The URL can be used to link to this page

Home My WebLink AboutENGINEERING & TESTINGLRECEIVED MAR 0 9 2020 ST. L Itting ude County, Perm J Subsoil Investigation Report prepared by: ,Oederal *%n9ineering esting, Inc. Client. Darren Casey Contact., William Arthur Address: 9867 SW 184th Street Palmetto Bay, Florida 33156 Project. Proposed Residence Address: 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 Date: Friday, September 4, 2020 aterials Testing I Inspections I Environmental Dederal ,U.Ingineering �qvjl� Desting, Inc. Table of Contents Client Information ------------- Project Information ----------- General Soil Descriptions --- Foundation Recommendations Soil Parameters --------------- Excavations -------------------- Settlement ------------------------ Grading -------------------------- Appendices Soil Boring Log(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Our findings in this report are based on soil conditions ei be built, (if available at this stage), Florida Building Code is preliminary (i.e. vacant land or building to be demolisl proposed structure once the location & layout of the prop( Please read this report in its entirety and follow all rc agency (Building Department, etc.) withholding the C costs. The Permitting Agency will require a final certific of Occupancy. All of our recommendations need to be densities on each lift, demucking verification, piling insf Please schedule us at least 24 hours in advance for all 1 Firm, you must verify they will provide you with the pr will only provide a certification letter if it has verified all Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-enq.com pg. I pg. 1 pg. 1 pg. 2 pg. 3 pg. 3 pg. 4 pg. 4 pg. 5 atered in the test bore locations only, proposed structure to firements and standard engineering practices. If your report additional borings are required within the foot print of the structure is known. lendations. Failure to do so may result in the permitting ate of Occupancy. This will cause delays and additional or signing off of the project prior to issuing the Certificate wed to receive a final certification from F.E.T., including i, etc., whichever recommendation applies to your project. and inspections. If you choose to use another Engineering certification in writing, as outlined in our report. Our firm r, as recommended in our report. L ( aO" �c- r 'OF MIAM ,,MDADE F D P7T ApproYed Lnbofatofy Dederal engineering 1,010esting, Inc. Friday, September 4, 2020 Darren Casey 9867 SW 184th Street Pahnetto Bay, Florida 33156 Attn.: William Arthur RE: Subsoil Investigation Proposed Residence 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 Dear Sirs: Pursuant to your request, Federal Engineering & Testing, above referenced site. The purpose of our investigal --preparation and design. A total of two (2) SPT borings were performed according (25) below the existing ground surface. (See attached fieli of soil stratas for the subject site: Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-enq.com Job Order Number 20SB809 has completed a subsoil investigation on 09-02-2020 at the was to verify subsoil conditions relative to foundation :) ASTM D-1586 drilled down to a depth of twenty-five feet sketch for locations). The following is a general description From Depth To Description of Soils off 611 Topsoil & Vegetation 611 81 Light Brown Sand with $hell 80 18, Bluish Gray Sand with Shell 18' 21' _5' Brown Sand with Shell 21' 2 Limerock with Shell Groundwater table elevation was measured immediately depth of three (3) feet below existing ground surface. F variations and run off as well as varying ground elevatic Site contractor must familiarize himself with site conditic Surface flooding may result under hurricane conditions project. The contractor shall make sure that groundwater dewatering activities. Specialty groundwater contractors s � the completion of each boring and was found at an average -tuation in water level should be anticipated due to seasonal construction dewatering and pumping activities in the area. in the event groundwater controls and dewatering is needed. Ind should be taken into consideration in the design of the els on adjacent properties are not affected by the contractors ill be consulted for all work below the groundwater level. Fiiday, September 4, 2020 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 The boring log(s) attached present a detailed description o shown on the boring log(s) is based on the examination o field log(s). It indicates only the approximate boundaries soil types may be gradual. From a geotechnical engineering perspective, the site is that the surface sand layers are compacted in place and become evident during site clearing, grubbing and proof Based on our understanding of the proposed structure recommend the following procedures for foundation de., 1) Strip the entire footings and building construction ground vegetation (when encountered) down to lines, root systems and drainage trenches, etc. ir. construction areas. The city arborists should be c any local codes. 