{"text_format":"3","workbook":"xls","n_sheets":12,"sheets":["Control","General","Boring Log","Ungrouted Capacity","Grouted Capacity","Diam 1","Diam1 Plot","Diam 2","Diam2 Plot","Diam 3","Diam3 Plot","Commentary"],"not_rendered":{"charts":4,"images":30,"macros":1,"external_links":1,"defined_names":3,"comments":5},"unopened":[{"sheet":"Diam1 Plot","index":6,"reason":"not_a_worksheet"},{"sheet":"Diam2 Plot","index":8,"reason":"not_a_worksheet"},{"sheet":"Diam3 Plot","index":10,"reason":"not_a_worksheet"}],"read":"whole","date_system":"1900","formulas":"cached_only"}

{"sheet":"Control","index":0,"n_rows":54,"n_cols":17,"rows_kept":54,"hidden":true,"merged":[[1,5,1,8],[2,5,2,8],[3,5,3,8],[8,14,8,16],[9,14,10,14],[9,15,10,16],[12,10,12,12]],"flags":["formulas_cached_only"]}
[]
["Miscellaneous Information",{"$nulls":4},"Grout Tip Improvement"]
[null,"Unit Weight of Water:",62.4,"pcf",null,"TCM=(slope)*GPI + int."]
[null,"User Defined Tag:",0,null,null,"Using the 5% Diameter Design Chart"]
[{"$nulls":5},"Displacement","Slope","Int.","Disp (in)"]
[{"$nulls":5},{"v":1,"d":"1 % Diameter"},0.6991,0.3,0.36]
[{"$nulls":5},{"v":2,"d":"2 % Diameter"},0.9483,0.55,0.72]
[{"$nulls":5},{"v":5,"d":"5 % Diameter"},1.2617,1,1.8]
[{"$nulls":5},{"v":2.7777777777777777,"d":"2.8 % Diameter"},{"v":1.0335981129013954,"d":"1.0336"},{"v":0.6826423172703044,"d":"0.68"},1,{"$nulls":5},"Ungrouted Capacity"]
["Boring Log Sheet",{"$nulls":13},"SPT","Analysis Type"]
[null,"Worksheet Protection:",1,"if \"1\" then Protected else if \"2\" then Unprotected"]
[null,"Rock Coring Protection:",1,"if \"1\" then Cells Locked else if \"2\" then Cells Unlocked",{"$nulls":10},"N","Side Shear","End Bearing"]
[null,"Current Units:",1,"if \"1\" then English Units else if \"2\" then SI Units",{"$nulls":6},"Depth Below Calculations",{"$nulls":3},0,1,1]
[null,"Number of Entries:",0,"counts the Depth column for number of entries",{"$nulls":6},"Tip","AVG","Least",null,0,1,1]
[{"$nulls":11},0,0,null,0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":6},"Conservative Sand Method:","Side Shear",{"$nulls":6},0,1,1]
["General Sheet",{"$nulls":5},"Oneill & Hassan",0.7318250000000004,{"$nulls":6},0,1,1]
[null,"Current Shaft Diameter:",3,"current Diameter (ft) being analyzed",null,null,"Reese & Oneill",0.7318250000000004,{"$nulls":6},0,1,1]
[null,"Number of Diameters:",1,"number of Diameters to be analyzed",null,null,"Reese & Wright",1.5,{"$nulls":6},0,1,1]
[null,"Number of Displacements:",3,"number of displacements to be analyzed",null,null,"Quiros & Reese",1.3259999999999998,{"$nulls":6},0,1,1]
