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HomeMy WebLinkAboutLONG POND, WIRELESS TELECOMMUNICATIONS FACILITY - FDP - FDP180016 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTFDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 Geotechnical Report New Silo Communication Tower Report Prepared for Atlas Tower Companies Site Name: Long Pond Site ID: Long Pond 2008 Turnberry Road, Fort Collins, CO 80524 Lat: 40.614306 Lon: -105.037489 FDH Velocitel Project Number 18SJLV1600 Prepared by: Victor McDuffee, P.E. Geotechnical Engineer Yinhui “Cindy” Liu, PhD, P.E. Senior Geotechnical Engineer FDH Velocitel 6521 Meridien Drive Raleigh, NC 27616 (919) 755-1012 geotech@FDHVelocitel.com 07/03/2018 Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 2 INTRODUCTION FDH Velocitel is pleased to present this geotechnical report for a new silo communication tower. The design foundation loads at the base of the tower were not provided to us. The purpose of this study was to determine the general subsurface conditions in the vicinity of the proposed tower site and provide foundation recommendations. The results of the boring and laboratory testing are included, in addition to recommendations for designing and constructing the new tower’s foundation. SITE CONDITIONS The subject site is located at 2008 Turnberry Road in Fort Collins, Colorado, which is in Larimer County. The proposed tower and equipment compound will be located at an open field. The area around the tower compound slightly slopes down to the east and consists of farm and residential properties. A Satellite Photograph and a Topographic Map are presented on Figures 1 and 2 in this report. FIELD EXPLORATION Subsurface conditions were evaluated by obtaining one (1) test boring at the proposed tower location as shown on Figure 3. The test boring was initiated and completed on 04/20/2018. The drilling was performed with a truck-mounted drill rig. A photograph of the drill rig and drill site is presented in Figure 4. The soil test boring was advanced using solid stem auger drilling procedures. The subsurface soils were generally sampled at 2.0 ft intervals for the first 10.0 ft and at 5.0 ft intervals thereafter. The boring was sampled by driving a 1 ⅜ in. I.D. split spoon sampler in accordance with the standard penetration test procedures designated in ASTM D-1586. The sampler was first seated 6 in. to penetrate any loose cuttings and then driven an additional 12 in. with an automatic 140-pound hammer free falling 30 in. The number of hammer blows required to drive the sampler the final 12 in. is designated the standard penetration test N-value. A boring log is attached in Appendix I. LABORATORY CLASSIFICATION AND TESTING The soil samples were transported to our soil laboratory and examined by a geotechnical engineer. The soil samples were classified according to ASTM D-2487. Moisture content tests in accordance with ASTM D-2216 were conducted on all soil samples. Pocket penetrometer tests (ASTM WK27337) and torvane tests (ASTM D4648) were performed on soil samples with adequate cohesion to remain intact. Additionally, particle size analysis tests (ASTM D-422), percent finer than No. 200 sieve tests (ASTM D-1140), Atterberg limit tests (ASTM D-4318) and unconfined compressive strength tests (ASTM D-2166) were conducted on selected soil samples. The laboratory test results are presented on the boring log and in Appendix II. The soil samples will be retained in our laboratory for a period of six months (180 days), after which, they will be discarded unless other instructions are received as to their disposition. SITE GEOLOGY The site is located within the Great Plains physiographic province of the contiguous United States. The underlying bedrock units range in age from Permian to Tertiary and include red beds, evaporites, sandstone, siltstone, shale, limestone, conglomerate, and consolidated beds of clay and silt. Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 3 The area is characterized by flat to gently rolling terrain, which is a remnant of a vast plain that originally extended form the Rocky Mountains eastward beyond the Missouri River. Regional uplift caused streams to cut downward and erode the plains. The aquifers consist of near-surface deposits of Tertiary and Quaternary age. These include alluvial, dune-sand, and valley-fill deposits. Alluvial and valley-fill deposits include heterogeneous sequences of clay, silt, sand, and gravel beds. The northern portion of the Great Plains province was glaciated. Wind-blown sand, in addition to wind-blown silt (loess), derived from the beds of the rivers that eroded the plains after retreat of the glaciers, were deposited throughout large areas of the Great Plains. Overburden soils also include glacial outwash sand and gravel, in addition to glacial till. Glacial till is composed of boulders, gravel, sand, silt, and clay mixed in various proportions. According to the geologic map of Colorado, the site is underlain by Eolian deposits of Phanerozoic/Cenozoic/Quaternary age. The deposits consist of dune sand, silt and loess. FROST DEPTH Based on the TIA Standard (TIA-222-G), dated August 2005, the recommended design frost penetration depth to be used for Larimer County, Colorado is 50.0 inches (4.2 ft). SUBSURFACE CONDITIONS The boring encountered the general strata given in the following table. Strata # Approx. Depth (ft) General Description I 0.0 – 3.5 Medium dense sandy silt (ML) II 3.5 – 13.5 Medium dense clayey sand (SC) III 13.5 – 50.0 Stiff to very stiff sandy lean clay (CL) Additional details for each stratum are given on the attached boring log. Groundwater was not encountered in the soil boring B-1 at the time of drilling. Groundwater levels will fluctuate with seasonal and climatic changes and may be different at other times. SOIL RESISTIVITY Laboratory soil resistivity tests were conducted according to procedures designated in ASTM G- 187 and test results are presented in the following table. Soil resistivity values will vary with temperature and moisture content changes and may be different at other times. Boring Sample Depth (ft) Resistivity (Ohm-cm) B-1 3.5 – 5.0 3,100 Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 4 RECOMMENDATIONS Foundations The following recommendations are made based on our review of the test boring data and laboratory results and our past experience with similar projects and subsurface conditions. Ultimate soil strength parameters are presented on Table 1 (attached). Based on the subsurface conditions and typical design foundation loads for similar monopoles, we recommend that either a caisson (drilled shaft) or pad/pier be used to support the new tower. Caisson (Drilled Shaft) Should a caisson (drilled shaft) foundation be used, the caisson (drilled shaft) will achieve compressive (downward) resistance through skin friction along the side of the shaft. In addition to skin friction, bearing resistance at the caisson’s tip will contribute to compressive capacity. We recommend the values given in the Table 2 (attached) be used for this project. Please note the tip bearing capacity and skin frictions are ultimate values. Appropriate factors of safety or resistance factors should be used. Lateral loads and overturning moment can be resisted by the lateral stiffness of the soil. Parameters for analysis of the laterally loaded caisson are also given in Table 2. Based on the subsurface soil conditions, excavation for the caisson (drilled shaft) should be possible using a large, truck-mounted, hydraulic-advanced drill rig. All debris, loose or disturbed soil should be removed from the excavation prior to placing reinforced steel and/or concrete. Reinforcing steel and/or concrete should be placed immediately upon completion of the excavation. The excavation may be susceptible to caving. Drilling fluid or casing could be used to assist in keeping the drilled hole open. If casing is used, we recommend it be removed from the excavation as concrete is being placed. Continuous vibration or other approved methods should be used during casing withdrawal to reduce the potential for void-space formation within the concrete. If water is present during concrete placement and/or drilling fluids are used to maintain hole stability, concrete should be pumped or otherwise discharged to the bottom of the hole via a hose or tremie pipe. The end of the hose or tremie pipe must remain below the top surface of any water, drilling fluid and the in-place concrete at all times. Additionally, concrete should be consolidated using vibration methods over the entire