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HomeMy WebLinkAboutENGINEERING EVALUATIONSCANNED BY St. Lucie Countv Subsurface Soil Exploration and Geotechnical,Engineering Evaluation TCERDA —Sunshine Kitchen F.B.I. Building Treasure Coast Research Park St. Lucie County, Florida copy Ardaman & Associates, OFFICES Orlando — 8008 S. Orange Avenue, Orlando Florida 328098— Phone (407) 855-3860 Alexandria — 3609 Mac Lee Drive, Alexandria, Louisiana 71302 — Phone (318) 443-2888 Bartow —1525 Centennial Drive, Bartow, Florida 33830 — Phone (863) 533-0868 Baton Rouge — 316 Highlandia Drive, Baton Rouge, Louisiana 70884 — Phone (225) 752-4790 Cocoa —1300 N. Cocoa Blvd., Cocoa, Florida 32922 — Phone (321) 632-2503 Fort Myers —9970 Bavaria Road, Fort Myers, Florida 33913— Phone (239) 768-6600 Miami — 2608 W. 94' Street, Hialeah, Florida 33016 — Phone (305) 825-2683 Monroe —1122 Hayes Street, West Monroe, Louisiana 71292 — Phone (318) 387-4103 New Orleans —1305 Distributors Row, Suite 1, Jefferson, Louisiana 70123 — Phone (504)835-2593 Port St Lucie — 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986 — Phone (772) 878-0072 Sarasota — 78 Sarasota Center Blvd., Sarasota, Florida 34240 — Phone (941) 9223526 Shreveport— 7222 Greenwood. Road,Shreveport, Louisiana 71119 — Phone (318) 636-3673 Tallahassee — 3175 West Tharpe Street, Tallahassee, Florida 32303 — Phone (850) 576-6131 Tampa — 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619 — Phone (813) 620-3389 West Palm Beach — 2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 — Phone.(561) 687.8200 MEMBERS: A_S.F.E. Amorlmn Conaete Insfnute ASTM Intema5onal Fonda Ins'.ihAo of ConsullIng Englorocn Im Ardaman &Associates, Inc. July 1, 2016 Geotechnical, Environmental and File NO. 16-5438 Materials Consultants St. Lucie County Board of County Commissioners Facilities Division 2300 Virginia Avenue, 21 Floor Fort Pierce, Florida 34982-5652 Attention: Mr. Jeremiah K. Johnson Subject: Subsurface Soil Exploration and Geotechnical Engineering Evaluation TCERDA—Sunshine Kitchen F.B.I. Building Treasure Coast Research Park St. Lucie County, Florida Mr. Johnson: As requested and authorized, we have completed a shallow subsurface soil exploration and geotechnical engineering evaluation for the subject project. The purposes of performing this exploration were to evaluate the general subsurface conditions in the vicinity of the proposed building and parking/drive areas and to provide recommendations for site preparation and foundation and pavement support. This report documents our findings and presents our engineering recommendations. SITE LOCATION AND SITE DESCRIPTION The site for the proposed construction is located on the south side of the Treasure Coast Research Park, north of Research Center Road and west of Kings Highway in St. Lucie County, Florida (Section 14, Township 35 South, Range 39 East). The general site location is shown superimposed on the Fort Pierce NW, Florida USGS quadrangle map presented on Figure 1. The area for the proposed Sunshine Kitchen facility is currently undeveloped, grassed -covered land. PROPOSED CONSTRUCTION AND GRADING It is our understanding that the proposed development includes a t9,884-square foot, one-story commercial) fight industrial building with associated parking and drive areas. The proposed building will consist of load bearing masonry walls and interior columns with slab -on -grade floors. Anticipated maximum loading conditions for the structure were provided to be on the order of 4 kips per linear foot for wall foundations and 75 kips for individual column foundations. We have assumed that less than 2 feet of fill is anticipated to bring the building and pavement areas to final elevation. If actual building loads or fill heights exceed these values, then the recommendations in this report may not be valid. REVIEW OF SOIL SURVEY MAPS The Soil Survey of St. Lucie County, Florida, which was issued by the U.S. Department of Agriculture, Soil Conservation Service in 1980, states that the predominant surficial soil types in the area where the site is located are Winder loamy sand and Wabasso sand. Brief descriptions of these soil types, as taken from the Soil Survey, are presented on the following page. 460 NW Concourse Place, Unit 1, Part St, Lude, Florida 34980 Phone (772) 87MO72 FAX (772) 878-0097 Louisiana: Alenandrlo, Baton Rouge, Monroe, New Orleans, Shreveport Florida: Bartow, Coma, Fort Myers, Miaml. Orlando, Part Chadotte, Port St Lude, Sarasota, Tallahassee. Tampa, West Palm Beach Sunshine Kitchen F.B.I. Building -2- File No. 16-5438 Winder loamy sand is poorly drained, nearly level soil found in hammocks and along drainageways. Slopes are smooth to convex and range from 0 to 2 percent. Typically, the surface layer is 6 inches thick. It is black loamy sand in the upper 3 inches and very dark gray loamy sand in the lower 3 inches. The subsurface layer is sand 6 inches thick. It is grayish brown in the upper 3 inches and light brownish gray in the lower 3 inches. The subsoil extends to a depth of 61 inches. In sequence, it is dark grayish brown sandy clay loam with a few light brownish gray sandy tongues of the subsurface layer in the upper 9 inches; gray sandy clay loam in the next 12 inches; dark gray sandy loam in the next 16 inches; and gray loamy sand in the lower 12 inches. The substratum, to a depth of 80 inches or more, is tight gray sand. The water table of Winder loamy sand is at a depth of less than 10 inches for 2 to 4 months and between depths of 10 to 40 inches for most of the rest of the year. Only for short periods in dry seasons is the water table below a depth of 40 inches. Wabasso sand is a poorly drained, nearly level soil found in flatwoods areas. Slopes are smooth to convex and range from 0 to 2 percent. Typically, the surface layer is sand about 8 inches thick. It is black in the upper 4 inches and very dark gray in the lower 4 inches. The subsurface layer is gray sand 17 inches thick. The subsoil extends to a depth of 60 inches. In sequence, it is black sand in the upper 5 inches; dark brown loamy sand in the next 4 inches; dark grayish brown sandy loam in the next 14 inches; and olive gray sandy clay loam in the lower 12 inches. The substratum is olive gray sand to a depth of 80 inches or more and contains shell fragments. The water table of Wabasso sand is at a depth of less than 10 inches for 1 to 4 months during the summer rainy season and between depths of 10 to 40 inches for 6 to 9 months in most years. It is below a depth of 40 Inches in dry seasons. The water table is perched above the subsoil during the summer and after periods of heavy rainfall_ FIELD EXPLORATION PROGRAM The field exploration program included performing three Standard Penetration Test (SPT) borings in the vicinity of the proposed one-story building. The SPT borings were advanced to a depth of 25 feet below the ground surface using the general