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HomeMy WebLinkAboutSubsoil Investigaion Report■ :hriicalI Materials Testing I Inspections I Environmental Oederal . OQ ngineering ®QOesting, In, Table of Contents Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com. www.fed-enq.com :. . Client Information -------------- --------------- — — ----- =---------------- pg.. I Project hnformation _-----------------_---- -------- — pg. 1 General Soil Descriptions------------=---------------------------------------------- - pg.. l Foundation Recommendations. ----------=---=— -------- -------------- pg. 2 Soil Parameters — —------------- ----------- .------- =----------- - pg. 3 Excavations---------------------- — ----------- ------------------------------------------- p& 3 Settlement,. --- - --=-------------- — —--- -------- — Pg. 4 Grading--=----- ------------ —--------------------------- ------------ ---------------- P& 4 Appendices —=-------- -- — — =— — — Pg. 5 Soil Boring Log(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 proj ect 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 5[h Avenuc Oakland Park; Florida 33334 nnn. CMEC MAMADE I�, " ■ T feral.. neering Ming, Inc. Wednesday, March 13, 2019 Mel-Ry Construction, Inc. 16961 S..Ocean Drive Jensen Beach, FL 34957 Attim: Mack Mantis RE: Subsoil Investigation Proposed Single Family Home 10751 S Ocean Drive LOT A13 Jensen Beach; FL 34957 Dear Sirs: Phone: 954-784-2941 E-Fax: 954-784-7875 adroin@fed=eng:com.. www.fed•eng.com Job.Order. Number . 19SB15.8 Pursuant to -your request; Federal Engineering & Testing, Inc. has completed a subsoil investigation on 03-13-2019 at the above_.referenced site. The purpose of our investigation was to verify subsoil conditions relativeto. foundation preparation and design: - A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down 'to;a depth of twenty-five feet (25) 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 From To Description of Soils 0" . 61' .. Topsoil'& Vegetation 6" 2'. Pale Brown Sand " 2' 4' Brown Sand with Shell 4' 9' Light Brown Sand with Shell 9' 20'. Pale Brown Sand with Shell 20' 25' Gray Sand with Shell Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of four (4) 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, W 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 de -watering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. Wednesday, March 13,.2019 10751 S.Ocean Drive LOT A13 Jensen Beach, FL 34957 Page 2 � ederal Q gmeering 8. Q esting, Iric. 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(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construotion.of the proposed structure, -provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident during site clearing,_grubbing and proof rolling, and must be removed prior to filling operations: Based on our understanding of the proposed structure and the :information obtained from our. field boring log(s); we recommend the:following procedures.for foundation design: 1) Strip the entire' footings and building construction areas plus five (5) feet past the.outer perimeter of topsoil and ground vegetation (when encountered) down to cleari granular .mat.erial. Any underground structures,- utility lines, root systems and drainage' trenches, etc. must be removed in their entirety from beneath the proposed construction areas. The city arborists should be contacted prior to any land clearing to verify compliance with any local codes. 2). Saturate and compact all construction areas With a heavy self propelled vibratory roller to a minimum of 95%of the ASTM D-1557 modified proctor method. Make a minimum of ten (10)'_passes with the roller in each direction. 3) Care should be taken when using vibration in case of existing structures in the vicinity of the. construction area. If vibration cannot be used for compaction, static compaction may be applied: However; in this -case; the compacted' layer should not exceed 6.inches in thickness. 4) Backfill construction' areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as per item 2.' 