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HomeMy WebLinkAboutReport Of GeothechnicalENGINEERING & TESTING, INC. Phone: (866) 781-6889.Faa: (866).784-8550 www.floridaenginceringandtcsting.com 250 S.W.13'h Avenue Pompano Beach, FL 3W9 REPORT OF GEOTECHNICAL EXPLORATION FOR: Rick Friedrich 140 Blue Grotto Drive Fort Pierce, Florida PREPARED FOR: Proposed Two Story Residence 260 Marina Drive , Fort Pierce, Florida PREPARED BY: Florida Engineering & Testing, Inc. 250 S.W.13*h Avenue Pompano Beach, Florida 33069 (954) 781-6889 ON: January 3, 2017 File Copy Qrcdtity �.�QA ✓lsstrrance 4 TABLE OF CONTENTS I.) DISCLAEWER II.) COVER. LETTER • SOIL STRATA$ • WATER LEVELS . • FOUNDATION RECOA01ENDATIONS M-) STANDARD (DYNAMIC CONE) PENETRATION LOGS). IV.) FIELD SKETCH V.) MAP 'OF SUBJECT SITE VI.) GENERAL NOTES • KEY CLASSIFICATIONS & SYMBOLS VII.) MUTATIONS OF LIABILITY DISCLAIMER Our report findings are based on. present onsite soil conditions encountered. It is imperative that you read our reports in their entirety and follow all recommendations as listed. Failure to follow our recommendations, may result in delays and additional costs due to permitting agencies (Building Department, etc.) withholding a Certificate of Occupancy for your proposed structure(s). All recommendations shall be followed in order to receive a final certification, which may include but not be limited to density testing per lift of fill material, demucking verifications, piling inspections. In addition, these reports are for foundation analysis only and shall not be used for excavating, backfilling, or pricing estimates. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another engineering firm for further testing and inspections, it is your responsibility to ensure that they provide you with the proper certification in writing, as outlined in our report. January 3, 2017 Rick Friedrich . 140 BIue Grotto Drive Fort Pierce, Florida RE:* SUBSOIL INVESTIGATION Proposed Two Story Residence 260 Marina Drive Fort Pierce, Florida Dear Sir or Madam; ENGINEERING & TESTING, INC. Phone: (866) 781-6889 •Fax:. (866) 784-8550 www.floridaengineeringandtesting.com 2.50 S.W.13a` Avenue Pompano Beach, FL 33069 Job Order No.:16-3934 Pursuant to your request, Florida Engineering & Testing, Inc., has completed a subsoil investigation on December 23, 2016, at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to the proposed structure(s) .foundation preparation and design. Our recommendations are based on the assumption that the proposed structure(s) are as follows: two story residence (approximately 3,000 square feet). A total of two (2) SPT borings were performed according to ASTM D-1586 down to depth of thirty to thirty-five feet (30' 35') (BEGL) below existing ground level (see attached field sketch for locations). Based on our soil borings, the soil profile varies across the subject site (see attached SPT Test Boring Report(s) for details). Groundwater table elevation was measured immediately at the completion of the boring(s) and was found -at depths ranging from six feet eight inches to six feet ten inches (6'8" to 6'10") BEGL.. Fluctuation in water levels should be anticipated due to surface runoff, tidal influences, seasonal variations, varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize themselves with site conditions in the event groundwater controls and dewatering is needed. 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. Quality �,,3��/✓lesrsrance Page 2 January 3, 2017 Job Order No. 16-3934 Rick Friedrich FILORXX3A Proposed Two Story Residence 260 Marina Drive, Fort Pierce,.Florida: The boring log(s) attached present(s) a detailed description of the soils encountered at the test location(s). 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. 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 preparation: 1) Strip the entire construction areas plus five feet (5) past the outer perimeter of the structure of topsoil and ground vegetation (when encountered) down to clean granular material. 2) Saturate and compact all construction areas with a vibratory roller to a minimum of 95% of the A.S.T.M. D-1557 modified proctor method. Make a minimum of ten (10) passes with the roller iii each direction. 3) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve inches (12") in thickness and compacted as per item 2. 4) 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' layers should not exceed six inches (6") in thickness. 5) All construction fill material 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). 6) Representative samples of the on -site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 7) Verify. all densification procedures by taking an adequate number of field density tests in each layer of compacted material and bottom of footing excavations. This must be scheduled immediately after Tamp and Spray and/or Compaction but before steel placement. If steel is already in -place, it must be removed from all areas to be, tested prior to performing densities. 8) All Geotechnical work shall be performed under the supervision of a Geotechnical Engineer or his representative. 9) After the installation of any plumbing and electrical piping; we recommend that the disturbed areasbe recompacted and additional density tests be performed to verify proper compaction of the disturbed areas. Provided the above foundation recommendations are achieved and verified; it is our opinion that the proposed structure can be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2,500 P.S.F. Bearing capacity certification requires satisfactory completion and verification of all the above foundation recommendations. (7) Page 3 . January 3, 2017 Job, Order No. 16-3934 Rick Friedrich Proposed Two Story Residence 260 Marina Drive, Fort Pierce, Florida: E 0 - IN , T7t We recommend a minimum width of 16 inches for continuous footings and 30 inches for individual footings, even though the soil bearing pressure may not be fully developed in all cases. We recommend that the bottom of footings be at least 12 inches below the lowest adjacent finished grade. It is our, opinion that the floor slab system may be constructed as a slab on grade. We recommend that a vapor barrier be placed between the soil and concrete. We also recommend that the reinforcing steel mesh be placed at the approximate center of the slab for tensile support. - It was estimated that upon proper completion, long-term total settlements .should be on the order of less than one inch. Differential settlements should be approximately one-half of the total settlement. 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. If applicable, the seawall structure should be inspected to verify the structural integrity and prevent undermining due to the piling installation or excavation operations. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test location(s); therefore Florida Engineering & Testing, Inc., does not guarantee any subsoil condition surrounding the bore test hole(s). For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. The discovery of any site or subsurface conditions during construction which substantially deviate from the information in our subsoil investigation should be reported to us immediately for our evaluation. In accepting this report the client understands that all data from this soil boring report 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 thejob site conditions prior to bidding. 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. All work must be conducted under the supervision of our Geotechnical engineer. All work shall be, conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and Regulations. ' Florida Engineering & Testing, Inc., appreciates the opportunity �to4 be 1of service to you at this phase of your project. If you have any questions or comments, please'give„us A,call. We would be pleased to help any way -'we can. It has been a pleasure working rward to doing so in the near future. �r s �rls?f}K, Sincerely, ' Mark A. Mesiano, P.F,: `'r r' ` Florida Engineering 8c' Testing, Inc. Florida Reg: No. 49202' Certificate of Authorization No. 6923 SPT Test Borm` a Report Client: Rick Friedrich. Hole No: B-1 Project: Proposed Two Story Residence Date: 12/23/16 Address: 260 Marina Drive Fort Pierce, Florida Location: See Attached Field Sketch I Penetration 'IN" Value 01' 41 Dark Grayish Brown Slightly Silty Fine Sand �an�nui�i�uin�ii� �ouA6.1 !ie��m�nmas B rown Fine Sand ��wn7nrinnm�n - 10' Brown Fine Sand with Traces of Cemented Sands �m■unni�nrm■n Grayish Brown Fine Sand �OIIIIAI►11AlIAlll■ �oni�u!