methodology outlined in ASTM D-1586. A description of this field procedure is included in the Appendix. Due to the possible presence of underground utilities in the area, the top 4.5 feet of each boring was advanced using hand-held drilling equipment. Soil samples were recovered from the sampler during performance of the borings. The samples were visually classified in the field and representative portions of the samples were transported to our laboratory in sealed sample jars. The groundwater level at each of the boring locations was measured during drilling. Upon completion, the borings were backfilled with soil cuttings. The approximate locations of the borings are shown on Figure 2. These locations were determined in the field by estimating distances from existing site features and should be considered accurate only to the degree implied by the method of measurement used. LABORATORY PROGRAM Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification. The soil samples were visually classified in general accordance.with the Unified Soil Classification System (ASTM D-2488). The resulting soil descriptions are shown on the soil boring profiles presented on Figure 2. Sunshine Kitchen F.B.I. Building File No. 16-5438 GENERAL SUBSURFACE CONDITIONS General Soil Profile -3- The results of the field exploration and laboratory programs are graphically summarized on the soil boring profiles presented on Figure 2. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. As shown on the soil boring profiles on Figure 2, the SPT borings typically encountered loose to medium dense, brown, gray and grayish brown fine sand (Unified Soil Classification SP), fine sand with clay (SP-SC) and clayey to very clayey fine sand (SC) to the boring termination depth of 25 feet. This soil profile is outlined in general terms only. Please refer to Figure 2 for soil profile details. We note that the fine sand with clay and clayey to very clayey fine sand soils encountered in the borings (Soil Strata 2 and 3 on Figure 2) had percent fines contents (percent passing the US No. 200 sieve) ranging from 11 to 32 percent. These soils may be difficult to moisture condition and compact due to their inherent nature to retain moisture. The contractor should be made aware as these soils will likely be encountered in excavations such as for foundations and utility trenches and even at the surface during pavement construction. Overexcavation of these soils and replacement with clean sandy soils with less than 10 percent fines may be necessary to help -� facilitate construction. Groundwater Level The groundwater level was measured in the boreholes on the day drilled. As shown on Figure 2, groundwater was encountered at approximate depths ranging from 3.5 to 4.5 feet below the existing ground surface on the date indicated. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. NORMAL SEASONAL HIGH GROUNDWATER LEVEL The normal seasonal high groundwater level each year is the level in the August -September period at the end of the rainy season during a year of normal (average) rainfall. The water table elevations associated with a higher than normal rainfall and in the extreme case, flood, would be higher to much higher than the normal seasonal high groundwater level. The normal high water levels would more approximate the normal seasonal high groundwater levels. The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important — - - — - - -- factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions using the soil borings and the Soil Survey, we preliminarily estimate the normal seasonal high groundwater level at the boring locations to be approximately 1 Yz to 2 feet above the groundwater.level measured in the boreholes at the time of our field exploration. The normal seasonal high groundwater table should be considered by the project drainage engineer and when setting grades at the site. Sunshine Kitchen F.B.I. Building - 4 - File No. 16-5438 ENGINEERING EVALUATION AND RECOMMENDATIONS General The results of our exploration indicate that, with proper site preparation as recommended in this report, the existing soils are suitable for supporting the proposed one-story building on a conventional shallow foundation system. Spread footings should provide an adequate support system for the structure. The following are our recommendations for overall site preparation, foundation support and pavement construction which we feel are best suited for the proposed building and existing soil conditions. The recommendations are made as a guide for the design engineer and/or architect, parts of which should be incorporated into the project's specifications. Stripping and Grubbing The "footprint" of the proposed building and pavement areas, plus a minimum margin of five feet, should be stripped of all surface vegetation, stumps, debris, organic topsoil or other deleterious materials, as encountered. Buried utilities should be removed or plugged to eliminate conduits into which surrounding soils could erode. After stripping, the site should be grubbed or root -raked such that roots with a diameter greater than %: inch, stumps, or small roots in a dense state, are completely removed. The actual depth(s) of stripping and grubbing must be determined by visual observation and judgment during the earthwork operation. Special care should be taken to ascertain that ail existing foundations, slabs, and any other underground structures are removed from the proposed construction area. If pipes or any collapsible or leak prone utilities are not removed or completely filled (with grout or concrete), they may serve as conduits for subsurface erosion resulting in excessive settlements. Over - excavated areas resulting from the removal of underground structures and unsuitable materials should be backfilled in accordance with the fill soils section of this report. We strongly recommend that the stripped surface be 'inspected and approved by Ardaman & Associates, Inc. prior to filling the site. Proof -rolling We recommend proof -rolling the cleared surface to locate any unforeseen soft areas or unsuitable surface or near -surface soils, to increase the density of the upper soils, and to prepare the existing surface for the addition of the fill soils (as required). Proof -rolling of the building and pavement areas should consist of at least 10 passes of a compactor capable of achieving the density requirements described in the next paragraph. Each pass should overlap the preceding pass by 30 percent to achieve complete coverage. If deemed necessary, in areas that continue to "yield", remove all deleterious material and replace with clean, compacted sand backfill. The proof -rolling should occur after cutting and before filling. A density equivalent to or greater than 95 percent of the modified Proctor (ASTM 0-1557) maximum dry density value for a depth of 1 foot must be achieved beneath the stripped and grubbed ground