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HomeMy WebLinkAboutSubsoil Investigation ReportJ'ederal -OQ ngineering ®Oesting, Inc.: Table of Contents Client Information ---------------------- —--------- ---------------- -------- ------------ --- ---- pg..1. Project hnformation.---------- ----- —.-------- -.---- — ----------- ---- -- -- — -.Pg. I . General Soil Descriptions --- ---- —-------- —----------- =------------------------pg. 1 Foundation Recommendations'---=------= ------ =------------------- -------------------- --=pg: 2 . Excavations ------- ------------------ g. 3 - Grading ----------=-----------------------------------------------------------------------Pg. 3 Appendices-------------- --------------------- ----------------=----- ----- "Pg-. 4. Soil Boring Log(s) Laboratory Test(s) Project Location Soil Boring Location(s) Soil Classifications Sahipling Procedures Limitations of Liability For Your Information I: 954-784-2941 954-784=7875 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 structureonce the location & layout of the proposedstructure 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, deniucldng verification, piling inspection, etc.; whichever recommendation applies to your project: Please schedule us at least 24 hours in advance, for all tests and inspections: If you choose to use another Engineering, Firm, you must verify they will provide you with the proper certification in writing, as outlined in our. report. Our firm: will'only provide a certification letter if it has verified all work as recommended in our report.' : ©e er-a Phone:954-784-204'1 On ineerin _ 0 9 9.:: . E-Fax: 954-784-7875 admin@fed�ng.com. estln lnc.,. Oakland:. xiw w.fed-eng.com . . 0. 9 Wednesday, February 6, 2019 Job Order Number " 19SB660 Tammie'Cox 123 Queen Fiederika Court Fort Pierce; FL 34949. Ann.: Jordan Kane RE: Subsoil Investigation Proposed Residence and Pool 123 Queen Frederika Court Fort Pierce; FL 34949 Dear Sirs: .. .. . . Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 62/04/200 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of three (3) SPT borings were performed according to ASTM D-1586, one (1) drilled down to a depth of thirty feet (30), one (1) drilled down to a depth of twenty-five feet (25), andone (1) 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 Oil 6'." .: Topsoil. &Vegetation., . 6" 3' Brown Sand 3' 6' Light Gray Sand with Shell 6' 11' Gray Silt with Traces of Organics 11' 15' Gray Sand with Shell' 15' 20' Bluish Gry Clay a 20' Bluish Gray Sand with Shell ' Groundwater table elevation was measured immediately at the completion of each boring and was found' at an average depth of three (3) 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 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.' The boring logs) 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. It indicates only.the approximate boundaries betweensoil types. The actual transitions between adjacent soil types may be gradual.. . Q : eederal .-.. n Ineerin g Wednesday, February 6, 2019. - .. Desting, Inc © .. 123 Queen Frederika Court.. .. .. ... .. ... .. Fort Pierce, FL 34949 Page 2 Based on our understanding of the proposed'structure and the information obtained from our field boring logs; it is evident that deep foundation systems are needed to support the proposed new structure without detrimental settlement to " the structure. Per the Florida Building Code FBC 2017, Chapter 18; d'eep foundation systems shall consist of one of the following alternatives: Allowable Allowable Tension Approximate Depth Allowable Lateral Alternatives Size Compression Pile Pile Capacity in Driven Capacity In Tons Capacity in Tons Tons Pin Piles/ Push 'Piers'.. 30' or Refusal . 4.I n.0 - : .STons,. I Ton :. .. :: :NIA.