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HomeMy WebLinkAboutCOMPACTION TEST-#1329- MartireDe eral Phone:954-784.2941 E-Fax: 954-784-7875 admin engineering ��' Inc.www.fed-eng.com com @vestin1 n Field Density Tests of Compacted Soils Method D-6938 Project: Proposed Residence - George Martire Date: April 5, 2021 Address: 10210 Calton Road , Fort Pierce, FL 34987 Order #: 21 CMT1058 Area Tested: Building Pad Permit #: Material Type: Pale Brown Sand with Traces of Rock Tech: GD Company: Groza Builders, Inc. Address: 1332 SW Biltmore Street Port St. Lucie, FL 34983 Compaction Req.: _ Proctor Method: 95% ASTM D-1557 Test # TEST LOCATION Probe Depth Elev. Moist "�o Dry Density PCF Proctor Value PCF Optimum Moisture % Compaction Pass 1 NE Corner of Pad 12" FL 8.7 104.8 108.0 10.0 97.0% Yes 2 Center of Pad 12" FL 6.2 106.2 108.0 10.0 98.3% Yes 3 SW Corner of Pad 12" FL 5.9 103.7 108.0 10.0 96.0% Yes 4 SE Corner of Pad 12" FL 6.6 104.1 108.0 10.0 96.4% Yes 5 6 7 8 9 10 11 12 13 14 .`�tltlt tOHNf Remarks: See Reverse Side (Page 2 of 2) for Additional Information for Disclaimer ��` �, ,.••"""' '��� This is a Compaction Test only on the top 12" of the pad/footing and is not a verification qfSofi.Searing Cap Qity.W_ O- 59394 :• Legend for Elevation: PR = Proofroll 1,43 = 1st, 2nd, 3rd Lift Submitted by: SL = Springline FL = Final Lift Keith LeBlanc, P.E ,P'•, SG = Subgrade BG = Below Grade Federal Engineering' I W BC = Basecourse BOF =Bottom of Footing Florida Reg. No. 59394,E �S'S ' NG\C�\. TOP = Top of Pipe FG = Finished Grade Certificate of AuthorizatioNt��NAL As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for pu{ili�%fbl#istatements,. conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction 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 below the proposed structure. The results do not preclude or guarantee that future settlement and cracking will not occur. A soil boring test is required to certify that the underlying soils 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 suitability of the 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. PAGE 1 of 2 Compacted Soils Method 0-6938 Disclaimer Pursuant to your request, Federal Engineering & testing, Inc. (FE1) has performed a compaction test at the referenced project on the reverse side I he 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 cc istruc ,en to verify subsoil col�dificns- Ocr scope ol s,,viccs only incluu ed tu„irig the lop 12' of added fill material. FL=T 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 rnaterials 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 niatorials. 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 lime the work was performed. Determination of the pass/fail compaction results are based on current common industry requirements of 95% of the ASt M D-1557 standard for building foundations and 98% of the AASH1O T-180 standard for paved areas such as roadways and parking lots. If different specifications arc: 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 rnusi be re -compacted and re- tested prior to construction As a mutual protection to clients, the public and owselves, all reports are submitted as the confidential property of our client and authorization for use, publication of statements, conclusions or extracts fiom or regarding our reports is reserved pending our v✓i Ren approval. It has been a pleasure working with you and we look forward to doing so in the near future Page 2 of 2 OQ ederal . ngineering ®Oesting, Inc. DATE SAMPLED: 4/5/2021 CLIENT: Groza Builders, Inc. ADDRESS: 1332 SW Biltmore Street Port St. Lucie, FL 34983 Phone: 954.784.2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-eng.com PROCTOR COMPACTION TEST DATE TESTED: 4/6/2021 SAMPLE #: 21CMT1058 PROJECT: Proposed Residence - George Martire LOCATION: 10210 Calton Road , Fort Pierce, FL 34987 SAMPLED FROM: Building Pad MATERIAL #: N/A MATERIAL DESCRIPTION: Pale Brown Sand with Traces of Rock SAMPLED BY: GD TESTED BY: SJ TIN #: J32378081-000 SPECIFICATION GOVERNING: ASTM D-1557 LAB NO: 104035 RESULTS OF TEST: The following compaction test was conducted in accordance with the Standard Methods of Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop as per the above specified method. MOISTURE % WET DENSITY (PCF) DRY DENSITY (PCF) 7.8 113.2 105.0 9.2 117.5 107.6 10.6 119.1 107.7 12.1 117.4 104.7 108.5 108.0 — 107.5 U U d 107.0 T a '7A 106.5 c v 106.0 105.5 105.0 1 104.5 I 7 8 9 10 11 12 13 Moisture (%) Optimum Moisture (Percentage) 10.0 % Maximum Dry Density (lbs./cu. Ft.) 108.0 PCF Respectfully GEN§ Keith LeBlanc, P.E. Federal En&j*'r.,ing§T#Atiq Florida Reg.tjOimCertific69 lRnIDP•'CC"���.