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Home My WebLink AboutSubsoil Investigation ReportSubsoil Investigation Report pi-gaarad by �Q ederal *%gineering esting, Inc. Client: Don Kilby CYaretowt: Mike Wiltrack Address: 532 S Colorado Avenue Stuart, FL 34994 Project: Proposed 3-Story Residence Address: Pelican Pointe Drive Lot S Jensen Beach, FL 34957 i i Date: Monday, May 6, 2019 ti Y FILE copy i Aaterials Testing ! Inspections I Environmental 1' e', die ra Phone: 984-784-29.49 -Fax: 9 54-784-7875 ngineer ng admin@fed-eng.com -'*Uwww.fed-eng,eam estngg Inc.. = = . •. . . Table of Contents CIientInformation --_- ---- —------ --------- ------------- -.,__—---- ___-_----- _____----------- J)g I Project Infortnatiozx_______________________M__r_---- -- -_-_—---------------- I1g 1 General soil Descriptions-----�____� ___�__.-_-__ _�____________________ _ ________ I Shallow Foundation R.econunendatious--------------.._--------- ---------------------- P& 2 SoilParamcters____------ __------ _..-------------------- _-__----_----------------- _--- __---- IJ 3 Excavations----- ----- ------ _--- —-------- ___-._-_..___--- __------------ _____-------------- _____Irg: 4 Grading------- _--__T_-n- ------- —--- _,,--- __--------- ______---- __------------------ _---- __--- I,g. 4 Deep Foundation Recornnendayons-------- __--------- — ------- Y._._,-------- _—------ —pgr 4. Appendices_______ ---------- --._________ ________n_-___----- _..-------- _---------- -___---------- pg b Soil B- orin Log(s) Laboratory Test(s) Project location Snail Boring Locatiou(s) soil Classifications Sampling Procedures Limitations of Liability For Your Tnfomation 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 prelinunary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known, Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withlxolding 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 recQnuxzendations need to be followed to receive a final certification fxonx F.E.T., including densities on each lift, dmnudung 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 trust verify they will provide: You with the proper certification in \writing, as outlined in our report. Our fine will only provide a certification letter if it has verified all work as recommended in our report. RK 3370 NE 5th Avenuo i Oakland Park Florida 33334_ M Dederal Phone. 954-784-294.1 E-Fax: 954-744-7875 n9ineering admin@fed-eng,com :.p4UPe"Sa'�ing, Inc.v�r�rw.fedeeng.com ` Monday, May 6, ` 019 Don Kiiby 532 S Colorado AvCA= Stuart, FL. 34-994 Atum Mille Wiltrack RE: subsoll1,11VTstigation Proposed 3-Story Residence Pelican Pointe Drive Lot S Jensen Beach, FT 34957 Dear Sirs: Job Order Number 19SB253 Pursuant to your request, Federal l ngimeruug R, Testing, Inc, has completed a subsoil investigation on. 05/0112019 at tine 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 AS` IM D-1596 drilled down to a depth of thirty-five feet (35) below the existing ground surface, (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: DQptl him To Description. of Soils Q" 611 Topsoil & Vegetation 6" 6' - Brown. Sand with Organics 61 is, Gray Sand is, 34' Gray sand with Shell M 35' Gray Sand with Some Silt Groundwater table elevation was measured inunediately at the completion of each borhig and was fotuid at an average depth of four (4) feet below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as vat}ping 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 deNmatering activities, Specialty grouaidwater contractors shalt be consulted for all work below the groundm ater level. ArteadW,\tay61' 19 Nkakl pointy IM)m t t 8 Aenzseai Mch, FL 349Sk pt m eclerat ngineering �i esting, Inc. The boring log(s) attached present a detailed description of the soils encountered at the boring Ioeation(s). The soil stratification shown on the boring log(s) is based on the exanination 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. Unsuitable material was encountered in boring number B-1 and B-2 at a depth of 6" down to approximately 6' below existing grades. 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; Alternative I., Shallow Foundation ,System. 