- Helical Piles 30' or Refusal 3 Inch 12 Tons 6 Tons N/A Auger Cast Piles 3W BELS .. 12 Inch.. 25. Tons' ' . 12 Tons . '.' '- " , I. Ton Auger Cast Piles 30' BELS 14Inch 35 Tons 17 Tons 2 Tons 'BELS - Below Existing Land Surface* Estimated Lateral Load for 'a Pile. Top Deflection of/< inch. Proposed pile length based on the existingground elevations at the time of'drilling.' Pile length may, vary depending on proposed grade beam elevations and inconsistent soil profiles: In the case of pin, helical and precast piles'a minimum of four (4)'test piles shall be driven to determine production pile length. All work shall be in accordance with the local Building Code and "Coastal Zone Construction Requirements (if required). Helicalpile bearing capacity is dependent on helix numbers, size and spacing. The foundation contractor will be able to provide the most cost effective combination of helix. designs. The. above depths are the minimum depths required to achieve design capacities. Predrilling might be required to achieve design depths. All slabs and pool decks for the subject structure shall be designed as structural slabs spanning between supports and designed by a Florida Registered Structural Engineer and placed under the supervision of a Geotechnical Engineer. All work shall be conducted by an experienced Florida Licensed Specialty Piling Contractor. All piles shall be designed by a professional engineer and shall be placed under the supervision of our Geotechnical Engineer toverify compliance with our recommendations. If the pile is not reinforced over the entire length, we recommend a single #7 reinforcing steel bar be placed the. full length of the pile to verify pile continuity. In case of existing strictures in :the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify'compliance with county regulations. Steps must be taken to prevent excessive vibrations.. hi the event excessive,vibrations are experienced during construction, alternative driving methods shall be: implemented (i.e.: predrilling, jetting, hydraulic push; etc:..). The minimum center to center spacing of piles or adjacent foundations shall be not less than twice the average diameter for round piles. or. 1-3/4 times' the diagonal dimensions of rectangular piles, :but in no ease: less than 30 inches. The installation of adjacent piles (located within 4 feet of each other) on the same working day is not recommended. We recommend that adjacent piles not be installed until the initial grouted pile has set overnight. The grout used in the pile installation shall develop a minimum compressive strength of 4000 P.SI at 28 days. . Wednesday, February 6, 2019 12j Queen Fiedmika Court ... .. .. .. . Fort Pierce, FL 34949 Page 3 ederal 4glneering (esting, Inc. Any underground structures such as grease traps, -septic systems, etc. must be supported on pile foundations, unless the deleterious material (i.e.: silt, muck, peat, etc...) is excavated in its entirety and replaced withcompacted washed gravel such as -pea -rock or #57 stone below the water table elevations and clean granular materials above the water. table. - 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. All outside ground surfaces must be sloped away from the structure:to avoid water accumulation arid.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 viciriity.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 reoomniendations 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 II 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 of extracts from or regarding our reports is reserved pending our,ryritten approval. Federal;Engineering ezesting, Inc. appreciates the opportunity to be of service to.you at this phase of your project. PI'ease feel fsge to_coritact.us if we may be of further service to you. . Smce ely, KeitkUBlanc„P.E,, . 