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HomeMy WebLinkAboutGEOTECHNICAL REPORTRECEIVED JUL 2 72016 �a®� SCANNED J amec L_� BY foster St Lucie Count, wheeler Report of Geotechnical Exploration and Evaluation Motorola Tower — City West Site Range Line Road Port Saint Lucie, Florida Amec Foster Wheeler Project Number: 6166160016.100.07 To: F. David Shiver, PE Senior Associate Engineer Amec Foster Wheeler Environment & Infrastructure Inc. 1075 Big Shanty Road NW, Suite 100 Kennesaw, Georgia 30144 Date: July 12, 2016 From: James A. Baiges, P.E. Amec Foster Wheeler Environment & Infrastructure, Inc. TABLE OF CONTENTS 1.0 INTRODUCTION............................................................................................................ 1 2.0 SCOPE OF SERVICES.................................................................................................. 1 3.0 GEOTECHNICAL SUBSURFACE EXPLORATION........................................................ 1 4.0 SUBSURFACE CONDITIONS........................................................................................ 2 5.0 LABORATORY TESTING............................................................................................... 2 6.0 ENGINEERING EVALUATION AND RECOMMENDATIONS ......................................... 3 7.0 CLOSING AND LIMITATIONS....................................................................................... 4 LIST OF FIGURES FIGURE 1 PROJECT LOCATION MAP FIGURE 2 FIELD EXPLORATION PLAN LIST OF TABLES TABLE 1 GENERALIZED SUBSOIL PROFILE TABLE 2 SUMMARY OF LABORATORY INDEX TEST RESULTS TABLE 3 SUMMARY RECOMMENDED SOIL PARAMETERS LIST OF APPENDICES APPENDIX A BORING LOGS APPENDIX B FIELD AND LABORATORY PROCEDURES KEY TO CLASSIFICATION AND SYMBOLS Amec.Foster Wheeler Environment & Infrastructure, Inc. 2580 Metrocentre Blvd. Suite #6 a West Palm Beach, FL, 33407• Phone: 561-242-7713''• Fax 561-242-5591: Motorola Tower— City West Site, Pon St Lucie, Flonda Amec Faster WheelarEnvironment & Infrastructure, Inc. 1.0 INTRODUCTION July 12, 2016 Proyect No. 6166-16-0016 100. 07 Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler), has conducted a limited site exploration for a new 300-ft guy -anchored telecommunications tower. Detailed structural loading information has not been furnished to us. We assume that the tower structure will be supported on single drilled shaft, and that the guy anchors will consist of either concrete deadmen or drilled shafts. The new tower will be located on the site named City West Site which is located north of an unnamed road and Canal 23 just northwest of the intersection of Range Line Road and SW Martin Highway in Port St. Lucie, Florida. The attached Project Location Map, Figure 1 provides an aerial image of the approximate site location. The purpose of our field work was to explore the subsurface soil conditions and provide geotechnical recommendations for the evaluation of the planned Motorola tower. Our services were provided in general accordance with our Amec Foster Wheeler IWO approved on April 21, 2016. This report describes our field testing program and presents our findings and conditions encountered. 2.0 SCOPE OF SERVICES The scope of the project was to obtain subsurface geotechnical data and to develop design recommendations for the planned drilled shaft foundation supporting the new tower structure. The following tasks were completed by Amec Foster Wheeler under this investigation: • Performed one Standard Penetration Test (SPT) boring (identified as B-1) in general accordance of ASTM D 1586 to a depth of 80 feet; • Evaluated the groundwater conditions within the boring; • Classified the soil samples collected in general accordance with the Unified Soil Classification System (USCS) and performed laboratory testing on selected samples; • Prepared a report, summarizing the subsurface conditions encountered from the field investigation, which include recommended design soil parameters based on empirical correlations, and conducted drilled shaft axial capacity analyses for 6 and 7.5 feet diameter drilled shaft foundation alternatives. 3.0 GEOTECHNICAL SUBSURFACE EXPLORATION The exploration program consisted of drilling one SPT soil test boring to 80 feet at the proposed location of the new communication tower as shown in Figure 2 - Field Exploration Plan. The boring was performed on April 26, 2016 using a truck mounted Dietrich D-25 drill rig equipped with an automatic SPT hammer. Our field work was completed in general accordance with the procedures outlined in ASTM D-1586. Upon completion of the drilling and testing operations, the boreholes were backfilled with cement grout. Descriptions of our field testing procedures are attached. Soil samples collected during our field exploration were placed in moisture proof containers and transported to our West Palm Beach soils laboratory. All samples were visually classified and described using nomenclature consistent with the Unified Soil Classification System (USCS). The soil samples collected during our field exploration will be kept at our office for a period of Amec Foster Wheeler Environment & Infrastructure, Inc. 2580 Metrocentre Blvd. Ste. #6 . West Palm Beach. F1. 33407• Ph:(561) 242 7713 . Faz:(561) 242 5591 Motorola Tower —City West S/>e, Po?St Lucie, Florida Amec Foster MeelerEnNronment & lnfmstructure, Inc. ✓u/y 12, 2016 Projectft 6f66-16-00f6.f0007 three months from the date of this report. The samples will then be discarded unless you request otherwise. 4.0 SUBSURFACE CONDITIONS AND GROUNDWATER CONDITIONS The subsurface conditions encountered in the SPT boring are illustrated in the soil boring log shown in Appendix A. In general, the subsurface materials consisted of medium dense sand with little clay (Unified Soil Classification Symbol SC) extending to a depth of 18 feet followed by medium dense to dense sand (SP, SP-SM, and SM) to a depth of approximately 53 feet. Below the sand, we encountered soft silt (ML) extending to a depth of'65 feet and then underlain by medium dense sand (SP, SP-SM, and SM) to the boring termination depth of 80 feet. Table 1 summarizes the subsoil profile observed in the boring performed. Table 1 Generalized Subsoil Profile Soil Unit Depth (ft) Description USCS Total Unit Weight (PCF). . 1 0 - 18 Light gray to light brown, fine to SC 110 medium grained SAND, little clay 2 18 - 53 Light gray to dark gray, fine to SP 120 medium grained. SAND, trace silt. 3 53 - 65 Gray, SILT, some fine to medium ML 110 grained sand, trace gravel. 