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HomeMy WebLinkAboutsoil boringsSubsoil Investigation Report prepared by: Oederal OQ ngineering O& OQ esting, Inc. Client: Gary McNally Contact: Gary McNally Address: 1194 Red Lodge Drive, Unit 2 Evergreen, CO 80439 Project: Proposed Residence Address: 357 Nettles Blvd. Jensen Beach, FL 34957 Date: Tuesday, February 9, 2021 laterials Testing I Inspections I Environmental I Dederal Phone:954-784-2941 E-Fax: 954-784-7875 3--.1ngineering admin@fed-eng.com www.fed-eng.com esting, Inc. Table of Contents Client Information---------------------------------------------------------------------------pg. 1 Project Information--------------------------------------------------------------------------pg. 1 General Soil Descriptions------------------------------------------------------------------pg. 1 Foundation Recommendations------------------------------------------------------------pg. 2 Excavations-----------------------------------------------------------------------------------pg. 3 Grading---------------------------------------------------------------------------------------- pg. 3 Appendices------------------------------------------------------------------------------------- pg. 4 Soil Boring Log(s) Laboratory Test(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Information Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a final certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. 3370 NE 5th Avenue I Oakland Park Florida 33334 �s o ac ; M Fool_ -ice Approval Lanolalay /`i�� Dederal Phone: 954-784-2941 E-Fax: 954-784-7875 0.1ngineering admin@fed-eng.com www.fed-eng.com (Poesting, Inc. Tuesday, February 9, 2021 Gary McNally 1194 Red Lodge Drive, Unit 2 Evergreen, CO 80439 Attn.: Gary McNally RE: Subsoil Investigation Proposed Residence 357 Nettles Blvd. Jensen Beach, FL 34957 Dear Sirs: Job Order Number 21 SB0095 Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 02-03-2021 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of thirty-five feet (35) and one (1) DCP boring was performed according to ASTM D-6951 drilled down to a depth of fifteen feet (15) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: Depth To From Description of Soils 0" 6" Topsoil & Vegetation 6" 1' Brown Sand with Shell 1' 4' Dark Brown Sand with Shell 4' T Grayish Brown Silty Sand with Shell T 10'6" Dark Brown Silt with Shell & Organics (10.5% Organics) 1016" 16' Gray Silty Sand with Shell 16' 25' Gray Sand with Shell 25' 35' JBrown Sand with Shell Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of three (3) feet below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. The boring log(s) attached present a detailed description of the soils encountered at each location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log. It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Tuesday, February 9, 2021 357 Nettles Blvd. Jensen Beach, FL 34957 Page 2 i0ederal Gt�ngineering uesting, Inc. Based on our understanding of the proposed structure and the information obtained from our field boring logs; it is evident that deep foundation systems are needed to support the proposed new structure without detrimental settlement to the structure. Per the Florida Building Code FBC 2017, Chapter 18; deep foundation systems shall consist of one of the following alternatives: Allowable Allowable Tension Approximate Depth Allowable Lateral Alternatives Size Compression Pile Pile Capacity in Driven Capacity In Tons Capacity in Tons Tons Pin Piles/ Push Piers 32' or Refusal 4 Inch 5 Tons 1 Ton N/A Helical Piles 32' or Refusal 3 Inch 12 Tons 6 Tons N/A Auger Cast Piles 1 32' BELS 12 Inch 25 Tons 12 Tons 1 Ton Auger Cast Piles 32, BELS 14 Inch 35 Tons 17 Tons 2 Tons *BELS - Below Existing Land Surface* Estimated Lateral Load for a Pile Top Deflection of '/ inch. Proposed pile length based on the existing ground elevations at the time of drilling. Pile length may vary depending on proposed grade beam elevations and inconsistent soil profiles. In the case of pin, helical and precast piles a minimum of four (4) test piles shall be driven to determine production pile length. All work shall be in accordance with the local Building Code and Coastal Zone Construction Requirements (if required). Helical pile bearing capacity is dependent on helix numbers, size and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depths are the minimum depths required to achieve design capacities. Predrilling might be required to achieve design depths. All slabs for the subject structure shall be designed as structural slabs spanning between supports and designed by