY SANDY OR VERY GRAVELLY RECORD OF TEST BORINGS APPROXIMATE ROOT CONTENT 5% TO 10% 11% TO 0% 1% TO 40% 41% TO 60% AND MODIFIERS TRACE TRACE TO SOME SOME GFA International, Inc Country Lakes Drive Fort Myers, Florida * TeamGFA.com Client: Hanson Professional Services Project: Naples Municipal Airport Taxiway "D" Extension Naples, Collier County, Florida Approved by: DM Date: 04/0/016 Job No: Drawn By: LSK

13 DEPTH IN FEET -00 = 4.6% SOIL PROFILES SOIL PROFILE LEGEND SOIL LEGEND B-9 B-10 B-11 B N-VAL N-VAL N-VAL N-VAL with traces of fine gravel with LIMESTONE (LS) with SILTY SAND (SM) with WEATHERED LIMESTONE (WLS) 04/06/016 04/06/016 04/07/016 04/07/ with traces of small roots with Weathered Limestone (WLS) = 18.4% B-X = BORING NUMBER SOIL TYPE X GROUND WATER LEVEL NOTES: SOIL SYMBOL N = SPT TEST VALUE INDICATES PRACTICAL REFUSAL TO BORING EQUIPMENT = INDICATES GRADUAL TRANSITION IN SOIL TYPES N - STANDARD PENETRATION RESISTANCE TEST (SPT) VALUE. NUMBERS TO THE RIGHT OF BORINGS INDICATE SPT VALUE FOR 1-INCHES OF PENETRATION (UNLESS OTHERWISE NOTED). WOH - BORING INTERVAL ADVANCED UNDER WEIGHT OF HAMMER. WOR - BORING INTERVAL ADVANCED UNDER WEIGHT OF ROD. LFC - LOSS OF DRILLING FLUID CIRCULATION Light Brown to Brown, SAND, Loose to Dense (SP; A-3) Brown, SAND WITH SILT, Very Loose to Medium Dense (SP-SM; A-3) Brown to Green, CLAYEY SAND, Very Loose to Loose (SC; A--6) Light Gray, SILTY SAND, Very Loose to Medium Dense (SM; A--4) Light Gray, WEATHERED LIMESTONE, Loose to Medium Dense (WLS; A-1-b) Light Gray to Gray, LIMESTONE, Medium Dense to Very Dense (LS; A-1-a) DEPTH IN FEET -00 = 6.9% B-13 B-14 B-15 B-16 N-VAL N-VAL N-VAL N-VAL with Peat (PT) with some coarse gravel with SILTY SAND (SM) /4" with traces of small roots with some WEATHERED LIMESTONE (WLS) 04/07/016 04/07/016 04/07/016 04/07/ = 3.0% with traces of small roots with traces of coarse gravel with WEATHERED LIMESTONE (WLS) SOIL CLASSIFICATION CORRELATION OF N - VALUES WITH RELATIVE DENSITY AND CONSISTENCY COHESIONLESS SOIL SILTS AND CLAYS LIMEROCK CORRELATION OF N - VALUES WITH HARDNESS DESCRIPTION N - VALUE RELATIVE DENSITY N - VALUE CONSISTENCY N - VALUE RELATIVE DENSITY 0 - VERY LOOSE UNDER 1 VERY SOFT 0-19 VERY SOFT 3-8 LOOSE 1-3 SOFT 0-49 SOFT 9-4 MEDIUM DENSE 4-6 FIRM MEDIUM HARD 5-40 DENSE 7-1 STIFF 50 FOR 3 TO 5" MODERATELY HARD OVER 40 VERY DENSE 13-4 VERY STIFF 50 FOR 0 TO " HARD OVER 4 HARD APPROXIMATE FINES MODIFIERS CONTENT 5% TO 15% 16% TO 5% 6% TO 49% SLIGHTLY SILTY OR SLIGHTLY CLAYEY SILTY OR CLAYEY VERY SILTY OR VERY CLAYEY APPROXIMATE SAND/ GRAVEL MODIFIERS CONTENT 5% TO 15% 16% TO 5% 6% TO 49% 7 Green, CLAY, Stiff (CL; A-6) SLIGHTLY SANDY OR SLIGHTLY GRAVELLY SANDY OR GRAVELLY VERY SANDY OR VERY GRAVELLY RECORD OF TEST BORINGS APPROXIMATE ROOT CONTENT 5% TO 10% 11% TO 0% 1% TO 40% 41% TO 60% AND MODIFIERS TRACE TRACE TO SOME SOME GFA International, Inc Country Lakes Drive Fort Myers, Florida * TeamGFA.com Client: Hanson Professional Services Project: Naples Municipal Airport Taxiway "D" Extension Naples, Collier County, Florida Approved by: DM Date: 04/0/016 Job No: Drawn By: LSK