4 65 - 80 EOB Dark gray, fine to medium grained SM 120 SAND. EOB - End of Boring We note that the natural groundwater level was not observed at the time of drilling, nor prior to introducing temporary drill casing and drill fluids that were necessary to flush drill cuttings and stabilize the borehole. Surface water was observed within an adjacent storm water drainage canal (C-32). We estimate that the water surface within in the canal was located approximately 5 to 7 feet below the existing site grade and is likely representative of the groundwater depth at the boring location, however should be considered approximate. A more accurate assessment of the natural ground water levels may be determined with the installation of a shallow piezometer, if required. Fluctuations in groundwater levels should be expected due to seasonal climatic changes, construction activity, rainfall variations, surface water runoff, and other site -specific factors. Since groundwater level variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur. 5.0 LABORATORY TESTING Laboratory testing was conducted on select soil samples recovered during SPT sampling. The testing consisted of 4 water content determination tests (ASTM D 2216) and 4 percent passing No. 200 sieve wash (ASTM D 1140). The laboratory test results are summarized in Table 2. AmecFoster Wheeler Environment & Infrastructure,. Inc.. 25801Metrocentre Blvd. Ste. #6 *West Palm Beach, A 334070 Ph:(561)242 7713 • Faar(561) 242:5591 Motorola Tower —City West Site Port St. Lucie, Florida ✓u/y 12 2016 Amec FosterMeelerEnwi nment & lnflastmcture, lnc. Fmject No. 616646-0015 WO 07 Table 2 Summary of Laboratory Index Test Results Moisture LISCS Soil Percent Passing Boring No. Sample No. Depth (ft) Content Classification #200 (%) Symbol B-1 5 8-10 17 16 SM B-1 12 43-45 9 21 SP-SM B-1 15 58-60 61 30 ML B-1 16A 87.9 88 37 CL 6.0 ENGINEERING EVALUATION AND The purpose of this geotechnical exploration was to determine subsurface conditions and evaluate foundation alternatives for the planned communication tower. A drilled shaft foundation or a spread footing are considered suitable alternatives to support the proposed tower and the guyed wire anchors. Table 3 presents recommended soil parameters and the generalized subsurface profile to evaluate a drilled shaft foundation. It should be noted that the soil parameters presented are based on empirical correlations between SPT Nvalues and generalized soil properties. The uplift or tension capacity may be determined considering 70% of the recommended unit skin friction resistance. Loading testing program may be necessary if the design factor of safety is below 3. Temporary surface casing is recommended to be used during the installation of the drilled shafts, especially in the top 10 feet. Reference to the individual boring log should be made for soil descriptions at specific depths and locations. TABLES Summary Recommended Soil Parameters 'Madulus of Avenge 9bNre Fdatlon UB. UnIt UB. Una End StWn Latefal 'Genarallud Material - 0i 'Un11WL Anda-e Cohealm a Skin Baa 9DesWption Faaby SubprWa Bound SPT (de6�) W Fdcflant2aWLnea- @Nn) hand n, k M4rdue .. ket atE60 Light gray to light r brown, fine to medium 0-18 10 48 38 - 0.8 12 NIA 30 grained SAND, little clay Light gray to dark gray, fine to medium grained. 18-45 SP 20 58 42 - 1.1 24 NIA 60 SAND, trace silt. Gray, SILT, some fine to medium grained 45-62 ML 5 43 - 500 1.2 13 0.02 250 sand, trace gravel. Dark gray, fine to 62- 80 SM 15 58 32 - 1.3 18 NIA 60 medium grained SAND. EOB• 'EOB — End of Boring A shallow foundation system embedded 5 feet deep is considered to be a suitable alternative to support the anticipated tower loads. A spread footing of 10 ft by 10 ft was suggested to be Ameo Foster Wheeler Environment & Infrastructure, . Inc. 2580 Metnocentre. Blvd. Ste. #6. e'West .Palm Beach; Ff33407e Ph:(561). 242 7M vFa .(561). 242'S591 Motorola Tower —City West Site, Po?St Lucie, Flodda July 12, 2016 Amec FosterMeelerEnuironment 8 /ntmstmcturz Inc. Project No. 6166-16-0016 f00.07 considered. An allowable bearing capacity on the order of 3 ksf is anticipated based on the existing conditions of the subsoil profile at the site. The provided new communication tower dead load is 18 kips, thus the structure would induce a 180 pounds per square foot bearing pressure and the elastic settlement is expected to be less than 0.5 inch. The foundation should bear on compacted existing sandy soils. A density equivalent to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557) should be achieved in the sandy foundation bearing level soils. Table 3 also includes pertinent geotechnical parameters for the use in the design of tower deadman anchors to resist lateral and uplift loads. It is our opinion that the design of the guyed anchors can be treated similarly to an inclined load on a footing, with the inclined load being divided into a horizontal and vertical components. The uplift force would be resisted by the weight of the anchor block and any soil above it, as well as the shear strength of the soil around the perimeter of an assumed failure zone. The lateral load component or resistance of the block to horizontal sliding would be derived from two components; (1) the frictional resistance along the bottom and top of the block: and (2) the passive earth pressure of the anchor block is to be considered, we recommend to determine the ultimate base sliding resistance using the following equation: f = 0.67 tan � for sand materials where: f = coefficient of friction between deadman base and the soil, ¢ = angle of internal friction. Strain compatibility related to the frictional resistance along the bottom of the block and the lateral passive soil resistance should be considered in deadman design. For optimum anchor performance, all backfill material placed around and above the anchor blocks shall be properly compacted. The foundation should bear on compacted existing sandy soils. A density equivalent to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557) should be achieved in the sandy foundation bearing level soils. It is also desirable for the compacted backfill zone to include the entire passive wedge of the anchor on the side of the anchor located in the direction of pull. The need for groundwater control may be anticipated if the deadman anchors are to be installed below 5 feet. In such case, the groundwater can generally be lowered one to three feet by pumping from barrel sumps located beyond the excavation perimeter. All sump inlets should be located at least 2 feet from the bearing areas to avoid loosening of potential sandy bearing soils. In areas where deeper groundwater drawdown or control is required, or where more positive groundwater control is desired for prolonged periods, a wellpoint system may be required. The groundwater level should be maintained at least two feet below the bottom of any