[null,"Current Units:",1,"if \"1\" then English Units else if \"2\" then SI Units",null,null,"Meyerhof",0.51,{"$nulls":6},0,1,1]
[null,"Shaft Displacement:",1,"Current Displacement (in)",null,null,"Touma & Reese",0.9872443906764184,{"$nulls":6},0,1,1]
[null,"Shaft Perimeter:",9.42477796076938,"ft",null,null,"Minimum Value:",0.51,{"$nulls":6},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":6},"Conservative Silt Method:","Side Shear",{"$nulls":6},0,1,1]
[{"$nulls":6},"Oneill & Hassan",0,{"$nulls":6},0,1,1]
[{"$nulls":6},"Alpha",0,{"$nulls":6},0,1,1]
["Ungrouted Capacity Sheet",{"$nulls":5},"Minimum Value:",0,{"$nulls":6},0,1,1]
[null,"Current Area:",7.0685834705770345,"ft2",{"$nulls":10},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":14},0,1,1]
[{"$nulls":15},1,1]
[{"$nulls":15},1,1]

{"sheet":"General","index":1,"n_rows":26,"n_cols":7,"rows_kept":26,"merged":[[6,2,6,5],[7,2,7,5],[8,2,8,5],[19,0,19,6],[21,1,21,3],[21,4,21,5]],"flags":["formulas_cached_only"]}
[]
[]
[]
[]
[]
[]
[null,"Job Name:","Shaft 1_2_3 : Drilled Shaft Design Program (Version 4)"]
[null,"Job Location:","University of South Florida"]
[null,"Engineer:","Danny Winters (Revised: 11/03/2005)"]
[]
[]
[]
[]
[null,"Shaft Diameter 1:",3,"ft","Displacement Criteria:",1,"in"]
[null,"Shaft Diameter 2:",null,"ft","Dead Load Factor:",1.25]
[null,"Shaft Diameter 3:",null,"ft","End Bearing Influence Zone:",3,"diameters"]
[]
[null,"Cut-off / Scour Elevation:",0,"ft","Grout Pressure Limit:",750,"psi"]
[]
["Shaft Capacity Design Methods"]
[]
[null,"Side Shear Analysis Method",null,null,"End Bearing Analysis Method"]
["Clay:"]
["Silt:"]
["Sand:"]
["Limestone:"]

{"sheet":"Boring Log","index":2,"n_rows":12,"n_cols":8,"rows_kept":12,"merged":[[1,1,1,2],[2,1,2,2],[3,1,3,2],[9,0,10,0],[9,1,10,1],[9,2,11,2],[9,3,11,3],[9,4,9,6]],"flags":["formulas_cached_only"]}
[]
[null,"Boring Number:"]
[null,"Ground Surface Elevation:",null,null,"ft"]
[null,"Water Table Elevation:",null,null,"ft"]
[]
[]
[]
[]
[]
["Elevation","Depth","SPT-N","Soil Type","Rock Coring Information",null,null,"User Defined"]
[{"$nulls":4},"qu","qs","Recovery","fs"]
["(ft)","(ft)",null,null,"(psi)","(psi)","%","(TSF)"]

{"sheet":"Ungrouted Capacity","index":3,"n_rows":12,"n_cols":16,"rows_kept":12,"hidden":true,"merged":[[0,3,0,5],[9,0,10,0],[9,1,10,1],[9,2,10,2],[9,3,11,3],[9,4,10,4],[9,5,11,5],[9,6,10,6],[9,7,10,7],[9,8,10,8],[9,9,10,9],[9,10,10,10],[9,11,10,11],[9,12,10,12],[9,13,10,13],[9,14,10,14],[9,15,10,15]],"flags":["formulas_cached_only"]}
[{"$nulls":3},"Tip Capacity Multipliers"]
["Area:",{"v":7.0685834705770345,"d":"7.069"},"ft2","Clay:",0.8935118234940254,0.8935118234940254]
["Displacement:",1,"in","Silt:","M.D."]