surface. Additional passes and/or over -excavation and recompaction may be Sunshine Kitchen F.B.I. Building - 5 - File No. 16-5438 required if these minimum density requirements are not achieved. The soil moisture should be adjusted as necessary during compaction. Due to the shallow clayey soils present at the site and the relatively high groundwater level conditions at this site, proof -rolling may cause upward movement or "pumping" of the groundwater. However, we recommend that the existing surface be level and firm prior to the addition of fill soils. Proof -rolling with a front-end loader may help achieve the desired surface and compaction condition before adding the fill soils. The site should be dewatered as necessary. Depending on the time of year, a 12- to 18-inch layer of clean fine sand (SP) fill may be required prior to proof -rolling. Care should be exercised to avoid damaging any neighboring structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be noted and the existing condition (i.e. cracks) of the structures documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Ardaman & Associates should be notified immediately. Suitable Fill Material and the Compaction of Fill Soils All fill soil should be free of organic materials, such as roots and vegetation. We recommend using fill with less than 10 percent by dry weight of material passing the U.S. Standard No. 200 sieve size. Soils with more than 10 percent passing the No. 200 sieve can be used in some applications, but will be more difficult to compact due to their inherent nature to retain soil moisture. All structural fill should be placed in level lifts not to exceed 12 inches in uncompacted thickness. Each lift should be compacted to at least 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value. The filling and compaction operations should continue in lifts until the desired elevation(s) is achieved. If hand-held compaction equipment is used, the lift thickness should be reduced to no more than 6 inches. Foundation Support by Spread Footings and Foundation Compaction Criteria Excavate the foundations to the proposed bottom of footing elevations and, thereafter, verify the in -place compaction for a depth of 1 foot below the footing bottoms. If necessary, compact the soils at the bottom of the excava Ions to at Ie5s95 pe- c' e—gTo- The,modi t6d-Proctor maximum- ry density (ASTM D-1557) for a depth of 1 foot below the Tooting bottoms. Bas6dron-the•existin�oil conditions and, assuming the above outlined proof -rolling and compaction criteria are implemented, an allowable soil bearing pressure of 2,500 pounds per square foot (psf) may be used in the foundation design. This bearing pressure should result in foundation settlement within tolerable limits (i.e., 1 inch or less). All bearing wall foundations should be a minimum of 18 inches wide and column foundations 24 inches wide. A minimum soil cover of 18 inches should be maintained from the bottom of the foundations to the adjacent finished grades. Floor Slab Moisture Reducer and Slab Compaction Requirements Compaction beneath all floor slabs should be verified for a depth of 12 inches and meet the 95 percent criteria (modified Proctor, ASTM D-1557). Sunshine Kitchen F.B.I. Building File No. 16-5438 Precautions should be taken during the slab construction to reduce moisture entry from the underlying subgrade soils. Moisture entry can be reduced by installing a membrane between the subgrade soils and floor slab. Care should be exercised when placing the reinforcing steel (or mesh) and slab concrete such that the membrane is not punctured. We note that the membrane alone does not prevent moisture from occurring beneath or on top of the slab. If interior columns are isolated from the floor slab, an expansion joint should be provided around the columns and sealed with a water -proof sealant. Dewatering If the control of groundwater is required to achieve the necessary stripping, excavation, proof - rolling, filling, compaction, and any other earthwork, site work, and/or foundation subgrade preparation operations required for the project, the actual method(s) of dewatering should be determined by the contractor. Dewatering should be performed to lower the groundwater level to depths that are adequately below excavations and compaction surfaces. Adequate groundwater level depths below excavations and compaction surfaces vary depending on soil type and construction method, and are usually feet or more. Dewatering solely with sump pumps may not achieve the desired results. Typical Asphaltic Concrete Surface Pavement Section Site Preparation All areas to be paved should be prepared as previously outlined. Prior to stabilized subgrade and pavement base installation, the subgrade soil compaction should be verged for a depth of 12 inches (i.e., compacted to at least 95 percent of the modified Proctor (ASTM D-1557, AASHTO T-180) maximum dry density value). We note that it is generally not desirable to have poorly draining soils (i.e., the clayey to very clayey fine sands, Soil Strata 3 on Figure 2) directly beneath the pavement base as they can trap water and promote premature pavement distress. Over excavation of the top 12 inches of clayey to very clayey soils within the top 12 inches beneath the base material and replacement with compacted sandy soils (less than 10 percent fines) should be considered to improve drainage conditions beneath the pavement areas. Limerock/Coquina Base An 8-inch thick limerock or coquina base course having a minimum Limerock Bearing Ratio (LBR) value of 100, overlying a 12-inch thick stabilized subgrade can be used provided that grading and drainage plans preclude periodic saturation of the base material. The periodic saturation of a limerock/coquina base material could lead to premature pavement distress. A minimum clearance of 18 inches must be maintained between the bottom of the limerock/coquina base and the seasonal high groundwater table. The limerock or coquina should be compacted to at least 98 percent of the modified Proctor (ASTM D-1557, AASHTO T-180) maximum density value. For bus and/or truck parking and drive areas, the base thickness should be increased to a minimum of 10 inches. A minimum 12-inch thick stabilized subgrade having a minimum Limerock Bearing Ratio (LBR) value of 40 must be achieved beneath the base. The natural soils may have to be stabilized with suitable clayey soil or another approved stabilization material in order to achieve the required LBR value. The stabilized subgrade must be compacted to at least 98 percent of the modified Proctor maximum dry density (ASTM D-1557, AASHTO T-180). The stabilized subgrade must be firm and unyielding immediately prior to placement of the base material. Sunshine Kitchen F.B.I. Building File No. 16-5438 Wearing Surface -7- A minimum 1'/2 inch layer of Type SP-9.5 or SP-12.5 asphaltic concrete should be used for a wearing surface in automobile