length and width of the caisson and the consolidation should be performed only after these fluids are removed and to the extent possible. Pad & Pier Should a pad & pier foundation be used, we recommend the pad & pier be reinforced with steel to resist and transfer lateral and axial loads, as well as prevent cracking and shrinkage due to temperature and moisture variations. Based on the subgrade conditions and frost penetration depth of the project site, we recommend the bottom of the pad foundation bears at a depth deeper than 5.0 ft. The tower’s foundation capacity can be determined using the soil’s bearing capacity, passive pressure resistance, and a sliding friction factor. Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 5  Net Ultimate Bearing Capacity and Ultimate Sliding Friction Factor: Shown in Table 3 (attached). This table contains ultimate values and an appropriate factor of safety or resistance factor should be used.  Ultimate Passive Pressure vs. Depth: Shown in Table 4 (attached). This table contains ultimate values and an appropriate factor of safety or resistance factor should be used. These values have been reduced for frost penetration to a depth of 4.2 ft. The pad should bear on natural soils or on controlled structural fill placed on satisfactory, firm, and stable natural soils. The site should be stripped to suitable depths to remove any existing grass, topsoil, rootmat, or other deleterious material. Structural fill used to elevate the grade and/or backfill any excavations should consist of clean soils without deleterious inclusions and with maximum 3.0-inch particle size. On-site soils identified as sandy silt and clayey sand are satisfactory for use as structural fill and backfill. Some of these soils may require aeration and drying prior to use as structural fill or backfill. The structural fill material should be placed in maximum of 8.0 inches loose lifts and compacted to a minimum of 98 percent of the maximum dry density as per ASTM D-698. The moisture content should be within -2 to +2 % of optimum moisture. The pad & pier foundation should be protected from freezing if built during the winter or subject to freezing temperatures during construction. Groundwater was not encountered within the recommended bearing depth at the project site. However, positive surface drainage should be provided to prevent rainwater water collection in foundation excavations or on subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward a corner to facilitate removal of any collected rainwater or surface runoff with a sump pump. Construction Inspection We recommend that the foundation excavation and fill placement process be monitored by a geotechnical engineer or representative thereof. Subsurface condition variances may occur at project site. Therefore, the excavations should be inspected to confirm that the bearing materials are similar to those encountered by the boring and that the subgrade has been properly prepared. The geotechnical engineer should be immediately notified should any subsurface conditions be discovered that will alter the conclusions and recommendations contained in this report. Further investigation and supplemental recommendations may be required if such a condition is encountered. Samples of the proposed structural fill material should be obtained prior to fill placement operations for laboratory moisture/density testing (Proctor tests). The tests will then provide a basis for evaluating the in-place density requirements during compaction operations. A qualified soil technician should perform sufficient in-place density tests during the filling operations to verify that proper levels of compaction are being attained. Prior to placement of concrete, the foundation excavation should be inspected to verify that the excavation is to the proper depth and reinforcing steel is placed as recommended. Concrete cylinders should be made for compressive strength testing at curing times of 7 days and 28 days, at a minimum. Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 6 LIMITATIONS All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client’s consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Velocitel. Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 7 TABLES Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 8 Table 1 – Ultimate Strength Parameters Boring # Depth (ft) Unified Soil Classification Total Unit Weight (pcf) Friction Angle (degrees) Cohesion (psf) B-1 0.0 – 3.5 ML 110 30 0 3.5 – 8.5 SC 115 32 0 8.5 – 13.5 SC 110 30 0 13.5 – 28.5 CL 129 0 2000 28.5 – 38.5 CL 127 0 3500 38.5 – 43.5 CL 127 0 2000 43.5 – 50.0 CL 125 0 1000 Table 2 - Caisson (Drilled Shaft) Parameters Depth (ft) Net Ultimate Tip Bearing Capacity (ksf) Ultimate Skin Friction (ksf) Lateral Modulus (pci) ε50 (in/in) 0.0 – 5.0 -- -- 90 -- 5.0 – 8.0 -- 0.8 90 -- 8.0 – 13.5 -- 0.7 90 -- 13.5 – 28.5 17.4 0.9 400 0.005 28.5 – 38.5 12.9 1.2 700 0.004 38.5 – 40.0 10.9 0.9 400 0.005 *We recommend the skin friction be ignored for the top 5.0 ft of the caisson. Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 9 Table 3 - Net Ultimate Bearing Capacity Pad Bearing Depth (ft) Net Ultimate Bearing Capacity (psf) Sliding Friction Factor 5.0 – 6.0 9,000 0.30 6.0 – 8.0 10,000 0.30 Table 4 - Ultimate Passive Pressure Boring # Depth (ft) Ultimate Passive Pressure (psf) B-1 0.0 – 3.5 0.0 – 580 3.5 – 4.2 630 – 760 4.2 – 8.0 1515 – 2940 *Ultimate passive pressure can be interpolated for foundation depths with the depth ranges given. Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 10 FIGURES Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 11 FIGURE 1: Satellite Map Tower Site Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 12 FIGURE 2: Topographic Map Tower Site Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 13 FIGURE 3: Boring Location Plan Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 14 FIGURE 4: Photograph of Drill Rig and Tower Site Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 15 APPENDIX I – BORING LOG 133 129 128 127 128 SANDY SILT (ML), medium dense, grayish brown, moist CLAYEY SAND (SC), medium dense, grayish brown, with sandy silt seams, moist SANDY LEAN CLAY (CL), very stiff, grayish brown, with sulfate veins, moist -brownish gray -light grayish brown, with calcareous pockets -gray to reddish brown -stiff, light brown, wet, with little fine gravel Bottom of borehole at 50.0 feet. 9-9-9 (18) 7-8-9 (17) 7-7-8 (15) 5-5-6 (11) 6-8-9 (17) 7-8-9 (17) 6-9-12 (21) 8-11-15 (26) 8-12-16 (28) 7-10-13 (23) 7-8-9 (17) 5-6-7 (13) ML SC CL 19 23 15 15 34 38 49 68 9.90 9.02 6.93 4.50 4.50 4.50 4.50 4.50 4.50 4.50 Geotechnical Report Site Name: Long Pond Site ID: Long Pond 07/03/2018 FDH Velocitel, 6521 Meridien Drive, Raleigh, NC 27616, Ph: 919.755.1012, Fax: 919.755.1031 17 APPENDIX II – LABORATORY TEST RESULTS P ROJEC TNA M E: L ong P ond P ROJEC TNUM B ER: 18 S JL V1600 S ITE ID ENTIFIC A TION L ong P ond S A M P L E ID ENTIFIC A TION: B 1 S S 3 (6ft-7 . 5ft) LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: AS-RECEIVED WATER CONTENT, %: L IQ UID L IM IT D A TA Number of drops: Tare, g: Wet weight & tare, g: Dry weight & tare, g: Water Content, %: Corrected Water Content, %: P L A S TIC L IM IT D A TA Tare, g: Wet weight & tare, g: Dry weight & tare, g: Water Content, %: REMARKS: REVIEWED BY: Sushmaben Patel 14.4 14.8 Method B: One-point test; Dry Preparation Method. Sample was air-dried before or during preparation. Plastic Limit Rolling Method: Hand Method. TRIAL 1 TRIAL 2 26.47 26.75 20.82 20.62 25.76 25.96 33.9 33.9 POINT 1 POINT 2 20.86 20.63 24 25 32.27 30.54 29.37 28.03 34.1 33.9 8.0 REP ORTOFLIQUID & P L A S TIC L IM ITS TESTING Performed in accordance with ASTM D 4318 34 15 19 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 P lasticityIndex L iqu id L imit P L A S TIC ITY C H A RT CL CH CL-ML ML or OL MH or OH FDH Velocitel 6521 Meridien Drive Raleigh, NC 27616 Telephone: 919-755-1012 Fax: 919-755-1031 www.fdhvelocitel.com Page 1 of 1 Frac tionalC omponentP ercentages Fine Sand Fines 46.5 49.3 Designation 3" 2" 1 . 5" 1" #200 C c : ND Reviewed by: 0 . 7 5" 0 . 0 0 0 . 0 100. 0 A s -received watercontent, % : 12. 1 TotalP ercentages : Gravel: Sand: 50.7 Fines: 49.3 Sieve Amounts Retained 0 . 0 0 0 . 0 0 0 . 0 0.0 ND 36. 4 63. 6 C u : D Coarse Gravel 11. 90 0.0 0 . 0 0 . 0 0 . 0 (percent) 100. 0 100. 0 Passing 0.0 0.0 100. 0 0 . 37 5" 0 . 0 0 Fine Gravel (grams) 0 . 0 0 100. 0 0 . 0 0 A pril30 , 2018 REPORT OF PARTICLE-SIZE ANALYSIS Project Number: 18SJLV1600 Site Identification: Long Pond Sample Identification: B1 SS3 (6ft - 7.5ft) Coarse Sand 0.1 Medium Sand 4.1 Description: Clayey Sand #40 Plus 3 " D D D 5. 