2) Saturate and compact all construction areas with a the ASTM D-1557 modified proctor method. Tv direction. 3) Care should be taken when using vibration in If vibration cannot be used for compaction, compacted layer should not exceed 6 inches in ederal ,Xn9ineering esting, Inc. the soils encountered at each location. The soil stratification the recovered soil samples and interpretation of the driller's )etween soil types. The actual transitions between adjacent le for the construction of the proposed structure, provided rolled. Localized areas of loose materials, if present, will and must be removed prior to filling operations. the information obtained from our field boring log(s); we is plus five (5) feet past the outer perimeter of topsoil and a granular material. Any underground structures, utility be removed in their entirety from beneath the proposed [cted prior to any land clearing to verify compliance with y self propelled vibratory roller to a minimum of 95% of a minimum of ten (10) passes with the roller in each of existing structures in the vicinity of the construction area. c compaction may be applied. However, in this case, the 4) Backfill construction areas to proper elevation if heeded using a clean granular material placed in lifts not to I exceed twelve (12) inches in thickness and compacted as per item 2. 5) Representative samples of the on -site and propo classification and compaction characteristics. 6) All construction fill material above the water deleterious material, and shall contain no more sieve (0.075mm) and have a Unified Soil Classi or SW. No particle size greater than three (3) in 7) Fill Material below the water table shall be equivalent to about 12 inches above the water material shall be clean granular soil, free of oi than twelve (12) percent fines passing a U.S. St� fill material should be collected and tested to determine the D shall be clean granular soil, free of organics or other twelve (12) percent fines passing a U.S. Standard No. 200 on (USCS) designation of GP, GW, GP -GM, GW-GM, SP shall be used in the top 12 inches of the building pad. -d f ree draining gravel such as FDOT No. 57 stone or unless dewatering is used. When dewatering is used, fill or other deleterious material, and shall contain no more No. 200 sieve (0.075mm). Friday, September 4, 2020 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 -"age 3 8) Verify all densification procedures by taking aj compacted material. Density tests shall be perfo footings and column pad footings. This must Compaction, but before Reinforcing Steel Placem( from all areas to be tested prior to performing dens 9) After the installation of any plumbing and recompacted and additional densities tests be T 10) All of the above Geotechnical work shall be Testing's geotechnical engineer or his represe Florida Building Code. Please call us at 954-78z 11) In the event of existing structures, existing footi structural engineer and site contractor to protect engineer s hall be notified of these conditions to i The above foundation recommendations being achieved z ,1-4',psigned for a shallow foundation system with a permissi -,iad certification requires satisfactory completion and verifi Slabs placed upon compacted fill may be designed using a soil parameters shall be used for retaining wall designs: • Soil unit weight moist ------------------------- • Soil unit weight buoyant ---------------------- • Angle of internal ftiction --------------------- • Active Earth pressure coefficient (Ka)---. • Passive Earth pressure coefficient (Kp)--- • Angle of wall friction for steel piles ------- • Angle of wall friction for concrete / brick • Angle of wall ffiction for uncoated steel -- Excavations shall not extend within one (1) foot of the E underpinned. Trenching shall be in compliance with t. requirements. Shorings shall be designed and inspected by Provisions shall be made by the architect, engineer of tying in new to 'existing structures. Mixing of differ expansionjoints to address differential settlement. aederal ngineering esting, Inc. adequate number of field density tests in each layer of ned on the slab areas, footing areas, interior bearing wall )e scheduled immediately after Tamp and Spray and/or ,t. If reinforcing steel is already in -place, it