1) locate building areas, excavate and remove the Iayer of organic material down to clean granular material found at approximately six (6) feet under all building areas plus five feet past the outer perimeter of the building. This material shall be removed prior to construction. Federal Engineering R Testing, Inc., shall be on -site to monitor excavation of unsuitable material to ensure complete removal. 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 nduhmum of 95% of the ASTR D-1557 modified proctor method. Make a nunhuium 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, S) 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, GVtr, GP -GM, GW-GNI, 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 runless dewatering is used, When dewatering is used, fill material shall be clean granular soil, fxee of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075nun), S) 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 inlrmediately after Tamp and Spray andFor 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, N[tnday, May 6, 3019 Pelivau Peiutc. Dkive tot 8 Amseai @each, FL.34957 Rage a ederal ngineerr-ng esiing, Inc. 9) After the installation of any plumbing and electrical. piping; we recommend that the disturbed area be reeompacted and additional density tests be performed to verify proper compaction of the disturbed areas. 10) All of the above Gcotcclmical work shall be performed under the supervision of Federal Engineering Testin`s geote 1mical 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) hi the evmtt of misting structures, existing footings or proposed drainage lines, provisions sliall be made by the structural engineer and site contractor to protect all footings from tuidermining and. exposure. The geotcclinieal 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 permissible soil bearing pressure not to exceed 2500 P,S,F. Building pad certification requires satisfactory completion acid 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 ,,veight buoyant - ------- _--_--------- --- -------- _--------------------------- 48 pcf • Angle of internal friction_-______---r__---------- _--------------- ----------------------- 300 • Active Eartli pressure coefficient (Ka)------------------ _---------- _--_--------- ..- ------ 0.33 • Passive Earth pressure. coefficient (Kp)---------__-------- __----- _-------- _..--------- _-- 3.0 • Angle of wall friction for steel piles -- ------------------------------- r----------- ----- ---- 30" • Angle of wall friction for concrete / brick walls ----- v-_ -------- ----- --------------- _-- 20" - Angle of wall friction for uncoated steel --- ------------------------ --.,_------------ _-..-_ 15' Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the latest 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 Nvith expansion joints to address differential settlement. 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 I 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 eaters shall be discharged away from all building foundations. Verify all water, sew-er, plumbing, sprinkler and drainage lutes are properly functioning with no leaks in the vicinity of the foundation. 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 perfortiung an environmental analysis of the soil materials, For Enviromuncntal due diligence, a Phase 1 aaftr Phase 1T Environmental Site Assessment is recomnmcnded, Monday, May 6, 201ad Pelican Pointe Drive Lot S le-mut each, FL 349S7 Page 4 Alternative If. -Deep, Foundation System, :Oderat ngineering ®estting, Inc. Based on our understanding of the proposed structure and the information obtained from our field boring loss; 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; deep foundation systems slrall consist of one of the following alternatives; Approximate Allowable Allowable Tension Allowably: Lateral Alternatives Depth Driven Size Compression Pile `Pons Pile Capacity in Capacity hr Tons Capacity; in Tons Pia files/ Push Piers 30' or Refusal 4 hrch S Tons 1 Ton NIA Helical piles 30' or Refusal 3 Inch 12 Tons 6 Toils NIA Auger Cast Piles 30, BELS 12111e11 25 Tons 12 Tons 1 Ton Auger Cast Piles 30' BELS 141ne1r 35 Tons 17 Tons 2 Tons 'WLS - Below 1+.5isting hand SurflucO Estimated Lateral load for a Pile Top Deflection of Y4 inch. Proposed pile length based on the existing around elevations at the time of drilling. Pile length may, vary depending on proposed grade beam elevations and inconsistent