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Home My WebLink AboutGEOTECHNICAL REPORTREPORT OF GEOTECHNICAL EXPLORATION PROPOSED MARK CONNOLLY RESIDENCE _ 8060 PLANTATION LAKES DRIVE PORT ST. LUCIE, FLORIDA FOR POLO CONSTRUCTION, INC. 6526 SOUTH KANNER HIGHWAY SUITE 122 STUART, FLORIDA 34997 PREPARED BY NUTTING ENGINEERS OF FLORIDA, INC. 615 SW BILTMORE STREET PORT ST. LUCIE, FLORIDA 34983 ill NNi Nutting - Engineers of Florida Inc. I Established 1967 Your Projectis Our Commitment ORDER NO.334.2 DECEMBER 2015 SCANNED BY St. Luce County Geotechnical& Construction Materials Engineering, Testing & Inspection Environmental Services offices throughout the state of Florida www.nuttingengineers.com info@nuttingengineers.com r { igg= { Hutting Engineers of Florida Inc. I Established 1967 Your Project is Our Commitment v V December 14, 2015 w Mr. John Kay v Polo Construction, Inc. E 6526 South Kanner Highway, Suite 122 c ° Stuart, Florida 34997 Phone: 561-239-8607 Email: poloconstruction@aol.com w Subject: Report of Geotechnical Exploration ° Proposed Mark Connolly Residence v 8060 Plantation Lakes Drive ° Port St. Lucie, Florida c 1310 Neptune Drive Boynton Beach, Florida 33426 561-736-4900 Toll Free: 877-NUTTING (688-8464) Fax: 561-737-9975 Broward 954-941-8700 St. Lucie 772-408-1050 Miami -Dade 305-557-3083 www.nuttingengineers.com -o � Dear Mr. Kay: Z Nutting Engineers of Florida, Inc. (NE), has performed a Geotechnical Exploration for the proposed residence at the above referenced site in Port St. Lucie, Florida. This exploration was 6 performed in accordance with the written authorization to proceed provided by Polo Construction, Inc. dated December 7, 2015. This evaluation was performed to develop v information regarding subsurface soil conditions at specific test locations which along with mproposed construction information provided was used to develop opinions regarding earthwork w procedures and foundations for support of the proposed construction. This report presents our findings and recommendations based upon the information examined at the time of this .Lm evaluation. w PROJECT INFORMATION 0 We understand that plans include the development of the vacant lot for a new single-family residence. The new residence will be one story in height and cover a total area of approximately 2,900 square feet. We were provided a plan indicating the approximate location of the residence. 0 Along with the residence a new pool and pool deck will also be constructed. M Based on current site elevations, we estimate that two to three feet of fill may be required to -71 bring the site up to construction grade; however, the final building pad elevation shall be t determined by a professional architect, civil engineer, or other qualified party. V N Y Q1 OFFICES Palm Beach 2 Miami -Dade 5t. Lucie NE should be notified in writing by the client of any changes in the proposed construction along with a request to amend our foundation analysis and/or recommendations within this report as appropriate. GENERAL SUBSURFACE CONDITIONS Soil Survey Maps As part of the geotechnical exploration, we have reviewed available Soil Conservation Service (SCS) survey maps for St. Lucie County. These SCS maps provide qualitative information about potential general shallow soil conditions in the project vicinity. This information was derived from approximately 6 ft. deep manual auger borings, aerial photo and surface feature interpretation at some point in the past (mid 1980's to early 1970's). The SCS data may or may not reflect actual current site conditions. A review of the Soil Survey for St. Lucie County revealed that at the time the survey was conducted, the soils at the site were described as Pineda sand. This is a nearly level, poorly drained, sandy soil over loamy material. It is on broad, low flatwoods and grassy sloughs. It has the pedon described as representative of the series. We note that the soil surveys were typically penetrated to a depth of approximately six feet. Subsurface Exploration NUTTING ENGINEERS OF FLORIDA, INC. performed four Standard Penetration Test (SPT) borings (ASTM D-1586) to depths of ten to fifteen feet below land surface. The