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HomeMy WebLinkAboutSUBSOIL INVESTIGATION REPORTSubsoil Investigation Report prepared by: I e era�l TESTING INC.. wWw.fed-eng.com Client.!, Mel-Ry Construction, Inc. Contaci.- Mack Mattos Address: 1.0967 S.,Ocean Drive Jensen Beach, FL 34957 Project: Proposed Single. Family Home .MPOSS: 1044 N6ttl 69 Blvd. Jensen Beach, FL34957 Date: Thursday, April., 13, 2017 File, �Colvyy. Materials. Testing I Inspections I Environmental e era & TESTING INC. ,�. SWIM Ave:Pom ano Beach, FL 33069 Table of Contents Phone 954-784-2,941 800-848.1919 Fax 954-784-7815 ClientInformation ------------- ------------------------------------------------ —------- pg..1 Project Information -= ------ —------ ----------------- =----------- —----- — --- - —--- ----- pg. 1 General. Soil Descriptions------------------------------------------=------=---------- pg.. 1 Foundation Recommendations ---- —------------- ----=-------------------------- :----- pg 2 Soil Parameters --- ------------------- —----- —------------------ =------- —----- ;_w_r— pg::3 Excavations ------ ------------- ____ ------- —-------- =------- ==------_------ ---------- pg.; 3 Settlement--- --------------- —--- —-------------------- ----=----------- ---------- -------- pg., 4 Grading----------------------------------------=----------------_-— ----------------- pg. 4 Appendices---------------------------------------- Soil Boring Log(s). Project Location ,. Soil Boring Location(§) Soil Classifications Sampling Procedures Limitations of Liability For Your Information Our'findings in this report are based on soil conditions encountered:in'the'lest 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 footprint 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 andzdditional. costs' The Permitting_ Agency will a final certification or signing off of pzoject.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 verif cation, piling,irispection, 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. • MIAMIM Y fir. Construction Material American Concrete Miami Dade Florida Department .Engineering Council Institute County of Transportation & TESTING INC. 1-79 SW 13th Ave. Pompano Beach,FL 33069 'Thursday, April 13, 2017 Mel-Ry Construction, Inc. 10967 S. Ocean'Drive Jensen'Beach, FL 34957 Attn.: Mack Mattos RE: Subsoil Investigation Proposed, Single Family Home, 1044 Nettles.Blvd. JenseJnBeach, FL 3495,7 Dear Sirs: Phone 954-784-2941, 800-848-1919 Fax 954-784-7875 Job Order Number 17=SB-263 Pursuant to your request, Federal Engineering &. Testing, Inc. has completed a subsoil investigation on .04/11/2017 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation reparation 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: 7 § C tA're d' 8•N 3 "� 6 � �'� 0" 6" Topsoil & Vegetation. Brouvn.Sad k, 11611 16' Pale Brown Coarse Sand with Shell &,Rock °� t 16' 25' Gray Coarse Sand with Shell 'R s 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 ran 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 ,dewateiing, 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 ' the contractors dewatering activities. iS,pecialty groundwater contractors shall be, consulted for all work belowtle groundwater.level. Thursday, April 13,2017 1044 Nettles. Blvd. ,,rr ��Jensen Beach, FL 34957 ge 2 1F ENGINEERING 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 betweenadjacent soil types may, be.gradual. From it geotechnical engineering perspective, the site is suitable for the construction 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 clean granular material. 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. fi 2) Saturate and compact all construction areas with a heavy selfpropelled vibratory roller to a minimum of 95% of the ASTM D-155.7 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 collapacted,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 of 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 the building pad. 7) Fill Material below the, water table shall be washed free draining, gravel such as FDOT 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. (I 2),pereent fines passing a U.& Standard No.'200 sieve (0.075mm). Thursday, April 13,1,2017 1044 Nettles Blbd. Jensen Beach, FL 34957 'ge 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. 1.0) All of the above Geotechnical work shall be performed under the 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 954-784-29.41 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 esigned for a shallow foundation system with a permissible soil bearing pressure not, to exceed 2500 P.S.F. Building ad 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 -weight buoyant ---- —---- —------ =--------- —---- —-------------------- —----- --:---- 60 pcf Angle of internal friction--------------------------------------------------------------------- 300 • Active Earth pressure coefficient (Ka)--------------- ---------- —-------- ------------ 0.33 • Passive Earth pressure coefficient K--------------------= • Angle of wall friction for steel piles----------------------------------------------------- 300 • Angle of wall friction for concrete / .brick walls------------------------------------------ 200 • Angle'of wall friction for uncoated steel------------------------------------------------ 15 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 in 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 xpansion joints to address differential settlement. Thursday, April.13, 2017 1044 Nettles Blvd. Jensen Beach, FL 34957 ge 4 ENGINEERING 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 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 geoteahnical 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, back -filling or pricing estimates. The site contractor must familiarize themselves ith 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 maybe of further service to you. Itle}31ar�, P: —eY�� F.ecal.Engineering &169t ng, Inc. Flor &da 'pg.