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211 BELVEDERE ST RES21-0179 Mound-Analysis-R1 rev. 9-2-21_18#?;9)*;((169)6 @A>50# ? B , (9> AC #31 ! 0 * # 3 D!!% ? # 3 (9> >> ?& )% & 18 * 6 ? have reviewed the items below& ! "#$#%&####' 8 * 6*"* 0! ;;9%$?=*$=?6#'))6%1"' 18 * 6*"* ;;9#')%8#?6)E#=9$#99 0! and Mound Analysis Report 1. Mound Analysis Report. MATERIAL SPECIFICATIONS Fc= 4,000 PSI , MIN. (ALL CONCRETE) use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 2.0000 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.150 Sy Specific yield, Sy (dimensionless, between 0 and 1) 20.00 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 12.000 x 1/2 length of basin (x direction, in feet) 12.000 y 1/2 width of basin (y direction, in feet)hours days 0.330 t duration of infiltration period (days)36 1.50 15.000 hi(0)initial thickness of saturated zone (feet) 15.929 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 0.929 ȴh(max) maximum groundwater mounding (beneath center of basin at end of infiltration period) GroundͲ water Mounding, in feet Distance from center of basin in x direction, in feet 0.929 0 0.448 20 0.144 40 0.079 50 0.042 60 0.021 70 0.011 80 0.006 90 0.003 100 0.002 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010Ͳ5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the waterͲtable changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which waterͲtable aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on userͲspecified inputs. The user MUST click the blue "ReͲCalculate Now" button each time ANY of the userͲspecified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010Ͳ5102), vertical soil permeability (ft/d) is assumed to be oneͲtenth horizontal hydraulic conductivity (ft/d). ReͲCalculate Now 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 0 20406080100120140 Groundwater Mounding, in feet MOUNDING ANALYSIS Y DFOUFS GU GU85 GU85 GU85GU85 GU85 GU85 REPORT OF A GEOTECHNICAL EXPLORATION Proposed Residence – 211 Belvedere Atlantic Beach, Florida May 5, 2021 PROJECT NO. 0930.2100100.0000 REPORT NO. 1863732 Prepared For: Ford Builders 29 20th Avenue South Jacksonville, Beach 32250 Prepared By: UNIVERSAL ENGINEERING SCIENCES 5561 Florida Mining Boulevard South Jacksonville, Florida 32257-3648 (904) 296-0757 Consultants in: Geotechnical Engineering • Environmental Sciences • Construction Materials Testing • Threshold Inspection UNIVERSAL ENGINEERING SCIENCES UES Project No. 0930.2100100.0000 UES Report No. 1863838 May 5, 2021 3 3.0 FINDINGS 3.1 SOIL SURVEY Based on the Soil Survey for Duval County, Florida, as prepared by the US Department of Agriculture Soil Conservation Service, the predominant predevelopment soil type at the site is identified as Urban Land – Boulogne (71). A summary of characteristics of this soil series was obtained from the Soil Survey and are included in Table 1. TABLE 1 Summary of Soil Survey Information Soil Type Constituents Hydrologic Group Natural Drainage Soil Permeability (Inches/Hr) Seasonal High Water Table Urban Land- Boulogne (71) 0-80” Fine sand A/D Poorly Drained 0-6” 6-16” 16-31” 31-39” 39-80” 6.0 – 20 2.0 – 6.0 6.0 – 20 0.6 – 2.0 0.06 – 0.2 0.5 – 1.5 3.2 SURFACE CONDITIONS The site of the proposed construction is located at 211 Belvedere Street in Atlantic Beach, Florida. The site is cleared and generally vegetated with grasses and weeds. The site is bordered by single-family residential properties. The site appeared to be generally level. 3.3 SUBSURFACE CONDITIONS The boring locations and detailed subsurface conditions are illustrated in Appendix A: Boring Location Plan and Boring Logs. It should be noted that soil conditions will vary away from and between boring locations. The classifications and descriptions shown on the logs are generally based upon visual characterizations of the recovered soil samples and a limited number of laboratory tests. Also, see Appendix A: Key to Boring Logs, for further explanation of the symbols and placement of data on the Boring Logs. 4in/hr !"#$% &'()'((*+, !",,'-..'( (-#$/% /()'((+, !"#$% &+, !"#$% &'()'( !"#$% " 010 201"3 " 0145!5 1"3 0120 6&1#%3 1103 1705!3 81&1 05!#%3 99 99 99 625!8"158! 05!3 0! 5$3 2 !813 && $5 "25&&1"6:3 0:$14 /$&5!83 ;#409 " :% 287!0 #<% 00126128&5/50 100#%3 0/" =!512 &1!85!1125!8751!71 7&51!03 #<%/7#<% " 01421 "5!83 "1$0 #40% 625!8&8 6&$12> 5!721/1!0 !#6&9 40% /$&1 :/6& 0"1725$05! "69" $2?170!3 21$20!3 $ 813 $2?1703 &7 05!3 21/ 2;3 81017 !57 &1@$&2 05! 61&1"12102110 0& !05761 7 A4&25" 4(6)( 11625!8&7 05!$& ! 625!8B&8 61&1"121021108$?=!51!878"099 $TXLIHUWKLFNQHVVEDVHGRQORRVHPHGLXPVRLO +DQWXVKK )79$/8( Top of Aquifer for Calculations 9> !"