excavations made during construction and the surface of any vibratory compaction operations. All temporary excavations shall be sloped at a 1:1 ratio inclination. Excavated sand materials, excluding organic matter, may be considered acceptable for uses as back fill material. These higher fines content soils tend to be moisture sensitive and may require drying prior to placement and compaction. The back fill should be placed in controlled lifts not exceeding 12 inches in loose thickness and compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557). Prior to initiating compaction operations, we recommend that representative samples of the structural fill material to be used along with acceptable exposed 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 backfill and existing soils and to verify that the fill material is acceptable. I Amec Foster Wheeler Environment &Infrastructure,. Inc. 2580 fvleBocentre Blvd. Ste. #6 • West Palm Beach, FI 33407. Ph:(561) 242 7713 9 Fax:(561) 242 5591 Motorola Tower— City West Site, Port St. Lucie, Florida Amec Foster Wheeler Environment & Infrastructure, Inc. 7.0 CLOSING AND LIMITATIONS June 12, 2016 Project No. 6166-16-0016.100.07 Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. We do not guarantee project performance in any respect, only that our work meets normal standards of professional care. This company is not responsible for the conclusions, opinions or recommendations made by others based on the data presented in this report. The analysis and recommendations submitted in this report are based upon the data obtained from the field exploration program and our understanding of the proposed construction described herein. This report may not account for any variations that may exist between conditions observed in the boring and conditions at locations that were not explored. If any subsoil variations become evident during the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after we have had an opportunity to observe the characteristics of the conditions encountered. The applicability of the report should also be reviewed in the event significant changes occur in the design, nature or location of the proposed construction. Assessment of site environmental conditions or the presence of pollutants in the soil or groundwater of the site is beyond the scope of this report. We have enjoyed assisting you on this project and look forward to serving as your geotechnical consultant on the remainder of this project and future projects. Please do not hesitate to contact us should you have any questions concerning this report. Respectfully, AMEC Foster & Wheeler \F\nvlt&Ment & Infrastructure, Inc. Florida Board of ProfesatdrA r it y&ttOificate of Authorization No. 5392 No. 79124 UJ James . Baiges, P r� STATE OF <UU Brian S. Hathaway, PE Senior ngineer - Geot n'940 OP..•'G�� Senior Engineer — Geotechnical Florida 'cense No. 79(Mgl NAL �C\ �� Florida License No. 60724 rlllltlll00\ AmecfFoster Wheeler Environment & Infrastructure, Inc.. 2580 Metrocenfre Blvd. Ste. #6 • West Palm Beach, FI 33407+ Ph:(561)242 7713• Fax:(561) 242 amec t7j foster wheeler FIGURES f_ YI J. �� ,`4 4v� ..,,� S ice, Ap •' > �l J \� [. i i • 1 Y ! r S F � f �1 ' N ` � � � f G, j �� n � � �T . •'�� � ar - .. rr - _ �, - - -- - - � s� - ' 4 I, • , � Y I�, ' ` , 1 1 '� � i� � r �.. n •m �� gyppp{ , ,L 1 ~,sJT �r7i r.�rS'ti 7M, S•tra �i rr y* e''« t �r.. f {~T; +M" 'S. � t`»ih�t�.y„ � ✓° ��,��ll rr'r'"+lyY.�tiL���>rri Nt 1� rY ++.�L �. r . ,. x �j. . 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V, �. x �-� '�'f »{ Cy .J•i �s. - • �y y'4"t+•.. r'I k,> Y..i>• . x .7.+` ,rx. �Y 7 + y ' .d „� r 'x3 r �{' ) �'� n .a ` C � � .y wN' .� �.. .�� tT} �4> V r .J{, r--jr(„yC1�' "46 ,: , �r f•�x t� ♦ tc'v' � t'AF >r ��\r 'ty r x.1.f! r, l,v � ;.a -A". n•"•n "�.-"'$^ lw.l G.-./ `� .yt r-d ,, ,r• r • ` tY f� Crye* . '( 5-'r it- F•, - �rt 4��.. . V. A � s z'4�,��a �rt�r,,, •r;- �.C� lr r �:r,F•; > R����r°i..,F,},ryI \ . ', r F • %y ti Lfx, Y`yn^':•b' SYy.� ♦ y7'fwk.' r 4Y v , s+r+• 1. ;�.�s,. *°•t tf� .3��*1G'��;..) \ :. -_ f��-^ St �� "err..,........ .. . •. �+.dq�"'F�;��'>•.wir.�r.S*..t,`"��.�'� i"• .»'ta`�„f�:�^rs'�"s'��f+r4', cT .. .. amec foster wheeler APPENDIX amec !v foster wheeler APPENDIX — A SOIL TEST BORING RECORDS B-1 SOIL CLASSIFICATION L E SAMPLES PL(%> NM(%) LL(i) 1 T N-COUNT AND REMARKS E L DEPTH G E D ♦ FINES (%) (ft) E V E Y SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P • SPT (bpl) SYMBOLS AND ABBREVIATIONS BELOW. D (fi) T E 25 0 — A 10 20 30 40 50 60 70 80 90 100 6" Dark gray fine SAND with silt, trace mots (TOPSOIL) Light brown fine to medium SAND, trace silt, loose (SP) l SPT-1 1-2-3 (N�=5) 2 Light gray to light brown fine to medium SAND, little clay, 3 trace gravel -sized cemented sand fragments, loose (SC) SPT-2 1-2-2 (N-4) 4 Light brownish gray, medium dense 5 — 20.0 SPT-3 4-5-5 44 (N = 10) 6 Light brownish gray to brownish yellow 7 SPT-4 5-6-7 IN = 13) 8 9 MoistureContent=l6% Fines=l7% SPT-5 4-7- 1 (N 2) 10 15.0 II 1 13 Gray, loose 14 SPT-6 3-2-3 (N=5) IS 10.0 6 5 17 18 Light gray to dark gray fine to medium SAND, trace silt, l9 medium dense(SP) SPT-7 47-10 (N = 17) 20 5.0 21 22 23 Gray, trace sand -sized shell fragments dense 24 SPT-8 11-15-15 (N.=30) 25 0.0 26 27 28 Some sand to gravel -sized shell fragments 29 SPT-9 12-16-I9 (N 34) 30 -5.0 31 32 33 0A 10 34 SPT 13-9-16 35 Trace sand sized shell fragments 10 0 Ion (N = 25) 37 136 38 ) 39 SPT-11 I8-21-18 (N 40 -15.0-39) 1 I I I DRILLER: J&R Precision Drilling, Inc./J. Angina EQUIPMENT: D-25 Automatic Hammer METHOD: Rotary Wash Drilling w/SPT Sampling HOLE DIA: 3.5-in (Borehole stabilized with 3.5-inch diameter REMARKS: casing) Borehole grouted upon completion Checked By: Date: amec 4�° foster �Q wheeler U IU 2U 3U 4U 5U 6U /U 6U 9U IUU SOIL TEST BORING RECORD PROJECT NAME: Motorola Tower, City West Site PROJECT LOC.: Port Saint Lucie, Florida PROJECT No.: 6166160016.100.07 DATE DRILLED: 4/26/2016 BORING No.: B-1 PAGE 1 OF 2 SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%) I T N-COUNT AND REMARKS E L DEPTH G E D ♦ FNES (%) (R) E V E Y SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P :� • SPT (bpo SYMBOLS AND ABBREVIATIONS BELOW D (11) T E r, 10 20 30 40 50 60 70 80 90 100 Light gay to dark gray fine to medium SAND, tmce silt, 4l medium dense (SP) - 4> - 43 Gray fine to medium SAND trace silt, trace to few sand to - 44 gavel -sized shell fragments, medium dense (SPSM) SPT-12 7-10-12 MoistureContent=21% Fines=9% (N=22) —45 -20.0 - 46 - 47 - 48 13A Gray silty fine SAND, little sand to gravel sized shell - 49 fragments, loose (SND SPT 2-2-3 15 = 13B (N=5) — 50 -25.0 — 51 — 52 53 Gray SILT, trace sand to gravel -sized shell fragments, soft - 54 (ML) SPT-14 1-2-2 (N=4) -55 -30.0 - 56 = 57 — 58 MoistureContent-30% Fines=61 — 59 SPT-15 1-1-1 (N-2) —60 -35.0 - 61 = 62 63 16A O Very dark gray CLAY, very soft (CL) -64 MoistureCentent=37%Fines=88% NR Q OW12'-12- -65 40.0 16B (N = 12) Dark gory fine to medium SAND, trace silt, medium dense _ (SP-SM) 20 — 66 — 67 Dark gay silty fine SAND, tmce to few sand to gravel -sized - shell fragments, dense (SM) 68 69 SPT-17 16-14-12 (N=26) 70 45.0 71 72 73 Light gay fine to medium SAND, face silt, some sand to 74 gavel -sized shell fragments, medium dense (SP) SPT-18 12-I3-10 (N-23) 75 -50.0 76 77 78 Very light gray sandy SHELL, mostly sand to gavel -sized 79 medium dense (SHELL) d SPT-19 6-7-8 N (N =15) 80 Boring temdnated at 80 feet depth -55.0 I DRILLER: 3&R Precision Drilling, Inc./J. Angulo EQUIPMENT: D-25 Automatic Hammer METHOD: Rotary Wash Drilling w/SPT Sampling HOLE DIA: 3.5-in (Borehole stabilized with 3.5-inch diameter REMARKS: casing) Borehole grouted upon completion Checked By: Date: amec .� foster ®W wheeler EX 0 10 20 30 40 50 60 70 80 90 100 SOIL TEST BORING RECORD PROJECT NAME: Motorola Tower, City West Site PROJECT LOC.: Port Saint Lucie, Florida PROJECT No.: 6166160016.100.07 DATE DRILLED: 4/26/2016 BORINGNo.: B-1 PAGE, 2 OF 2 THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER INTERFACES BEWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. amec foster wheeler APPENDIX — B FIELD TEST PROCEDURES KEY TO CLASSIFICATION AND SYMBOLS amec . foster �i y� FIELD & LABORATORY TESTING PROCEDURES wheeler Standard Penetration Test (SPT) Borings SPT borings are performed in general accordance with the procedures outlined in ASTM D-1586 "Standard Penetration Test (SPT) and Split -Barrel Sampling of Soils." The borings are advanced using rotary wash drilling methods, circulating bentonitic drilling fluid in the boreholes to stabilize the sides and flush the cuttings. At the specified intervals, the drilling tools are removed and soil and/or rock samples are obtained with a standard 1%-inch inside diameter, 2-inch outside diameter, split -barrel sampler. The sampler is driven 24 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the samplerfrom 6 to 18 inches is designated the 'Penetration Resistance - N Value." The SPT N Value, when properly interpreted, provides an indication of the soil strength and relative density. Representative portions of the samples obtained from the split -barrel sampler are placed in jars and transported to our laboratory. The samples are then examined by a geotechnical engineer in order to confirm the field classifications. Moisture Content The moisture content is the ratio, expressed as a percentage, of the weight of water in a given mass of soil to the weight of the solid particles. This test was conducted in general accordance with ASTM- D 2216. Fines Content The fines content is the fraction of the soil sample in the silt and clay size range. It is determined by the amount of soil particles passing (finer than) the US No. 200 sieve (0.075 millimeters), expressed as a percentage of the total dried soil mass. This test was conducted in general accordance with ASTM D-1140. MAJOR DIVISIONS CLEAN GRAVELS GRAVELS (More than 50% of (Lfines) ittle or no coarse fraction is LARGER than the GRAVELS COARSE No. 4 sieve size) WITH FINES GRAINED (Appreciable SOILS amount of fines) (More than 50%n of material is LARGER than No. CLEAN 200 sieve size) SANDS SANDS (More than 50% of (Little or no fines) course fraction is SANDS SMALLER than the No. 4 Sieve Size) WITH FINES (Appreciable amount of fines) SILTS AND CLAYS FINE (Liquid limit LESS than 50) GRAINED SOILS (More than 50% of material is SMALLER than No. 200 sieve size) SILTS AND CLAYS (Liquid limit GREATER than 50) HIGHLY ORGANIC SOILS LIMESTONE FORMATIONS GROUP TYPICAL NAMES YMBOLS '. GW Well graded gravels, gravel - sand mixtures, little or no fines. po GP Poorly graded gravels or gravel - sand mixtures, little or no tines. GM Silty gravels, gravel - sand -silt mixtures. GC Clayey gravels, gravel - sand - clay mixtures. SW Well graded sands, gravelly sands, little or no fines. SP Poorly graded sands or gravelly sands, little or no fines. SM Silly sands, sand - silt mixtures SC Clayey sands, sand - clay mixtures. NIL I flour, silty or clayey fine sands or clayey jCL plasticity, gravelly clays, sandy clays, silty LS Limestone WLS Weathered Limestone clays, lean clays. OL Organic silts and organic silty clays of low - — plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic days of high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silts. PT Peat and other highly organic soils. SILT OR CLAY SAND GRAVEL Cobbles Boulders Fine Medium Coarse Fine Coarse No.2(JU NoAU No.10 No.4 3/4" 3' 12' U.S. STANDARD SIEVE SIZE Rcfcmnw: TAe Unified Soil Classlfimdon Sysmm, Corps of Engineers, U.S. Amy Tee ical Memorandum No. M57, Vol. 1, Mamh 1953(Revised April, 19M) Undisturbed Sample (UD) Split Spoon Sample (SS) Rock Core (RC) No Recovery Water Table at time of drilling Auger Cuttings Bulk Sample Dilatometer 100% Loss of Drilling Fluid Water Table after 24 hours BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols. KEY TO SOIL GROUP SYMBOLS amec foster wheeler ►)®� At. Amec Foster Wheeler Environment & Infrastructure, Inc. amec foster wheeler ®�� 2580 Metrocentre Blvd. Suite No. 6 L1 West Palm Beach, FL 33407 KEY TO CLASSIFICATION AND SYMBOLS CORRELATION OF PENETRATION RESISTANCE (N) WITH RELATIVE DENSITY AND CONSISTENCY SANDS & GRAVEL S SPT N VALUE (BLOWS/FOOT) SILTS & CLAYS SPT N VALUE (BLOWS/FOOT) RELATIVE DENSITY SAFETY HAMMER AUTOMATIC HAMMER CONSISTENCY SAFETY HAMMER AUTOMATIC HAMMER VERY LOOSE 0-4 0-3 VERY SOFT 0-2 0-1 LOOSE 5-10 4-8 SOFT 3-4 2-3 MEDIUM DENSE I 1 - 30 9 - 24 FIRM 5-8 4-6 DENSE 31 - 50 25 - 40 STIFF 9 - 15 7 - 12 VERY DENSE > 50 > 40 VERY STIFF 16 - 30 13 - 24 HARD > 30 > 24 MODIFIERS MODIFIERS ORGANIC CONTENT MODIFIERS APPROXIMATE CONTENT, BY WEIGHT TRACE I % to 3% TRACE 0 to 5% SLIGHTLY ORGANIC 3%to5% FEW 5%to10% ORGANIC 5%to30% LITTLE 15%to25% PEAT > 30% SOME 30% to 45% These modifiers provide our estimate of the percentages of Organic Content in the soil sample, The modifiers provide our estimate of the percentages of gravel, sand, and fines (silt or clay size particles) in the soil sample. MODIFIERS SPT N VALUE (BLOWS/FOOT) ROCK HARDNESS DESCRIPTION VERY SOFT 0 - 20 Rock core crumbles when handled SOFT 21-30 Can break rock core easily with hands MEDIUM HARD 31 - 45 Can break core with hands MODERATELY HARD 46 - 60 Thin edges of rock can be broken with fingers HARD 60 - 100 Thin edges of rock cannot be broken with fingers VERY HARD > 50/2" Rock core rings when struck with a hammer (cherts) SYMBOLS DESCRIPTION 10012" N, Number of blows (100) to drive the support spoon or cone a number of inches (2"). NX, 4", 6" Core Barrel sizes which obtain cores 2-1/8", 3-7/8", and 5-7/8" diameter respectively. 