{"text_format":"1","workbook":"xlsx","n_sheets":8,"sheets":["Input Summary","Main","Scour","COM624P Input","Load Factors","Cap Reinforcement","Pile Data","Sketch Data"],"not_rendered":{"charts":2,"images":5,"macros":1,"external_links":0,"defined_names":233,"comments":0,"pivot_tables":0},"unopened":[],"bounds":{"document_bytes":16777216,"sheet_cells":100000,"rows_first":2000,"rows_last":500,"rows_between":2000,"halvings":0,"cell_chars":16384,"cell_head_chars":4096},"cells_cut":0,"cells_raw":0,"read":"whole","date_system":"1900"}

{"sheet":"Input Summary","index":0,"n_rows":118,"n_cols":13,"rows_kept":118,"cut":false,"hidden":false,"merged":[[5,0,12,11]]}
["Title:",null,null,null,null,null,null,null,null,"By:",null,"Date:"]
[null,null,null,null,null,null,null,null,null,"Checked:",null,"Date:","                "]
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["This tab is intended as a worksheet summary page to help in the gathering of information required to run the integral abutment worksheet main tab.  The input values are listed in the order in which they are required in the main tab, along with the allowable range and a brief description of the value, if necessary.  A more thorough explanation of the value can often be found in the main tab.  This sheet can be printed and the values filled in by hand.  Additionally, for more advanced users, this tab can be used to input the values to the main tab.  Pressing the upper button to the right will clear the values from this tab.  Pressing the lower button to the right will insert the values into the corresponding cells in the main tab.  Note that if the cell is blank on this tab, inserting the values will clear the corresponding cell in the main tab."]
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["Bridge Data"]
["Girder material (steel or concrete)"]
["Girder type (I-girder or box girder)"]
["Total bridge length - centerline end bearing to centerline end bearing",null,null,null,null,null,null,null,null,null,null,"ft"]
["Length of span adjacent to abutment - centerline bearing to centerline bearing",null,null,null,null,null,null,null,null,null,null,"ft"]
["Skew (45o to 90o)",null,null,null,null,null,null,null,null,null,null,"o"]
["Curb-to-curb (roadway) width",null,null,null,null,null,null,null,null,null,null,"ft"]
["Sum of clear sidewalk widths",null,null,null,null,null,null,null,null,null,null,"ft"]
["Out-to-out superstructure width",null,null,null,null,null,null,null,null,null,null,"ft"]
["Number of girders"]
["Girder spacing normal to longitudinal axis of bridge",null,null,null,null,null,null,null,null,null,null,"ft"]
["Girder width",null,null,null,null,null,null,null,null,null,null,"ft"]
["Girder depth",null,null,null,null,null,null,null,null,null,null,"ft"]
["Bearing pad thickness - usually 3/4 inch",null,null,null,null,null,null,null,null,null,null,"in"]
["Average deck + haunch thickness",null,null,null,null,null,null,null,null,null,null,"in"]
["Barrier height - typically 3.50 ft",null,null,null,null,null,null,null,null,null,null,"ft"]
["Additional height due to cross slope etc.",null,null,null,null,null,null,null,null,null,null,"ft"]
["Approach slab length",null,null,null,null,null,null,null,null,null,null,"ft"]
[]
["Integral Abutment Data"]
["Pile cap height",null,null,null,"Left end",null,null,null,null,null,null,"ft"]
[null,null,null,null,"Centerline",null,null,null,null,null,null,"ft"]
[null,null,null,null,"Right end",null,null,null,null,null,null,"ft"]
["Type of wingwall (R - Rectangular, T - Tapered, D - Detached)"]
["Wingwall length from back face of abutment - including 12\" chamfer",null,null,null,null,null,null,null,null,null,null,"ft"]
[]
["Load Data"]
["h i (eta) factor - load modifier to acount for ductility, redundancy, and operational importance"]
["Non-composite dead load, DC1",null,null,null,null,"Interior girder",null,null,null,null,null,"k"]
[null,null,null,null,null,"Exterior girder",null,null,null,null,null,"k"]
["Composite dead load, DC2",null,null,null,null,"Interior girder = Exterior girder",null,null,null,null,null,"k"]
["Composite dead load, DW",null,null,null,null,"Interior girder = Exterior girder",null,null,null,null,null,"k"]
["Live load reaction distribution factor"]
["Live load rotation distribution factor"]
["Unfactored live load reactions, (with distribution factor & impact)",null,null,null,null,null,null,"PHL-93 - max",null,null,null,"k"]
[null,null,null,null,null,null,null,"min",null,null,null,"k"]
[null,null,null,null,null,null,null,"P-82 - max",null,null,null,"k"]
[null,null,null,null,null,null,null,"min",null,null,null,"k"]
["Future wearing surface currently present on bridge (Y or N)?"]