parking/drive areas. For bus and/or truck parking/drive areas, at least 2Y2 inches of Type SP-9.5 or SP-12.5 asphaltic concrete should be used. The asphalt wearing surface must be placed on an adequately compacted and unyielding base course. Specific requirements for the Type-SP asphaltic concrete wearing surface are outlined in Section 334 in the Florida Department of Transportation, Standard Specifications for Road and Bridge Construction, 2010 Edition. The latest specifications of Florida Department of Transportation shall govern the design and placement of the base and asphaltic concrete wearing surface. The above minimum requirements will satisfactorily support Traffic Level A'. If a heavier traffic pattern is anticipated, the design section should be increased accordingly. QUALITY ASSURANCE We recommend establishing a comprehensive quality assurance program to verify that all site preparation and foundation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Ardaman & Associates, Inc. As a minimum, an on -site engineering technician should monitor all stripping and grubbing to verify that all deleterious materials have been removed and should observe the proof -rolling operation to verify that the appropriate numbers of passes are applied to the subgrade. In -situ density tests should be conducted during filling activities and below all footings, floor slabs and pavement areas to verify that the required densities have been achieved. In -situ density values should be compared to laboratory Proctor moisture -density results for each of the different natural and fill soils encountered. Additionally for the pavements, Limerock Bearing Ratio tests should be performed. The stabilized subgrade and base courses should be tested for density and thickness. Samples of the asphaltic concrete should be obtained and tested in the laboratory for asphalt content and aggregate gradation. Also, the asphaltic concrete thickness should be verged in the field. Finally, we recommend inspecting and testing the construction materials for the foundations and other structural components. IN -PLACE DENSITY TESTING FREQUENCY In Southeast Florida, earthwork testing is typically performed on an on -call basis when the contractor has completed a portion of the work. The test result from a specific location is only representative of a larger area if the contractor has used consistent means and methods and the soils are practically uniform throughout. The frequency of testing can be increased and full-time construction inspection can be provided to account for variations. We recommend that the following minimum testing frequencies be utilized. In proposed parking/drive areas, a minimum frequency of one in -place density test for each 2,500 square feet of area should be used (minimum of five test locations). The existing, natural ground ` Reference: "Flexible Pavement Design Manual", Florida Department of Transportation. (2015) Sunshine Kitchen F.B.I. Building 8 File No. 16-5438 should be tested to a depth of 12 inches at the prescribed frequency. Each 12-inch lift of fill, as well as the stabilized subgrade (where applicable) and base should be tested at this frequency. Utility backfill should be tested at a minimum frequency of one in -place density test for each 12- Inch lift for each 200 lineal feet of pipe. Additional tests should be performed in backfill for manholes, inlets, etc. In proposed structural areas, the minimum frequency of in -place density testing should be one test for each 2,500 square feet of structural area (minimum of five test locations). In -place density testing should be performed at this minimum frequency for a depth of 1 foot below natural ground and for every 1-foot I'Ift of fill placed in the structural areas. In addition, density tests should be performed in each column footing for a depth of 1 foot below the bearing surface. For continuous or wall footings, density tests should be performed at a minimum frequency of one test for every 50 lineal feet of footing, and for a depth of 1 foot below the bearing surface. Representative samples of the various natural ground and fill soils, as well as stabilized subgrade (where applicable) and base materials should be obtained and transported to our laboratory for Proctor compaction tests. These tests will determine the maximum dry density and optimum moisture content for the materials tested and will be used in conjunction with the results of the in - place density tests to determine the degree of compaction achieved. CLOSURE The analyses and recommendations submitted herein are based on the data obtained from the soil borings presented on Figure 2, and on the provided loading conditions and assumed fill heights. This report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become evident until during construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations presented in this report after performing on -site observations during the construction period and noting the characteristics of the variations. This study does not include an evaluation of the environmental (ecological or hazardous/toxic material related) condition of the site and subsurface. This report has been prepared for the exclusive use of St. Lucie County in accordance with generally accepted geotechnical engineering practices. In the event any changes occur in the design, nature, or location of the proposed facility, we should review the applicability of conclusions and recommendations in this report. We recommend a general review of final design and specifications by our office to verify that earthwork and foundation recommendations are property interpreted and implemented in the design specifications. Ardaman and Associates should attend the pre -bid and preconstruction meetings to verify that the bidders/contractor understand the recommendations contained in this report. We are pleased to be of assistance to you on this phase of the project. When we may be of further service to you or should you have any questions, please contact us. ARDAMAN 8 ASSOCIATES, INC. \�\\\II I I III///J/ Dan J. 8, Certificate of Authorization No. 5950 \\ \sl- J. '> //� Zrallab ' A�tcF� N' ��i� K, F.E.j ' dfA \ Digitally signed by. Dan J. Zrallack PE. .� >} NO. , �- DN: CN -Dan J. Zraltick.T.E.F = US OU =Ardaman 8 Im 4FIdnicense lack, P.E. 63g11 c Associates, 220 6.07.0117.53:13-05W nager = a No. 63911 f0 SI-Arc OF '�. ///�/o�I � BE1�G .................. C A APPROXIMATE 7-- SITE LOCATION -7 f "R- 7- 7. Ir —77 SECTION 14 TOWNSHIP 35 SOUTH RANGE 39 EAST OBTAINED FROM U.S.G.S. QUAD MAP: FORT PIERCE NW, FLORIDA 1949 (PHOTO REVISED 1983) SITE LOCATION MAP % "Ardamon & Associates, Inc. Gedwhnical. Envinunnant.1 and me mdtfab r.."ttants Subsurface S61 Exploration FLOaM TCERDA-Sunshine I(itchan F.B.I. BtfJcrmg NOT TO SCAM Treesum Coast Raftorch Park St. Lucia County, 0 QUADPANGLE LD(XiION i.m. m joccasm love I nX � ala 16-5438 1 1 1 v�- u/rlA x-a nunnmw.aeewmlalu.uu�vo)ol� rya o avml�� n�..otrnuo. mm�ay.'