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Home My WebLink AboutSUBSOIL INVESTIGATIONSE Monday, April 9, 2018 Mel-Ry Construction, Inc. 10967 S. Ocean Drive Jensen Beach, FL 34957 Arm.: Mack Mattes RE: Subsoil Investigation Proposed Single Family Home 10725 S. Ocean Drive, Lot 452 Jensen Beach, FL 34957 Dear Sits: Job Order Number SCANNED BY St. Lucie County Phone 954-784.2941 800-848-1919 Fax 954-784-7875 18 SB237 Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 04/06/2018 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of fifteen feet (15)-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: From` To Descnption of Soils 1 0" E6'= -- Topsoil & Vegetation C6"� PaleBrown`Sand f4' -'; —15"7)r Gray -Sand:, Groundwater table elevation was measured immediately at the completion of each boring and -vas found at an average depth of eight (8) feet below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and nm off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. 3" V 'Monday, April 9, 2018 10725 S. Ocean Drive, Let 452 Jensen aoch, FL 34957 Page 2 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 drillers 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 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. 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 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, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). Monday, April 9, 2019 10725 S. Ocean Drive, Lot 452 Jenson Beach, FL 34957 Page 3 Ey41NEE Np 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 perform ng 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 under the supervision of Federal Engineering & Testines 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 pemrissible 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 ------------ —----- ------------------------------ ---------- I to pcf • Soil unit weight buoyant---------------------------- -----------------------• 48 pcf • Angle of internal friction---------------------------------------------- 300 • Active Earth pressure coefficient(Ka)------------------------------------------ 0.33 • Passive Earth pressure coefficient(Kp)---------- —--- —------- —------ —------ ---• 3.0 • Angle of wall friction for steel piles------------------------------------------ 300 • Angle of wall friction for concrete / brick walls------ ---- --------------------• 200 • Angle of wall friction for uncoated steel-------------------------------------• 15e Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures uliless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Monday, April 9, 2018 10725 S. Ocean Drive, Ul 452 Jensen Beach, Fl, 34957 Page 4 ;ERIGI �EERIMG 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 geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. Once plans and specifications have been finalized and drawn, Federal Engineering & Testing, Inc. shall be provided a copy of the finalized plans and specifications for review. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase H Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. PIease feel free to contact us if we may be of further service to you. ``��111uHUri�� Sincerely, \�� JON---�e��/// 593 Keith LeBlanc, P.E. -_ do jr� j � 1 _ Federal Engineering & LU 9. Inc$TACMO¢ Florida Reg. No.59394FLOR��P N Certificate ofAuthorization � lofVFi� 0; ��111111111tJ, 9 '`S• �f t�Jw�S SPT Test Boring Report Client: Mel-Ry Construction, Inc. Project: Proposed Single Family Home Address: 10725 S. Ocean Drive, Lot 452 Jensen Beach, FL 34957 Phone 954-784-2941 800.848-1919 Fax 954-784-7875 Date of Test: April 6, 2018 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 7 7 11 3 6" - 4' Pale Brown Sand 4 5 4 6 7 11 5 8 9 6 11 12 20 7 10 12 8 4'- 15' Gray Sand 12 11 24 9 10 12 25 10 13 12 11 A A 12 A A A 13 A A 14 A A A 15 14 14 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ff,ateJ2L eL 8'65 — Below=L-an&Surface, A = Auger Test Boring Report Client: Mel-Ry Construction, Inc. Project: Proposed Single Family Home Address: 10725 S. Ocean Drive, Lot 452 Jensen Beach, FL 34957 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 Date of Test: April 6, 2018 Hole No.: B-2 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 8 7 2 6" - 5' Pale Brown Sand 6 7 13 3 8 9 4 10 9 19 5 8 9 6 5' - 9' Pale Brown Sand with Shell 10 11 19 7 12 12 8 11 11 23 9 13 13 10 12 11 25 11 13 14 12 9' - 15' Gray Sand 14 12 28 13 11 12 14 13 12 25 IS 15 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Water Level: 8'3" Below Land Surface A = Auger St Lucie County Building Department RE: Dubois 10725 S Ocean Dr. 452 December 2, 2019 To whom it may concern, Fyfoil R Value revised, see sheet & Mean roof height from grade, 22-6", we sheet L Product approvals updated, see sheet L Windows shall be vinyl, see sheet 2. Lintels added, see sheet 4. Finished floor elevation is 6'-0", see sheet L Thank you, Ashley Braden -Knowles Braden & Braden AIA PA