�memWn Fi-re Sand �oiN!�eirynvnan 7 Fine Sand with Some S bell Fragments �011�lilIIIIIIIIINII�I �AWII�IIIAIII�IIi Cemented Sand �manmrmnn�nnn� �A�YIII IYIIIIIIIBIII �0n�aimoienmvn �■NYINIIIIIMIIIII Water Level: 618" BEGL 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 Mark A. Mesiano, P.E. , extracts from or regarding our reports is reserved pending our r > J written approval. Florida Engineering &,ilesting, Inc. A =Auger/Straight Rod Florida,Reg. No: ,4820%2'.�l'',_' Ref =Refusal Certificate of Authorization No. 6923 BEGL = Below Existing Ground Level 0 = Weight of Hammer U SPT Test Boring Report Client: Rick Friedrich Hole No • B-2 Project: Proposed Two Story Residence Date: 12/23/16 Address: 260 Marina Drive Fort Pierce, Florida Location: See Attached Field Sketch Soil Descriptions Penetration "N" Value 0' - 4' Light Brown Fine Sand with �lANIIIIIIIIYIIIYIYII Trace of Shell Fragments �ain��uwi�u�un '41- 61 Grayish Brown Slightly Silty' Fine Sand ��Al1i�I�111A1A1111 ��IIIIIIIIIIIIAYIIIIIAI Grayish Brown Fine Sand 15'- 20' Grayish Brown Silty Fine lSand �mI�IIIIRIIAIII�INI doll �I�1�1�1111 �mum�s�rdrn�np Water Level: 6'10" BEGL `' •' c; y 5° E.� As a mutual :protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, Mark A. Mesiano, Y.E. ` and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our Florida,Engineering.& Testing, Inc. t. it:. written approval. Florida Reg. No. 1 2, 02- A = Augei /Straight Rod Certificate of Authorization No. 6923 Ref = Refusal BEGL =.Below Existing Ground Level 0 = Weight of Hammer �4G ! rrt^c. Or LOT 13 OCCUPIED RRC La CORAL COVE 156 ncl r rn r,+, 0 r � oc°c�u1Fa e C CO N a' B-2 R: 7" _h_ 7025"�IFIR (NO5D) , 20' ASPHALY Ra40WAY Lj bing maps 260 Marina Dr, Fort Pierce, FL 34949 FL GENERAL NOTES • Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished should be considered preliminary with farther boring(s) to be performed after building pad(s) are staked out: • 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. • It is not our field inspector's responsibility to supervise, schedule, or stop any phase of the project. His/her responsibility is limited by the duties stated in the contract. • It is the client's responsibility to provide adequate safety for the site and personnel. KEY CLASSIFICATIONS & SYMBOLS Correlation of Penetration Resistance Particle Size with Relative Density and Consistency Boulder > 12in Cobble 3 -12in Dynamic Cone Standard Gravel 4.76mm - 3in Penetrometer Penetration Relative Sand 0.074mm - 4.76mm (Penetrometer mer Dens i Silt 0.005mm - 0.074mm Resistance) Blows)Clay < O.00Smm 0 - 10 0 - 3 Very Loose 10 - 25 3- 8 Loose Sands 25 - 45 8 -15 Firm Modifiers 45 - 75 15 - 25 Very Firm 75 -120 25 - 40 Dense 0 - 5% Slightly Silty/Clayey > 120 > 40 Very Dense 5 - 30% Silty/Clayey 30 - 50% Very Silty/Clayey 0 - 6 0 - 2 Very Soft 0 - 2% Very Slight Trace Silts 6 - 15 2- 5 . Soft 2 = 5% Slight Trace & 15 - 30 5 -10 Firm 5 -10% Trace 30 - 45 10 -15 Stiff 10 -15% Little Clay 45- 90 15 - 30 Very Stiff 15 - 30% Some 90 -150 30 - 50 Hard > 30% with 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. FLO . A LIMITATIONS OF LLABILITY WARRANTY . We warrant that the services performed by. Florida Engineering and Testing, Inc., 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 Florida Engineering & Testing, Inc., 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. 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 Florida Engineering & Testing, Inc., 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, Florida Engineering & Testing, Inc., 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. 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. 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. Reportrecommendations 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, Florida Engineering & Testing, Inc., should 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 Florida Engineering & Testing, Inc„'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 owner whether that work is being carried out in general conformance with the plans and specifications.