�a °r n°.wooeiz+om� Yl)M.I.n:l9WVPt9Cl \IaN..p�it RN4E0f.l)4T.plfis A p'N�OIt tTWPIIdLLo tluOP�N�t1)t o.f.'At MIM p'OID) �T T Pno4.Ii11/I IIPI.mTTIaeT.um C.1m].q pgynLpMO wlir l�)Tnn"iv�t n`i.4r :la�vun mamtoa ).lwa nT men®ay...uaw �m.vc)oaaa...m Ta+i+�.:.1°oim'w o-..'m'a�'Tmn;r.�`.>r�.amO°'ta ®°�lmmm`uia® lm�vwmi sn'o >am.oT ems )>a Tt1 9 uhlh » d vm l-8 n.mov (Twtl wyN wLW.AIfJ@'OL)®M .ORY rB�6� mamvuw mmuiv++naunleltwon xr b4aruMsau u®alaOwOm)wm autva9o. mi lamweulor�a«vic-rolusa+w.onv avaaeraw.00�wu.wle awumuta)vamwiv mgw�ml.wO bumewlvrour+�oua.to©� avmumn Q ix.verowrvw n)l �� xolvnwnmloeuv a B ON3D3l c- SCANNED BY St. Lucie Countv Subsurface Soil Exploration and Geotechnical Engineering Evaluation TCERDA —Sunshine Kitchen F.B.I. Building Treasure Coast Research Park St. Lucie County, Florida Ardaman & Associates, Inc. OFFICES Orlando — 8008 S. Orange Avenue, Orlando Florida 328098 — Phone (407) 855-3860 Alexandria — 3509 Mac Lee Drive, Alexandria, Louisiana 71302 — Phone (318) 443-2888 Bartow —1525 Centennial Drive, Bartow, Florida 33830 — Phone (863) 533-0858 Baton Rouge — 316 Highlandia Drive, Baton Rouge, Louisiana 70884 — Phone (225) 752.4790 Cocoa — 1300 N. Cocoa Blvd., Cocoa, Florida 32922 — Phone (321) 632-2503 Fort Myers — 9970 Bavaria Road, Fort Myers, Florida 33913 — Phone (239) 768-6600 Miami — 2608 W. 84m Street, Hialeah, Florida 33016 — Phone (305) 825-2683 Monroe —1122 Hayes Street, West Monroe, Louisiana 71292 — Phone (318) 387-4103 New Orleans — 1305 Distributors Row, Suitel, Jefferson, Louisiana 70123 — Phone (504) 835-2593 Port St. Lucie — 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986 — Phone (772) 87MO72 Sarasota — 78 Sarasota Center Blvd., Sarasota, Florida 34240 — Phone (941) 922-3526 Shreveport — 7222 Greenwood Road, Shreveport, Louisiana 71119 — Phone (318) 636-3673 Tallahassee — 3175 West Tharpe Street, Tallahassee, Florida 32303 — Phone (850) 576-6131 Tampa — 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619 — Phone (813) 620-3389 West Palm Beach — 2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 — Phone (561) 687-8200 MEMBERS: A.S.F.E. American Conaele Institute ASP.1 lnlemalonal Rodda Insutune of consulting Engineers ® Ardaman & Associates, Inc. July 1, 2016 at cEnvironmental and File No. 16 5438 materials consultants sultants St. Lucie County Board of County Commissioners Facilities Division 2300 Virginia Avenue, 21 Floor Fort Pierce, Florida 34982-5652 Attention: Mr. Jeremiah K. Johnson Subject: Subsurface Soil Exploration and Geotechnical Engineering Evaluation TCERDA— Sunshine Kitchen F.B.I. Building Treasure Coast Research Park St. Lucie County, Florida Mr. Johnson: As requested and authorized, we have completed a shallow subsurface soil exploration and geotechnical engineering evaluation for the subject project. The purposes of performing this exploration were to evaluate the general subsurface conditions in the vicinity of the proposed building and parking/drive areas and to provide recommendations for site preparation and foundation and pavement support. This report documents our findings and presents our engineering recommendations. SITE LOCATION AND SITE DESCRIPTION The site for the proposed construction is located on the south side of the Treasure Coast Research Park, north of Research Center Road and west of Kings Highway in St. Lucie County, Florida (Section 14, Township 35 South, Range 39 East). The general site location is shown superimposed on the Fort Pierce NW, Florida USGS quadrangle map presented on Figure 1. The area for the proposed Sunshine Kitchen facility is currently undeveloped, grassed -covered land. PROPOSED CONSTRUCTION AND GRADING It is our understanding that the proposed development includes a t9,884-square foot, one-story commercial/light industrial building with associated parking and drive areas. The proposed building will consist of load bearing masonry walls and interior columns with slab -on -grade floors. Anticipated maximum loading conditions for the structure were provided to be on the order of 4 kips per linear foot for wall foundations and 75 kips for individual column foundations. We have assumed that less than 2 feet of fill is anticipated to bring the building and pavement areas to final elevation. If actual building loads or fill heights exceed these values, then the recommendations in this report may not be valid. REVIEW OF SOIL SURVEY MAPS The Soil Survey of St. Lucie County, Florida, which was issued by the U.S. Department of Agriculture, Soil Conservation Service in 1980, states that the predominant surficial soil types in the area where the site is located are Winder loamy sand and Wabasso sand. Brief descriptions of these soil types, as taken from the Soil Survey, are presented on the following page. 460 NW concourse Place, Unit 1. Port St. Lucie, Florida 34986 Phone (772) 878-0072 FAX (772) 978-0097 Loulslana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport Florida: Bartow, Coma, Fort Myers, Mail, Orlando. Port Charlotte, Port St. Lude, Sarasota. Tallahassee, Tampa, West Palm Beach Sunshine Kitchen F.B.I. Building File No. 16-5438 -2- Winder loamy sand is poorly drained, nearly level soil found in hammocks and along drainageways. Slopes are smooth to convex and range from 0 to 2 percent. Typically, the surface layer is 6 inches thick. It is black loamy sand in the upper 3 inches and very dark gray loamy sand in the lower 3 inches. The subsurface layer is sand 6 inches thick. It is grayish brown in the upper 3 inches and light brownish gray in the lower 3 inches. The subsoil extends to a depth of 61 inches. In sequence, it is dark grayish brown sandy clay loam with a few light brownish gray sandy tongues of the subsurface layer in the upper 9 inches; gray sandy clay loam in the next 12 inches; dark gray sandy loam in the next 16 inches; and gray loamy sand in the lower 12 inches. The substratum, to a depth of 80 inches or more, is light gray sand. The water table of Winder loamy sand is at a depth of less than 10 inches for 2 to 4 months and between depths of 10 to 40 inches for most of the rest of the year. Only for short periods in dry seasons is the water table below a depth of 40 inches. Wabasso sand is a poorly drained, nearly level soil found in flatwoods areas. Slopes are smooth to convex and range from 0 to 2 percent. Typically, the surface layer is sand about 8 inches thick. It is black in the upper 4 inches and very dark gray in the lower 4 inches. The subsurface layer is gray sand 17 inches thick. The subsoil extends to a depth of 60 inches. In sequence, it is black sand in the upper 5 inches; dark brown loamy sand in the next 4 inches; dark grayish brown sandy loam in the next 14 inches; and olive gray sandy clay loam in the lower 12 inches. The substratum is olive gray sand to a depth of 80 inches or more and contains shell fragments. The water table of