sail profiles, hi 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). The boring log(s) attached present a detailed description of the soils encountered at the 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. Helical pile bearing capacitor 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 nunimurn depths required to achieve design capacities. Predrilling night be required to achieve design, depths. All slabs 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 Geotechnieal Engineer to verify compliance with. our recon,rnendations. If the pile is not reinforced. over the entire length, we recomruend a single #7 reinforcing steel bar be placed the full length of the pile to verify pile continuity. Manday., May 6, 210t9 Pelican Mute Drive 1 Lt S Jumscn Hcach, FL U957 page S 4agederat ineering esfing, lric. hl ease of existing structures in the vicinity of the pile driAng 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. In 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 1-3f4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. The installation of adjacent piles (located within 4 feet of each outer) on the saute 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 PSI. at 2$ days. Any underground structures such as grease traps, septic systems, etc. must: be supported on pile foundations, unless the deleterious material (i.e-: silt, tnttdk, peat, etc...) is excavated in its entirety and replaced with compacted washed gravel such as pea rock or #S7 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 Iatest Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected. by a Florida licensed professional engineer. 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 tine test locations; therefore, Federal Engineering Sr Testing, Inc., does not guarantee any subsoil condition between the bore test holes. A site plait showing the location of the proposed structure was not provided at the time the soil borings wem, perforined. 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 miditions, the site contractor should perform. test pits. If different conditions are encountered, Federal Engineering & Testing: llitc,, shall be notified to review the findings and make any recommendations as needed, lit 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 tamiliarize themselves with tine job site conditions. Environunental 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 perfontdng an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase II Environmental Site Assessment is recommended. N1011d4y, May 6, 2019 PcIica►t Nutc Ddw Lot S Jett n Reach, FL 34957 Page 6 � edera[ Q,�n�ineering e8i r- esting, inn 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 writtet-. approval. Federal Engineering; & Testing, laic., appreciates the opportunity to be of service to you at this phase of your project. Please reel free to contact us if we may be of further service to you. tnc@,rely, WE Keith LeBlarte, p Federal Engineers Florida Reg, No. Certificate of Aut l!l'audq, May 5, 2019 PCHOW, Nium Drive Lot b leusen Boaeh, FL34957 Page e A.ppondzees ederai engineering & eating, inc. Dederal Phone.954-�784-29�41 ��E-Fax; 954-784-7876 ' � ngineer ng admin@,fed-eng.eom �j �rww,fed-ong.eom �LVesti rgf Inc. SPT Test Boring Report Client; Den Kitby Project: Proposed 3-Story Residence Address: Pelican Pointe Drive Lot 8 .ieusen Beach, FL 34957 Date of Test: t ay 1, 2019 Role No., B-1 Location, See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows " N" 1 Q" - 6" TOPsoil & Vegetation 4 S 2 6" - 6' Brown. Sand with Orguios 4 4 9 3 4 2 3 S 5 3 3 7 6 4 5 7 8 7 9 1221 lI 9 14 14 27 1e 6'- 18' Gray Sand 13 14 11 11 AA A - -- A 13 A A A 14 A A 15 13 13 16 14 15 27 17 A A 18 A A A 19 A A A 20 A A 21 12 11 22 22 11 12 23 A A 24 18' - 34' Gray Sand with Shell A A A 25 A A A 27 12 13 26 28 13 11 29 A A A 30 A A 31 A A 32 A A 33 7 7 34 34' - 35' Gray Sand \\pith Some Silt 8 9 15 3a A A 36 Water Level: 412" Below Land Surface A = Auger Dederal Phone: 954�754-294'1 E-Fax, 954,784-7875 U ng ineeri n adtttin a�fcd-ct�g,com Hrww.fed-eng..com V!U0esting,. Inc. .. SPT Test Boring Report Client: Dan Kilby Project: Proposed. 