["Diameter:",3,"ft","Sand:",{"v":0.6826423172703044,"d":"0.683"},{"v":0.6826423172703044,"d":"0.683"}]
["Perimeter:",{"v":9.42477796076938,"d":"9.425"},"ft","Rock:",1,{"$nulls":3},"Dead Load Factor:",1.25]
["%Diameter:",{"v":2.7777777777777777,"d":"2.778"}]
[]
[]
[]
["Depth","Elevation","Segment Length","SPT N","g","f","cu","g'","s'v","Ultimate fs","Ultimate Segment Fs","Ultimate Fs","Ultimate qp","Ultimate Qp","Mobilized Shaft Capacity","Shaft Weight"]
[]
["(ft)","(ft)","(ft)",null,"(pcf)",null,"(psf)","(pcf)","(psf)","(TSF)","(tons)","(tons)","(TSF)","(tons)","(tons)","(tons)"]

{"sheet":"Grouted Capacity","index":4,"n_rows":12,"n_cols":13,"rows_kept":12,"hidden":true,"merged":[[9,0,10,0],[9,1,10,1],[9,2,11,2],[9,3,10,3],[9,4,10,4],[9,5,10,5],[9,6,10,6],[9,7,10,7],[9,8,10,8],[9,9,11,9],[9,10,11,10],[9,11,10,11],[9,12,10,12]],"flags":["formulas_cached_only"]}
[]
["Area:",{"v":7.0685834705770345,"d":"7.069"},"ft2"]
["Slope:",{"v":1.0335981129013954,"d":"1.034"}]
["Int:",{"v":0.6826423172703044,"d":"0.683"}]
["Pressure Limit:",750,"psi"]
[]
[]
[]
[]
["Depth","Elevation","SPT N","fs","Segment Fs","Total Fs","qp","Ultimate Ungrouted End Bearing","Grout Pressure","GPI","TCM","Grouted End Bearing","Grouted Shaft Capacity"]
[]
["(ft)","(ft)",null,"(TSF)","(tons)","(tons)","(TSF)","(tons)","(psi)",null,null,"(tons)","(tons)"]

{"sheet":"Diam 1","index":5,"n_rows":12,"n_cols":8,"rows_kept":12,"hidden":true,"merged":[[0,0,1,3],[2,0,3,3],[9,0,10,0],[9,1,9,4],[9,5,10,5],[9,7,10,7]],"flags":["formulas_cached_only"]}
["Shaft 1_2_3 : Drilled Shaft Design Program (Version 4)",{"$nulls":3},0,{"v":0,"d":"0.00"}]
[]
["3 ft Diameter, Boring B-201-B"]
[]
[]
[]
[]
[]
[]
["Elevation","Ungrouted Shaft Capacities",{"$nulls":3},"Grout Pressure","Grouted Shaft Capacities","Factored Dead Load"]
[null,"Ultimate Side Shear","Ultimate End Bearing","Ultimate Shaft Capacity",{"v":1,"d":"Ungrouted Capacity @ 1.00 in Disp"},null,{"v":1,"d":"Grouted Capacity @ 1.00 in Disp"}]
["ft","tons","tons","tons","tons","psi","tons","tons"]

{"sheet":"Diam 2","index":7,"n_rows":12,"n_cols":8,"rows_kept":12,"hidden":true,"merged":[[0,0,1,3],[2,0,3,3],[9,0,10,0],[9,1,9,4],[9,5,10,5],[9,7,10,7]],"flags":["formulas_cached_only"]}
["Shaft 1_2_3 : Drilled Shaft Design Program (Version 4)",{"$nulls":3},0,{"v":0,"d":"0.00"}]
[]
["5 ft Diameter, Boring B-1"]
[]
[]
[]
[]
[]
[]
["Elevation","Ungrouted Shaft Capacities",{"$nulls":3},"Grout Pressure","Grouted Shaft Capacities","Factored Dead Load"]
[null,"Ultimate Side Shear","Ultimate End Bearing","Ultimate Shaft Capacity",{"v":1,"d":"Ungrouted Capacity @ 1.00 in Disp"},null,{"v":1,"d":"Grouted Capacity @ 1.00 in Disp"}]
["ft","tons","tons","tons","tons","psi","tons","tons"]