` PCdJ5A4'1 3i0.NE5th Avenue I Oakland Park Florida 33334 nm •v. CMEC • FDOT�i OQ ederal Wengineering esting, Inc. Phone:954.784-2941 E-Fax: 954.784.7875 admin@fed-eng.com www.fed-eng.com Organic Content Test (AASHTO T-267) Date: Monday, April 5, 2021 Groza Builders, Inc. 1332 SW Biltrnore Street Port St. Lucie, FL 34983 RE: Geotechnical Services Job Order Number 21 CMT 1058 Proposed Residence - George Martire 10210 Calton Road Fort Pierce, FL 34987 Location: Building Pad Sampled By: GD Sample Description RESULT OF TESTS Reported To: Client Pale Brown Sand with Traces of Rock Crucible Crucible Weight Crucible Weight Organic Weight + Material + Material Content (grams) Before Burn After Burn (% by Weight) (grams) (grams) 22.4 109.2 108.5 0.81 Tested By: SJ (TIN # J32378081-000) Checked By: KL `r�rrunun'�u�i Respectfully S r�l N L39 £ Keith Ler5mrre, P.E. Federal Enginegring &Nesting hic c Florida Re t;onT�'�J�3904F a Certificate of- 3370 NE 5th Avenue Oakland Park Flodde 33334 CMEC •MIAMIDMADE CWMT � Oederal Ongineering ®Oesting, Inc Phone: 954.784.2941 E-Fax: 954.784-7875 admin@fed-eng.com www.fed-eng.com .. No. 200 Wash Sieve Analysis Date: Monday, April 5, 2021 Groza Builders, Inc. 1332 SW Biltmore Street Port St. Lucie, FL 34983 RE: Geotechnical Services Job Order Number 21 CMT1058 Proposed Residence - George Martire 10210 Calton Road Fort Pierce, FL 34987 Location: Building Pad Sampled By: GD RESULT OF TESTS Reported To: Client Sample Description: Pale Brown Sand with Traces of Rock Weight: 371.90 g Sieve Size Cumulative Wt. Retained (g) Cumulative % Passing Cumulative % Retained #200 347.40 6.6% 93.4% Pan ---- Tested By: SJ (TIN # J3237808 1 -000) Checked By: KL Keith LeBlanc Federal Enginwring & nc. Florida Registra3i # 5 V l)I -I Certificate of AUQ t'leR IC : ® ®' FDM �" .�`� AnD:ovM lgpo:alory Subsoil Investigation Report prepared by: deral sneering sting, Inc. Client: George Martire Contact: George Martire Address: 1711 SE Carvallio Street Port St. Lucie, FL 34983 Project: Proposed Residence Address: 10210 Carlton Road Fort Pierce, FL 34987 Date: Friday, July 10, 2020 Phon : 954-784-2941 O raI E-Fax:e 954-784-7875 Onglneering admin@fed-eng.com www.fed-eng.com esting, Inc. V1W1ukVNjMvE13Vr1: -: Table of Contents Client Information----------------------------------------------------------------------- pg. 1 Project Information---------------------------------------------------------------------- pg. I General Soil Descriptions-------------------------------------------------------------- pg. 1 Foundation Recommendations--------------------------------------------------------- pg. 2 Soil Parameters ------------------------------------------------------------------------- yg. 3 Excavations pg. 3 Settlement --------------------------------------------------------------------------------- yg. 4 Grading----------------------------------------------------------------------------------- 4 pg. Appendices--------------------------------------------------------------------------------- 5 pg. 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 stnucture 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 project 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, dens ickinng 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 Finn, 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. MINNIMEMINERUMM577 77755MARTItrAvbhyei I Oak Iand P*k,,F1oddw333 1; - Oederal OQ ngineering xP esting, Inc. Friday, July 10, 2020 George Martire 1711 SE Carvalho Street Port St. Lucie, FL 34983 Attn.: George Martire RE: Subsoil Investigation Proposed Residence 10210 Carlton Road Fort Pierce, FL 34987 Dear Sirs: Phone:954.784.2941 E-Fax: 954.784.7875 admin@fed-eng.com www.fed-eng.com Job Order Number 20SB537 Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 07-09-2020 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of two (2) DCP borings were 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" 6" Topsoil & Vegetation 6" 3' Brown Sand 3' 8'6" Orange Sand 816" 15, Pale Gray Sand Groundwater table elevation was treasured immediately at the completion of each boring and was found at an average depth of five (5) 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 in the area. Site contractor trust 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. Friday, July 10, 2020 10210 Carlton Road Fort Pierce, FL 34987 Page 2 i'�©�91neer eder l & esting, Inc. 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 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, OW, GP -GM, GW-GM, SP or SW. No particle size greater than three (3) inches shall be used in the lop 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 dewalering 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). Friday, July 10, 2020 10210 Carlton Road Fort Pierce, FL 34987 Page 3 �gineer © wide l �esting, Inc. 