3-Story Residence Address: Pelican Pointe Drive Lot 8 Jensen Beach, FL 34957 Date of Test: May 1, 2019 Hole No,: B-2 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows 'IN" 1 _ 4" - 6" 'topsoil & Vegetation _ 4 3- - 2 6" - S' Brown Sand Ntdth Organics 3 2 6 3 3 3 4 3 2 6 a A 6 _13 6 9 11 - 14 15 - 8 14 15 29 9 15 13 10 T -19' Gray Saud 14 13 27 12 A A A 13 A A t4 A A A 15 19 18 16 17 17 3S 1'7 A A 18 A A A 19 A A 20 A A A 21 11 12 25 22 13 1.3 23 A A, 24 1.9' - 33' Gray Sand Mth. Shell A A A 25 A A AA 27 13 13 — 28 14 12 27 29 A A 36 A A A 31 A A 32 A A 33 to 9 34 33'- 35' Gray Sand with Some Silt 8 8 17 35 A A F-1 36 Water level: 4'3" Below Land Surface A = Auger Oederai Phone. 954-784-2S41 E-Fax., 9547`a4-7875 0691veer ing adminafed-eng.com www.fo(r-eng.com (goesting, Inc. y m'IM.F.12011mmily SPT Test Boring Report, Client: Dou. Kilby Project: Propped. 3-Story Residence Address: Pelican Painte prior Lot 8 Temen Boach, FL 34957 Date of Test: May 1, 2019 Role No.: B-3 Locatlow See Attached Dra\xdn- Depth (FT) I Soil Descriptions —THImmer Blows 'IN" 1 01' - 611 Topsoil &,Vegetation 4 5 2 6" -W Brovm Sand 4 5 9 4 5 4 'I 5 6 10 9 8 6 12 12, 20 7 14 14 13 4 27 9 15 14 14 10 W- 19, Gray Sand. 13 13 97 A A 12 A A A 13 A A 14 A A A is 17 1.7 16 17 is 34 17 A A Is A A. A 19 A A 20 A A 21 is 12 22 13 12 25 23 A A 24 19,- 32' Gray Sand with Shell A A A 25 A A 26 A A A 27 12 13 28 11 13 94 29 A A - 30 A A A 31 A. A 32 3X-35' Gray Sand with Salve Silt A A 33 34 8 a is L 7 9 "6 3 1 _A 'aterLevet- 4tllt Below Land Surface A = Auge r Phone: 954-784-2941 Dederal E-Fax: 954-784 7875 69i leering admina@fed-eng.cattt �(� www,fed-eng.com, Date: \Vcdacsday, May 1, 2019 Don Kilby S32 S Colorado Avenue Stuart, FL 34994 Atm.. Mike. Wiltrack RE. Proposed Geotechnieal Services Proposed 3-Story Residence Pelican Pointe Drive Lot 8 Jensen Beach, FL 34957 No. 200 Wash Sieve Analysis Results of Test Tots Order Nunuber 19SB253 Sampled by: MM Sample Date. 5/112019 Smiple Location: B-1(34' - 351) Sample Number, 19SB253 Material Description: Gray Sand with Sme Silt Starting, Sieve Weight; I52.17 Sieve Siege Cumulative, eight lZefauted Cumulative l?asgti� Cumillative % Retained 200 (0.075 162.88g 10.6% $9.4% Pan - - - Vested By; S1 Cheeped By: KL 3370 NE 5th Avenu6j Oakland Park Florida 33334 KIAM IF END Ow tee, LabwaWiy �-- Dederal Phoone, 954-�784-2941 E-Fax: 954-784-7875 ngineering admln@fed-eng.com cn ww.fed-eng.com Report of Oroganic Content ASTIlx D 2974 Date, Ateduesday, May 1, 2014 Don KjIbY 532 S Colorado Avenue Stuart, Fly 34994 Attu- Mike Wiltrack Rla: Proposed Geotechnical Services Proposed 3-Story Residence Pelican Pointe Drive lot 8 Jensen Beach, FL., 34957 Sob Order 19hinrber 19SB253 Results of Test Sampled by: MM Reported. To: Client S=plc Loctttionz See Location on Subsoil D—mwing. Material Msoriptim. Brown Sand with Orrggazazes Samplc Locatiou and Depth Organic. Cment. Perc mtagc BI d' 15% 82 NIA. NIA B3 N/A. NIA B4 N/A NIA BS N/A N/A Tested By: SS Checked By: KL 3370 NE 5tti Avenue Oakland Park, Florida 33334 ,.® : ® ""moo F'DOTT Aoderal gineering sting, Inc. N Site Location Map Federal Engineering & TestIng Inc. 3370 NE 5th Avenue, Oakland Park, FL 33334 (954) 784-2941 Client: Don Kilby Project: Proposed 3-Story Residence Test: Subsoil Investigation Project Address: Pelican Pointe Drive Lot S (site rnal) is not to scats) Jensen Reach, FL 34957 ,ffladeral angineering estingr Inc. Soil Classifications Correlation of Penetration Resistance with Relative Densrtf and Cousisteney Sands Dynamic Cone Penetrometer onetb'omemar Resisumee Standard Penetration .�CtX�t�l or Ble��a _ Relative Density 0 -10 - 0-4 Very Loose 11- 2 _ . 5 -to Uose; 26 - 4S 11-20 Firm - 45 - 7S - 21 - 3Q _ Vety Piru 76 -12.0 31 - 50 Dense > 120 _ a so Vero Dense Silts & Clap Dynaintq Cone Penetrometer Pummadl'CdIF etu, - Resfyt nce Standard Ponetration HCF/] mer flows Relative Density 0-6 I 0-2 Very Soft 7-15 _ 3-5 _ Soft 16 - 30 6 -10 _ Firm 31 - 4S 11 -1 S Stiff 46 - 90 16 - 30 Very Stiff 91-150 _ 31- 50 - Lard Bock: Ifardness DescrRption; Soft Rock core ambles when handled Meditun 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 Rard Rock core rims when struck with a hammer Sand Quautitv W1pdiiiFiers Vary Slight `Trace 0 - 2 % Slight Trace 2 - 6 % Trace S -10 % Tuttle Trace 10 -16 % Some 15- 30 % With > 30 % Silt - Clay Quaut[4, Modifiers Slightly Silq,-/Clayey 0 - s % Silty l Clayey S - 30 % Very Silty / Clayey 30 - a0 % Particle Size Boulder > 12 in Cobble 3 -12 in Gravel 4.76 inm - 3 in Sand 0.074 inns: - 4.76 nun Silt 0.005 mni. - 0.074 mm Clay < OAS mill 1 eral M dlneering sting, 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,barrol techniques in accordance with. the procedures set forth in "Penetration Tests and Spilt-l3anel. Sampling of Soil in ASTNI D4586. The following field tests, zneasurements and laboratory analysis were performed/collected diming 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) irrctres, 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 hrcremeats of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers. eater Level lbleasurenients 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, laud -use and recent rainfall: conditions may influence the depths to groundwater levels. Soil Properties 6 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 \4'e %terrutrt that the services perfornied by Federal Engineering and Testing, Inc, (F,E,T,) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, exprmsscd or implied, are made, Mtile 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 satisfactory performance provided by Wier mctubcrs of the construction process aacVor the construction plans and specifications which we have not prepared, nor the uttintaw performance of Wilding site materials, As mutual protNtiom to clients, the public and oursetvcs, att 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 approvtat. Reports are not intended for 3M 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 tog represents conditions specifically at the location and time tine 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 dravvdown, 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 F.E.T. does not guarantee any subsoil condition surrounding the boro test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perfonn tests pits, If diMront conditions are encountered, F.F.,T, shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Vests Tests ace performed in accordance with specific ASTM Standards unless othctwvise indicated. All criteria- included in a given ASTIvt Standard are not always required and perforated. Each test report indicates the measurements and determinations actually made, 01vizership gfTesty /Reports All test results and/or reports prepared by F.R.T. pursuant to this agreement and/or Addendunt(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 paid in fall. Analysis mid Reconzrrzendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in tine 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. ederai u4ingineering ((Sting, Inc, Analysis and Recorizraaendations cons fit 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, back -filling or pricing estimates, In accepting this report the client understands Utat all data from the soil boring is intended for foundation analysis only and is not to be used for excav sting, 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 horing(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 all the test boring reports, Soil variations may exist between borings and may not become evident until construction, If variations am then noted, REX, must be contacted so that field conditions can be examined and rccontniendations revised if necessary, The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site, Any s(Puificant changes its the nature, design, or location of the site improvements must be communicated to RE,T, so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "o\\mer's representative" observing the work of the contractor, performing tests, and reporting; data from such tests and observations. The Geotechnical l;ngfneer'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 reMevw. The Field Rep, is responsible for histiter safety only, but has no responsibility for the safZ ty of other personnel and/or the general public at the site, if the. Field Rep, does not feel that tine site is offering a safe environment for him/her, the Field Rep, will stop histlner observatiolt/ testing until he/she deems the site is safe; The Field Rep, is all important member of a twin 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, htc, shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the tollowins 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,