Wabasso sand is at a depth of less than 10 inches for 1 to 4 months during the summer rainy season and between depths of 10 to 40 inches for 6 to 9 months in most years. It is below a depth of 40 inches in dry seasons. The water table is perched above the subsoil during the summer and after periods of heavy rainfall. FIELD EXPLORATION PROGRAM The field exploration program included performing three Standard Penetration Test (SPT) borings in the vicinity of the proposed one-story building. The SPT borings were advanced to a depth of 25 feet below the ground surface using the general methodology outlined in ASTM D-1586. A description of this field procedure is included in the Appendix. Due to the possible presence of underground utilities in the area, the top 4.5 feet of each boring was advanced using hand-held drilling equipment. Soil samples were recovered from the sampler during performance of the borings. The samples were visually classified in the field and representative portions of the samples were transported to our laboratory in sealed sample jars. The groundwater level at each of the boring locations was measured during drilling. Upon completion, the borings were backfilled with soil cuttings. The approximate locations of the borings are shown on Figure 2. These locations were determined in the field by estimating distances from existing site features and should be considered accurate only to the degree implied by the method of measurement used. LABORATORY PROGRAM Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification. The soil samples were visually classified in general accordance with the Unified Soil Classification System (ASTM D-2488). The resulting soil descriptions are shown on the soil boring profiles presented on Figure 2. Sunshine Kitchen F.B.I. Building File No. 16-5438 GENERAL SUBSURFACE CONDITIONS General Soil Profile -3- The results of the Feld exploration and laboratory programs are graphically summarized on the soil boring profiles presented on Figure 2. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. As shown on the soil boring profiles on Figure 2, the SPT borings typically encountered loose to medium dense, brown, gray and grayish brown fine sand (Unified Soil Classification SP), fine sand with clay (SP-SC) and clayey to very clayey fine sand (SC) to the boring termination depth of 25 feet. This soil profile is outlined in general terms only. Please refer to Figure 2 for soil profile details. We note that the fine sand with clay and clayey to very clayey fine sand soils encountered in the borings (Soil Strata 2 and 3 on Figure 2) had percent fines contents (percent passing the US No. 200 sieve) ranging from 11 to 32 percent. These soils may be difficult to moisture condition and compact due to their inherent nature to retain moisture. The contractor should be made aware as these soils will likely be encountered in excavations such as for foundations and utility trenches and even at the surface during pavement construction. Overexcavation of these soils and replacement with clean sandy soils with less than 10 percent fines may be necessary to help facilitate construction. Groundwater Level The groundwater level was measured in the boreholes on the day drilled. As shown on Figure 2, groundwater was encountered at approximate depths ranging from 3.5 to 4.5 feet below the existing ground surface on the date indicated. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. NORMAL SEASONAL HIGH GROUNDWATER LEVEL The normal seasonal high groundwater level each year is the level in the August -September period at the end of the rainy season during a year of normal (average) rainfall. The water table elevations associated with a higher than normal rainfall and in the extreme case, flood, would be higher to much higher than the normal seasonal high groundwater level. The normal high water levels would more approximate the normal seasonal high groundwater levels. The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions using the soil borings and the Soil Survey, we preliminarily estimate the normal seasonal high groundwater level at the boring locations to be approximately 1 % to 2 feet above the groundwater level measured in the boreholes at the time of our field exploration. The normal seasonal high groundwater table should be considered by the project drainage engineer and when setting grades at the site. Sunshine Kitchen F.B.I. Building File No. 16-5438 ENGINEERING EVALUATION AND RECOMMENDATIONS General -4- The results of our exploration indicate that, with proper site preparation as recommended in this report, the existing soils are suitable for supporting the proposed one-story building on a conventional shallow foundation system. Spread footings should provide an adequate support system for the structure. The following are our recommendations for overall site preparation, foundation support and pavement construction which we feel are best suited for the proposed building and existing soil conditions. The recommendations are made as a guide for the design engineer and/or architect, parts of which should be incorporated into the project's specifications. Stripping and Grubbing The "footprint" of the proposed building and pavement areas, plus a minimum margin of five feet, should he stripped of all surface vegetation, stumps, debris, organic topsoil or other deleterious materials, as encountered. Buried utilities should be removed or plugged to eliminate conduits into which surrounding soils could erode. After stripping, the site should be grubbed or root -raked such that roots with a diameter greater than inch, stumps, or small roots in a dense state, are completely removed. The actual depth(s) of stripping and grubbing must be determined by visual observation and judgment during the earthwork operation. Special care should be taken to ascertain that all existing foundations, slabs, and any other underground structures are removed from the proposed construction area. If pipes or any collapsible or leak prone utilities are not removed or completely filled (with grout or concrete), they may serve as conduits for subsurface erosion resulting in excessive settlements. Over - excavated areas resulting from the removal of underground structures and unsuitable materials should be backfilled in accordance with the fill soils section of this report. We strongly recommend that the stripped surface be inspected and approved by Ardaman & Associates, Inc, prior to filling the site. Proof -rolling We recommend proof -rolling the cleared surface to locate any unforeseen soft areas or unsuitable surface or near -surface soils, to increase the density of the upper soils, and to prepare the existing surface for the addition of the fill soils (as required). Proof -rolling of the building and pavement areas should consist of at least 10 passes of a compactor capable of achieving the density requirements described in the next