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 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 954-784-2941 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 undennining and exposure. The geoteclnnieal 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 pennnissible 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 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 -------------------------------------- -.... 20e • 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 unless 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. Friday, July 10, 2020 10210 Carlton Road Fort Pierce, FL 34987 Page 4 Aederal gineering 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 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 11 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 LeBlanc, P.13,- 4 t n Federal EngineerirlgV1Test�ng, Inc. t - Florida Reg. No. 594\ ArEOp Certificate of AuthoYla6o�ji��7 {///+'Aft Friday, July 10, 2020 10210 Carlton Road Fort Pierce, FL 34987 Page 5 Appendices ®�ederal Q gineering 8� esting, Inc. �1 •y�ederal Phone:954-784-2941 \�/ E-Fax: 954-784.7875 Q ngineering admin@fed-eng.com www.fed-eng.com DOesting, Inc. __. : •: Test Boring Report Client: George Martire Date of Test: July 9, 2020 Project: Proposed Residence Hole No.: B-1 Address: 10210 Carlton Road Location: See Attached Drawing Fort Pierce, FL 34987 Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 5 5 2 6" - 3' Brown Sand 4 3 9 3 3 4 10 4 3'- 8'6" Orange Sand 6 6 5 7 g 16 6 8 7 7 6 8 16 8 8 9 9 9 10 20 10 8'6" - 15' Pale Gray Sand 10 9 11 8 17 9 13 10 11 22 14 11 10 15 9 9 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Water Level: 5'0" Below Land Surface Oederal engineering xPOesting, Inc. Test Boring Report Client: George Martire Project: Proposed Residence Address: 10210 Carlton Road Fort Pierce, FL 34987 Phone:954.784.2941 E-Fax: 954.784.7875 admin@fed-eng.com www.fed-eng.com Date of Test: July 9, 2020 Hole No.: B-2 Location: See Attached Drawing Depth (FT) Sol] Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 5 5 3 6" - 4'6" Orange Sand 4 9 4 4 4'6" - 8' Pale Grayish Orange Sand 6 6 10 5 7 10 18 6 8 8 7 8 7 8 7 6 14 9 8 8 10 8'- 15' Pale Gray Sand 10 11 18 11 I 1 10 20 12 ]0 12 13 II 11 14 10 10 21 15 9 10 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Water Level: 511" Below Land Surface � � t � ,�31 1, � r �i S •:� � � � �. �r t�t�{' i.l �Vi'�till Mitt �fi i+•,A 4 t 1 � '( JJ 11 t{�tZ. 1fPl•` �t�ll��+ }� i� 511 � i �' ''I � i ;1' ' ' 1� I {� i 1�� � , �� t }., 1• t,32 t, li44 + t t Ir�l t{d ttl �;L t�� ft � Site Location '" 1. 1� SiJ �l'• r j1 �I a 1 PJim y � , el a ! `4`� © ederal .,ngineering & Vesting, Inc. Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Sands Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0 - 10 0-4 Very Loose 11 - 25 5 - 10 Loose 26 - 45 11 - 20 Finn 45 - 75 21 - 30 Very Firm 76 -120 31 - 50 Dense > 120 > 50 Very Dense Silts & Clay Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0-6 0-2 Very Soft 7-15 3-5 Soft 16 - 30 6 - 10 Finn 31 - 45 11 -15 Stiff 46 - 90 16 - 30 Very St 91 - 150 31 - 50 Hard" Rock Hardness Description Soft Rock core crumbles when handled Medium Can break core With onr hands ha 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 Sand Quantity Modifiers Very Slight Trace 0 - 2 % Slight Trace 2 - 5 % Trace 5 - 10 % Little Trace 10 - 15 % Some 15 - 30 % With > 30 % Silt - Clay Quantity Modifiers Slightly Silty /Clayey 0 - 5 % Silty / Clayey 5 - 30 % Very Silty / Clayey 30 - 50 % Particle Size Boulder > 12 in Cobble 3 - 12 in Gravel 4.76 mm - 3 in Sand 0.074 nun - 4.76 mm Silt 0.005 mm - 0.074 min Clay < 0.005 min Xederal glneering esting, Inc. Drilling & Sampling Procedures 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 (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 usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths 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 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 ✓e warrant that the services performed by Federal Engineering and Testing, me. (F.E.T.) are conducted in a manner consistent with the level of skill and are ordinarily exercised by members of the profession currently practicing rider similar conditions. No other warranties, expressed or implied, are lade. While the services of F.E.T. are an integral and valuable part of the .sign and construction process, we do not warrant, guarantee, or insure the laity or completeness of services or satisfactory performance provided by her members of the construction process and/or the construction plans and weifications which we have not prepared, nor the ultimate performance of rilding site materials. As mutual protection to clients, the public and rrselves, all reports are submitted as the confidential property of clients, and rthorization for publication of statements, conclusions or