5) Representative samples of the on -site and proposed' fill material should be collected and tested to determine the classification and compaction characteristics. 6) All construction fill material above the water table 'shall be clean granular, soil, free 'of organics or. other deleterious material,, and shall contain no more than, twelve (12) percent fines passing a U.S: Standard No. 200 sieve (0.075mm) and have a Unified Soil Classification (USCS) designation 6f GP; GW,.GP-GM, GW-GM, SP or SW. No particle size greater than three (3) inches shall be used in the top 12 inches of ihe.building pad. - 7) Fill Material below the'water table shall be washed free draining gravel such as MOT No. 57 stone or equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill material shall be clean granular soil, :free of organics or other deleterious material, andshall contain no more than twelve (12) percent fines.passing.a U.S. Standard No. _200 sieve (0.075mm).. Ing!neenng Aesting, ederal Wednesday, Mamh 13, 2019 10751 S oceanDrive LOT A13 - Inc. Jensen Beach, FL34957 Page 3 ' 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material: Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings.This must be scheduled'' immediately' after Tamp . and .Spray and/or Compaction, but before Reinforcing Steel Placement. If reinforcing steel is already in -place, it must be removed from all areas to be tested prior to performing densities. 9) After the installation of any plumbing and electrical piping' we recommend'. that the disturbed area be recompacted and additional- densities tests be performed to verify proper compaction of the disturbed areas. 10) All of the. above. Geotechnical work shall be performed underthe. supervision of Federal Engineering & Testing's geotechnical engineer or his representative to verify .compliance with our specifications and .the Florida Building Code. Please call us at 954-784-2941 for scheduling. 11) In the event of existing structures, existing' footings or proposed drainage lines, provisions shall be made by the structural engineer and site contractor to protect all footings from.undermining and exposure. The geotechnical engineer shall be notified, of these conditions to evaluate the applicability of his'recommendations. The above foundation recommendations being achieved and verified; it is our opinion that the proposed structure be designed for a shallow foundation system with a permissible soil bearing.pressure not to exceed 2500 P.S.F. Building pad certification requires satisfactory completion and verification of all the above foundation recommendations. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: • Soil unit weight moist --- —--------- —------ ----------- —----------- ---- -- --. 110.pcf • Soil unit .weightbuoyant--- ---------- -------------------- ------......... —------------- --- 48.pcf • Angle ofintemal friction----------___—______--:--�--_-_---��--�_--:---_____� 300 Active Earth pressure coefficient(Ka)------------ =------------------ -------------- 0.33 • Passive Earth pressure cbefficient.--==------ --=---------=---- p e (Kp)----- — 3.0 . • Angle of wall friction for steel piles— --=------------------------ 30 • Angle of wall friction for concrete / brick walls ---- ---------------- —---------------- ----- 200 • Angle, of wall friction for uncoated steel—,-------------=---------- --------- — 150 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 13uildirlg .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 differentialsettlementswhen tying in new to existing structures.' Mixing of 'different foundation types shall not be used unless provided with expansion joints to address differential settlement. Wednesday, March 13, 2019 10751 S Ocean Drive LOT A13 Jensen Beach,'Ft.3495.7 Page 4 A-M&gIneeflng, ederal esting, Inc. Detailed settlement analysis was beyond the scope of .this. 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 1 inch.. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain Waters shall be discharged awayfrom 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 forexcavating, backfrlling 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 lI 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; Keith=L6Wanc;-V ;F..:- �' S i Eedcrs, tn> inecxing k°.