["Unfactored live load rotations, (with distribution factor & impact)",null,null,null,null,null,null,"PHL-93 - max",null,null,null,"radians"]
[null,null,null,null,null,null,null,"min",null,null,null,"radians"]
[null,null,null,null,null,null,null,"P-82 - max",null,null,null,"radians"]
[null,null,null,null,null,null,null,"min",null,null,null,"radians"]
["Composite dead load induced rotations (i.e. future wearing surface and DC2)",null,null,null,null,null,null,null,null,null,null,"radians"]
["Wind pressure",null,null,null,null,null,null,null,null,null,null,"ksf"]
["Centrifugal force",null,null,null,null,null,null,null,null,null,null,"k"]
[]
["Pile Data"]
["Type of pile (H - steel H-pile, P - concrete-filled pipe pile)"]
["Pile designation, HP##x## (H-piles), or pipe (pipe piles)"]
["Steel yield stress, Fy",null,null,null,null,null,null,null,null,null,null,"ksi"]
["Pile section depth, d (H-piles only)",null,null,null,null,null,null,null,null,null,null,"in"]
["Concrete compressive strength, f'c (pipe piles only)",null,null,null,null,null,null,null,null,null,null,"ksi"]
["Flange width, bf (H-piles), or outside diameter, Do (pipe piles)",null,null,null,null,null,null,null,null,null,null,"in"]
["Flange thickness, tf (H-piles), or steel pipe wall thickness, tp (pipe piles)",null,null,null,null,null,null,null,null,null,null,"in"]
["Pile area, Ap (H-piles), or pile area with concrete transformed to steel, Atr (pipe piles)",null,null,null,null,null,null,null,null,null,null,"in2"]
["Weak axis moment of inertia (H-piles), transformed moment of inertia (pipe piles), Iy-y",null,null,null,null,null,null,null,null,null,null,"in4"]
["Elastic section modulus (H-piles), transformed section modulus (pipe piles), Sy-y",null,null,null,null,null,null,null,null,null,null,"in3"]
["Radius of gyration, ry-y",null,null,null,null,null,null,null,null,null,null,"in"]
["Plastic section modulus, Zy-y",null,null,null,null,null,null,null,null,null,null,"in3"]
["Number of piles"]
["Spacing of piles along abutment",null,null,null,null,null,null,null,null,null,null,"ft"]
["Total pile length, Ltot",null,null,null,null,null,null,null,null,null,null,"ft"]
["Assumed depth to pile fixity",null,null,null,null,null,null,null,null,null,null,"ft"]
[]
["Additional Load Data"]
["Barrier (+ additional miscellaneous dead) load",null,null,null,null,null,null,null,null,null,null,"k/ft"]
["Percentage of total bridge expansion occuring at abutment being analyzed",null,null,null,null,null,null,null,null,null,null,"%"]
[]
["Lateral Pile Analysis Results"]
["Depth to fixity, Lp, depth at which pile deflection equals zero",null,null,null,null,null,null,null,null,null,null,"in"]
["Depth to uppermost point of inflection, Li1",null,null,null,null,null,null,null,null,null,null,"in"]
["Depth to second uppermost point of inflection, Li2",null,null,null,null,null,null,null,null,null,null,"in"]
["Depth at which deflection equals 2% of pile width (or diameter), Ln",null,null,null,null,null,null,null,null,null,null,"in"]
["Maximum bending moment, Mu, below the uppermost point of inflection",null,null,null,null,null,null,null,null,null,null,"k-ft"]
[]
["Geotechnical Capacity of the Pile"]
["Tip (bearing) resistance factor, fqp"]
["Shaft (skin friction) resistance factor, fqs"]
["Unit tip resistance, qp",null,null,null,null,null,null,null,null,null,null,"tsf"]
["Unit shaft resistance, qs",null,null,null,null,null,null,null,null,null,null,"tsf"]
[]
["Structural Capacity of the Pile"]
["Axial compression resistance factor for pile tip (potentially damaged), fc"]
["Axial compression resistance factor for steel portion of concrete filled steel pipe piles, fs"]
["Axial compression resistance factor for combined pile forces (less potential for damage), fc"]
["Flexural resistance factor for combined pile forces (less potential for damage), ff"]
[]
["Pile Cap Beam Reinforcing Data"]
["Concrete compressive strength, f'c",null,null,null,null,null,null,null,null,null,null,"ksi"]
["Reinforcing steel yield strength, fy",null,null,null,null,null,null,null,null,null,null,"ksi"]
["----------------------------------------------------------------------------------------------------------------------------------------------------------------------"]
["Optional Scour Check"]
["Is a pile analysis for scour required?"]