65% Percentage (65) of rock core and soil sample recovered RQD Rock Quality Design - Percent of rock core 4 or more inches long SCP Static Cone Penetrometer tip resistance (kg/sq. cm) q° Unconfined compressive strength estimated from pocket penetrometer c Cohesion estimated from pocket penetrometer WOR Weight of Drill Rods WOH Weight of Hammer u TABLE OF CONTENTS 1:0 INTRODUCTION............................................................................................................1 2:0 SCOPE -OF SERVICES.................................................................................................: 1 3.-0GEOT,EOHNJCALSUBSURFACE-EXP,LORATION............................. ........................... I 4.0 SUBSURFACE CONDITIONS........................................................................................ 2 5.0 LABORATORY TESTING............................................................................................... 2 6.0 EN'GINEERFNG,EVALUATION--AND:.RECOMMENDATFONS... -..-...... 2. 7:0 -CLOSING-AND-LIMITATIONS ........................................................................................4 LIST OF FIGURES FIGURE 1 PROJECT'LOCATIONWAP FIGURE 2 FIELD -EXPLORATION -PLAN UST OF TABLES TABLEI. GENERALIZED SUBSOIL PROFILE TABLET SUMMARYOF-L-ABORATORYINDEXTESTRESULTS` TABLE 3 SUMMARY RECOMMENDED SOIL PARAMETERS TABLE 4A TO 4C ESTIMATED DRILLED SHAFT CAPACITY FOR 6 FT DIA. (60, 70, AND 80 FT DEPTH) TABLE 5A TO 5C ESTIMATED DRILLED SHAFT CAPACITY FOR 7.5 FT DIA. (60, 70, AND 80 FT DEPTH) LIST OF APPENDICES APPENDIX A BORING LOGS APPENDIX B FIELD AND LABORATORY PROCEDURES KEY TO CLASSIFICATION AND SYMBOLS' 2580 Foster Wheeler Environment 8 West Patin Bea, Inc 2580 Melmcenhe Blvd _Slide q6 •West Fabn Beach, FL,.334TR• Phorie:.561-242-7T13'• Fax.56T-242-5591 Motomie Tower— City West Sife, Port St Lucie, Fiodda May M,, 2016 Amec Foster MeeierEnufronment & infrastructure, Inc. Project No. 6166-16-0016. WO 07 1.0 INTRODUCTION,- Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler), has conducted a limited site exploration for a new 300-ft guy -anchored telecommunications tower. Detailed structural loading information has not been furnished to us. We assume that the tower structure will be supported -on -single -drilled shaft,;and that the guy anchors will.consist,of either. concrete _deadmen nr drilied shafts. Tine ,new tower Will be located an the siitee�named•City VY.est Sire whichtis Jocated north of an unnamed road and Canal 23 just northwest of the intersection of Range Line Road and SW Martin Highway in Port St. Lucie, Florida. The attached Project Location Map, Figure 1 provides an aerial image of the approximate site location. The purpose of our field work was to explore the subsurface, soil conditions, and, providegeotechrricai recernrxendations for the evaluation, of the planned Motorola tower. Ourse"rv' ices. were provided in general accordance with our Amec Foster Wheeler"1WO approved on April-21,-20.1`6. This report describes our -field testing program and presents our findings and conditions encountered. 2.0 SCOPE OF SERVICES The scope of the project was to obtain subsurface „geotechnical data and to develop design. recommendations for the planned drilled shaft foundation supporting the new tower structure. The following tasks were completed by Amec Foster Wheeler under this investigation: Performed one Standard -Penetration Test (SPT) boring (identified as B-1) in general accordance of ASTM D 1586 to a depth of 80 feet; • Evaluated the groundwater conditions within the boring; • Classified the soil samples collected in general accordance with the Unified Soil Classification -System -(USCS)-and -performed -I aboratory testing -on -selected samples; Prepared. a report; surnrnadzing, tbesubsurface. conditions encountered from the field; investigation, which include -recommended'design soil parameters based`on empirical correlations, and conducted drilled shaft axial capacity analyses for 6 and 7.5 feet diameter drilled shaft foundation alternatives. 3A-GEOTEC INICALSUBSURFACE-EXPL-ORATION The.�exploration program consisted of drilling one'SPT soil testboring to 60 feet at the proposed location of the new communication tower as shown in Figure 2 - Field Exploration Plan. The boring was performed on April 26, 2016 using a truck mounted Dietrich D-25 drill rig equipped with an automatic SPT hammer. Our field work was completed in general accordance with the. procedures outlined in ASTM D-1586. Upomcompletion•of the drilling and testing operations, the boreholes were backfilled with,cement grout. Descriptions of our field lesting procedures are attached. (1 '1 Molomis Tower- City West Sife, Pod St Lucie, F/odda May >0 20M Amec Foster M&e/erEnvifonment & lnfrastmclo2, I= Project No. V66-16-0016. =..07 Soil samples collected during our field exploration were placed in moisture proof containers and -transported-to- our =West Palm Beach soils -laboratory. -All-samples were visually -classified -and described using nomenclature consistent with the Unified Soil- Classification System (USCS) The soiP samples collected during our frefd exploration wilt be kept at our office for a period of three months from the date of this report. The samples will then be discarded unless you request otherwise. AO SUBSURFACE.CONDITIONS AND GROUNDWATER CONDITIONS The subsurface amditiorns,erncmm-tered ,irn the SPT boring are illustrated in the {soil boring log shown in Appendix A. In general, the subsurface materials consisted of medium dense sand with little clay (Unified Soil Classification Symbol SC) extending to a depth of 18 feet followed by medium dense to dense sand (SP, SP-SM, and SM) to a depth of approximately 53 feet. Below the sand, we encountered soft silt (ML) extend ng.to a, depth.of. 65 feet and then- underlain by medium dense sand (Sly; SR-SM and SM) to°the 'boring termination-depffi of-'80-feet. Table 1 -summarizes-the-subsoil-profile observed in -the -boring -performed We note that the natural groundwater level. was not observed at_th.e..time.ofdrilling, nor prior to introducing temporary drill casing and drill fluids.that were necessary to flush drill cuttings and stabilize the borehole. Surface water was observed within an adjacent storm water drainage canal (C-32). We estimate that the water surface within in the canal was located approximately i to 7'feet below the =existing.sitegrade and -is likely representative of the groundwater depth at the boring• location, however should be considered approximate. Amore accurate assessment .of the natural:groundwater levels maybe>deterrnined-with the installation of,ashaliow;piezometer, if required. fluctuations in groundwater levels -should be expected due to seasonal climatic changes, construction activity, rainfall variations, surface water runoff, and other site -specific factors. Since groundwater level variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption thatmariations will occur. 