locations of the test borings are indicated in the boring location plan presented in the Appendix of this report. The boring locations were identified in the field using approximate methods; namely, a measuring wheel and available surface controls. As such the soil boring locations should be considered to be approximate. We note that due to potential underground utilities at the test boring locations the upper four feet of the soil profile was manually cleared. Because of this, the relative density (N-Value) of the upper four feet was not obtained. Test Boring Results In general, the soil boring locations recorded a surface layer of grass and topsoil in the upper four inches underlain by light tan to yellowish brown (orange) sand to a depth of two to four feet. Below these upper sands medium dense to dense tan to gray sand with some clayey sands was encountered to a depth of fifteen feet, the maximum depth explored. Please see the enclosed soil classification sheet in the Appendix of this report for additional important information regarding these descriptions, the field evaluation and other related information. l'l� �yof Florida Inc I Established 1967 Note: Substantially different subsurface conditions may exist at other areas of the site. Buried debris may or may not be identified or adequately delineated by soil borings. Test pit excavation can provide more insight into such conditions and rock lithology if present. Such conditions may be revealed during site development activities (e.g. proof rolling, utility & foundation excavation activities) or other related activities. Should additional assurance be desired by the client, further subsurface investigation could be performed. Groundwater Information The immediate groundwater level was measured at the boring locations at the time of drilling. The groundwater level was encountered at an approximate depth of two feet below the existing ground surface at the time of drilling. The immediate depth to groundwater measurements presented in this report will not provide a reliable indication of stabilized or more long term depth to groundwater at this site. Water table elevations can vary dramatically with time through rainfall, droughts, stone events, flood control activities, nearby surface water bodies, tidal activity, pumping and many other factors. For these reasons, this immediate depth to water data should not be relied upon alone for project design considerations. ANALYSIS AND RECOMMENDATIONS The borings performed for this project suggest that the site may be prepared using conventional site preparation and compaction techniques as described herein. Once the site is successfully prepared in accordance with the recommendations presented in this report, the site may be developed with the proposed residence using a shallow foundation system designed for an allowable soil bearing pressure of 2,500 pounds per square foot. Once plans are finalized for the proposed construction, a copy should be provided to Nutting Engineers for review to determine whether additional details or changes to our recommendations are warranted. All work should be completed in accordance with applicable building codes, other regulations as appropriate, and good standard local practice. We recommend a minimum width of 16 inches for continuous footings and 24 inches for individual footings, even though the soil bearing pressure may not be fully developed in all cases. We recommend that the bottom of footings be at least 12 inches below the lowest adjacent finished grade. It is our opinion that the floor slab system may be constructed as a slab on grade. We recommend that a vapor barrier be placed between the soil and concrete. We also recommend that the reinforcing steel mesh be placed at the approximate center of the slab for tensile support. I Nutting 4 EDE of Florida Inc I Established 1967 Settlement Analysis We performed a settlement evaluation based upon a hypothetical improved soil profile following completion of the compaction using a moderately sized vibratory compactor for the construction. This method should improve the soils to provide an allowable bearing capacity of 2,500 pounds per square