{"sheet":"Diam 3","index":9,"n_rows":12,"n_cols":8,"rows_kept":12,"hidden":true,"merged":[[0,0,1,3],[2,0,3,3],[9,0,10,0],[9,1,9,4],[9,5,10,5],[9,7,10,7]],"flags":["formulas_cached_only"]}
["Shaft 1_2_3 : Drilled Shaft Design Program (Version 4)",{"$nulls":3},0,{"v":0,"d":"0.00"}]
[]
["5.5 ft Diameter, Boring B-1"]
[]
[]
[]
[]
[]
[]
["Elevation","Ungrouted Shaft Capacities",{"$nulls":3},"Grout Pressure","Grouted Shaft Capacities","Factored Dead Load"]
[null,"Ultimate Side Shear","Ultimate End Bearing","Ultimate Shaft Capacity",{"v":1,"d":"Ungrouted Capacity @ 1.00 in Disp"},null,{"v":1,"d":"Grouted Capacity @ 1.00 in Disp"}]
["ft","tons","tons","tons","tons","psi","tons","tons"]

{"sheet":"Commentary","index":11,"n_rows":453,"n_cols":3,"rows_kept":453,"merged":[[1,0,1,2],[29,0,29,2],[71,0,72,2],[99,0,100,2],[137,0,137,2],[143,0,143,2],[162,0,162,2],[164,0,164,2],[180,0,180,2],[190,0,190,2],[192,0,192,2],[237,0,237,2],[247,0,247,2],[251,0,251,2],[257,0,257,2],[259,0,259,2],[290,0,290,2],[292,0,292,2],[326,0,326,2],[328,0,328,2],[330,0,330,2],[348,0,348,2],[392,0,392,2],[397,0,397,2],[401,0,401,2],[424,0,424,2],[428,0,428,2],[430,0,430,2],[432,0,432,2],[434,0,434,2],[436,0,436,2],[438,0,438,2],[440,0,440,2],[442,0,442,2],[444,0,444,2],[446,0,446,2],[448,0,448,2],[450,0,450,2],[452,0,452,2]],"flags":["formulas_cached_only"]}
[]
["Nomenclature"]
[]
["%R"," =","percent recovery of rock coring (%)"]
["a"," =","adhesion factor applied to Su (DIM)"]
["b"," =","coefficient relating the vertical stress and the unit skin friction of a drilled shaft (DIM)"]
["bm"," =","SPT N corrected coefficient relating the vertical stress and the unit skin friction of a drilled shaft (DIM)"]
["D"," =","diameter of drilled shaft (FT)"]
["Db"," =","depth of embedment of drilled shaft into a bearing stratum (FT)"]
["Dp"," =","diameter of the tip of a drilled shaft (FT)"]
["f, ff"," =","angle of internal friction of soil (DEG)"]
["fs, qs"," =","nominal unit shear resistance (TSF)"]
["g"," =","unit weight (pcf)"]
["GPI"," =","Grout Pressure Index (DIM)"]
["k"," =","empirical bearing capacity coefficient (DIM)"]
["K"," =","load transfer factor"]
["N"," =","average (uncorrected) Standard Penetration Test blow count, SPT N (Blows/FT)"]
["Nc"," =","bearing capacity factor (DIM)"]
["Ncorr"," =","corrected SPT blow count"]
["qs"," =","average splitting tensile strength of the rock core (TSF)"]
["qu"," =","average unconfined compressive strength of the rock core (TSF)"]
["Su"," =","undrained shear strength (TSF)"]
["TCM"," =","Tip Capacity Multiplier (DIM)"]
["s'v"," =","vertical effective stress (TSF)"]
[]
["Procedures",null,"Commentary"]
[]
["SECURITY NOTE:",null,"Microsoft XP users must set Security Level in Macro Security to Medium.  This is done in Tools - Options - Macro Security - Security Level."]