6.0 LABORATORY TESTING' Laboratory testing was conducted on select soil samples recovered during SPT sampling. The testing consisted of 4 water content determination tests (ASTM D 2216) and 4 percent passing No. 200 sieve wash (ASTM D 1140). The laboratory test results are summarized in Table 2. .0 ENGINEERING"ALIJATION AND RECQMMEND/#TIONS The purpose of this geotechnical subsurface exploration was to determine the subsurface conditions and evaluate the axial capacity of the planned drilled shaft foundation alternatives. Table. 3 presents recommended. sod parameters for the generalized soil profile. It should be noted that the soil parameters presented in this- report are based empirical .con-eiations between SPT Al values and generalized -soil -properties. -Reference -to -the -individual -boring log -should-be-made -far soil descriptions at specific depths and`locatibns. As requested, we estimated the ultimate axial -capacity -for a 6-and 7.5 feet diameter drilled shaft embedded,to,60, 7.0, an d,80,feet.belowAheexisting ground surface. The axial capacities were Mo/om/a Tower- Ci7yWest S&' Poem Lucre, fivmda Rmec Foster MeeterEnuiionment& /�iastnichae, /nc W f0, MM Project No. 6f6646-0016. f00.07 analyzed assuming the above soil profile, soil strength parameters and FH-Deep computer program. F&Deep is a computer program used to estimate the static axial capacity of drilled shafts and driven piles. The drilled shaft methodology is based upon Federal Highway Administration (FHWA) reports. The" FHWA design failure -criterion -establishes the failure load when the foundation's vertical displacement is equivalent to 5% of the diameter shaft, if plunging of -the shaft cannot be achieved. Tables 4 (A to C) and 5 (A -to C) summarizes the estimated load - settlement response and foundation axial capacities for 6 and 7.5 feet diameter drilled shafts, respectively. We recommend using and a reduction factor equivakent'to (1.70 times the reportedi ultimate skin resistance, when evaluating tension or uplift capacity. The following tables summarizes Abe ultimate axial capacity..based on the failure Goad criterion discuss above. Drilled Shaft Diameter = 6.ft Embedment depth (ft) = v- RYS , . Seta. (In) UIt Qs to , _ . Ult Qb-tons. M Q# - tons A60 5 MM 436 165 602 70 5 3.60 542 -240 -682 80 5 MM 647 140- 787 Drilled Shaft. Diameter = T.S i t Embedment- depth (ft} R%.'- . Settl.(in) 'ult"Qs-tons' UItQb-tons UltQt"tons' -60 5 A50 54T 241 -782 7D 5 4.50 678 273 851 80 5 -4.50 -809 2-75 984 Notes R% = SetflemelWShaftDiameterrati0 Qs— Ultimate Skin Resistance Qb — Ultimate End Bearing Resistance Qt— Total Ultimate Drilled Shaft Capacity Table 3 also includes pertinent geotechnical parameters for the use in the design of tower deadman anchors to resist lateral and uplift loads. It is our opinion that the design of the guyed anchors can be treated similarly to an inclined load on a footing, with the inclined load being divided into a.horizontal and vertical components The: uplift force would be:resisted by the weight' of the anchor block and any soil above: it, as well as the shear strength of the soil around the perimeter of an assumed failure- zone. The, lateral. load cormponent or resistances of -the- block to horizontal sliding would be derived from two components: (1} the friisti"onalr resistance, along the bottom and top of the clock: and (2) the passive earth pressure of the anchor block is to be considered, we recommend to determine the ultimate base sliding resistance using the following equation: f= -0.67-tan4 for.sand materials where: f = coefficient of friction between deadman base and the soil, � = angle of internal friction. Motomla Tower— City West Site, Poet St. Lucie, Fonda - May 10, 20>6 Amac Foster MeeterEIMMI merit & infrestmctuie, Inc. PzjectNo. 6166-16-0016 f0007 Strain •compatibilityrelated to the frictional resistance -along the bottom -of the block and the lateral passive soil .resistance should .be considered .in ,deadman design. .For -optimum -anchor performance, ail backfill material placed around and above the anchor biocks shallbe properly -compacted. It is also -desirable for the �cornpacted'backfill zaae-to-include, the:antire.passlve wedge of the anchor on the side of the anchor located in the direction of pull. The need for groundwater control may be anticipated if the deadman anchors are to be installed bel6me-5.feet. In such caseK the-groundWater can generally be lowered one -to three -feet by pumping from barrel sumps. located beyond the excavation perimeter. All sump inlets..should be. located at.least 2 feet from. the bearing, areas to avoid toosen'uig_of potential,sas dy bearing; soils. in areas where deeper groundwater drawdown or control is required, or where more positive groundwater control'is desired for prolonged periods, a wellpoint system may be required. The groundwater level should be maintained at least two feet below the bottom of any excavations made during construction and the surface of any vibratory compaction operations. All temporary excavations shall be sloped at.a 1_ 1 ratio inclination. -Excavated-sand-materials-(SC), excluding any organic -matter, -may -be -considered -to -be used -as bad'k fill material but the Contractor may -be aware that the material may be required to dry to able to achieve the adequate compaction degree. The. back fill should.be.placed in controlled lifts not exceeding 12 inches in loose thickness and compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557). Prior to initiating compaction operations, we recommend that representative samples of the structural fill material to be used along with acceptable: exposed 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 backfill and existing soils and tomerify, that-the:fiit material is acceptable. 