["Depth of maximum scour, Dsc (required for LPile run)",null,null,null,null,null,null,null,null,null,null,"in"]
[]
["Post-Scour Lateral Pile Analysis Results"]
["Depth to fixity, Lsc, depth at which pile deflection equals zero at Service I Limit State",null,null,null,null,null,null,null,null,null,null,"in (Design Flood)"]
["Depth to fixity, Lsc, depth at which pile deflection equals zero at Strength Limit State",null,null,null,null,null,null,null,null,null,null,"in (Design Flood)"]
["Depth where Service I deflection equals 2% of pile width (or diameter), Lsn (friction piles only)",null,null,null,null,null,null,null,null,null,null,"in (Design Flood)"]
["Maximum bending moment, Msu, at the pile-abutment interface at Service I Limit State",null,null,null,null,null,null,null,null,null,null,"k-ft (Design Flood)"]
["Maximum bending moment, Msu, at the pile-abutment interface at Strength Limit State",null,null,null,null,null,null,null,null,null,null,"k-ft (Design Flood)"]
["Depth to fixity, Lsc, depth at which pile deflection equals zero at Service I Limit State",null,null,null,null,null,null,null,null,null,null,"in (Superflood)"]
["Maximum bending moment, Msu, at the pile-abutment interface at Service I Limit State",null,null,null,null,null,null,null,null,null,null,"k-ft (Superflood)"]

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["Title:",null,null,null,null,null,null,null,null,"By:",null,"Date:"]
[null,null,null,null,null,null,null,null,null,"Checked:",null,"Date:"]
[]
["SPREADSHEET PROGRAM DESCRIPTION"]
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["This spreadsheet is intended to be used as an aid in designing and analyzing integral abutments.  No users manual is provided, but explanations of input values are given throughout the spreadsheet.  The spreadsheet is intended to be used in conjunction with the computer program LPile or COM624P, which analyze the lateral behavior of piles, and with PennDOT's steel or prestressed concrete girder design programs.  Design Specifications for integral abutments are available in PennDOT Design Manual Part 4 (DM-4), Appendix G.  References to applicable provisions in the DM-4, as well as to the AASHTO LRFD Bridge Design Specifiction, 2010, are made.  Many dimensions for integral abutments are set forth in PennDOT's BD-667M Standard Drawings.  The spreadsheet is written in English units only.  Warning and Error messages are provided where possible.  An Error message indicates an input value is incorrect and should be changed, a Warning message flags an input value that is suspect, and the user should verify the value, or in some cases, obtain the approval of the Chief Bridge Engineer. The lateral pile analysis results from COM624P may be used where the spreadsheet calls for LPile results. "]
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["Different sheets (tabs), labeled along the bottom of the window, perform different tasks within the spreadsheet.  The first tab in the spreadsheet summarizes the input values by providing a simple list which can be printed and filled in by hand, or used to insert the input values into the Main tab.  The current tab is the Main tab where most of the analysis takes place.  The load factors for each load case are listed on the Load Factor tab.  The Cap Reinforcement tab calculates the area of reinforcement needed for the pile cap.  The Pile Data tab lists the properties of available H-pile sections, calculates the properties of concrete filled pipe piles, and lists the current pile properties for insertion into the Main tab."]