extracts from or garding our reports is reserved pending our written approval. Reports are it intended for 3rd party use. Substufice Exploration ibsurface exploration is normally accomplished by test borings. The soil ring log includes sampling information, description of the materials :overed, approximate depths of boundaries between soil and rock strata and aundwater data. The log represents conditions specifically at the location d time the boring was made. The boundaries between different soil strata e indicated at specific depths; however, these depths are in fact approximate d dependent upon the frequency of sampling. The transitions between soil atum are often gradual. Water level readings are made at the time the ring was performed and can change with time, precipitation, canal levels, :al well drawdown, and other factors. Regardless of the thoroughness of a !otechnical exploration there is always a possibility that conditions may be Y'erent from those of the test locations; therefore F.E.T. does not guarantee y subsoil condition surrounding the bore lest holes. For a more accurate rtrayal of subsurface conditions, the site contractor should perform tests s. If different conditions are encountered, F.E.T. shall be notified to review findings and make any recommendations as needed. Laboratory and Field Tests sts are performed in accordance with specific ASTM Standards unless ienvise indicated. All criteria included in a given ASTM Standard are not rays required and performed. Each test report indicates the measurements f determinations actually made. Ownership of Tests /Reports lest results and/or reports prepared by F.E.T. pursuant to this agreement For Addendunm(s) thereto, shall remain the properly of F.E.T. until all nies due and owing to F.E.T. under this Agreement and/or Addendum(s) reto, are paid in full. Analysis rind Recommendations Geotechnical report is prepared primarily to aid in the design of site work I structural foundations. Although [lie information in the report is expected )e sufficient for these purposes, it is not intended to detemmine the cost of islruction or to stand alone as construction specifications. federal - gineering ©esting, Inc. Analysis and Recommendations coat. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further boring(s) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report stales 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 Ohservations 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 Engineers 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 hiMier observation/ testing until he/she deenms the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering A Testing, Inc. shall have no liability, in contract, ton or otherwise, for any inaccuracy, defect, or onmissiou 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 danmages. 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. edera I Phone: 954-784-2941 E-Fax: 954.784.7875 ® ngineering admin@fed-eng.com www.fed-eng.com ®eating, Inc. Mq Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida Bearing Values Specific Gravity Carbonate Analysis Hydraulic Conductivity Organic Contents L.A. Abrasion FDOT Inspections OC Management arthwork Inspections OC Concrete Inspections :IC Asphalt Inspections Partial List of Services Geotechnical Engineering Services Field Inspection Services Fill & Quality Control Inspections Demucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Subsoil Investigation Pile Load Calculations Piling Installation Monitoring Asphalt Services Backscatter Density Tests Extractions & Gradations Marshall Limits Bulk Specific Gravity Cores for Thickness Determination Asphalt Pavement Monitoring Asphalt Assessment Concrete Tests Concrete Strength Testing Slump Tests Windsor Probe Testing Schmidt Hammer Testing Core Testing Air Content Concrete Unit Weight Flexual Strength Testing Q Environmental Engineering Services phase I Site Assessments Phase II Site Assessments Lead Base Paint Surveys iite Inspections Phase I Follow up on Contaminated Sites Report and Analysis 2esearch of Property Records Installation of Monitoring Wells Air Monitoring Soil Borings Soil and Ground Water Analysis Roof Testing & Inspection Services 'AS 105 Field Fastener Withdrawal Test AS 106 Tile Uplift Test 'AS 124 Bell Chamber / Bonded Pull Test 'AS 126 Moisture Survey Vindload Calculation )rainage Calculations .ightweight Concrete placement Inspection toof Assessment / Evaluation :ap Sheet Inspection .aslener Spacing Inspection ile/ Shingle/ Standing Seam Inspection lase Sheet Installation Inspection isurance Mitigation tetrofit Mitigation/ Certification loof Drainage Calculations llllllllllllllll�QjNEstiTA-VeBde' ;Qaklaad.Ear ,F, or 8.333 _\\ MIAMrnADE)1 Imo. 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