[]
["General Worksheet"]
[]
["Enter Job Name",null,"Job Name must be entered before analysis is run."]
[]
["Enter Job Location",null,"Job Location is optional."]
[]
["Enter Engineer",null,"Engineer is optional."]
[]
["Enter Boring Log Information",null,"The Boring Log worksheet can be displayed by clicking the Boring Log button or clicking on the Boring Log sheet tab at the bottom of Excel (see Procedures & Commentary for Boring Log Worksheet below)."]
[]
["Select Working Units",null,"English or Metric units can be selected for entering raw data.  The worksheet will convert from English units to Metric units and vice versa.  The analysis will automatically use English units for the calculations."]
[]
["Enter Shaft Diameter(s)",null,"Up to three shaft diameters can be analyzed."]
[]
["Enter Displacement Criteria",null,"Displacement Criteria defines the mobilized end bearing in either cohesionless or cohesive soils as a function of a Tip Capacity Multiplier (TCM) based on Reese and O'Neill 1988 (see Figure 1 & Figure 2).  TCM upper limits (ungrouted shafts) are set at 1.0 for both cohesive and cohesionless soils.  End bearing in silt is dependent on the analysis method selected (sand or clay).  End bearng in limestone is dependent on the unconfined compressive strength and percent recovery."]
{"$rows_empty":27}
["Figure 1 - Normalized Load Transfer in End Bearing Versus Settlement in Cohesionless Soils for Drilled Shafts (after Reese and O'Neill 1988)"]
{"$rows_empty":27}
["Figure 2 - Normalized Load Transfer in End Bearing Versus Settlement in Cohesive Soils for Drilled Shafts (after Reese and O'Neill 1988)"]
[]
[]
["Enter Dead Load Factor",null,"Dead Load Factor is used to subtract the weight of the shaft from the mobilized capacity.  The default value reflects the AASHTO LRFD Bridge Design Specifications (Interim 2003)."]
[]
["Enter End Bearing Influence Zone",null,"The End Bearing Influence Zone defines the depth below the tip of the shaft that contributes to the end bearing capacity by finding the minimum qp from the soils down to the depth defined by this parameter."]
[]
["Enter Cut-off / Scour Elevation",null,"Default Cut-off / Scour Elevation is Ground Elevation.  Cut-off / Scour Elevation below Ground Elevation will negate that soil in the effective stress calculations."]
[]
["Enter Grout Pressure Limit",null,"The Grout Pressure Limit is based on the grouting mechanism capacity (default = 750 psi). "]
[]
["Select Analysis Methods for Side Shear and End Bearing",null,"(See Commentary below)"]
[]
["Click Calculate Shaft Capacities",null,"Calculate Shaft Capacities will calculate shaft capacities based on the boring log.   The grouted tip capacity will then be analyzed based on the applied grout pressure (Mullins, et al., 2001)."]
[]
["Click Reset Workbook (optional)",null,"Reset Workbook will clear all sheets including the Boring Log worksheet."]
[]
["Soil Parameters"]
{"$rows_empty":20}
["Figure 3 - Soil Unit Weight - Standard Penetration Test (SPT - N) Relationships"]
[]
["Clay",null,"Su = 125 * N psf (Kulhawy and Mayne, 1990), where N is the standard penetration test number."]
["Silt",null,"Su = 125 * N psf (Kulhawy and Mayne, 1990), where N is the standard penetration test number."]
["Sand",null,"(See Table 1 for f values)"]
[]
["Table 1 - Values for f based on SPT - N values"]
{"$rows_empty":14}
["Limestone",null,"qu, qs, and percent recovery are defined by the user in the Boring Log worksheet."]
[]
["Side Shear Analysis Methods"]
[]
["Clay"]
[]
["AASHTO Table 10.8.3.3.1-1"]
{"$rows_empty":11}
["Alpha Method",null,"(See AASHTO section 10.8.3.3.1)                            fs = a * Su, where Su is the mean undrained shear strength (TSF) and a is the adhesion factor (DIM) (see AASHTO Table 10.8.3.3.1-1).  The calculations account for the top five feet which is noncontributing."]