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[null,null,null,"- denotes input cells"]
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["BRIDGE DATA"]
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["Input all the geometric and material data for the proposed bridge.  This information should be available from a superstructure design already performed independently, as well as a Type, Size, and Location (TS&L) Report, if available."]
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[]
["The girder material is required to determine the coefficient of thermal expansion of the bridge and the uniform temperature change."]
[]
[null,"Girder material (S - Steel, C - Concrete)",null,null,null,null,null,null,{"$f":"+IF(G33=\"C\",\" \",IF(G33=\"S\",\" \",\"Error - only choices are S or C\"))","v":"Error - only choices are S or C"},null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(I33,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(I33,5)=\"Warni\",1,0)","v":0}]
[]
["There are three types of girders which can be used with integral abutments: Steel I-girders, concrete I-girders, or concrete spread box girders."]
[]
[]
[null,"Girder type (I - I-girder, B - Box girder)"]
[null,{"$f":"IF(G38=\"I\",\"\",IF(G38=\"B\",IF(G33=\"C\",\"\",\"Error - only concrete box girders are allowed\"),\"Error - choose I - I-girder or B - Box girder\"))","v":"Error - choose I - I-girder or B - Box girder"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B39,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(B39,5)=\"Warni\",1,0)","v":0}]
["Per DM-4 Ap.G.1.2.1, steel bridge lengths in excess of 390 ft and concrete bridge lengths in excess of 590 ft require the written approval of the Chief Bridge Engineer for use with integral abutments.  In addition, bridges in excess of these limits require consideration of secondary forces such as those caused by creep, shrinkage, thermal gradient, or differential settlements.  The spreadsheet does not take into account abutment loads caused by creep, shrinkage, thermal gradient, and differential settlement. Per DM-4 Ap.G.1.2.7.5, the methods of applying secondary forces also require the approval of the Chief Bridge Engineer."]
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[null,"Total bridge length - centerline end bearing to centerline end bearing"]
[null,null,null,null,null,null,null,"ft"]
[null,{"$f":"+IF(G33=\"C\",IF(length>590,O48,\"\"),IF(G33=\"S\",IF(length>390,O49,\"\"),\"\"))","v":""},null,null,null,null,null,null,null,null,null,null,null,null,"Warning - concrete bridge length limited to 590 ft.  Use of integral abutment on bridges with lengths in excess of this limit shall be considered on a case-by-case basis and shall require written approval of Chief Bridge Engineer at the Type, Size, and Location stage.",null,null,{"$f":"IF(LEFT(B48,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B48,5)=\"Warni\",1,0)","v":0}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,"Error - skew must be greater than or equal to 70 degrees for multiple spans","Warning - steel bridge length limited to 390 ft.  Use of integral abutment on bridges with lengths in excess of this limit shall be considered on a case-by-case basis and shall require written approval of Chief Bridge Engineer at the Type, Size, and Location stage."]
[null,null,null,null,null,null,null,null,null,null,null,null,null,"Error - skew must be greater than or equal to 70 degrees for single spans longer than 130 ft"]
["The length of the span adjacent to the abutment is required to calculate the pedestrian loads and wind loads on the abutment.  It is also used to assess whether the bridge is simply supported or continuous, and in the simplified procedure to determine axial forces induced in the piles in continuous bridges due to thermal movements.  Input the total span length for single span bridges.",null,null,null,null,null,null,null,null,null,null,null,null,"Error - skew must be greater than or equal to 60 degrees for single spans between 90 ft and 130 ft"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,"Error - skew must be greater than or equal to 45 degrees for single spans 90 ft or less"]
[]
[]
[null,"Length of span adjacent to abutment - centerline bearing to centerline bearing"]
[null,null,null,null,null,null,null,"ft"]
[null,{"$f":"+IF(length<G56,\"Error - first span cannot be longer than total bridge\",IF(G56>0,\"\",\"Error - first span must have a positive length - input total span length for simply supported bridges\"))","v":"Error - first span must have a positive length - input total span length for simply supported bridges"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B57,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(B57,5)=\"Warni\",1,0)","v":0}]
["DM-4 Ap.G.1.2.2, skews are limited to 70 degrees or more for continuous spans and single spans longer than 130 ft.  Skews of up to 60 degrees are allowed for single spans in excess of 90 ft but not longer than 130 ft.  For single spans 90 ft and less, skews up to 45 degrees are permitted.  Only positive skew values >45 or <90 degrees can be used in the spreadsheet."]