-. Testing, Inc. - Flondg.R,eg.`No. 59394 Certificate of Authorization # 5471 ederW . gineering esting, Inc:; Client: Project: Address: Mel-ky Construction, Inc.. Proposed Single Family Home - 10751 S Ocean Drive LOT Al Jensen Beach; FL 34957 Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng:com www.fed-eng.com SPT Test Boring Report Date of Test:. March 13, 2019 . Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer'Blows "N" 1 0" - 6" Topsoil & Vegetation 3 4 _ 8: .2: 6" - 2' 2' -4' Pale Brown Sand Brown Sand with Shell 4. 4-77 ; 3 5 3' 8 4 .. 5. 5. 5 5 fi. 13 :. 6 . 4' - 9' Light Brown Sand with Shell .7 :8, . 7 7 9 21 .. 8 12 _ 14. _9 14 11 29 10 14 '' 12 . 1.1 - A A.. ' A 12 A A 13. A A A 14 .. 9' - 20' .Pale Brown Sand with Rock A A 15 13 13 27 16 14 '. 12 17. A A A 18 A A-. - . 19 A .. 'A. - A 20. A A 21 14 15 27 22 20' - 25' Gray Sand with Shell 12 13 23 A A A 24. A A 25' ... A 26. . 27.. 28 29 30 Water Level: 4'4" . Below Land Surface A = Auger Deptli.(FT) Soil Descriptions Hammer Blows. "N" - 0"-- 6"' : Topsoil & Vegetation ' : • 4-' .:. ..3 7_. 2: :; . 6" - Y: . Pale Brown Sand with Shell 4, ': :. -5. ".. . 3. .. 6 .`...5. -... -.. 4 4" .' 6 3' - 7' . LightBrown Sand with Shell 5.:. .. 7' ' :7, .15: 6:. 8. 7 :9 9 24 : . 8 ' :. 15 - :. 15::. .9. 16 15 '. .. 31 .., 10. :'16 '. 15.: , l l 7' - '15' Pale Brown Sand.with.Ro61r 14" 14 29 :. 12. 15 • :.: 14 ' 13: 13. : 14:: 29" 14... -::. ::15.'''. :14 '15 17:: r:.' 15 :. 1.6 7 18 19 20.. . 22, 23 24 . . 25 .: 26. .27 . 28• 29 . 30 . fix wc'$ 10143 It v t ,� .tea �'�• ,r,.� :,o Image 0 2019 TerraMevics aderall f(Pn9ine.ering & SO Bor,m—g'Location Map Federal Engineering'& Te'.sting.inc. WRNE.5th Avenuej - Oakland Park, FL 33334(954) 784-2941 Correlation'of Penetration Resistance with Relative Density. and Consistency - Sands ::Dynamic Cone Penetrometer - Eenetrometerflaistance :'. Standard.Penetration - •:.HaminerBlows' kelative Density: 0 - 10 0 - 4 Very Lcose • :: 11 _ 25 ,. •- .. ,. .: - 5.,10 .: • :: ' .. :.. •:. Loose • :.: •.. - '26:-45 11 -20 Firm ::45 _-75 :'.. :: ' 21 -:30' ::. _ : ... Ven'Finn. • '.. -' .76'-120. :..: 31 - 50::::.'„ :. Dense :. :•> 120: ':.`. >:50'." .: -:': Very Dense Silts& Clay Dynamic Cone Penetrometer Penetrometer:Resistance: Standard Penetration .HanimerBlows Relative Density:' 0 -:6 0 -2'. Very Soft. 7='15 ; . 3-5 Soft -16:-30 . ' :' 6.-W. "' :': " :: ',. Firm. "•':: •' '31._45_ ..;: .11'-.15-:, '. :'.. :•::. ;'....Stiff':... 46 - 90 '.: = :.': 16 = 30::.: Very. Stiff. • : 9T-150-''. 31-.50 ...'.:. Hard.: : Rock Hardness Description -Soft Rock core crumbles wheuharidled Medium. : ' . • • Can break core with your hands ". - - : .: •' Moderately Hard Thin edges of r6ck.6ore:can be broken -with fingers . . Hard Thin.edges of rock core. cannofbe broken with'fmgers'.. ' ' Very.Hard.': : � :: Rock core rin s' when.struck with a, hammer - g Sand Quantity Modifiers Very -Slight -Trace ' 0 7,2 % '. . Slight Trace :Trace. ' ::' .. 5 ; 10 %'. Little.Trace " ;. - 10-'l5•%' ..' Some.: : :.: : 0 =.30 % Silt - Clay Quantity Modifiers Slightly Silty/Clayey .' .:'0-,50/0 . Silty [Clayey. 5 - 30 % '. Very Silty / Clayey'. 30 - 50.°/o . Particle Size Boulder' >.12 in ' Cobble' • _ :' 3 - 12 in Gravel• : ". ' : 4.76.mm - 3 iii - Sand.:.::.:. 0.07.4 mm'- 4:76'mm Silt.'. .: _' :::0.005 mm - 0:074 mm. - ' Clay. ''..: :. -5 0.005.inm::. ® ederal Q ngmeering & Q esting,:lric. Drilling & Sampling Procedures ., The'soil borings wereinstalled 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 pe'rformed/oollected 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 usuallyeliable.groundwater levels. Seasonal variations, tidal: conditions,.temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. SoilProperties / 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 "curently"practicing under similar conditions. No other warranties, expressed. or implied, are made. While the services. of F.E.T. are an integral and -valuables 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 spending 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 to strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata - am 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 welldrawdown, 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 am 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 themeasurements 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 paidin 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 consbuc¢on or to stand alone as construction specifications. ©ederal Q ngineering & ©esting,.