paragraph. Each pass should overlap the preceding pass by 30 percent to achieve complete coverage. If deemed necessary, in areas that continue to "yield", remove all deleterious material and replace with clean, compacted sand backfill. The proof -rolling should occur after cutting and before filling. A density equivalent to or greater than 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value for a depth of 1 foot must be achieved beneath the stripped and grubbed ground surface. Additional passes and/or over -excavation and recompaction may be Sunshine Kitchen F.B.I. Building File No. 16-5438 -5- required if these minimum density requirements are not achieved. The soil moisture should be adjusted as necessary during compaction. Due to the shallow clayey soils present at the site and the relatively high groundwater level conditions at this site, proof -rolling may cause upward movement or "pumping" of the groundwater. However, we recommend that the existing surface be level and firm prior to the addition of fill soils. Proof -rolling with a front-end loader may help achieve the desired surface and compaction condition before adding the fill soils. The site should be dewatered as necessary. Depending on the time of year, a 12- to 18-inch layer of clean fine sand (SP) fill may be required prior to proof -rolling. Care should be exercised to avoid damaging any neighboring structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified and the existing condition (i.e. cracks) of the structures documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Ardaman & Associates should be notified Immediately. Suitable Fill Material and the Compaction of Fill Soils All fill soil should be free of organic materials, such as roots and vegetation. We recommend using fill with less than 10 percent by dry weight of material passing the U.S. Standard No. 200 sieve size. Soils with more than 10 percent passing the No. 200 sieve can be used in some applications, but will be more difficult to compact due to their inherent nature to retain soil moisture. All structural fill should be placed in level lifts not to exceed 12 inches in uncompacted thickness. Each lift should be compacted to at least 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value. The filling and compaction operations should continue in lifts until the desired elevation(s) is achieved. If hand-held compaction equipment is used, the lift thickness should be reduced to no more than 6 inches. Foundation Support by Spread Footings and Foundation Compaction Criteria Excavate the foundations to the proposed bottom of footing elevations and, thereafter, verify the in -place compaction for a depth of 1 foot below the footing bottoms. If necessary, compact the soils at the bottom of the excavations to at least 95 percent of the modified Proctor maximum dry density (ASTM D-1557) for a depth of 1 foot below the footing bottoms. Based on the existing soil conditions and, assuming the above outlined proof -rolling and compaction criteria are implemented, an allowable soil bearing pressure of 2,500 pounds per square foot (psf) may be used in the foundation design. This bearing pressure should result in foundation settlement within tolerable limits (i.e., 1 inch or less). All bearing wall foundations should be a minimum of 18 inches wide and column foundations 24 inches wide. A minimum soil cover of 18 inches should be maintained from the bottom of the foundations to the adjacent finished grades. Floor Slab Moisture Reducer and Slab Compaction Requirements Compaction beneath all floor slabs should be verified for a depth of 12 inches and meet the 95 percent criteria (modified Proctor, ASTM D-1557). Sunshine Kitchen F.B.I. Building _ 6 _ File No. 16-5438 Precautions should be taken during the slab construction to reduce moisture entry from the underlying subgrade soils. Moisture entry can be reduced by installing a membrane between the subgrade soils and floor slab. Care should be exercised when placing the reinforcing steel (or mesh) and slab concrete such that the membrane is not punctured. We note that the membrane alone does not prevent moisture from occurring beneath or on top of the slab. If interior columns are isolated from the floor slab, an expansion joint should be provided around the columns and sealed with a water -proof sealant. Dewatering If the control of groundwater is required to achieve the necessary stripping, excavation, proof - rolling, filling, compaction, and any other earthwork, site work, and/or foundation subgrade preparation operations required for the project, the actual method(s) of dewatering should be determined by the contractor. Dewatering should be performed to lower the groundwater level to depths that are adequately below excavations and compaction surfaces. Adequate groundwater level depths below excavations and compaction surfaces vary depending on soil type and construction method, and are usually 2 feet or more. Dewatering solely with sump pumps may not achieve the desired results. Typical Asphaltic Concrete Surface Pavement Section Site Preparation All areas to be paved should be prepared as previously outlined. Prior to stabilized subgrade and pavement base installation, the subgrade soil compaction should be verged for a depth of 12 inches (i.e., compacted to at least 95 percent of the modified Proctor (ASTM D-1557, AASHTO T-180) maximum dry density value). We note that it is generally not desirable to have poorly draining soils (i.e., the clayey to very clayey fine sands, Soil Strata 3 on Figure 2) directly beneath the pavement base as they can trap water and promote premature pavement distress. Over excavation of the top 12 inches of clayey to very clayey soils within the top 12 inches beneath the base material and replacement with compacted sandy soils (less than 10 percent fines) should be considered to improve drainage conditions beneath the pavement areas. Limerock/Coquina Base An 8-inch thick limerock or coquina base course having.a minimum Limerock Bearing Ratio (LBR) value of 100, overlying a 12-inch thick stabilized subgrade can be used provided that grading and drainage plans preclude periodic saturation of the base material. The periodic saturation of a limerock/coquina base material could lead to premature pavement distress. A minimum clearance of 18 inches must be maintained between the bottom of the limerock/coquina base and the seasonal high groundwater table. The limerock or coquina should be compacted to at least 98 percent of the modified Proctor (ASTM D-1557, AASHTO T-180) maximum density value. For bus and/or truck parking and drive areas, the base thickness should be increased to a minimum of 10 inches. A minimum 12-inch thick stabilized subgrade having a minimum Limerock Bearing Ratio (LBR) value of 40 must be achieved beneath the base. The natural soils may have to be stabilized with suitable clayey soil or another approved stabilization