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[]
[null,"Skew",null,null,null,null,null,"degrees",{"$f":"+PI()*G62/180","v":0},"radians"]
[null,{"$f":"IF(skew>90,\"Error - skews for integral abutment bridges should be between 45 and 90 degrees\",+IF(skew<70,IF(skew<60,IF(skew<45,IF(length>G56,error1,IF(length>130,error2,IF(length>90,error3,error4))),IF(length>G56,error1,IF(length>130,error2,IF(length>90,error3,\"\")))),IF(length>G56,error1,IF(length>130,error2,\"\"))),\"\"))","v":"Error - skew must be greater than or equal to 45 degrees for single spans 90 ft or less"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B63,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(B63,5)=\"Warni\",1,0)","v":0}]
[{"$f":"A26&\" - Cont'd\"","v":"BRIDGE DATA - Cont'd"}]
[]
["The curb-to-curb roadway width, the sum of clear sidewalk widths, and the out-to-out superstructure widths are required input.  Warnings will be supplied if these values plus conservative estimates of Barrier widths are not consistent.  It is the users responsibility to make sure these values are correct, however.  The roadway and sidewalk widths are used in calculating live load reactions.  The out-to-out superstructure width is used to determine both loadings and the length of the integral abutment."]
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[]
[null,"Curb-to-curb (roadway) width",null,null,null,null,null,"ft"]
[null,{"$f":"+IF(curbwidth>width,\"Error - curb-to-curb width cannot be wider than the out-to-out structure width\",\" \")","v":" "},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B72,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B72,5)=\"Warni\",1,0)","v":0}]
[null,"Sum of clear widths of sidewalks on bridge",null,null,null,null,null,"ft"]
[null,{"$f":"IF(width-curbwidth-3.375<G73,\"Warning - roadway width plus sidewalk widths plus assumed Barrier widths (1' - 8 1/4\"\" each) are larger than the out-to-out dimensions of bridge\",\"\")","v":"Warning - roadway width plus sidewalk widths plus assumed Barrier widths (1' - 8 1/4\" each) are larger than the out-to-out dimensions of bridge"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B74,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B74,5)=\"Warni\",1,0)","v":1}]
[]
[null,"Out-to-out superstructure width",null,null,null,null,null,"ft"]
[null,{"$f":"+IF(width<curbwidth+3.375,\"Warning - out-to-out width is usually at least the curb-to-curb width plus the width of Barriers (1' - 8 1/4\"\" each)\",\" \")","v":"Warning - out-to-out width is usually at least the curb-to-curb width plus the width of Barriers (1' - 8 1/4\" each)"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B77,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B77,5)=\"Warni\",1,0)","v":1}]
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[]
[]
["Per AASHTO 3.6.1.1.1, the maximum number of lanes with sidewalks is determined by dividing the width of available roadway (curb-to-curb) by the specified lane width (12 ft) and rounding down to the nearest integer.  Widths between 20 ft and 24 ft are assumed to carry two lanes, however.  Similarly, the maximum number of lanes without sidewalks is determined by taking the out-to-out width of the structure minus two assumed 1.6875 ft Barriers, dividing by the specified lane width, and rounding down to the nearest integer.  Again, widths between 20 ft and 24 ft are assumed to carry two lanes."]