14 Appendix E - Discussion of Soil Groups

15 DISCUSSION OF SOIL GROUPS: AASHTO CLASSIFICATION COARSE GRAINED SOILS Group A-1: The typical material of this group is a well-graded mixture of stone fragments or gavel, coarse sand, fine sand, and a nonplastic or feebly-plastic soil binder. However, this group also includes stone fragments, gravel, coarse sand, volcanic cinders, etc., without a soil binder. o Subgroup A-1-a: Includes those materials consisting predominantly of stone fragments or gravel, either with or without a well-graded binder of fine material. o Subgroup A-1-b: Includes those materials consisting predominantly of coarse sand, either with or without a well-graded soil binder. Group A-3: The typical material of this group is fine beach sand or fine desert-blow sand without silty or clay fines, or with a very small amount of nonplastic silt. This group also includes stream-deposited mixtures of poorly-graded fine sand and limited amounts of coarse sand and gravel. Group A-: This group includes a wide variety of granular materials which are borderline between the materials falling in Groups A-1 and A-3, and the silt-clay materials of Groups A-4, A-5, A-6, and A-7. It includes all materials containing 35% or less passing a No. 00 (75-µm) sieve which cannot be classified in Groups A-1 or A-3, due to the fines content or the plasticity indexes, or both, in excess of the limitations for those groups. o Subgroups A--4 and A--5: Include various granular materials containing 35% or less passing a No. 00 (75-µm) sieve and with a minus No. 40 (45-µm) portion having the characteristics of Groups A-4 and A-5, respectively. These groups include such materials as gravel and coarse sand with silt contents or plasticity indexes in excess of the limitations of Group A-1 and fine sand with nonplastic-silt content in excess of the limitations of Group A-3. o Subgroups A--6 and A--7: Include materials similar to those described under Subgroups A--4 and A--5, except that the fine portion contains plastic clay having the characteristics of the A-6 or A-7 group, respectively.

16 FINE GRAINED SOILS Group A-4: The typical material of this group is a nonplastic or moderately plastic silty soil usually having 75% or more passing a No. 00 (75-µm) sieve. This group also includes mixtures of fine silty soil and up to 64% of sand and gravel retained on a No. 00 sieve. Group A-5: The typical material of this group is similar to that described under Group A- 4, except that it is usually of diatomaceous or micaceous character and may be highly elastic as indicated by the high liquid limit. Group A-6: The typical material of this group is a plastic clay soil usually having 75% or more passing a No. 00 (75-µm) sieve. This group also includes mixtures of fine clayey soil and up to 64% of sand and gravel retained on a No. 00 sieve. Materials of this group usually have a high volume change between wet and dry states. Group A-7: The typical material of this group is similar to that described under Group A- 6, except that it has the high liquid limits characteristic of Group A-5 and may be elastic as well as subject to high-volume change. o Subgroup A-7-5: Includes those materials with moderate plasticity indexes in relation to the liquid limit and which may be highly elastic as well as subject to considerable volume change. o Subgroup A-7-6: Includes those materials with high plasticity indexes in relation to liquid limit and which are subject to extremely high volume change. HIGHLY ORGANIC SOILS Group A-8: Highly organic soils (peat or muck) may be classified in this group. Classification of these materials is based on visual inspection and is not dependent on the percentage passing the No. 00 (75-µm) sieve liquid limit, or plasticity index. The material is composed primarily of partially decayed organic matter, generally has a fibrous texture, a dark brown or black color, and an odor of decay. These organic materials are unsuitable for use in embankments and subgrades. They are highly compressible and have low strength.