material in order to achieve the required LBR value. The stabilized subgrade must be compacted to at least 98 percent of the modified Proctor maximum dry density (ASTM D-1557, AASHTO T-180). The stabilized subgrade must be firm and unyielding immediately prior to placement of the base material. Sunshine Kitchen F.B.I. Building File No. 16-5438 Wearing Surface -7- A minimum 1Y2 inch layer of Type SP-9.5 or SP-12.5 asphaltic concrete should be used for a wearing surface in automobile parking/drive areas. For bus and/or truck parking/drive areas, at least 2Yz inches of Type SP-9.5 or SP-12.5 asphaltic concrete should be used. The asphalt wearing surface must be placed on an adequately compacted and unyielding base course. Specific requirements for the Type-SP asphaltic concrete wearing surface are outlined in Section 334 in the Florida Department of Transportation, Standard Specifications for Road and Bridge Construction, 2010 Edition. The latest specifications of Florida Department of Transportation shall govern the design and placement of the base and asphaltic concrete wearing surface. The above minimum requirements will satisfactorily support Traffic Level A". If a heavier traffic pattern is anticipated, the design section should be increased accordingly. QUALITY ASSURANCE We recommend establishing a comprehensive quality assurance program to verify that all site preparation and foundation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Ardaman & Associates, Inc. -As a minimum, an on -site engineering technician should monitor all stripping and grubbing to verify that all deleterious materials have been removed and should observe the proof -rolling operation to verify that the appropriate numbers of passes are applied to the subgrade. In -situ density tests should be conducted during filling activities and below all footings, floor slabs and pavement areas to verify that the required densities have been achieved. In -situ density values should be compared to laboratory Proctor moisture -density results for each of the different natural and fill soils encountered. Additionally for the pavements, Limerock Bearing Ratio tests should be performed. The stabilized subgrade and base courses should be tested for density and thickness. Samples of the asphaltic concrete should be obtained and tested in the laboratory for asphalt content and aggregate gradation. Also, the asphaltic concrete thickness should be verged in the field. Finally, we recommend inspecting and testing the construction materials for the foundations and other structural components. IN -PLACE DENSITY TESTING FREQUENCY In Southeast Florida, earthwork testing is typically performed on an on -call basis when the contractor has completed a portion of the work. The test result from a specific location is only representative of a larger area if the contractor has used consistent means and methods and the soils are practically uniform throughout. The frequency of testing can be increased and full-time construction inspection can be provided to account for variations. We recommend that the following minimum testing frequencies be utilized. In proposed parking/drive areas, a minimum frequency of one in -place density test for each 2,500 square feet of area should be used (minimum of five test locations). The existing, natural ground Reference: "Flexible Pavement Design Manual", Florida Department of Transportation. (2015) Sunshine Kitchen F.B.I. Building - 6 - File No, 16-5438 should be tested to a depth of 12 inches at the prescribed frequency. Each 12-inch lift of fill, as well as the stabilized subgrade (where applicable) and base should be tested at this frequency. Utility backfill should be tested at a minimum frequency of one in -place density test for each 12- inch lift for each 200 lineal feet of pipe. Additional tests should be performed in backfill for manholes, inlets, etc. In proposed structural areas, the minimum frequency of in -place density testing should be one test for each 2,500 square feet of structural area (minimum of five test locations). In -place density testing should be performed at this minimum frequency for a depth of 1 foot below natural ground and for every 1-foot lift of fill placed in the structural areas. In addition, density tests should be performed in each column footing for a depth of 1 foot below the bearing surface. For continuous or wall footings, density tests should be performed at a minimum frequency of one test for every 50 lineal feet of footing, and for a depth of 1 foot below the bearing surface. Representative samples of the various natural ground and fill soils, as well as stabilized subgrade (where applicable) and base materials should be obtained and transported to our laboratory for Proctor compaction tests. These tests will determine the maximum dry density and optimum moisture content for the materials tested and will be used In conjunction with the results of the in - place density tests to determine the degree of compaction achieved. CLOSURE The analyses and recommendations submitted herein are based on the data obtained from the soil borings presented on Figure 2, and on the provided loading conditions and assumed fill heights. This report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become evident until during construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations presented in this report after performing on -site observations during the construction period and noting the characteristics of the variations. This study does not include an evaluation of the environmental (ecological or hazardousitoxic material related) condition of the site and subsurface. This report has been prepared for the exclusive use of St Lucie County in accordance with generally accepted geotechnical engineering practices. In the event any changes occur in the design, nature, or location of the proposed facility, we should review the applicability of conclusions and recommendations in this report. We recommend a general review of final design and specifications by our office to verify that earthwork and foundation recommendations are property interpreted and implemented in the design specifications. Ardaman and Associates should attend the pre -bid and preconstruction meetings to verify that the bidders/contractor understand the recommendations contained in this report. We are pleased to be of assistance to you on this phase of the project When we may be of further service to you or should you have any questions, please contact us, eeASSOCIATES, C I IJ I1/y/` Dan `' X\ SL2/7�IlacCCertificate o1A Authorization No. 950 -� Q lack, P.E. nager ense No. 63911 ••�1 C Q.iF''(' ;_1 DlgitaRy signed M'Dan J�Zr'a1la P.E. NO DN: CN= Dan J. ZrallacK, P.E.C=USOU=Atda & 638�f 'tF Associates. Inc. '. .D d• DOW: 2016.07.01 12-53:13 -05'00' �+,, srAr�of ' ii��s`oRroA•••\��ir4�,\\ iIEXAG \\\�\ - +^. 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