2/�ll� Federal Engineering,&Testing, Inc. Florida Reg. No.. 59394 Certificate of Authorization 4 5471 Q ederAi one 954-784-2941 Ph E-Fax: 954-7844875 ©�n ineerin M admin@Fed eng.com )O W%4w.fed-eng.com esting, Inc.m .alandPFlorida SPT Test Boring Report' Client: :Tammie Coz' " :. Date of Test: February.4, 2019 Project: Proposed Residence and Pool Hole No.: B-1 Address:, 123 Queen Frederika-Court Location: See Attached Drawing. . Fort Pierce, FL 34949 Depth (FT) Soil Descriptions. Hammer Blows. "N" 1 0" - 8" Topsoil& Vegetation 7 8 14 2 8":- 3' Brown Sand 6 5 :3 .7 .9 ._ 17 4.. 3'.. 6' .. Light Brown Sand with Shell . 8 . - 9 5 10 8.: :17 6.. 9 ,:8:: :7 2 1 :. 3 .. g... ' 6' - IT Gray Silt with Traces of Organics 2 ... ..3 9 ' I :0 '• ' 2 10 2 .2 11 A A A 12 A A 13 A A A 14 - - 13' - 16' Gray Sand with Shell A A 15 7 9:' 17 16 8 ..10 17 A A A 18 16'- 21' Bluish Gray Clay A A 19 . A A . A 20.. A... A 21 12 11 25 .22 211.,- 25' Bluish Gray Sand with Shell 14 15' : 23 A A A 24 A A. 25 A A. 26 , 27 28 29 30V. Water Level: 3'6" Below Land Surface A = Auger " ederal:.. P hone:.954-784-2841 .. ..... f E-F . : 9 d-6�4'�om i On ineerin 0 g :.. ad .. W"� .:.:... 9: & Q estins: Inc.- ...:.'.:. WW ,eng.com .: . Oakland- . SPT Test BoringReport . Client: Tammie Cox . Date.ot' Test: February 4, 2019 Project: _ Proposed Residence and Pool Hole No:;. B-2 . — - Address: .. .:123:Qneen Frederika.Court..' :-: =p Location: _,See Attached -Drawing — Fort Pierce, FL 34949 ' Depth(FT) .' Soil Descriptions Hammer:Blows. "N... 0 , 6 ::. Topsoil &V.egetation:.. , 7 :. ::.9 :: 17 . 2 .. 6^ _ 3' ::: Brown Sand g. : ..:.9 • . :8 :: .7: ' 16 .. 4: ::. 3' -. 6' : .. Light. Gray.Sand with Shell :. :.9: ' . :.. 10.'.'. . -. .g161. . 6.. 7.::: 2 .:._.1 .. 3 8 6'_ 1 V Gray Silt with Traces of Organics .2 :0 ::. : 9 1.: _ .. 2 " 3- 10:. .A A 12 : .. I I'.- 15' :. Gray Sand.with Shell: ` .: A:. A. 13 A 'A_ A 14::. A.:: A 15 :. 10 12 : 20 16 .. "8 :: .g:.. 17 15' - 20' Bluish Gray Clay A" : ', : A, :: A. 18. :.A.'.. A. :.... . 19 ... A A... . A 20 .. A A 21 . .: 14 15 . 31 22 :. 16 :: .15 23 A .: A A 25 : 20' - 30' " .Bluish Gray Sand with Shell. - 'A' . • • A:: A 26 . . A ..:. :A 15:: 29 28 ... 14- 7. 15.. 30 '. A A A Level: r Wate -.,3'8",•. Below Land Surface - -..: _ '. A .Auger � ' Oederal . Phone: 954-784=2941 OQ ngineering E-Fax: 954 784 7875 w & Q .fed-eng,com . . esti ft Inca Oakland SET Test Boring Report . Client: Tammie.Cox Date of Test: February 4, 2019 Project: Proposed Residence and Pool Hole No.:. B-3 Address: 123-Queen Frederika. Court -- _-. = Locations „See Attached Drawing— FortPieiae, FL 34949 ederal Phone: 954-7842941 . . Ongineering E-Fax: ;954-7847875 admin@fed-eng.com, ww 0 ®Oesting, Inc: ' NE 5th Avenue Oakland.� Report of Organic Content ASTM-D 2974 February 4, 2019 Job Order Numbera: 19SB060 Date: Monday,'• Tammie Cox 123 Queen Frederika Court . Fort Pierce, FL34949 Attn.: Jordan Kane RE: Geotechnical Services Proposed Residence and Pool 123 Queen Frederika Court Fort Pierce; FL 34949 Results of Test: Sampled by; MM Reported.To: .: Client . Sample Location: See Location on Subsoil Drawing: :. Material Description: Gray Silt with: Traces of Organics; -- — - -Sample-Location and Depth -- - - -- --------Organic Content Percentage• - - - ----•- Bl - 6' -13' . 3.9% B2 6' -11' 1.8% B3 6' -12' B4 N/A N/A B5 . N/A N/A „ Tested By: Si . Checked By: KL 2 5th Avenue I Oakland F n.�sm n.e�.mw a c MIMI®NM=D I: -AWmed latuomry - moor--: FDOTT Boring # Sieve Sieze Cumulative Weight Retained (g) Cumulative % Passing Cumulative % Retained B-1 #200 (0.075 mm) 102.57 39.9% 60.1% - B-1 ' - Pan B-2 #200 (6.075 mm) 132.14 19.2% ' 80.8% B2 Pan:. ..... 