[]
["User Defined",null,"fs is defined by the user in the Boring Log worksheet (TSF).  The side shear defined by the user is for that specific elevation and derived from load testing results.  If load testing results are not available, then another method should be selected."]
[]
["Silt"]
[]
["O'Neill and Hassan (1994)",null,"Also known as the Modified Beta Method.          If SPT N < 15 then                                                     bm = SPT N / 15 * b  (Reese and O'Neill, 1988)."]
[]
["Alpha Method",null,"(See AASHTO section 10.8.3.3.1)                            fs = a * Su, where Su is the mean undrained shear strength (TSF) and a is the adhesion factor (DIM) (see AASHTO Table 10.8.3.3.1-1).  The calculations account for the top five feet which is noncontributing."]
[]
["Most Conservative",null,"Most Conservative method will run through the calculations for each analysis method and use the most conservative value."]
[]
["User Defined",null,"fs is defined by the user in the Boring Log worksheet (TSF).  The side shear defined by the user is for that specific elevation and derived from load testing results.  If load testing results are not available, then another method should be selected."]
[]
["Sand"]
[]
["AASHTO Table 10.8.3.4.2-1"]
{"$rows_empty":28}
["O'Neill and Hassan (1994)",null,"Also known as the Modified Beta Method.          If SPT N < 15 then                                                     bm = SPT N / 15 * b  (Reese and O'Neill, 1988)."]
[]
["Reese and O'Neill (1988)",null,"(See AASHTO Table 10.8.3.4.2-1)"]
[]
["Reese and Wright (1977)",null,"(See AASHTO Table 10.8.3.4.2-1)"]
[]
["Quiros and Reese (1977)",null,"(See AASHTO Table 10.8.3.4.2-1)"]
[]
["Meyerhof (1976)",null,"(See AASHTO Table 10.8.3.4.2-1)"]
[]
["Touma and Reese (1975)",null,"(See AASHTO Table 10.8.3.4.2-1)"]
[]
["Most Conservative",null,"Most Conservative method will run through the calculations for each analysis method and use the most conservative value."]
[]
["User Defined",null,"fs is defined by the user in the Boring Log worksheet (TSF).  The side shear defined by the user is for that specific elevation and derived from load testing results.  If load testing results are not available, then another method should be selected."]
[]
["Limestone"]
[]
["McVay and Townsend (1990)",null,"fs = 1/2 * qu1/2 * qs1/2 * %R                                    where:  qu is the unconfined compressive strength of the rock (TSF), qs is the splitting tensile strength of the rock (TSF), and %R is the percent recovery."]
[]
["AASHTO (Limestone)",null,"(See AASHTO section 10.8.3.5 (C10.8.3.5-4 & C10.8.3.5-5))  For qu <= 20 TSF, fs = 0.15 * qu and for qu > 20 TSF, fs = 0.67 * qu0.5, where qu is the unconfined compressive strength of the rock (TSF)."]
[]
["User Defined",null,"fs is defined by the user in the Boring Log worksheet (TSF).  The side shear defined by the user is for that specific elevation and derived from load testing results.  If load testing results are not available, then another method should be selected."]
[]
["End Bearing Analysis Methods"]
[]
["Clay"]
[]
["AASHTO (Clay)",null,"(See AASHTO section 10.8.3.3.2)                          qp = Nc * Su <= 40.0 TSF,                                                    where Nc = 6 [ 1 + 0.2 ( Z / D ) ] <= 9, D is the diameter of drilled shaft (FT), Z is the penetration of shaft (FT), Su is the undrained shear strength (TSF)."]