7.0 CLOSING AND LIMITATIONS Our professional serviceshavebeen performed, our findings obtained and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. We-donut-guarantee-project-performance'in-anyrespect,=only:that-ourwork meets -normal standards of professional care. This tympany 'is -not -fesponsible for the conclusions, opinions or recommendations made by others based on the data presented in this report. The analysis and recommendations submitted in this report are based upon the data obtained from the field exploration program and our understanding of the proposed construction described herein. This report may not account for any variations that may exist between conditions observed in the boring and conditions at locations -that were not, explored. If any subsoil variations Become- evident during: the- course -of #his. project, -a-re-evaluation. of. the. recommendations.contained ln.thi§:report-will be necessary after we have .had arr opportunity to= observe the characteristics of the conditions encountered. The applicability of the report should also- be,reviewed in the: event significant changes occur in the design, nature or location of the proposed construction. Assessment of site environmental conditions or the presence of pollutants in the soil or groundwater of the site is beyond the scope of this report. Motorola Tower— City West Site, Port St. Wde, Florida Amec Foster Wheeler Environment 8lntradrudure, Inc. May 10, 2016 Project No. 6166-16-0016.100.07 We have -enjoyed assisting you on this project and look forward to serving as your geotechnical consultant on the remainder of this project and future projects. Please do not hesitate to contact us should you have any questions concerning this report Respectfully, `��lllt IIIIIIT AMEC Environme .. ��jnc. Florida Board of erbf toC�j 'Pzrtificate of Authorization No. 5392 No. 79124 James . Baey F A� of �� Brian S. Hathaway, PE OP.•' R. Senior ngineer thn �G` Senior Engineer — Geotechnical Florida icense No. AIAL ����` Florida License No. 60724 11 r1 n 1101 amMY foster wheeler FIGURES . .. rl -I a Cy P a 9-5 ,y eu i v `ii k t A v,�"� • 1 4 ` i- n� iy i I yG n • i �r „ ,W '^' ` V. .. �lJ Y r•'. i Y• 7 rw ...t �.• x r• P. - � ;.•. .. � +�• '� � .'';! to `S .. � �'+. � Vs :vs •,., •'�. �> 1} � •r.c . � >, � r F .y "`� •� , � � r' .4 'vY`'yy� '� Y +� ^"', $,-. +r� > . �. 'n..y� j {+'+wi' ., :, ! '} Y '". + i � USa cn � ♦ YJ'J+ l t f� 'i ".' .� ti` {i _�'r ? k Y r'Jr . .1r -y • r •• ♦ f r f rf� 'i �'4 , •r • r '+ i} 4 - ♦ w^. ✓/ i; Gx p' Y -. rC n a•.` - tea! ,r( ! w.. ..M. ♦ t1,''- K Y r',r`' 4 "i/"'!r/ f•+J' �Y"I't1.. 4<i'r ' y4 ~ i rd.n - _ ! sue. 'M �t} •.i'.. ,i w�J.. * •Yr i' l' r /. C +i • ; 4 k/iA e r ry. �Ni h � � 7 r 1 1'Kr �i'r�Y`. 'Y.y' '�"a � w _ f a` }}! , • ! xa ] 'r[ �J�r a . rr. .r. A f/; al r!' 1 N : � .. . • r U yew: � �. `� ♦„}. "� 4 "x 5+ Y .. • : �'d. . w.r .. � �`;.ir• __ ey �}. ` a: '"f` xM. ;,� -a.` .. � _ ,,,,• a. r jn . �'. ,t' ..� v. • :r '-� "' „� �_ au.. <.�' +G '" sr,. r.'+�.��•''� i .. ,c" �•n :Y` . ,,? Jait i •r .. • r - � I' _ �� Y dr ., �- r .'•`4+x' • ,K... a .Y. ,� T "_ 'i."- • •r �J ' i � ' ♦ - '+. YM ` � S. r •y. V^X a-r• yJ y,r r"� 4`w•• ��.„-.. � ��N^ ^ k'r ^`�'! TG 5,.r •_i.�1 �r✓r, ��': i♦ �! is �. �Y.i T. r 'rin. �• ♦ r , t r+"*Z4•... "' '�.. ,,• ... ` Y rt J'.I .•li yYy ' 'K ' a ♦ .. n ' r foster wheeler TABLES 0 w amec foster TableI-Generat-¢edSubsal::Prmfile wheeler Sol UniL "Depth;{il) Desrtipfibn USCS Total Unit Weight (PGF) 1 .0- x8 Light gray to light brown, fine to ,SC 99d1 dium1rainedS€AND,Ime clay 2 tJ3- 53. Light gray to dark gray, fine to medium - SR. 12R grained. SAW, trac&s'rlt: r, 3 53 - 65. Gray, SILT, some fine to medium ML 110 grained sand, trace gravel. 4 65 - 80 EOB ]Dark gray, fine to medium grained SM 120 SAND. -EOBr Endsof Boring Tabie,2-Strrrnttazy ul Laboratorye-1 ;Test"R2suftsr• t3oriag No $ample No- .Depth: ` .' Percent'Passing , M&%tureContent Classifiwtinrt. �°bf Syrnliol. B-1 5 8-10 17 16 SM 12 4345 9 21 SP-SM B-1 16 615 3G ML: B-1 16A 87.9 88 37 CL TABLE 3 - Summery Redolnmandea Soil Par6rheters amec A foster wheeler $oil Unit Depth (ft) - Desorietion USCS Total Unit Might (PCF) Etfktive Unit Wt, (pof) Angle of Int. FrlptiQn , f Cohesion; p (psf) (degree) 1 018 Light gray to ligtst brawn, fine to medlunl grained SAND, little play 6C 110 48 30 2 1848 LIght.gray to dark gray, fine to moftm BP 120 6Q 34 gr8ir)ed. SAND, trace slit. 3 45 62 Gray, SILT, sore fine to. medium grained ML 105 43 540 sand,.traee graval, 4 02 - 80 EQB Dark gray, fine to rnedjpm grained WD. bm 120 58 32 Ult. Drilled Shaft Capacity - tons Db w m tA W, uj L rj Ul m C3) io, % J, 'R !-I p p p 0 p 00 fit bOb P. 000 w 'n -0- 04 tz 4, q 6 1-7 (A W W. W W w w Zij 0) 0 0 m J w 0 w Ln m 0 4 F m F.5 A C- ON 'A" -4� LAI AN m cr, CY) CD 0 W Ln C: Ch Un Lm IA U, In Lq 41 -P� AN Lb N CIO m Ij m 0) 0 w p. 'N -N N C N i— 1— 6 o a p 6 �b b Ln b Ln b 156 On :D. N i-' Ch t4 P C 0 a P Lm Ln Ln In Ln V LM Hi Ln w 4 UA w LU w J6, Ft" 0)-4 C) 1— '1 1,� 0 �-1, g, JO cr RI SMU ' S ul 0 dui ' Ul � W w -;. 8LA' r4 00 a) 0O Ult. Drilled Shaft Capacity - tons CIL If I'D �k it If `Vo j, Jq li Ult. Drilled Shaft Capacity - tons CL fU w w LN N P P P P ;o LrI Ln op 0) 4.. N F+ Ln id DU t+ A O P 1.1 P ul P -P, G P !z it A- 1XI Ln N Lm D w rb ill .P. V 0 N jti to N W 0) IQ if If Ch �b 0 0) 1— w tX NJ 5' (D Ln w 0 1C -az-= 14 ! �j -,I '4 W 14 -4 N w -4 C3) toA Ln 0) LD L'i -.J V 0 LT1 �,j P v go KA I Ult. Drilled Shaft Capacity - tons a g 0 0 u a a In N Ln 00 Qn 00 vj P Lo �j in P w L - 'IL C3 Ln 0 r� LA w ul In LU co 1D t7 00 9 ,1 M j 41II N C) P� 00 0 -,4 uj -j L; j 10 O 0 -A '-4 '-J cn Cn cn W f4 -CO PQ CO P- M 1 Lq M 1t Wro M 5 Ff Ln " W 11 CL P O ,64 P 0 P P 'C5 U1 b Ln b bo C3) 4% N K— g UY NJ r� 0 C O 61 o �j bo Lu Am O a') GI CrI 0) Op li0 01 00 00 P. 0, A sq, w -ej 4 tl-" M LA U, LU uj .0. N 00 y -,j -4j -.j 1,4 0) d1 A N Fe w 0 UQ, Lo 0 j LU LP LO Lu 'i L'O Ult. Drilled Shaft Capacity - tons 4 P CL m Cu m % (D A 1!1 M IP m AD % 0 M, A SD Ln C, 0 3. CL TABLE -SC —Estimate- Drilled -Shaft-6apacit7-foc 75Adiameter-drilled-shaftto-80-feet depth, NTcxto ola Mews@rryWm!'4aAianr�eLWE?Cg pbttC SY.-4oeie• i Itirida Drilled Shaft Diameter= 7.5 ft 700 r600 s Soo m lit w $ -, s �...a41 ti300 �..��.•,-^�^^'____"_�'i`s--=`- 'W I,.. y-"'- x - --.u1t Qs tons'3 w200 -'�d------;.rAr�'-- It Qb. tons ,.,.• 100 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Settlement Drilled shatvDiameter=7.5ft;:90yinches; Depth80#t R% 52tt1: {inj ' ', T1ttQ AGns,'° ulit Qb ADMI U1tQt'=tons ' 0.1 0.09 298 6 304 0.2 0.18 495 12 507 0.4 0.36 699 23 722 0.6 0.54 778 34 812 QIB 0.72 811 44 855 1 0.90 816 54 870 1.5 1.35 812 76 888 2 1.80 809 96 905 2'.5 2 25� 809.'s Yf3-- 922, 3 2,`:70 809- 1281 937 4 3:60, 809, 154 94&3'' 5 4.50 809 175 984 amec foster AW Wheeler APPENDIX amec foster wheeler APPENDIX — A -,SOIL: TEST BORING RECORDS B- I DEPTH GRAPHIC MATERIAL DESCRIPTION, 01) -LOG CLASSIFI('_ 'ON AND REMARKS ��. aydme.5la'1VD aithsiltmanammsjtFkTPS . *'1 :; Iiightbm�wiYfinetoa�dlum,SAND)tmoeeil;]uosc(SP� 2 Light gay to light brown fine to median SAND, little clay, 3 gavel -sized cemented sand fragments,C) loose (S 4 Lig ht brownish gay, medium dense 5 b .. ` . EigBtiIIcsmdsh-graptr{6gwntiskyel{`tttw 7 8 9 ` MoistureContent=l fi % Fines=l7 10 11 12 A3 Gray, louse 14 15 16 17 18 .:' Light gay to dark gray fine to medium SAND, trace silt, medi 19 :. dcnse(SP) 21 22 23 Cray, pe ace sand -sized shell fragments,deas 24 25 26 . 