must be removed I piping; we recommend that the disturbed area be to verify proper compaction of the disturbed areas. formed under the supervision of Federal Engineering & ve to verify compliance with our specifications and the 11 for scheduling. or proposed drainage lines, provisions shall be made by the footings from undermining and exposure. The geotechnical uate the applicability of his recommendations. verified; it is our opinion that the proposed structure be soil bearing pressure not to exceed 2500 P.S.F. Building on of all the above foundation recommendations. of subgrade reaction value of 200 pci. The following 110 pcf 48 pef 300 0.33 3.0 300 200 150 3,le of repose next to existing footings or structures unless :1 Florida Building Code, OSHA and Trench Safety Act Florida licensed professional engineer. ord and contractor to address differential settlements when foundation types shall not be used unless provided with Friday, September 4, 2020 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 ')age 4 Aederal ngineering esting, Inc. Detailed settlement analysis was beyond the scope of t�is report. Comparing the field test data obtained in this exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to I inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtuall� negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from th 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 I lines are properly functioning with no leaks in the vicinity pf 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, Feder�l Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showirIg the location of the proposed structure was provided at the time the soil borings were performed. Once plans and speclifications 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 sh+d 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. I Environmental analysis of the soil materials is not part of fhe scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an en ironmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase H Environmental bite Assessment is recommended. As a mutual protection to clients, the public and oursel clients, and authorization for publication of statements, cc pending our written approval. Federal Engineering & Testing, Inc. appreciates the Please feel free to contact us if we may be of further., \�01111111111/1111 J 0 H IV Sincerely, S /V 0. 394 K�ith LeBlanc, P.Erz- Federal Engineerini I Florida Reg. No. 59j�,re"%- Z 0 I D R Certificate of AuthorizQp4A' ""/III I/ I I I I I I I I I%\\\\\\ all reports are submitted as the confidential property of sions or extracts from or regarding our reports is reserved tunity to be of service to you at this phase of your project. to you. Friday, September 4, 2020 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 qage 5 ADbendices (f4ideral ineering stlng, Inc. Dederal Ongineering �Oestlng, Inc. SPT Test Client: Darren Casey Project: Proposed Residence Address: 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 Report Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-eng.com Date of Test: September 2, 2020 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descript ons Hammer Blows 'IN" 1 0" - 6" Topsoil & Vegetaiton 2 4 6 2 2 3 3 2 4 8 4 6" - 8' Light Brown Sand with S ell 4 3 8 13 6 5 8 7 5 16 8 11 9 9 9 10 22 10 12 10 I I A A A 12 8'- 18' Bluish Gray Sand with S ell A A 13 A A 14 A A 15 8 13 24 16 11 10 17 A A 18 18'- 21' Brown Sand with Shell A A 19 A A A 20 A A 21 18 16 35 22 21'- 25' Limerock with Shell 19 18 23 A A A 24 A A 25 A A 26 27 28 29 30 Water Level: 31111 Below Lan Surface A Auger Dederal Mingineering 10JOC;"Oesting, Inc. SPT Test Client: Darren Casey Project: Proposed Residence Address: 2304 Atlantic Beach Blvd North Hutchinson Island, FL 34949 Report Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-eng.com Date of Test: September 2, 2020 Hole No.: B-2 Location: See Attached Drawing ins Depth (FT) Soil Descripti 1 01 Hammer Blows "N" 1 0" - 6" Tops il & Vegetation 4 4 2 6" - 5' Pale Gray Sand with Shell 3 3 7 3 2 3 8 4 5 4 8 6 9 10 17 7 9 8 8 11 7 19. 