a Florida Registered Structural Engineer and placed under the supervision of a Geotechnical Engineer. All work shall be conducted by an experienced Florida Licensed Specialty Piling Contractor. All piles shall be designed by a professional engineer and shall be placed under the supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced over the entire length, we recommend a single #7 reinforcing steel bar be placed the full length of the pile to verify pile continuity. In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken to prevent excessive vibrations. In the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (i.e.: predrilling, jetting, hydraulic push, etc...). The minimum center to center spacing of piles or adjacent foundations shall be not less than twice the average diameter for round piles or 1-3/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. The installation of adjacent piles (located within 4 feet of each other) on the same working day is not recommended. We recommend that adjacent piles not be installed until the initial grouted pile has set overnight. The grout used in the pile installation shall develop a minimum compressive strength of 4000 PSI at 28 days. Tuesday, February 9, 2021 357 Nettles Blvd. Jensen Beach, FL 34957 Page 3 lQ� ederal Ongineering cbiesting, Inc. Any underground structures such as grease traps, septic systems, etc. must be supported on pile foundations, unless the deleterious material (i.e.: silt, muck, peat, etc...) is excavated in its entirety and replaced with compacted washed gravel such as pea rock or #57 stone below the water table elevations and clean granular materials above the water table. Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. Once plans and specifications have been finalized and drawn, Federal Engineering & Testing, Inc. shall be provided a copy of the finalized plans and specifications for review. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase H Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. Sincerely, / •'" " C f' . Fop''% Keith LeBlanc, P.E. Federal Engineerii ;Tes�iij�,EjnC. Florida Reg. No. 19-•' 0^,OF Certificate of Autho` ►►►111111110 Tuesday, February 9, 2021 357 Nettles Blvd. Jensen Beach, FL 34957 Page 4 Appendices RoDederal e- .ngineering esting, Inc. Dederal Phone:954-784-2941 E-Fax: 954-784-7875 QOngineering admin@fed-eng.com www.fed-eng.com - ®nesting, Inc. _� SPT Test Boring Report Client: Gary McNally Date of Test: February 3, 2021 Project: Proposed Residence Address: 357 Nettles Blvd. Jensen Beach, FL 34957 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions t Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 1 1 2 6" - P F - 4' Brown Sand with Shell Dark Brown Sand with Shell 2 4 3 3 5 4 4 4' - 7' Grayish Brown Silty Sand with Shell 4 4 8 5 2 1 6 3 3 4 7 2 2 8 7'- 10'6" Dark Brown Silt with Shell & Organics (10.5% Organics 3 2 5 9 1 4 10 2 3 6 11 A A 12 10'6" - 16' Gray Silty Sand with Shell 13 A A 14 A A A 15 3 2 16 3 3 5 17 A A 18 A A A 19 A A 20 16'- 25' Gray Sand with Shell A A A 21 6 7 22 8 7 15 23 A A 24 A A A 25 A A 26 A A A 27 10 10 28 15 17 25 29 A A 30 25'- 35' Brown Sand with Shell A A A 31 A A 32 A A A 33 12 10 34 17 20 27 35 A A 36 Water Level: 3'8" Below Land Surface A = Auger Dederal Phone:954-784-2941 E-Fax: 954-784-7875 ngineering admin@fed-eng.com 0.1oesting, Inc. 3370 NE 5th Avenue Oaklar,- www.fed-ear-ME9 Test Boring Report Client: Gary McNally Date of Test: February 3, 2021 Project: Proposed Residence Hole No.: B-2 Address: 357 Nettles Blvd. Location: See Attached Drawing Jensen Beach, FL 34957 Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 1 2 2 6" - 3' 3'- 4' Brown Sand with Shell Light Brown Sand with Shell 3 4 5 3 4 4 8 4 4'- 8' Gray Sand with Shell 4 5 5 6 7 14 6 7 8 7 8 7 10 8 8'- 1 F Dark Brown Silt with Shell & Organics (12.7% Organics 3 2 9 1 1 3 10 2 2 11 2 3 12 1 F - 15' Gray Silty Sand 4 3 7 13 4 4 14 2 4 6 15 3 5 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Water Level: 3110" Below Land Surface A = Auger Dederal Phone:954-784-2941 E-Fax: 954-784-7875 Q ngineering admin@fed-eng.com www.fed-eng.com & Q esti ng, Inc. Report of Organic Content ASTM-D 2974 Date: Wednesday, February 3, 2021 Gary McNally 1194 Red Lodge Drive, Unit 2 Evergreen, CO 80439 Attn.: Gary McNally RE: Proposed Geotechnical Services Proposed Residence 357 Nettles Blvd. Jensen Beach, FL 34957 Sampled by: Sample Location: Material Description: Results of Test Job Order Number Reported To: Client See Location on Subsoil Drawing Dark Brown Silt with Shell & Organics CJ 21 SB0095 Sample Location and Depth Organic Content Percentage B 1 7' - 10'6" 10.2% B2 8' - 11, 12.7% B3 N/A N/A B4 N/A N/A B5 N/A N/A Tested By: Si Checked By: KL 3370 NE 5th Avenue I Oakland Park Florida 33334 ,MSWIO R18 kn.Md. a is x =a Foote --'� / APprovcKl la7oratory �SitesLocation.r A err M Ir rl. w 'CCU - f r' © ederal Q ngineering 8Qesting, Inc. N Ift -1, T k^ Soil Boring Location Map Federal Engineering & Testing Inc. 3370 NE 5th Avenue, Oakland Park, FL 33334 (954) 784-2941 Client: Gary McNally Project: Proposed Residence Test: Subsoil Investigation Project Address: 357 Nettles Blvd. (site map is not to scale) Jensen Beach, FL 34957 Angoderal ineering sting, Inc. Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Sands Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0 - 10 0-4 Very Loose 11 - 25 5 - 10 Loose 26 - 45 11 - 20 Firm 45 - 75 21 - 30 Very Firm 76 -120 31 - 50 Dense > 120 > 50 Very Dense Silts & Clay Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0-6 0-2 Very Soft 7-15 3-5 Soft 16-30 6-10 Firm 31 - 45 11 - 15 Stiff 46 - 90 16 - 30 Very Stiff 91 - 150 31 - 50 Hard Rock Hardness Description Soft Rock core crumbles when handled Medium Can break core with your hands Moderately Hard Thin edges of rock core can be broken with fingers Hard Thin edges of rock core cannot be broken with fingers Very Hard Rock core rings when struck with a hammer Sand Quantity Modifiers Very Slight Trace 0 - 2 % Slight Trace 2 - 5 % Trace 5 - 10 % Little Trace 10 - 15 % Some 15 - 30 % With > 30 % Silt - Clay Quantity Modifiers Slightly Silty /Clayey 0 - 5 % Silty / Clayey 5 - 30 % Very Silty / Clayey 30 - 50 % Particle Size Boulder > 12 in Cobble 3 - 12 in Gravel 4.76 mm - 3 in Sand 0.074 mm - 4.76 mm Silt 0.005 mm - 0.074 mm Clay < 0.005 mm ®ederal Q ngineering & fjesting, Inc. Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests During the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the standard penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of blows of a 140-pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler one (1) foot into the subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers. Water Level Measurements Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. Soil Properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations. Limitations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. Ownership of Tests /Reports All test results and/or reports prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. ldtf .bngineering resting, Inc. Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further boring(s) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site. Any significant changes in the nature, design, or location of the site improvements must be communicated to F.E.T. so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for review and applicability of this report. Dederal Phone: 954-784-2941 E-Fax: 954-784-7875 ©ngineering admin@fed-eng.com www.fed-eng.com (9j esting, Inc. ___ __3370 NE 5th Avenue Oakland Park, Florida 33334 — Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida Bearing Values Specific Gravity Carbonate Analysis Hydraulic Conductivity Organic Contents L.A. Abrasion FDOT Inspections QC Management Earthwork Inspections QC Concrete Inspections QC Asphalt Inspections Partial List of Services Geotechnical Engineering Services Field Inspection Services Fill & Quality Control Inspections Demucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Subsoil Investigation Pile Load Calculations Piling Installation Monitoring Asphalt Services Backscatter Density Tests Extractions & Gradations Marshall Limits Bulk Specific Gravity Cores for Thickness Determination Asphalt Pavement Monitoring Asphalt Assessment Concrete Tests Concrete Strength Testing Slump Tests Windsor Probe Testing Schmidt Hammer Testing Core Testing Air Content Concrete Unit Weight Flexual Strength Testing Environmental Engineering Services Phase I Site Assessments Phase II Site Assessments Lead Base Paint Surveys Site Inspections Phase I Follow up on Contaminated Sites Report and Analysis Research of Property Records Installation of Monitoring Wells Air Monitoring Soil Borings Soil and Ground Water Analysis Roof Testing & Inspection Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber / Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations Lightweight Concrete placement Inspection Roof Assessment / Evaluation Cap Sheet Inspection Fastener Spacing Inspection Tile/ Shingle/ Standing Seam Inspection Base Sheet Installation Inspection Insurance Mitigation Retrofit Mitigation/ Certification Roof Drainage Calculations 3370 NE 5th Avenue I Oakland Park Florida 33334 • MI®M 7aA . FDO% �Approved Laboratory