3370 NE Sth Avenue Oakland Park, Florida 33334 CMECMIXM � ON ■ f - �4a�e'S11c—Way- Y.,1 ' ,, Site Location-,e• •y •.11 J ff V •� p � Vlf , { J� l verb W`Jay 9 o 'r• �.d'-�a" :,,1� •'%?F�-. .�� �'� y. fir' 02018 Google 4 B-2 , of/' 0123 Queen Frederika Ctt, ,\ t wN{# 4% ederal © ngineenng esling, Inc. Soil Classifications Correlation of Penetration Resistance with Relative Density. and Consistency : . Sands Dynamic Cone Penetrometer Nhetrometer Resistance _ ". Standard Penetration :: Hamr.meBlows . Relative Density 0-10 0-4 Very Loose' 1 L_ ,25 5-la Loose 26 - 45 .'. 11 - 20 Firm 45'-75 '..::' : ` : .'. •'21.-30.: ' Very'Fn* m :. 76 -1,20 7-. = .: 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 Firm " 31 - 45 11 - 15 - Stiff 46:- 90 . -16.30 Very. Stiff . 91_r_150-:_:,:_ _._ . ::.31-50 _ _... _ :;..__:: Hard.: Rock Hardness Description soft '. Rock cord cruhibles'when handled Medium Can break core with your hands.'' mModerately 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 SlightTrace0 - 2 %o ' .. ' 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 1 30 - 50.% . Particle Size Boulder - > 12'in--'; :Cobble 3 - 12 in Gravel . 4.76 mm : 3 in. Sand - 0.074 min - 4.76 min Silt..' ..:.' ::'0.005 nun- 0:074 mm.. Clay < 0.005 nun : ". . Dnllmg & 5atnpling Procedures, The soil -borings were installed: in accordance with _Standard Pen etration:Tests.procedures as'setforth in'ASTM D-1586. Representative samples were collected: utilizing spilt -barrel .techniques:in accordance with the procedures set foith in "Penetration Tests and m :Spilt-Barrel'Sampling: of soil ASTM D-1586.; The following field tests; measurements and laboratory analysis were perforined/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. :of the subsurface soil:. The:standard.penetration Value (N) is :identified as the number of - blows of a 146-pound:hammer falling thirty (39) 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). successiveincrements of six "(6) inches penetration. The "N" value is obtained by adding:the second and third incremental numbers. Water Level Measurements . Water'Levei'depths 'were obtained during the testboring operations. In. reIl'atively pervious soils, such as sandy. soils, the. indicated depths are usually reliable.groundwater levels:. Seasonal variations,'iidal:condilions,.temperature, land -use and recent rainfall conditions mayyinfluence the:depths to groundwater levels.::: Soil Properties / Classification' All sainples collected. were classified in 'accordance with the Unified Soil Classification System criteria. to determined soil material properties and, compared with published literature of the USDA Soil Conservation Survey. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references. to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations, Limitations of Liability Warranty We warrant that theservices 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 theprofession currently practicing . under similar. conditions. No other marranties,: expressed or implied, are. made. While the services: of F.E.T. 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,satisfsetory performance provided, by other membersof the:constmetion process and/or. the constructionplans and specifications which we have not prepared,'nor'the*ultimate performance of building site •materials.— As, mutual- protectionto- 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 party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description . of. the ..materials" . recovered, approximate depths of boundaries between soil and -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 k 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 ibere is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions 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 themeasurements and determinations actually. made. Ownership of Tests /Reports All test results and/or reports: prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paidin full. Analysis and Recommendations' The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient. for these purposes, it is not intended to determine the cost of construction or to stand alone as' construction specifications. 