7 6 4. 2 #60 8 . 7 #140 49. 65 S u s hmaben P atel 91. 3 D P ROJEC TNA M E: L ong P ond P ROJEC TNUM B ER: 18 S JL V1600 S ITE ID ENTIFIC A TION L ong P ond S A M P L E ID ENTIFIC A TION: B 1 S S 6 (18 . 5ft-20ft) LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: AS-RECEIVED WATER CONTENT, %: L IQ UID L IM IT D A TA Number of drops: Tare, g: Wet weight & tare, g: Dry weight & tare, g: Water Content, %: Corrected Water Content, %: P L A S TIC L IM IT D A TA Tare, g: Wet weight & tare, g: Dry weight & tare, g: Water Content, %: REMARKS: REVIEWED BY: REP ORTOFLIQUID & P L A S TIC L IM ITS TESTING Performed in accordance with ASTM D 4318 38 15 23 37.3 37.9 38.3 POINT 1 POINT 2 20.68 20.78 25 25 30.84 28.98 28.05 26.71 37.9 38.3 25.79 20.79 20.59 25.18 25.10 Sushmaben Patel 15.5 15.3 Method B: One-point test; Dry Preparation Method. Sample was air-dried before or during preparation. Plastic Limit Rolling Method: Hand Method. TRIAL 1 TRIAL 2 25.86 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 P lasticityIndex L iqu id L imit P L A S TIC ITY C H A RT CL CH CL-ML ML or OL MH or OH FDH Velocitel 6521 Meridien Drive Raleigh, NC 27616 Telephone: 919-755-1012 Fax: 919-755-1031 www.fdhvelocitel.com Page 1 of 1 Frac tionalC omponentP ercentages Fine Sand Fines 30.1 67.9 Designation 3" 2" 1 . 5" 1" #200 C c : ND Reviewed by: 0 . 7 5" 0 . 0 0 0 . 0 100. 0 A s -received watercontent, % : 15. 4 TotalP ercentages : Gravel: Sand: 32.1 Fines: 67.9 Sieve Amounts Retained 0 . 0 0 0 . 0 0 0 . 0 0.0 ND 20. 2 7 9. 8 C u : D Coarse Gravel 6. 52 0.0 0 . 0 0 . 0 0 . 0 (percent) 100. 0 100. 0 Passing 0.0 0.0 100. 0 0 . 37 5" 0 . 0 0 Fine Gravel (grams) 0 . 0 0 100. 0 0 . 0 0 A pril30 , 2018 REPORT OF PARTICLE-SIZE ANALYSIS Project Number: 18SJLV1600 Site Identification: Long Pond Sample Identification: B1 SS6 (18.5ft- 20ft) Coarse Sand 0.1 Medium Sand 1.9 Description: Sandy Lean Clay #40 Plus 3 " D D D 2 . 57 2 . 0 #60 5. 0 #140 26. 43 S u s hmaben P atel 95. 0 D D Totald rymass, g: ND 30 = 60 = ND Percent Project Name: Long Pond 0 . 0 0 ND 0 . 0 100. 0 0 . 0 100. 0 0 . 0 0 = 0 . 0 0 Remarks: Entire s ample was tested . N D=NotDetermined . 42 . 0 7 32 . 1 67 . 9 130. 8 8 98 . 0 0 . 8 99. 2 = US C S C las s ific ation: C L 23 P las tic L imit: 15 P las tic ityIndex: L iqu id L imit: 38 #10 0 . 18 0 . 1 99. 9 = #4 0 . 0 0 #20 0 . 99 10 = 0 10 20 30 40 50 60 7 0 8 0 90 100 10010 1 0 . 1 0 . 0 1 P erc entage P as s ing P artic le S ize, mm 3" 1.5 " 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 Document: Enter Sample IDB1 SS6 Particle-Size Analysis & Classification FDH Velocitel 6521 Meridien Drive Raleigh, NC 27616 Telephone: 919-755-1012 Fax: 919-755-1031 www.fdhvelocitel.com P age 1 of 1 D Totald rymass, g: 0 . 10 30 = 60 = ND Percent Project Name: Long Pond 0 . 0 0 ND 0 . 0 100. 0 0 . 0 100. 0 0 . 0 0 = 0 . 0 0 Remarks: Entire s ample was tested . N D=NotDetermined . 69. 25 50 . 7 49. 3 136. 56 95. 8 1 . 5 98 . 5 = US C S C las s ific ation: S C 19 P las tic L imit: 15 P las tic ityIndex: L iqu id L imit: 34 #10 0 . 20 0 . 1 99. 9 = #4 0 . 0 0 #20 2 . 10 10 = 0 10 20 30 40 50 60 7 0 8 0 90 100 10010 1 0 . 1 0 . 0 1 P erc entage P as s ing P artic le S ize, mm 3" 1.5 " 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 Document: Enter Sample IDB1 SS3 Particle-Size Analysis & Classification FDH Velocitel 6521 Meridien Drive Raleigh, NC 27616 Telephone: 919-755-1012 Fax: 919-755-1031 www.fdhvelocitel.com P age 1 of 1 0.50 1.00 14 13 12 17 14 15 17 18 21 19 19 0.63 20 GROUND WATER LEVELS: HAMMER EFFICIENCY: AT TIME OF DRILLING : --- Not encountered AFTER DRILLING : --- BORING DEPTH (ft) : 50 DRILLING METHOD : Solid Stem Auger HAMMER TYPE: Automatic DATE DRILLED : 4/20/2018 MOIST UNIT WT. (pcf) SAMPLE TYPE GRAPHIC LOG DEPTH (ft) 0 10 20 30 40 50 MATERIAL DESCRIPTION BLOW COUNTS (N VALUE) MATERIAL CLASSIFICATION PLASTICITY INDEX PLASTIC LIMIT LIQUID LIMIT ATTERBERG LIMITS FINES CONTENT (%) COMPRESSIVE STRENGTH (ksf) POCKET PEN. (tsf) MOISTURE CONTENT (%) TORVANE (tsf) Boring No.: B-1 PAGE 1 OF 1 PROJECT NAME Long Pond PROJECT NUMBER 18SJLV1600 CLIENT Atlas Tower Companies LATITUDE: LONGITUDE: PROJECT LOCATION 2008 Turnberry Road, Fort Collins, CO 80524 ELEVATION (ft):