foot. It was estimated that upon proper completion, long-term total settlements should be on the order of less than approximately one inch. Differential settlements should be approximately one-half of the total settlement. Distortions that occur along wall footings should not be more than 1 in 500. Most of this settlement should occur upon the application of the dead load during construction. In order to maintain the calculated settlement throughout the life of the structure it would be - necessary to grade the site such that stormwater is directed away from the foundations. This could be maintained through the use of roof gutters and downspouts to migrate the water away from the buildings and foundations. Any ponding nearby/adjacent to walls and foundations should be avoided. Site Preparation The surficial organic soils, debris from the clearing operations, remnants of the existing construction, and any unsuitable soils as determined by the Geotechnical Engineer will need to be completely removed within the construction area and to a lateral distance of at least 5 feet beyond the footprint limits and potentially further based upon depth. A Nutting Engineer's representative should be present to observe that the stripping operations are performed as we have discussed herein. Upon approval by the geotechnical engineer, the stripped surface (no fill added at this time) should then be thoroughly soaked with water and compacted with at least 20 overlapping passes of a vibratory compactor having a minimum dynamic force of 5 tons operated no faster than at a slow walking pace. The roller coverage's should be equally divided into two perpendicular directions. The compaction operations must be observed by a representative of Nutting Engineers. In addition, the surface should also be compacted until a density equivalent to at least 98 percent of the modified Proctor maximum dry density (ASTM D-1557) is achieved to a depth of at least 12 inches below the compacted surface. Any structural fill needed to bring the site to construction grade may then be placed in lifts not exceeding twelve inches in loose thickness. Each lift should be thoroughly compacted until densities equivalent to at least 98 percent of the Modified Proctor maximum dry density are uniformly obtained. Fill should consist of granular soil, with less than 10% passing the No. 200 sieve, free of rubble, organics (5% or less) clay, debris and other unsuitable material. V!R)c y',� �-r a� ,gig.�\,,:hLl"y i�JC,Pel�Cb The fill should have ASTM designation (D-2487) of GP, GW, SP, or SW, with a maximum particle size of no more than 3 inches or as otherwise approved by Nutting Engineers. Following site and building pad construction as discussed above, the foundation area should be excavated and the footings formed. The bottom of foundation excavations should be compacted after excavation to develop a minimum density requirement of 98 percent of the maximum modified Proctor dry density, for a minimum depth of two (2) feet below the bottom of the footing depth, as determined by field density compaction tests. The floor slab area should also be compacted in the same manner. Proposed Pool We consider the existing soils to be suitable for support of the proposed pool using conventional construction methods. The contractor should take measures to ensure that the side slopes are protected, and will not affect the existing structure. Any backfill placed within the zone of influence of foundations (2 horizontal to 1 vertical) should be compacted to a minimum of 95 percent of the modified proctor maximum dry density (ASTM D-1557). The contractor must anticipate difficult excavation conditions within the limestone formation and should have appropriate rock excavation equipment for development of the pool. Based on the level of the groundwater level at the time of the field work, (two feet below the existing ground surface) temporary dewatering will be needed in order to construct the pool. The pool contractor is responsible for determining the best methods of dewatering for the project. The pool deck may be constructed on compacted existing soils or approved fill. The soils should be compacted to a