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 analysisonly and is. not to be. used.for excavating, backfilling or pricing estimates. The site .contractor must faririliarize'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'examitied 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 GeotechnicalEngineer'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 notinterfere 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. Ifthe.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 plahs 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,punitiye 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, Le: deposition, expert witness, etc. RE.T. has no obligation to amend its conclusions. or recommendations after thedate 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 bfthis report. ' ederal: _ Phone:954z84=29a1: �.... OQ ngineering E-Fax: 954-784 7875 . admin@fed=eng:com . . ,,, Q estmg, Iric: Partial List of, rvices: G eotechnical Engineering: Services:: ; .. So11J Aggregate Tests Field Inspection Services Asphalt Services : Soil Borings . Density Corripaction tests Fill,& Quality Control Inspections $ackscatter.DensityTests Extractions& ' Grain Size Analysis' • : " .. Demucking lh Ps ections . Gradations: Moisture Contents- '. Building Inspectiohs, :; Pile Driving I i pections Marshall Limits Bulk Specific Gravity. Soil Classifications Pile Load Tess Cores for Thickness: Determination . . Gmerock Bearing Ratios ::. .. _ - = . Steel Inspeection. Asphalt Pavement: Monitoring Florida Bearing Values :-Threshold Inspection: 4sphaltAssessment: Speafic G.4vity., . Bolt inspection Carbonate Analysis.. _ .. Weld Inspection _ l:aricrete.Tests . Hy .. ', • : " Vibration Mon'itorin Vibration s Concrete Strength Testin g: . g Organic Contents : ' .:. .'_ Slump"Tests . L.A. Abrasion .. Geotechnical'Engineering. ':: , WindsorProbe:Testing : FDOT Inspections Foundation Engineering Schmidt Hammer Testing Core Te sting'. QC Management Foundation'.Desi n &'Recommendation g Subsoil Investigation,-" Air. Content Earthwork inspections QC Concrete Inspections Pile Load Calculations Concrete Unit.Weight Flezual Strength Testing. QC Asphalt.lnspections. Piling Installation Monitoring Environmental'Engineering' Services . Phase I Site Assessment's. Phase II Site Assessments Lead -Base Paint Surveys Site Inspections - Phase. I Follow up on ContaminatedSites Report and Analysis Research of Property Records :. Installation of'Monitoring Wells' " ::. Air Monitoring Soil Borings :. Soil and: Ground :Water Analysis.. Roof:1esting.9 Inspection:Services..-: TAS 105 Field Fastener Withdrawal,Test' TAS 106 Tile Uplift Test TAS 124 Bell Chamber! Bonded PulllTest f TAS 126 Moisture Survey Windload'Calculation Drainage Calculations '..• , Lightweight Concrete placement inspection >' Roof Assessment / Evaluation > Sheet Cap,lnspection Fastener Spacing Inspection Tile/Shingle[ Standing Seam Inspection " Base Sheet Installation Inspection - -: insurance Mitigation ..::.....:..::....- .,' .' �. 6t I Retrofit Mitigation/ Certification' Roof Drainage. Calculations' clef:. 