9 13 11 22 10 5'- 17' Bluish Gray Sand with Shel- 11 10 11 A A 12 A A A 13 A A 14 A A 15 —A 8 9 16 12 8 21 17 A A 18 IT- 22' Brown Sand with Shell A A 19 —A A A 20 A A 21 —A 17 19 '22 22'- 25' Limerock 19 16 38 23 A A A 24 A A 25 A A 26 27 28 29 30 T-1 Water Level: 21811 Below Land Surfice A = Auger L L-1 .ol Site Location, Ns lk Image -�D 2020 TerraMetrics J) S-V -k B -2,'o r2304 Atlantic Beach Blvd B-1 f r 0 ederal ,&ngineering esting, Inc. Soil CWsifications Correlation of Penetration Resistanci with Relative Density and Consistency S 1- andk- Dynamic Cone Penetrometer Penetrometer Resistance Standard enetration Bamm�rBlows Relative Density 0-10 10-4 Very Loose 11-25 15-10 Loose 26-45 11-20 Firm 45-75 21-30 Very Firm 76-120 31-50 Dense > 120 1 > 50 Very Dense silts & C lay Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hamm�rBlows Relative Density 0-6 10-2 Very Soft 7-15 13-5 Soft 16-30 6,-10 Firm 31-45 11-15 stiff 46-90 116-30 Very Stiff 91-150 �j -50 Hard Rock Hardneis Description Soft Rock core crumbles when handled Medium Can break core with your hands Moderately Hard Thin �dges of rock core can be broken with fingers Hard Thin ed es of rock core cannot be broken with fingers �g Very Hard R6ck 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 Si2e Boulder > 12 in Cobble 3 - 121 Gravel 4.76 mm - 3 in Sand 0.074 mm - 4.76 mm Silt 1 0.005 mm - 0.074 nim Clay I < 0.005 mm Drilling & S The soil borings were installed in accordance with Stand Representative samples were collected utilizing spilt-ba "Penetration Tests and Spilt -Barrel Sampling of Soil in laboratory analysis were performed/collected during the i Penetration Tests During the sampling procedures, Standard Penetration T standard penetration value (N) of the subsurface soil. The blows of a 140-pound hammer falling thirty (30) inches, rei subsurface soil. The sampler was lower into the bottom of the hammer. The number of blows was recorded for ea penetration. The "N" value is obtained by adding the secor Water Level Measurements Water Level depths were obtained during the test boring Aicated depths are usually reliable groundwater levels. recent rainfall conditions may influence the depths to grc Soil Properties / Classification All samples collected were classified in accordance with soil material properties and compared with published liten Ground Surface Elevations Ground surface elevations have not been provided for the of the various strata and materials encountered were from i Aederal gineering esting, Inc. ling Procedures Penetration Tests procedures as set forth in ASTM D- 15 8 6. techniques in accordance with the procedures set forth in TM D-1586. The following field tests, measurements and llation of each soil boring. ts were performed at five (5) foot intervals to obtain the -.andard penetration value (N) is identified as the number of ired to advance the spilt -barrel sampler one (1) foot into the e previously cleaned drill hole and advanced by blows from � of the three (3) successive increments of six (6) inches and third incremental numbers. s. In relatively pervious soils, such as sandy soils, the variations, tidal conditions, temperature, land -use and levels. Unified Soil Classification System criteria to determined of the USDA Soil Conservation Survey. A boring locations. Therefore, all references to depth grade at the time of the drilling operations. Limitati 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. SubsuiJace 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 the boring was made. The boundaries between different soil strata a(W "cated at specific depths; however, these depths are in fact approximate a��-a�.-pendent 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 Dtherwise 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 I 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 ry 1echnical report is prepared primarily to aid in the design of site work __,,��tural foundations. Although the information in the report is expected :o be sufficient for these purposes, it is not intended to determine the cost of ,onstruction or to stand alone as construction specifications. (fdgederal ineering esting, Inc. of Liability 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 .1owner'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 be/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 ofReport 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 03'angineering 'Aj�oesting, Inc. 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 Phase I Site Assessments Site Inspections Research of Property Records Partial List of Services Field Inspection Se ices 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 Engir Foundation Engineei Foundation Design 8 Subsoil Investigation Pile Load Calculatior Piling Installation Mo ng Recommendation Phase 11 Site Assessments Phase I Follow up on Contaminated Sites Installation of Monitoring Wells Soil Borings Soil and dround Wat�r Analysis 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 Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-enci.com 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 Lead Base Paint Surveys Report and Analysis Air Monitoring IRIN(; RMS OF im Z 11CRUNCE J0 12MEM2 MIAMI-D=ADE FD97T Approved Laboratory _0�� ..