minimum of 95 percent of the modified proctor maximum dry density to a depth of 12 inches below the compacted surface. GENERAL INFORMATION Our client for this geotechnical evaluation was: Mr. John Kay Polo Construction, Inc. 6526 South Kanner Highway, Suite 122 Stuart, Florida 34997 NUIRMIng Minoan �r ¢4of Florida Inc. I Established 1967 The contents of this report are for the exclusive use of the client and the client's design team for this specific project exclusively. Information conveyed in this report shall not be used or relied upon by other parties or for other projects without the expressed written consent of Nutting Engineers of Florida, Inc. This report discusses geotechnical considerations for this site based upon observed conditions and our understanding of proposed construction for foundation support. Environmental issues including (but not limited to), soil and/or groundwater contamination are beyond our scope of service for this project. As such, this report should not be used or relied upon for evaluation of environmental issues. - Prior to initiating compaction operations, we recommend that representative samples of the structural fill material to be used and acceptable in -place soils be collected and tested to determine their compaction and classification characteristics. The maximum dry density, optimum moisture content, gradation and plasticity characteristics should be determined. These tests are needed for compaction quality control of the structural fill and existing soils, and to determine if the fill material is acceptable. If conditions are encountered which are not consistent with the findings presented in this report, or if proposed construction is altered or moved from the location investigated, this office shall be notified immediately so that the condition or change can be evaluated and appropriate action taken. The vibratory compaction equipment may cause vibrations that could be felt by persons within nearby buildings and could potentially induce structural settlements. Additionally, preexisting settlements may exist within these structures that could be construed to have been caused or worsened by the proposed vibratory compaction after the fact. Pre- and post conditions surveys of these structures along with the vibration monitoring during vibratory compaction could be performed to better evaluate this concern. The contractor should exercise due care during the performance of the vibratory compaction work with due consideration of potential impacts on existing structures. If potential vibrations and impacts are not considered tolerable, then alternate foundation modification techniques should be considered. Nutting Engineers of Florida, Inc. shall bear no liability for the implementation of recommended inspection and testing services as described in this report if implemented by others. Nutting has no ability to verify the completeness, accuracy or proper technique of such procedures if performed by others. Excavations of five feet or more in depth should be sloped or shored in accordance with OSHA and State of Florida requirements. Nutting i� MiMc. The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been presented after being prepared in accordance with general accepted professional practice in the field of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed. We appreciate the opportunity to provide these services for you. If we can be of any further assistance, or if you need additional information, please feel free to contact us. Sincerely, NUTTING ENGINEERS OF FLORIDA, INC. Richard C. Wohlfarth, P. . Director of Engineering Appendix: Boring Location Plan Test Boring Results Limitations of Liability Soil Classification Criteria REP POLO CONST CONNOLLY RES 8060 PLANTATION LKS DR SHALLOW PSL CEO Nutting E100680% of Florida Inc.1 Established 1967 d 7W*/- Norek, P:E..469947 ISL 4ND N 1 �� Aw 1 AC ' SG'B•19'04"6' 979.45' ; tD4RCasa - -- �l"t• ti' F l ei Fit 4#pU8dlvB=22"S Y n �-'ya'=' 9ENC MAEf.AW�-7�i6" DEa o aeEtzssr liS- — — -I— —M1j�— — r�,«_____ddddd111l1g _191_on, gY`' a � A +�3g {\ 4 v I {{ 'lOJ ty .4 \ #gyp v 1 on^ n _.. I• Ory W Soles 1.9t, W 35 90 A00 m, > 3.60 jP� \ £ .'5� `A• GEE O\ `6. ` V� `O rA a `ai• \ q .'5�s}.