17 Appendix F In-situ Moisture Content Analysis

18 5851 Country Lakes Drive Fort Myers, FL (39) (39) (fax) Laboratory Moisture Content Determination PROJECT ID: DATE SAMPLED: 4/06/016 PROJECT: CLIENT: Naples Municipal Airport Taxiway "D" Extension Hanson Professional Services DATE TESTED: 4/1/016 Sample ID Boring # Sample Depth (ft.) B-1 B- B-3 B-4 B-5 B-6 Moisture Content (%) Moisture Content (%) Moisture Content (%) Moisture Content (%) Moisture Content (%) Moisture Content (%) % 13.8% 16.% 17.5%.8% 0.8% % 3.3% 30.0% 3.8% 1.7% 3.6% % 3.4% 1.6% 5.3% 4.% 4.% % 3.0% 5.% 3.0% 5.4% 8.4% % 18.3% 18.5% 35.7% 35.4% 5.6% Sample ID Boring # Sample Depth (ft.) B-7 B-8 B-9 B-10 B-11 B-1 Moisture Content (%) Moisture Content (%) Moisture Content (%) Moisture Content (%) Moisture Content (%) Moisture Content (%) % 4.6% 19.1% 16.4% 18.% 14.4% % 1.8% 5.4% 4.9% 3.9% 3.% % 7.% 9.7% 0.8% 7.6% 5.6% % 13.9% 6.8% 6.8% 4.0% 0.% % 0.1% 6.4% 14.4% 7.5% 4.7% Sample ID Boring # Sample Depth (ft.) B-13 B-14 B-15 B-16 Moisture Content (%) Moisture Content (%) Moisture Content (%) Moisture Content (%) % 17.6% 15.8% 1.% - 4.4% 3.9% 3.6%.5% % 0.5%.0% 5.4% % 16.3% 19.4% 1.0% % 8.8% 33.% 9.9% The above test results were obtained in general accordance with ASTM D16. Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

19 Appendix G Specific Gravity Laboratory Results

20

21

22

23

24 Appendix H Sieve Analysis Laboratory Results

25 5851 Country Lakes Drive Fort Myers, Florida (39) (39) (fax) SIEVE ANALYSIS Project: Naples Municipal Airport Taxiway "D" Project No.: Client: Hanson Professional Services Lab No.: S001 Location: Boring B-1: - 4 Ft. Date Sampled: 4/6/016 Sampled By: Greg Cole Date Tested: 4/6/016 Tested By: Lee Khan Material Description: Gray Sand (SP) Soil Classification AASHTO M ( 000 ) : A-3 ORIGINAL SAMPLE WEIGHT (g) #00 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 100.0% # % 100.0% # % 99.9% # % 97.4% # % 80.9% # % 3.1% # % 4.% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

26 5851 Country Lakes Drive Fort Myers, Florida (39) (39) (fax) SIEVE ANALYSIS Project: Naples Municipal Airport Taxiway "D" Project No.: Client: Hanson Professional Services Lab No.: S00 Location: Boring B-3: 4-6 Ft. Date Sampled: 4/6/016 Sampled By: Greg Cole Date Tested: 4/6/016 Tested By: Lee Khan Material Description: Brown Sand with Silt (SP-SM) Soil Classification AASHTO M ( 000 ) : A-3 ORIGINAL SAMPLE WEIGHT (g) #00 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 100.0% # % 100.0% # % 98.9% # % 95.4% # % 78.8% # % 1.% # % 9.5% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

27 5851 Country Lakes Drive Fort Myers, Florida (39) (39) (fax) SIEVE ANALYSIS Project: Naples Municipal Airport Taxiway "D" Project No.: Client: Hanson Professional Services Lab No.: S003 Location: Boring B-5: 8-10 Ft. Date Sampled: 4/6/016 Sampled By: Greg Cole Date Tested: 4/6/016 Tested By: Lee Khan Material Description: Gray to Tan Clay Weathered Limestone (WLS) with Traces of Silty Sand (SM) Soil Classification AASHTO M ( 000 ) : A--6 ORIGINAL SAMPLE WEIGHT (g) #00 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 100.0% # % 99.9% # % 99.8% # % 97.7% # % 84.% # % 19.9% # %.3% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

28 5851 Country Lakes Drive Fort Myers, Florida (39) (39) (fax) SIEVE ANALYSIS Project: Naples Municipal Airport Taxiway "D" Project No.: Client: Hanson Professional Services Lab No.: S004 Location: Boring B-7: 6-8 Ft. Date Sampled: 4/6/016 Sampled By: Greg Cole Date Tested: 4/6/016 Tested By: Lee Khan Material Description: Brown Clay to Silty Sand (CL; SM) Soil Classification AASHTO M ( 000 ) : A--6 ORIGINAL SAMPLE WEIGHT (g) #00 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 100.0% # % 100.0% # % 98.3% # % 95.7% # % 85.7% # % 37.7% # % 19.% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