4i& ederalglndering esting, Inc. Analysis and Recommendations cont In accepting this reporttheclient 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) 1p 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 evidentuntil 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 eleinent 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, operation's, or personnel. The Field Rep. does notinterfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The'Field Rep. is responsible for his/her safety only, but has no responsibility.for the safety of other personnel and/or the general public at the site. If the Field Rep. does notfeel that the site is offering a.safe environment for bin/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 specifications. Limitations of Report .. Federal Engineering &Testing, Inc. shall have no liability, in contract., tort or otherwise, for any inaccuracy, defect, or. omission in interpcefing 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. ', nei 9 -7 4=2941 - Pho 54..8 : 954-784-7tt75 On.... © ineerin den c o m:. g . 9 nq.i;;;:T Ww.ffe&eng com 3370 NE 5th Avenue Oakland Park, Florida 33334 :.. PartiaiList:of Services'. Geof ndhnicaI Engineering Services • 'Soil / Aggregate Tests ' Field section Services- ' ' Asphalt Seniices So'I B . ngs; :" • :' . •. • ; : Fill & Quality Control Inspections - Backscatter Density Tests 'D'ensity' Compaction'Tests: DemuckingInspections.. Exfractions.&Grad tions .. :.'Grain:SizeAnalysis.:: ;::: :.' :' :Building Inspections " . •Marshall Limits', Moisture Contents Pile Driyinginspections Bulk Specifiq'Gravity Soil: Classifications " .Pile: Load Tests ' Cores for Thickness Determination' Limerock. Bearing.Ratios" .:Steel. Inspection Asphalt Pavement- Monitoring: ' "Florida Bearing Values ... Threshold Inspection: 'Asphalt Assessment , Specific Gravity. _ - _ :..' .:::: , : "Bolt Inspection:'. _ Carbonate Analysis Weld Inspection Concrete Tests:: , HydraulicConductiwty vbrahon.Monitonng- ConcreteStrength"Testing Organic Contents . •' = Slump Tests:'.". LA. Abrasion GeotechnicaL Engineering Windsor. Pro Testing sting �:FDOT Inspections Foundation Engmeenng Core Testingmm Te sing ::QC:Management .. Foundation Design & Recommendation Sutisod Investigation AiFContent ections :.Earthwork Inspections Pile'Load Calculations "Concrete, Unit Weight •. .QC Concrete Inspections .. ". .QC Asphalt Inspections, .. Piling'Installation"Monitoring' '. Flexual'Strength Testing nvie6nmentail Engilneering Sib rvlices Phase I Site Assessments Phase 11 _$0e Assessments' ' Uad$ase Paint'Surveys Site.lnspections . Ptiaiw lFollow up on Contaminated Sites Report and:Analysis Research' of Property' Records • . Installation, of Monitoring Wells ;, "; Air Monitoring SoiI B onn gs . . Soil and Ground Water Analysis. - .......... . Roof Testing Unspectioln Services . ;: TAS 105 F•ield.Fastener Withdrawal Test TAS :10Ei Tiletiplift Test Imo: i � � � v, TAS :124 Bell Chamber I Bonded Pull Test TAS 126, Moisture Survey' f— Windload Calculation. Drainage Calculations Lightweight Concrete:placement Inspection Roof Assessment / Evaluation p Cap Sheetinspectioq 7 A j ' Fastener Spacing Inspection . " Tile/ Shingle/ Standing'Seam Inspection " Base Sheet Installation Inspection' I , :Insurance Mitigation'... 'Retrofit Mitigation) Ce`tification ' R6pf Drainage Calculations „.. _. Ommb 661'D . -... M�ar7 �. FDOn