� B-1 �p /h NRRC �u��Y�c. 70 {� 014' •��JJ � �g�.lr� \ r A�� yF'ii7 �� 0(3�"S. p 62 LEGEND �4'v. \ -j y� v p� .b`�7`.+•4 82 RBdIu8=25.00' - +� —K\ �'••<;>.,••` a '�'' 00m. Length=30.28' fas - metro c \ py }9� W'3•~ 41�- bdP Meauf m-w nam arwsaw,e -� as` z' e.o Radius=206.00'(P) Aangthb"26.66'(P) Length=128.6B'(P) rm n�� met, lto. rho% ��oi g'e Jr � M1 � o- Fr a `o Radlua=sas.o0'(0) ev-wv 4 ve'rf„yr�/p �0 Len9y=llfn3-0'(D) �-raoa!' �mnuima (pl 11B � S ,,..; J, m mm - r M" W em cw dOtte 0acg0.Z 4M1 N±'y ero rar - Is oon AM xm !_B zgc 0 .'%s' •y. sxc - am A pon ma .up r vyras,• 4�t�� ga;(sJ _ n =. me - rear yr' eon rW � co 2 - ".. _• N - fayo�lpMrc lhV M fam! NauWY Mv0 irAh ipF S�bJj� pIDl rBl tID laC 1 0. 2'S ` =C 1 `c•�a. 0.491Y` "� .LEGEND - /4➢-N(4WnM/4 CYI OY{ � �?Ii�L �I APPROX. TEST LOCATION Polo Construction, Inc. NUTTING Mark Connolly Residence APPROXIMATE GEOTECHNICAL EXPLORATION E ENGINEERS 6060 Plantation Lakes Drive TEST LOCATION FIG. 1 =OFFWMA,INC. PLAN Not toSca/e— ESrABUSHED1987 Port St. Lucie, Florida PROJECT NO. 334.2 Nattin 1310 Neptune Ddve BORING NUMBER B-1 9 Beach, R., Boynton 33426 PAGE 1 OF 1 Engineers Telephone: 561-736-4900 r3le dn.O&mcl EUbroW r%> Fax: 561-737-9975 rmpe.o..mmAw.m PROJECT NUMBER 334.2 CLIENT Polo Construction Inc. PROJECT NAME Mark Connolly Residence PROJECT LOCATION 8060 Plantation Lakes Drive Port St. Lucie. Florida DATE STARTED 12/7115 COMPLETED 1217115 SURFACE ELEVATION REFERENCE Approx. Cal Road Crown DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS: LOGGED BY T. Lovett CHECKED BY C. Gworek SAT TIME OF DRILLING 1.8 ft APPROXIMATE LOCATION OF BORING As located on site plan W ♦ SPT N VALUE • 10 20 30 40 PL m LL 20 40 60 80 w a x 0 MATERIAL DESCRIPTION W Blows p > U Z ❑ FINES CONTENT (%) ❑ (7 0 20 40 60 80 Tan to gray fine SAND Tan fine SAND AU Tan fine SAND and SHELL 1 Orange fine SAND AU 2 Tan fine SAND 5 SS 3 13-13-14-16 27 SS 4 10-10-13-15 23 : • Tan fine SAND, trace clayey sand SS 5 16-20-15-16 35 A 10 '• SS 6 9-8-11-15 19 L SS 7 7-7.9.14 16 15 Bottom of hole at 15.0 feet. Disclaimer -Nutting Engineers of Florida Inc accepts no liability for the consequences of the independent interpretation of drilling logs by others. 1310 Neptune Drive BORING NUMBER B-2 Nutting Beach, FI., Boynton 33426 Engineers Telephone: 561-736-4900 PAGE 1 OF 1 ..�dPulWa rM IUbbMmiw+ Fax: 561-737-9975 �r-r-aae-c+mm PROJECTNUMBER 334.2 CLIENT Polo Construction, Inc. PROJECT NAME Mark Connolly Residence PROJECT LOCATION 8060 Plantation Lakes Drive, Port St. Lucie Florida DATE STARTED 12/7/15 COMPLETED 12/7115 SURFACE ELEVATION REFERENCE Approx. Cal Road Crown DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS: LOGGED BY T. Lovett CHECKED BY C. Gworek -VAT TIME OF DRILLING 1.8 ft APPROXIMATE LOCATION OF BORING As located on site plan w • SPT N VALUE U p: N 10 20 30 40 PL MCLL 20 40 0-80 w? x jJ MATERIAL DESCRIPTION Blows a > o z ❑ FINES CONTENT (%) ❑ 0 20 40 6080 Tan to gray fine SAND Tan fine SAND AU Orange fine SAND 1 Gray clayey fine SAND AU 2 SS 3 8-10.11-16 21 5 Tan fine SAND SS 4 10-15-19.22 34 A SS 5 25-23-22.20 45 A 10 ' Bottom of hole at 10.0 feet. Disclaimer Nutting Engineers of Florida Inc accepts no liability for the consequences of the independent interpretation of drilling loge by others. 1310 Neptune Drive BORING NUMBER B-3 NuttiBeach, FI., 33426 Boynton DoEngineersng Telephone: 561-736-4900 PAGE 1 OF 1 aponmxcls,i>einnn war Fax: 561-737-9975 PROJECTNUMBER 334.2 CLIENT Polo Construction, Inc. PROJECT NAME Mark Connolly Residence PROJECT LOCATION 8060 Plantation Lakes Drive Port St. Lucie Florida DATE STARTED 12/7/15 COMPLETED 12/7/15 SURFACE ELEVATION REFERENCE Approx. @ Road Crown DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS: LOGGED BY T. Lovett CHECKED BY C. Gworek EAT TIME OF DRILLING 1.8 ft APPROXIMATE LOCATION OF BORING As located on site plan w ♦ SPT N VALUE p a m 10 20 30 40 PL MC LL i a —I �� w =0 a O MATERIAL DESCRIPTION w a Blows > W 2 20 40 60 80 ❑FINES CONTENT (%)❑ 0 20 40 60 80 Tan to gray fine SAND Tan fine SAND AU Orange fine SAND 1 Tan fine SAND AU 2 3 3 8-9.12-16 21 5 SS 4 11-14-18.22 32 'A SS 5 20-22-24.26 46 A 10 `• Bottom of hole at 10.0 feet. Disclaimer -Nutting Engineers of Florida Inc accepts no liability for the consequences of the independent interpretation of drilling logs by others. 