[]
["Silt"]
[]
["Reese and O'Neill (1988)",null,"(See AASHTO Table 10.8.3.4.3-1)**"]
[]
["AASHTO (Clay)",null,"(See AASHTO section 10.8.3.3.2)                          qp = Nc * Su <= 40.0 TSF,                                                    where Nc = 6 [ 1 + 0.2 ( Z / D ) ] <= 9, D is the diameter of drilled shaft (FT), Z is the penetration of shaft (FT), Su is the undrained shear strength (TSF)."]
[]
["Sand"]
[]
["AASHTO Table 10.8.3.4.3-1"]
{"$rows_empty":22}
["Reese and O'Neill (1988)",null,"(See AASHTO Table 10.8.3.4.3-1)**"]
[]
["Reese and Wright (1977)",null,"(See AASHTO Table 10.8.3.4.3-1)**"]
[]
["Meyerhof (1976)",null,"(See AASHTO Table 10.8.3.4.3-1)**"]
[]
["Touma and Reese (1975)",null,"(See AASHTO Table 10.8.3.4.3-1)**"]
[]
[" **(See AASHTO section 10.8.3.4.3)  For diameters greater than 4.17 FT, qp is reduced as follows:          qpr = 4.17 / Dp * qp, where Dp is the tip diameter of the drilled shaft (FT)."]
[]
["Limestone"]
[]
["FHWA (1998)",null,"End Bearing, qp = 2.5 * qu * %Recovery <= 40.0 TSF, where qu is the unconfined compressive strength of the rock (TSF)."]
[]
["Grouted End Bearing Analysis"]
[]
["Grout Pressure Index (GPI)",null,"Grout Pressure Index is a non-dimensional ratio of the applied grout pressure to the predicted ungrouted end bearing at 5%D."]
[]
["Tip Capacity Multiplier (TCM)",null,"Tip Capacity Multiplier at %D is equal to the grouted capacity at %D divided by the ultimate calculated end bearing.  The grouted capacity was determined from load test data (Mullins, et al., 2005, Mullins and Winters, 2004, and Mullins, et al. 2001). "]
[]
["Grouted End Bearing Capacity, qgrouted",null,"The grouted end bearing capacity for cohesionless soils is the calculated ultimate end bearing times the TCM (determined from Figure 4).  The grouted end bearing capacity for cohesive soils is the ultimate calculated end bearing."]
{"$rows_empty":23}
["Figure 4 - Tip Capacity Multiplier for determining the grouted end bearing capacity in cohesionless soils."]
[]
["Boring Log Worksheet"]
{"$rows_empty":19}
["Figure 4 - Example Boring Log Entry"]
[]
["Select Working Units",null,"English or Metric units can be selected for entered raw data.  The worksheet will convert from English units to Metric units and vice versa.  The analysis will automatically use English units for the calculations.  User Defined values must be entered in the units of TSF.  Values in the User Defined column will not be converted to SI units."]
[]
["Enter Boring Name",null,"Boring Name is used in the graphs for identification."]
[]
["Enter Ground Surface Elevation",null,"Ground Surface Elevation is the starting elevation of the soil boring."]
[]
["Enter Water Table Elevation",null,"Water Table Elevation is the elevation of the water table for that soil boring."]
[]
["Click Unprotect Worksheet (Optional) ",null,"Unprotect Worksheet button will unlock the entire worksheet.  Protecting the worksheet will aid in data entry by allowing the user to Tab to the next entry."]
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["Click Access Rock Coring Information (Optional) ",null,"The Access Rock Coring Information button will allow the user to enter data for rock coring information (if applicable)."]
[]
["Enter Soil Boring Information",null,"Soil Boring Information includes Depth, SPT N, Soil Type (see Soil Types Commentary), and Rock Coring Information (Compressive Strength, Splitting Tensile Strength, and Percent Recovery) (if applicable)."]