27 ZS - Somesand�Eo .aoel�zedslrell&Wneats 29 30 31 32 33 34. -=35-�" :' `=-:`:`.:'Peaecsa>]hsiz�shdl=fimgttefles; 36 37 38 394 ➢1ttiLF.R:-33S�Ptacisi�Hrtllirffi:1ncc.7J:'Angato EQUIPMENT: D-25 Aummatieffatmtrer METHOD: Rotary Wash Drillin ; wlSPT Sampling HOLE D1A.: 3.5-in (Borehole stabilized with 3.5-inch diameter casing) REMAM- g¢cryul¢gnuted.upm ¢otnpletion GROUND WATER LEVEL (R): 1 Approx. 5 R BORINGLOCAMN: (272W45s-M531M Reviewed by: J. Bai es fasteu5te fr wheeler :W ♦ FINES CONTENT �) * ORGANIC CONTENT (M.) g- b '4.z ♦&PTNVAUESNafl A s1-2-3-2 5 ]6` 3233 �5 - �_I � 4-7-10-15 8 N 11-15-15-16I 30 r 1.1 Z I1 � X � 18-21-18-16I 39— it/-\�I 11 '�O A) }20 '30 440 50 1I60 '70 1) 10-100 ASOILTESINBORING-REU- 3RR➢ PROJECT NAME: Motorola Tower, West City Site PROJECTLOG : Port Saint Lueie, Florida FROdE No,.; 6M6t600,M,TW.-OT DATE DRILLED: 4/26/2016 ' O PT D,a DEPTH GRAPHIC MATERIAL DESCRIPTION, ¢ W rn w ♦ FNES CONTENT (%) + ORGANIC CONTENT (%) (ft) LOG CLASSIFICATION 'AND RLW1"ARKS .w] _ �o10, � ° a,SPTNVALUWft*. 80..-4fh.I4)0-- . 4k: - 42 43 ;. Gray fine to medium SAND trace silt, trace to few sand to gavel -sized- qq , shell fragments, medium dense (SP-SM) 12 7-10.12-11 22 -_ 45 ' Moisfire ContenY21 % Finer-9% _ _ - - - - - - 45, .46 . 47 t. ' Gr4Y lty fine SAND, little.savd�to�gamisizddshelkfmgmmts,'Io 'd9A -49 (SM) 13B 2-23-8 5 - 50 51 52 53 �. f¢eySJF-T:.rAtcsand.[agiiie!-saed,shetl.fragmems;snft(Ail.k: 54 1 2 2-s_ - 55 ,r- -_ - - - -- - -- 55. 56 57 58 Motsmre Content 30% Finer61% _ 59 15 1-1-1-1 2 ,61 62 63 16A - O Very dark gray CLAY, very soft (CL) 64 Moisture Content-37% Finees48% 16H OIV1T" 12 2 65 Dark gay fine to medium SAND, trace silt, medium dense (SP-SM) - - - - - - 65 - - 66 67 '._ Dar��Y-,siltySAND hoes talewsaed'tagaveI sizeds5ett. b8 - 69 L7 \16-14.12'-12 �26 71 = 72 73 Light. gay fine Inmulimm SAND, truce silt, some sand m,gavel-sized '74 - �: sbetlimgmc¢ts,:mediti�dense•fSl'') 33 12434:0'13 23 - - :73 � y � 76 77 78 Very light gay sandy SHELL, mostly sand to gavel -sized, medium 79 dense (SHELL) 19 6-7-8-5 15 - 80 _ - 80 Borin temimted at 80 feet depth, 0: U), 20; 3(1` 41). 50:- 6a' 7a - R0r 0& 100' DRILLER:""JffiRFrecisicriDn'tEi%Iic:i3!'Anguio EQUIPMENT D=25 Automatic Hammer. SOII:TES;T`SORINGRECOR$ - METHOD: Rotary WashDnBing w1WY Sampling HOLE DIA.: 3.5-in (Borehole stabilized with 3.5-inch diameter casing) REMARKS: QROUISMWATER,I,EVEL-f4',IAPPr 54: tBORINGLOCA4 UN.(27.20745, R)3M,17) PROJECT NAME: Motorola Tower,_ West City Site -PR6JBCfiVL0C-. .Port-Sairltlu 'TWda TPPOJECTRio.:-646616M6.400.)07 Reviewed : J. Baines DATE DRILLED: 4/26/2016 -BORINGNo.: 1-1 PAGE 2 OF 2 amec �p'+�' foster �A wheeler iYILS RECORD IS A REASONABLE INTERPREPALIONOF SUBSURFACE CONDITIONS AT TILE EXPLORATION LOCATION. SUBSURFACE CONDDTONS AT OTHER' LOCATIONS ;AM AT OTHER.TIMES,MAY=DIFFER. UMWACES.BEW.EEN STRATA... AREAPPROXATATE_78ANSilMNSBE VX-EN.STRATAIUMVBEORADUAL.. AT.P. amec foster wheeler APPENDIX - B FIELD TEST PROCEDURES KEY T� -CLAS91FICA n-ON AN-DSYA413OLS amec foster wheeler F ELDti LMORATQRYIES>f MPROCEDURES. _Standard'Penetration Test (SUIBorings SPTsbckdmgswe,pe omied-in;genaml acowdarice anzM!be procedures outUrted an AS.T•,M D-1586 "Standard Penetration Test (SPT) and Split -Barrel Sampling -of Soils" The borings are advanced using rotary wash, drilling, methods circufat'sng,, benton'stsc drftlisag ftiusd ita the borehfllesSarstabilize the sides and flush the cuttings. At the specified intervals, the drilling tools are removed and soil and/or rock samples are obtained with a standard 1 %-inch inside diameter, 2-inch outside diameter, split -barrel sampler. The sampler is driven 24 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the sampler from 6 to 18 inches is designated "the "PeneirafionResislance -_N .Malue! The, SPT'N t/alue, when properly interpreted, provides an irrdieatron of=the soil,stren than relative.density. 1Represerttalive paaff mm uoff iftoe samples dbtained from the split-bamet sampler are placed in jars and transported to our laboratory. The samples are then examined by a geotechnical engineer in order to confirin the, field; cl ass tc:atimons. Moisture Content The moisture.content is the ratio; expressed'as a.percentage, of1he weight'of water in a given mass - of soil to the weightbf.1hesolid.parfictes. Tbisfestwas.condudted.in general aocordance_with ASTM= ...- ,Fines Content The fines,:conte as a;,periceniage,,of ASTM-DA140 ft is determined -by neters); expressed i- Amer `brWheeler,£nrironment& InhastrucWre. lnQ amec fOStef Wheeler - 25BDMetr�avd:Suit"o: WesCPalm-Beaclt; FL 33407 KEY TO CLASSIFICATION AND SYMBOLS . CORRELATION OF.I'ENETRATION RESISTANCE tN) WITH RELATIVE DENSITY AND CC3NSIS`"I?ENCY SANDS & GRAVEI. S SPT N VALUE (BLOWS/FOOT) SILTS & CLAYS SPT N VALUE (BLOWS/FOOT) RELATIVE DENSITY SAFETY i3A1tIMER AUTOMATIC __.eI`IASTMER CONSISTENCY SAFETY F£AbIM1;R—. AUTOMATIC 11. >I`AD'IMfrK _ VERY. LOOSE" 0-4 0.-3 _ - VEPYSOFT` LOOSE 5-10 4-8 SOFT 3-4 2-3 MEDIUM DENSE II-30 9-24 FIRM 5--9 4-6: DENSE 31 - 50 25 - 40 STIFF 9 - 15 7 - 12 VERY DENSE > 50 > 40 VERY STIFF 16 - 30 13 - 24 `HARD >.30 ` >24' a11IIa�1;IFJF.RS MODIFIERS ORGANIC CONTENT MODIFIERS APPROXIMATE CONTENT, DY WEIGHT TRACE 1%to 3% TRACE 0 to 5% SLIGHTLY ORGANIC 3%.1015W, FEW- 0 Pr,, ANlC 5%to-30°% IIT71MR. 15"/�xa-2S"1a: PEAT > 3V/" SOME 3W& to 45%a These modifiers provide our estimate of the percentages of Organic Content in the soil sample. The modifiers provide our estimate of the percentages of gavel; sand, and fines (silt or clay size particles) in the soil sample. MODIFIERS SPT N VALUE (BLOWS/FOOT) ROCK HARDNESS DESCRIPTION VER'YSOFT D-UD RozkTo=zrumbkswheri.handled :SOFT -- '21.30 Can breakirock,core,rasilynvith'bands °-�,MEDIUMtHARD M-45 Cau-break.eore,7Aklands MODERATELY HARD 46 - 60 Thin edges of rock can be broken with fingers HARD 60 - 100 Thin edges of rock cannot be broken with fingers VERY HARD >5012" Rock core rings. when stnrckwithahammer (cherts, -S OLS, -DESCR"TIO 100/2" N, Number of blows (100) to drive the support spoon or cone a number of inches (2'). NX, 4", 6" Core Barrel sizes which obtain cores 2-1/8", 3-7/8", and 5-7/8" diameter respectively. 65% Percentage (65) of rock core and soil sample recovered - — RQD Rock, Quality Design -Percamofrock core 4,onmoreinches long star- - . .c,Cgne`p iPx4sistanc (kglsq: ' `�igo ono"med�ncmg+reseiive.attran�h:eAtunatee�Y'ratn;g3©c�et�eneteouuetar c Cohesion estimated from pocket penctrometer WOR Weight of Drill Rods WOH iWeight of Hammer