1310 Neptune Drive BORING NUMBER B-4 Nutting Beach, Ft., 33426 Boynton �3EngineeTs Telephone: 561-736-4900 PAGE 1 OF 1 mftid e1 .I U.blll ,, Fax: 561-737-9975 s�lnrt.w ce- PROJECT NUMBER 334.2 CLIENT Polo Construction, Inc. PROJECT NAME Mark Connolly Residence PROJECT LOCATION 8060 Plantation Lakes Drive Port St. Lucie Florida DATE STARTED 12/7115 COMPLETED 1217/15 SURFACE ELEVATION REFERENCE Approx. Cal Road Crown DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS: LOGGED BY T. Lovett CHECKED BY C. Gworek aAT TIME OF DRILLING 1.811 APPROXIMATE LOCATION OF BORING As located on site plan W ♦ SPT N VALUE O F v 10 20 30 40 PL MC LL I ♦ H� 0-c =0 0-p MATERIAL DESCRIPTION m a Blows m WO „ g - Z 20 40 60 80 ❑ FINES CONTENT (%) ❑ O 0 20 40 60 80 Tan to gray fine SAND Tan fine SAND AU Tan to gray silty fine SAND 1 Orange fine SAND AU 21 2 Tan fine SAND 5 SS 3 8-7-11-15 18 SS 4 9-11-20-23 31 SS 5 22-24-24.28 48 A 10 Bottom of hole at 10.0 feet. Disclaimer -Nutting Engineers of Florida Inc accents no liability for the consequences of the independent interpretation of drilling logs by others. LIMITATIONS OF LIABLILITY WARRANTY We warranty that the services performed by Nutting Engineers of Florida, Inc. are conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession in our area currently practicing under similar conditions at the time our services were performed. No other warranties, expressed or implied, are made. While the services of Nutting Engineers of Florida, Inc. are a valuable and integral part of the design and construction teams, we do not warrant, guarantee or insure the quality, completeness, or satisfactory performance of designs, construction plans, specifications we have not prepared, nor the ultimate performance of building site materials or assembly/construction. SUBSURFACE EXPLORATION Subsurface exploration is normally accomplished by test borings; test pits are sometimes employed. The method of determining the boring location and the surface elevation at the boring is noted in the report. This information is represented in the soil boring logs and/or a drawing. The location and elevation of the borings should be considered accurate only to the degree inherent with the method used and may be approximate. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata as encountered and immediate depth to water data. The log represents conditions recorded specifically at the location where and when the boring was made. Site conditions may vary through time as will subsurface conditions. The boundaries between different soil strata as encountered are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling, nature and consistency of the respective strata. Substantial variation between soil borings may commonly exist in subsurface conditions. Water level readings are made at the time and under conditions stated on the boring logs. Water levels change with time, precipitation, canal level, local well drawdown and other factors. Water level data provided on soil boring logs shall not be relied upon for groundwater based design or construction considerations. LABORATORY AND FIELD TESTS Tests are performed in general accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test boring report indicates the measurements and data developed at each specific test location. Hutting EngiuesTs noa.x,nvwx,w tbw ProIeR k Our Commilmem 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 shall not be utilized to determine the cost of construction nor to stand alone as a construction specification. Contractors shall verify subsurface conditions as may be appropriate prior to undertaking subsurface work - Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations commonly exist between boring locations. Such variations may not become evident until construction. Test pits sometimes provide valuable supplemental information that derived from soil borings. If variations are then noted, the geotechnical engineer shall be contacted in writing immediately 