29 5851 Country Lakes Drive Fort Myers, Florida (39) (39) (fax) SIEVE ANALYSIS Project: Naples Municipal Airport Taxiway "D" Project No.: Client: Hanson Professional Services Lab No.: S005 Location: Boring B-9: 4-6 Ft. Date Sampled: 4/6/016 Sampled By: Greg Cole Date Tested: 4/6/016 Tested By: Lee Khan Material Description: Brown to Gray Silty Sand (SM) with Some Fine Gravel Soil Classification AASHTO M ( 000 ) : A--4 ORIGINAL SAMPLE WEIGHT (g) #00 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 89.0% # % 87.6% # % 85.7% # % 83.1% # % 73.5% # % 39.6% # % 4.6% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

30 5851 Country Lakes Drive Fort Myers, Florida (39) (39) (fax) SIEVE ANALYSIS Project: Naples Municipal Airport Taxiway "D" Project No.: Client: Hanson Professional Services Lab No.: S006 Location: Boring B-1: 6-8 Ft. Date Sampled: 4/7/016 Sampled By: Greg Cole Date Tested: 4/6/016 Tested By: Lee Khan Material Description: Brown Clayey Sand (SC) Soil Classification AASHTO M ( 000 ) : A--6 ORIGINAL SAMPLE WEIGHT (g) #00 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 100.0% # % 99.9% # % 98.% # % 94.6% # % 79.% # % 8.1% # % 18.4% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

31 5851 Country Lakes Drive Fort Myers, Florida (39) (39) (fax) SIEVE ANALYSIS Project: Naples Municipal Airport Taxiway "D" Project No.: Client: Hanson Professional Services Lab No.: S007 Location: Boring B-13: 6-8 Ft. Date Sampled: 4/7/016 Sampled By: Greg Cole Date Tested: 4/6/016 Tested By: Lee Khan Material Description: Green Clay (CL) with Some Fine Gravel Soil Classification AASHTO M ( 000 ) : A--6 ORIGINAL SAMPLE WEIGHT (g) #00 SIEVE WET WASH WASHED SAMPLE WEIGHT (g) WEIGHT PASSING (g) PERCENT PASSING % STANDARD SIEVE SIZE PARTIAL SIZE (mm) SIEVE WEIGHT RETAINED (g) TOTAL WEIGHT RETAINED (g) CUMULATIVE PERCENT RETAINED PERCENT PASSING # % 89.4% # % 77.% # % 69.7% # % 65.7% # % 59.1% # % 38.5% # % 6.9% Pan Comments: DRY SIEVE ANALYSIS Respectfully Submitted, GFA International, Inc. FBPE CA # 4930 Environmental Geotechnical Construction Materials Testing Special & Threshold Inspections Plan Review & Code Compliance Florida's Leading Engineering Source

32 Appendix I CBR Laboratory Results

33 BEARING RATIO TEST REPORT ASTM D CBR at 95% Max. Density = 90.1% for 0.10 in. Penetration Penetration Resistance (psi) CBR (%) blows 56 blows blows Molded Density (pcf) Penetration Depth (in.) Density (pcf) Molded Percent of Max. Dens. Moisture (%) Density (pcf) Soaked Percent of Max. Dens. Moisture (%) CBR (%) 0.10 in. 0.0 in. Linearity Correction (in.) Surcharge (lbs.) Max. Swell (%) Brown to Gray Sand Material Description USCS SP Max. Dens. (pcf) Optimum Moisture (%) LL PI Project No: Project: Naples Municipal Airport Taxiway "D" Location: Existing Ground Sample Number: CBR1 Date: 4/6/16 BEARING RATIO TEST REPORT GFA International, Inc. Test Description/Remarks: Figure

34 BEARING RATIO TESTING RESULTS (ASTM D ) Date: 4/6/16 Project No.: Project: Naples Municipal Airport Taxiway "D" Location: Existing Ground Sample Number: CBR1 Material Description: Brown to Gray Sand USCS Classification: SP Liquid Limit: Plasticity Index: Test Description: Maximum Dry Density, pcf : Optimum Moisture Content, %: 14.0 Testing Remarks: Sample 1 (10 Blows; Surcharge: 10 lbs.) Water Content Wt. Wet Soil+Tare, gms Wt. Soil+Tare, gms Wt. Tare, gms. 8.6 Moisture, % 14.5 Unit Weight Wt. Mold+Soil, lbs Wt. Mold, lbs Ht. Soil, in Density, pcf 95.9 Swell Data Elapsed Dial Reading Swell Time, hrs. in. x 1,000 % Penetration Test Data Pen. in. Dial Reading Stress psi CBR % Penetration Resistance (psi) Dashed line is curve linearity correction Penetration Depth (in.) GFA International, Inc.