[]
[]
[]
[]
[]
[null,{"$f":"\"Curb-to-curb width of roadway divided by lane width \"&\"= \"&curbwidth&\"/12 = \"&FIXED(curbwidth/12,2,TRUE)","v":"Curb-to-curb width of roadway divided by lane width = /12 = 0.00"}]
[null,"Maximum number of lanes with sidewalks =",null,null,null,null,{"$f":"IF(curbwidth>=24,ROUNDDOWN(curbwidth/12,0),IF(curbwidth>=20,2,IF(curbwidth>=10,1,0)))","v":0}]
[null,null,{"$f":"+IF(curbwidth<24,IF(curbwidth>=20,\"Width of roadway is between 20 and 24 ft so two lanes are assumed\",\" \"),\" \")","v":" "}]
[null,{"$f":"\"Total bridge clear width divided by lane width \"&\"= (\"&width&\" - 3.375)/12 = \"&FIXED((width-3.375)/12,2,TRUE)","v":"Total bridge clear width divided by lane width = ( - 3.375)/12 = -0.28"}]
[null,"Maximum number of lanes without sidewalks =",null,null,null,null,{"$f":"IF(width-3.375>=24,ROUNDDOWN((width-3.375)/12,0),IF((width-3.375)>=20,2,IF((width-3.375)>=10,1,0)))","v":0}]
[null,null,{"$f":"+IF(width-3.375<24,IF(width-3.375>=20,\"Clear width of roadway is between 20 and 24 ft so two lanes are assumed\",\" \"),\" \")","v":" "}]
[{"$f":"A64","v":"BRIDGE DATA - Cont'd"}]
[]
["The number of girders and the girder spacing are needed to determine the maximum girder reaction for pile cap design.  Other dimensions are used to determine various things such as end diaphragm height and lateral wind area of the span, which are utilized in calculating dead and wind loads."]
[]
[]
[]
[null,"Number of girders in the cross-section"]
[]
[null,"Girder spacing normal to longitudinal axis",null,null,null,null,null,"ft"]
[]
[null,"Girder width ",null,null,null,null,null,"ft (maximum of top or bottom flange width at the abutment)"]
[null,{"$f":"IF(girdertype=\"I\",IF((ngirder-1)*G117+G119>width,\"Error - out-to-out of I-girders is greater than the out-to-out superstructure width, maximum spacing is approximately \"&FIXED((width-G119)/(ngirder-1),0,TRUE)&\" ft.\",IF((width-(ngirder-1)*G117)/2>G117,\"Warning - overhang is longer than girder spacing\",\"\")),IF((ngirder-1)*G117+G119>width,\"Error - out-to-out of box girders is greater than the out-to-out superstructure width.  For the current girder width \"&G119&\" ft, maximum spacing is approximately \"&FIXED((width-G119)/(ngirder-1),0,TRUE)&\" ft.\",IF((G117-G119)<0.084,\"Error - box beam spacing is too small, adjacent box beams are not permitted\",IF((G117-G119)<0.6*G119,\"Warning - box beam clear spacing is less than 60% of the beam width, adjacent box beams are not permitted, check beam spacing\",IF((width-(ngirder-1)*G117-G119)/2>(G117-G119),\"Warning - overhang is longer than girder clear spacing\",\"\")))))","v":"Error - box beam spacing is too small, adjacent box beams are not permitted"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B120,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(B120,5)=\"Warni\",1,0)","v":0}]
[]
[null,"Girder depth",null,null,null,null,null,"ft, see limits per DM-4 Ap.G.1.2.8"]
[null,{"$f":"+IF(G122>6,\"Warning - girders deeper than 6.0 ft require the written approval of the Chief Bridge Engineer as per DM-4 Ap. G1.2.8\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B123,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B123,5)=\"Warni\",1,0)","v":0}]
[]
[null,"Bearing pad thickness",null,null,null,null,null,"in, see DM-4 Ap.G.1.7"]
[null,{"$f":"IF(G125=0.75,\"\",\"Warning - bearing pad thickness is specified as 0.75 in (DM-4 Ap.G.1.7), altering it requires written permission from the Chief Bridge Engineer.\")","v":"Warning - bearing pad thickness is specified as 0.75 in (DM-4 Ap.G.1.7), altering it requires written permission from the Chief Bridge Engineer."},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B126,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B126,5)=\"Warni\",1,0)","v":1}]
[]
[null,"Deck + haunch thickness",null,null,null,null,null,"in"]
[null,{"$f":"IF(G128>18,\"Warning - deck + haunch thickness exceeds 18 in, check dimension\",\"\")","v":""}]
[null,"Barrier height",null,null,null,null,null,"ft"]
[]
[null,"Additional height due to cross slope etc.",null,null,null,null,null,"ft"]
[]
[null,"Total superstructure depth for wind analysis = top of Barrier to bottom of girder"]
[null,null,null,null,null,{"$f":"G130&\" ft + \"&G128&\" in / (12 in/ft) + \"&G122&\" ft + \"&G132&\" =\"","v":" ft +  in / (12 in/ft) +  ft +  ="},{"$f":"TEXT(G130+G128/12+G122+G132,\"0.000\")","v":"0.000"},"ft"]
[]
["The moment of inertia of the girders about the longitudinal axis of the bridge is calculated as illustrated in the figure below (five I-girders shown for illustrative purposes, the actual number of girders is used in the calculations).  This value is used later to determine girder reactions due to transverse and overturning loadings."]