[]
["Soil Types",null,"Soil Type 1:  Plastic Clays"]
[null,null,"Soil Type 2:  Clay, Silt, Sand Mix, Silts and Marls"]
[null,null,"Soil Type 3:  Clean Sands"]
[null,null,"Soil Type 4:  Soft Limestone, Very Shelly Sands"]
[null,null,"Soil Type 5:  Void (No Capacity)"]
[null,null,"Click Soil Type Details button will show a detailed soil type form (Figure 3)."]
{"$rows_empty":22}
["Figure 5 - Detailed Soil Types Form"]
[]
[]
["Click Update Boring Log",null,"Updating the boring log will calculate Elevations and Soil Parameters."]
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["Capacity Worksheet(s)"]
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[null,null,"Ungrouted and grouted capacities will be placed in a worksheet designated for each diameter (Diam 1, Diam 2, and Diam 3).  The following will be included in each worksheet:  Job Name, Shaft Diameter, Boring Number, Elevation, Ultimate Side Shear, Ultimate End Bearing, Ultimate Shaft Capacity (Ungrouted), Mobilized Shaft Capacity (Ungrouted and Grouted), and Grout Pressure."]
[]
["Capacity Plot(s)"]
{"$rows_empty":22}
["Figure 6 - Detailed Shaft Capacity & Grout Pressure Plot"]
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[null,null,"The Mobilized Shaft Capacity (Ungrouted and Grouted) and Grout Pressure will be graphed versus Elevation (Diam1 Plot, Diam2 Plot, and Diam3 Plot).  An example plot (Figure 6) shows load improvement, length improvement, required grout pressure for improvement, and graph details."]
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["References"]
[]
["AASHTO, 1998.  LRFD Bridge Design Specifications.  U.S. Units, 2nd Edition, American Association of State Highway and Transportation Officials, Washington, D.C."]
[]
["Carter, J.P. and Kulhawy, F.H., 1987.  \"Analysis and Design of Foundations Socketed into Rock.\" Research Report 1493-4, Geotechnical Engineering Group, Cornell University, Ithaca, New York."]
[]
["FHWA, 1998.  \"Load and Resistance Factor Design (LRFD) for Highway Bridge Substructures.\"  U.S. Department of Transportation, Publication No. FHWA HI-98-032."]
[]
["Kulhawy, F.H. and Mayne, P.W., 1990.  \"Manual on Estimating Soil Properties for Foundation Design.\"  Electric Power Research Institute, Palo Alto, California."]
[]
["McVay, M.C. and Townsend, F.C., 1990.  \"Design of Socketed Drilled Shafts in Limestone.\""]
[]
["Meyerhof, G.G., 1976.  \"Bearing capacity and settlement of piled foundations.\"  Proceedings of the American Society of Civil Engineers, GT3, pp. 197-228."]
[]
["Mullins, G., Winters, D., and Dapp, S., 2005.  \"Predicted End Bearing Capacity of Post-Grouted Drilled Shaft in Cohesionless Soils\"  submitted to ASCE Journal, Feb."]
[]
["Mullins, G. and Winters, D., 2004.  \"Pressure Grouting Drilled Shaft Tips - Phase II.\"  Final Report submitted Florida Department of Transportation, June."]
[]
["Mullins, A.G., Dapp, S., Fredrerick, E. and Wagner, R., 2000.  \"Pressure Grouting Drilled Shaft Tips.\"  Final Report submitted Florida Department of Transportation, December."]
[]
["O'Neill, M.W. and Hassan, K.M., 1994.  \"Drilled Shafts:  Effects of Construction on Performance and Design Criteria.\"  Proceedings of the International Conference on Design and Construction of Deep Foundations, December 1994, Vol. 1, pp. 137-187."]
[]
["Reese, L.C. and O'Neill, M.W., 1988.  \"Drilled Shafts: Construction and Design.\"  FHWA, Publication No. HI-88-042."]
[]
["Touma, F.T. and Reese, L.C., 1974.  \"Behavior of Bored Piles in Sand.\"  Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 100, No. GT7, pp. 749-761."]