#$% '()'((*+, !",(''-..'( (-#$/% /()'((+, !"#$% &+, !"#$% &'()'( !"#$% " 010 201"3 " 0145!5 1"3 0120 6&1#%3 1103 1705!3 81&1 05!#%3 99 99 99 625!8"158! 05!3 0! 5$3 2 !813 && $5 "25&&1"6:3 0:$14 /$&5!83 ;#409 " :% 287!0 #<% 00126128&5/50 100#%3 0/" =!512 &1!85!1125!8751!71 7&51!03 #<%/7#<% " 01421 "5!83 "1$0 #40% 625!8&8 6&$12> 5!721/1!0 !#6&9 40% /$&1 :/6& 0"1725$05! "69" $2?170!3 21$20!3 $ 813 $2?1703 &7 05!3 21/ 2;3 81017 !57 &1@$&2 05! 61&1"12102110 0& !05761 7 A4&25" 4(6)( 11625!8&7 05!$& ! 625!8B&8 61&1"121021108$?=!51!878"099 !"#$% /()'((*+, !",('-..'( (-#$/% /()'((+, !"#$% &+, !"#$% &'()'( !"#$% " 010 201"3 " 0145!5 1"3 0120 6&1#%3 1103 1705!3 81&1 05!#%3 99 99 99 625!8"158! 05!3 0! 5$3 2 !813 && $5 "25&&1"6:3 0:$14 /$&5!83 ;#409 " :% 287!0 #<% 00126128&5/50 100#%3 0/" =!512 &1!85!1125!8751!71 7&51!03 #<%/7#<% " 01421 "5!83 "1$0 #40% 625!8&8 6&$12> 5!721/1!0 !#6&9 40% /$&1 :/6& 0"1725$05! "69" $2?170!3 21$20!3 $ 813 $2?1703 &7 05!3 21/ 2;3 81017 !57 &1@$&2 05! 61&1"12102110 0& !05761 7 A4&25" 4(6)( 11625!8&7 05!$& ! 625!8B&8 61&1"121021108$?=!51!878"099 ENGINEERING SCIENCES 70+8'45#.-';61$14+0).1)5 UNIFIED SOIL CLASSIFICATION SYSTEM SYMBOLS AND ABBREVIATIONS MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAMES SYMBOL DESCRIPTION No. of Blows of a 140-lb. Weight Falling 30 Inches Required to Drive a Standard Spoon 1 Foot Well-graded gravels and gravel-sand mixtures, little or no fines GWCLEAN GRAVELS GP Poorly graded gravels and gravel-sand mixtures, little or no fines GM Silty gravels and gravel-sand-silt mixtures GRAVELS 50% or more of coarse fraction retained on No. 4 sieve GRAVELS WITH FINES GC Clayey gravels and gravel-sand-clay mixtures SW** Well-graded sands and gravelly sands, little or no fines CLEANSANDS 5% or less passing No. 200 sieve SP**Poorly graded sands and gravelly sands, little or no fines SM**Silty sands, sand-silt mixtures COARSE GRAINED SOILS More than 50% retained on the No. 200 sieve* N-Value WOR Weight of Drill Rods WOH Weight of Drill Rods and Hammer Sample from Auger Cuttings Standard Penetration Test Sample SANDSMore than 50% of coarse fraction passes No. 4 sieve Thin-wall Shelby Tube Sample (Undisturbed Sampler Used) SANDS with 12% or more passing No. 200 sieve % REC Percent Core Recovery from Rock Core Drilling SC**Clayey sands, sand-clay mixtures RQD Rock Quality Designation ML Inorganic silts, very fine sands, rock flour, silty or clayey fine sands Stabilized Groundwater Level CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays SILTS AND CLAYS Liquid limit 50% or less OL Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diamicaceous fine sands or silts, elastic silts CH Inorganic clays or clays of high plasticity, fat clays OH Organic clays of medium to high plasticity FINE-GRAINED SIOLS 50% or more passes the No. 200 sieve* Seasonal High Groundwater Level (also referred to as the W.S.W.T.) NE Not Encountered GNE Groundwater Not Encountered BT Boring Terminated -200 (%) Fines Content or % Passing No. 200 Sieve SILTS AND CLAYS Liquid limit greater than 50% MC (%) Moisture Content LL Liquid Limit (Atterberg Limits Test) PI Plasticity Index (Atterberg Limits Test) Peat, muck and other highly organic soils PT K Coefficient of Permeability *Based on the material passing the 3-inch (75 mm) sieve ** Use dual symbol (such as SP-SM and SP-SC) for soils with more than 5% but less than 12% passing the No. 200 sieve Org. Cont.Organic Content G.S. Elevation Ground Surface Elevation MODIFIERS These modifiers Provide Our Estimate of the Amount of Minor Constituents (Silt or Clay Size Particles) in the Soil Sample Trace – 5% or less With Silt or With Clay – 6% to 11% Silty or Clayey – 12% to 30% Very Silty or Very Clayey – 31% to 50% These Modifiers Provide Our Estimate of the Amount of Organic Components in the Soil Sample Trace – Less than 3% Few – 3% to 4% Some – 5% to 8% Many – Greater than 8% These Modifiers Provide Our Estimate of the Amount of Other Components (Shell, Gravel, Etc.) in the Soil Sample Trace – 5% or less Few – 6% to 12% Some – 13% to 30% Many – 31% to 50% RELATIVE DENSITY (Sands and Gravels)Very loose – Less than 4 Blow/Foot Loose – 4 to 10 Blows/Foot Medium Dense – 11 to 30 Blows/Foot Dense – 31 to 50 Blows/Foot Very Dense – More than 50 Blows/Foot CONSISTENCY (Silts and Clays) Very Soft – Less than 2 Blows/Foot Soft – 2 to 4 Blows/Foot Firm – 5 to 8 Blows/Foot Stiff – 9 to 15 Blows/Foot Very Stiff – 16 to 30 Blows/Foot Hard – More than 30 Blows/Foot RELATIVE HARDNESS (Limestone) Soft – 100 Blows for more than 2 Inches Hard – 100 Blows for less than 2 Inches