35 Sample (5 Blows; Surcharge: 15 lbs.) Water Content Wt. Wet Soil+Tare, gms Wt. Soil+Tare, gms Wt. Tare, gms. 7.7 Moisture, % 14.8 Unit Weight Wt. Mold+Soil, lbs Wt. Mold, lbs Ht. Soil, in Density, pcf 98.4 Swell Data Elapsed Dial Reading Swell Time, hrs. in. x 1,000 % Penetration Test Data Pen. in. Dial Reading Stress psi CBR % Penetration Resistance (psi) Dashed line is curve linearity correction Penetration Depth (in.) Sample 3 (56 Blows; Surcharge: 15 lbs.) Water Content Wt. Wet Soil+Tare, gms Wt. Soil+Tare, gms Wt. Tare, gms. 6.8 Moisture, % 14.4 Unit Weight Wt. Mold+Soil, lbs. 4.3 Wt. Mold, lbs Ht. Soil, in Density, pcf 99.4 Swell Data Elapsed Dial Reading Swell Time, hrs. in. x 1,000 % Penetration Test Data Pen. in. Dial Reading Stress psi CBR % Penetration Resistance (psi) Dashed line is curve linearity correction Penetration Depth (in.) GFA International, Inc.

36 BEARING RATIO TEST REPORT ASTM D blows CBR (%) blows Penetration Resistance (psi) blows Molded Density (pcf) Penetration Depth (in.) Density (pcf) Molded Percent of Max. Dens. Moisture (%) Density (pcf) Soaked Percent of Max. Dens. Moisture (%) CBR (%) 0.10 in. 0.0 in. Linearity Correction (in.) Surcharge (lbs.) Max. Swell (%) Brown to Gray Sand Material Description USCS SP Max. Dens. (pcf) Optimum Moisture (%) LL PI Project No: Project: Naples Municipal Airport Taxiway "D" Location: Existing Ground Sample Number: CBR Date: 4/6/16 BEARING RATIO TEST REPORT GFA International, Inc. Test Description/Remarks: Figure

37 BEARING RATIO TESTING RESULTS (ASTM D ) Date: 4/6/16 Project No.: Project: Naples Municipal Airport Taxiway "D" Location: Existing Ground Sample Number: CBR Material Description: Brown to Gray Sand USCS Classification: SP Liquid Limit: Plasticity Index: Test Description: Maximum Dry Density, pcf : Optimum Moisture Content, %: 14.7 Testing Remarks: Sample 1 (10 Blows; Surcharge: 10 lbs.) Water Content Wt. Wet Soil+Tare, gms Wt. Soil+Tare, gms Wt. Tare, gms. 7.8 Moisture, % 14.9 Unit Weight Wt. Mold+Soil, lbs Wt. Mold, lbs Ht. Soil, in Density, pcf Swell Data Elapsed Dial Reading Swell Time, hrs. in. x 1,000 % Penetration Test Data Pen. in. Dial Reading Stress psi CBR % Penetration Resistance (psi) Dashed line is curve linearity correction Penetration Depth (in.) GFA International, Inc.

38 Sample (5 Blows; Surcharge: 10 lbs.) Water Content Wt. Wet Soil+Tare, gms Wt. Soil+Tare, gms Wt. Tare, gms. 6.8 Moisture, % 15.1 Unit Weight Wt. Mold+Soil, lbs Wt. Mold, lbs Ht. Soil, in Density, pcf 99.9 Swell Data Elapsed Dial Reading Swell Time, hrs. in. x 1,000 % Penetration Test Data Pen. in. Dial Reading Stress psi CBR % Penetration Resistance (psi) Dashed line is curve linearity correction Penetration Depth (in.) Sample 3 (56 Blows; Surcharge: 10 lbs.) Water Content Wt. Wet Soil+Tare, gms Wt. Soil+Tare, gms Wt. Tare, gms. 7.7 Moisture, % 15.0 Unit Weight Wt. Mold+Soil, lbs Wt. Mold, lbs Ht. Soil, in Density, pcf Swell Data Elapsed Dial Reading Swell Time, hrs. in. x 1,000 % Penetration Test Data Pen. in. Dial Reading Stress psi CBR % Penetration Resistance (psi) Dashed line is curve linearity correction Penetration Depth (in.) GFA International, Inc.

39 Appendix J Laboratory Permeability Test Results

40

41

42 Appendix K Specific Gravity of Bulk Samples

43

44

45 Appendix L Modified Proctor of Bulk Samples

46

47