`No. -593944 � a a ,ertificateof_�lutlk4t"°tion #.5471 Client: Project: Address: aM& TESTING INC. kve Pompano Beach, FL 33069 Mel-Ry Construction, Inc. Proposed .Single Family Home '1044 Nettles Blvd. Jensen Beach, FL 34957 SPT Test Boring Report. Phone 954-784-2941 800-848-1919 Fax 954-784-7875 Date of Test: April 11, 2017 Hole No.: B-1 Location: See Attached:Drawing. Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 2 3 2 6" - T6'.' Brown Sand 3 3 6 4 49 4 5 6 5 5 6 6 7 7 13 7. 8 8 1'6" - 16' Pale Brown Coarse Sand with Shell & Rock 9 8 17 9 10 10 10 11 12 21 I A A 12 A A A 13 A A 14 A A A 15 12 10 16 � 10 1'1 20 17 A A 18 A A A 19 A A 20 16' - 25' .Gray Coarse Sand with Shell A A A 21 22, 8 9 15 23 A A 24 A A' A 25 A A 26 27 _ 28 29 30 Water Level: 4-7:' Below Land.Surface e Keith-Saglan Fe&hil:Etigiiieering�o. egting, Inc. A =Auger Flo rida.Reg.1 M 59�394 Certificate of Authorization # 5471 Phone 954-784-2941 r 800-848-1919 LA&TESTINGINC. fax 954.784=7875 0 SW i3th Ave Pom ano Beach, FL 33069 fed -eft .coal Test-BoringReport CROA; Mel-Ry Construction, Inc. Date of Test: April 11, 2617 Project: Proposed Single Family Home Hole No.: B-2. Address: 1044 Nettles Blvd. Location: See Attached.Dra:Nving Jensen Beach, FL 34957 Depth. Soil Descriptions Haramer'Blows "N" 1. 0" - 6"' Topsoil & Vegetation 4 4 8 Z 6"- 4' Pale Brown'Sand with. Shell Fragments 11 4 5 3 4 s. 10 4. 4'- 6'. Gray, Sand 5 5 5 5. 6 12' 7 7 7 14 8 7 8 9 8 9 1$ 10. 6' -15' Dark Gray Silty Sand with Softie Rock 9 10 1.1 10 11 21 12 10 8 13 9 10 20. 14 10 9 15 11 1.2 16' 1'7 18 19 20 21 22 23 24 25 26 27 28 29' 30 v Water Level: 4'6" Below-Land,Surface r Keith LeBlanc, P E. re leial hngir es i &� siing, Inc. A = Auger Flor`trlYil:eg., Io.o9^� Certifcat�!)_-X ytituiirization # 5471 0 2016 Google 2 Federal Engineering & 'll Client: Mel-Ry Construction, Inc. Test: Subsoil Investigation (site map is not to scale) Soil Boring, Location Map inn Inc. 250 SW 13th AVE Pompano Beach FL 33069 (954) 784-2941 Project: Proposed Single Family Home Project Address: 1.044,Nettles Blvd. Jensen Beach, FL 34957 2 Soil Classifications Correlation of Penetration Resistance with.Relative Density and Consistency Dynamic Cone Penetrometer StandardPenetration Penetrometer Resistance Hammer Blows Relative Density 0,-10 0-4 V Very Loose 1 1.- 25 5-10 Loose t 26-45 11-20 Finn, 45,-75 21-30 Very Firm 76-120 31-5 _0 Dense > 120 '50 Very Dense, Dynamic-Co'ne, Penetrometer'. andaidPenetiation Penetrometer Resistance Ham'merBlowq Relative Density 0-6 0-2 Very -Soft 7-15 3.- 5 Soft 16-30 640 F irm f 31-45 Al -:15. stiff 46-90 .16-30 Very Stiff 91- so Hard C. Soft Rock core crumbles when handled Medium. Can , break core Wit4yq4ihands Moderately Hard Tbin, 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 0 ,erg ,afflil Very Slight Trace, 0-2% Slight Trace 2 =:5 % Trace' . 1 5-10% - Little Trace 10- - 15 Some 4> 15-30 With 30 %0�7.__A Silt Clay 2, Slightly Silty /Clayey 0-50/. Silty I, C!, 4yey 5_30.% Very Silty Clayey 30-50% smw Boulder >12 in 'Cobble -3 - 12 in. Gravel 4.76 mm. - 3 in Sand 0.074 mm - 4.76 InIn Silt .0,005 rpm - 0.074 mm. Clay <_ 0.005 InIn ENGINEERING ENGINEERING Drilling & Sampling Procedures r 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 (1) 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. Thenumber 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 jdicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may, influence the depth's: 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 oft he 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 ofthe 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 whichwe 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 partyuse. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depth's 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 av cated'at specific depths; however, these depths are in fact approximate at. -pendent upon the frequency of sampling. The transitions between soil strattim 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 possibilitythat conditions may be different from those of the test locations; therefore F.E.T.'does riot 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 dde and owing to REX. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis.and Recommendations TbO,QeOtechnical report is prepared primarily to aid in the desigwof site work az ;rctural foundations. Although the information in. the report is expected to be sufficient for thesepurposes, it is not intended to determine the cost of construction or to,stand alone as construction specifications. 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 orpricing 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 structures) to be demolished •is considered preliminary with further borings) 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 specificatiods. 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.