'MIAM{OnDE ® 1=oor �:.. '?" )--d S1,. OQ ederal , ngineering ®Oesting, Inc. Field Density Tests of Compacted Soils Method D-6938 Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-eng.com Project: Proposed Single Family Home Date: March 10, 2020 Address: 10751 S. Ocean Drive, Lot All3, Jensen Beach, FL 34957 Order #: 20CMT835 Area Tested: Footings Permit #: 2001-0356 Material Type: Pale Brown Sand with Rock & Debris Tech: Company: Mel-Ry Construction, Inc. Address: 10967'S. Ocean Drive Jensen Beach, FL 34957 MH Compaction Req.: 95% Proctor Method: ASTM D-1557 Test # TEST LOCATION Probe Depth Elev. Moist "�c Dry Density PCF Proctor Value PCF Optimum Moisture % Compaction Pass 1 Center of North Side of Footings 12" BOF 9.4 99.8 105.0 10.0 95.0% Yes 2 Center of West Side of Footings 12" BOF 6.2 101.2 105.0 10.0 96.4% Yes 3 Center of South Side of Footings 12" BOF 7.8 100.4 105.0 10.0 95.6% Yes 4 Center of East Side of Footings 12" BOF 9.0 100.1 105.0 10.0 95.3% Yes 5 6 7 8 — — s '. 10 11 I-f rlart t 12 t. Luci 2 County, =L 13 14 Remarks: See Reverse Side Legend for Elevation: PR = Proofroll 1,2,3 =1st, 2nd, 3rd Lift Submitted by: SL = Springline FL = Final Lift Keith LeBlanc, P.E: 1/jp4?, SG = Subgrade BG = Below Grade Federal Enginsering & Testing. Inc. BC = Basecourse BOF = Bottom of Footing Florida Reg. No. 69394 TOP = Top of Pipe FG = Finished Grade Certificate of Authorization #5471 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authodratioi for puEiicabbn of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of cLmpactlon of the tested layer of material only. A density does not replace a soil bearing capacity determination. These density tests do not certify the underlying soil materials bslortlthe proposed structure. Ttl rosults do not preclude or guarantee that future settlement and cracking will not occur. A soil boring test is required to certify that the underlying Mire. will support the proposed structure without settlement If no soil borings have been performed to verify the underlying soils, we recommend that soil borings be performed to evaluate the suitabVity;oftho underlying soil to support the proposed structure. After laying dormant for a period of 90 days or after heavy rain/storms, retesting must be performed on this work. ' I ., PAGE 1 of 2 Compacted Soils Method D-6938 Disclaimer Pursuant to your request, Federal Engineering & Testing, Inc. (FET) has performed a compaction test at the referenced project on the reverse side. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a soil bearing capacity determination. A soil boring test must be performed by the client prior to construction to verify subsoil conditions. Our scope of services only included testing the top 12" of added fill material. FET was not contracted to perform supervision of the building pad preparation. This testing of the added fill material does not include an analysis of the underlying soil materials to determine if they are capable of supporting the proposed structure without settlement. This density compaction test does not warranty any underlying soil materials or conditions below the tested top 12 inches of material. If no soil borings have been performed in the location of the proposed structure, we recommend performing soil borings below all foundation areas of the proposed structure to verify the underlying soil 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. The scope of services is for determination of the degree of compaction of the tested layer of material only. No other analysis is implied or warranted. Job project specifications were not available at the time the work was performed. Determination of the pass/fail compaction results are based on current common industry requirements of 95% of the ASTM D-1557 standard for building foundations and 98% of the AASHTO T-180 standard for paved areas such as roadways and parking lots. If different specifications are required, Federal Engineering & Testing, Inc. shall be notified. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain waters, construction activities, utility or footing excavations, overgrown vegetation, traffic and other disturbances will void this`test and the site must be re -compacted and re- tested prior to construction. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of our client and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. It has been a pleasure working with you and we look forward to doing so in the near future. s Page 2 of 2