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 for the site. Any significant changes of the site improvements or site conditions must he communicated in writing to the geotechnical engineer immediately so that the geotechnical analysis, conclusions, and recommendations can be reviewed and appropriately adjusted as necessary. CONSTRUCTION OBSERVATION Construction observation and testing is an important element of geotechnical services. The geotechnical engineer's field representative (G.E.F.R.) is the 'owner's representative" observing the work of the contractor, performing tests and reporting data from such tests and observations. the geotechnical engineer's field representative does not direct the contractor's construction means, methods, operations or personnel. The G.E.F.R. 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 G.E.F.R. is responsible for his/her safety, but has no responsibility for the safety of other personnel at the site. The G.E.F.R. is an important member of a team whose responsibility is to observe and test the work being done and report to the owner whether that work is being carried out in general conformance with the plans and specifications. The enclosed report may be relied upon solely by the named client. SOIL AND ROCK CLASSIFICATION CRITERIA SAND/SILT N-VALUE (bpt) RELATIVE DENSITY 0-4 Very Loose 5 -10 Loose 11 -29 Medium 30-4 Dense >50 Very dense 100 Refusal r-TATQ d d•T.A V /RH.TV CI.A V N-VALUE (bpt) UNCONFINED COMP. STRENGTH (tso CONSISTENCY <2 <0.25 v. Soft 2-4 0.25-0.50 Soft 5-8 0.50-1.00 Medium 9-15 1.00-2.00 Soft 16-30 2.00-4.00 V. Stiff >30 74.00 Hard N-VALUE (bpt) RELATIVE HARDNESS ROCK CHARACTERISTICS N? 100 Hard to v. hard Local rock formations vary in hardness from soft to very hard within short verti- cal and horimntal distances and often contain vertical solution holes of 3 to 36 inch diameter to varying depths and horimntal solution features. Rock may be brittle to split spoon impact, but more resistant to excavation. 25<N < 100 - - Medium hard to hard 5<N <25 Soft to medium hard _ PARTICLE SIZE Boulder >12 in. _ Cobble 3 to 12 in. Gravel 4.76 mm to 3 in. - - Sand 0,074 mm to 4.76 min i Silt 0.005 min to 0.074 min - Clay <0.005 min DESCRIPTION MODIFIERS 0-5% Slight trace 6-10% Trace I1-20% Little 21-35% Some >35°% And Major Divelons Group symbol. Typical names Left ... rely cl..zilicalian tribal. x ( • ow Wen.graded gamey era.el-,eaa .; S E C„=D60 reater thin 4; Ca= betweenl and3 S . mlaarn, and. ar re Ime, a Ding D,QxD, a s GP Poorly 9,oded gravels, grovel -sand Nor ae.ieg all gradation rer,irseer, far GW anchor, fills or na Min 3 o Is d V .a a n 9 GW Silry gravely gmcal-,ond-all Fn ' " AOoherg Until belew'A• a .� ad nuev u H line a PJ. kn Than d Abera "A° Ale with Pl between 4 and Y are border- = a - 4i F In. tarn mamrN9 ass of - GC Colinas, gravel h,end<la 49rave Y Glace A.e,betg PMb above"A" dual,Ymba. 3 Mvarn o= I lino vim P.L,ma,erlhon7 B= ib o 5e= I " - Wen.g,ademeady ] Din (moo) @z Ja sw grovenrrondy - i C. greater thzn6;C,= berweenl and3 ° a 8- '8 7 Ibne er as fine, _ Dls DlgxDw g °s e ^ " s° Paerlr g,odod lands, 9raveliy No] mooning all gradation re9a%remenls for SW ° , D e z to C u S _ e y 8' 2 sally Wile or no flues a 0 o a- 3`OZ =L ° ntea ^ - SM• d SbtY wndy,aM-.1tonaltre, :a,� --Y e�o a1!-2 r_n AHeAem Gmiv bylaw"A° nines ploninH in horded ogle f° 'o WS c�`a 4na -°— IlmnPl bv,M1and with P.L between 4 and] are SC CIaYa cards, mutants Anchor, full. °hove "A• P' y) d u a° i y F w o° 5 m bwderlin° roses mquirmg us of dual spurnYsa a an Ym Iw vilb PJ. mere than, ber,aNc,0s and very in. ready a ML rods neaq sOty or dare, Me wnds —u� or clayey Ott with slight Plasticity 60 yinorganic dap of law to medo. 50 - ' CL planidty, gravelly 0ar4 randy, days, silty.16, lean days a i _ g organic sib, and argent, ally day, S — Ol ollawplanich, _ ]0 o Inergane illµ miwceem yr dlatema- a 9 ONm MN MH woos am ,and, or airy s ty elastic P 9,o a dsl, ]a �_ tt E 'aa Wrganic tlaY, of high Pla,lldtb fat a days 10 Oryeaic dap of medlwn la high 00 10 ]° 30 40 .9 60 ]0 80 PO 100 yuul ymlt g 'a OH plmtidln °r9ani<,Ilu -- ? Chad ca a9 Pi Peot and ether highly organic soilsPl.zlitiiy �Nutting Engineers helmean �,