[]
[]
[]
["Given a group of n girders, the second moment of inertia is calculated by summing the squares of the distances of the girders from the center of gravity of the girder group, or I = Sdi2.  For a single line of n equally spaced girders, the equation I = n (n2 - 1) L2 / 12 gives the same result, where n is the number of girders, and L is the girder spacing."]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,{"$f":"\"Moment of inertia of \"&ngirder&\" \"&IF(girdertype=\"I\",\"I-girders\",\"box girders\")&\" about the longitudinal axis of the bridge:\"","v":"Moment of inertia of  box girders about the longitudinal axis of the bridge:"}]
[null,null,null,null,null,{"$f":"+ngirder&\"(\"&ngirder&\"^2 - 1)((\"&G117&\" ft)^2)/12 =\"","v":"(^2 - 1)(( ft)^2)/12 ="},{"$f":"+G115*(G115-1)*(G115+1)*G117^2/12","v":0},"ft2"]
[]
["INTEGRAL ABUTMENT DATA"]
[]
["Given the geometry of the superstructure, the location of the proposed abutment, and the topography of the site, the geomety of the integral abutment can be calculated, and the wingwall lengths can be determined.  Many of the dimensions are set in the PennDOT standards (see BD-667M Standard Drawing)."]
[]
[]
[]
["The abutment length is measured along the line of bearing.  Note that specifying detached wingwalls later in the spreadsheet results in a slightly longer abutment (see BD-667M for detached wingwall details)."]
[]
[]
[null,"Abutment length ",null,null,null,{"$f":"\"(\"&+width&+IF(H240=\"D\",\"+2.333\",\"\")&\") / sin \"&skew&\" =\"","v":"() / sin  ="},{"$f":"+G76/SIN(I62)+IF(H240=\"D\",2*14/12/SIN(I62),0)","v":{"$error":"#DIV/0!"}},"ft"]
[]
["Per DM-4 Ap.G.1.4.1, the abutment width is set at 4 ft so that for any potential skew angle, the pile cap reinforcement can fit around the piles."]
[]
[]
[null,"Abutment width",null,null,null,null,4,"ft"]
[]
["Per DM-4 Ap.G.1.4.1, the minimum pile cap height is 3.25 ft.  The flexural design of the pile cap is based on the supplied minimum dimension.  There are a number of factors which can affect the maximum pile cap height.  These include, but are not limited to, bridge width and cross-slopes, superelevation, skew, etc."]
[]
[]
[]
["Although DM-4 Ap.G.1.4.1 permits the opposite ends of integral abutments to vary up to 1.5 ft in height due to superelevation (1 ft for skews less than 80o), sloping the bottom of the pile cap such that the ends are equal is recommended by PennDOT to simplify reinforcement details."]
[]
[]
[]
[null,"Left end pile cap height, dpc1",null,null,null,null,null,"ft"]
[]
[null,"Pile cap height at the crown of the roadway, or at the bridge midwidth for a superelevated roadway, dpc,cl"]
[null,null,null,null,null,null,null,"ft"]
[]
[null,"Right end pile cap height, dpc2",null,null,null,null,null,"ft"]
[null,{"$f":"IF(MIN(G183:G188)<3.25,\"Error - minimum pile cap height is 3.25 ft\",\"\")","v":"Error - minimum pile cap height is 3.25 ft"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B189,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(B189,5)=\"Warni\",1,0)","v":0}]
[null,"Difference between the height of the cap at the ends, |dpc1 - dpc2| =",null,null,null,null,null,null,{"$f":"\"| \"&FIXED(G183,3,TRUE)&\" - \"&FIXED(G188,3,TRUE)&\" | =\"","v":"| 0.000 - 0.000 | ="},{"$f":"+ABS(G183-G188)","v":0},"ft"]
[null,{"$f":"+IF(skew<80,IF(MAX(G183,G186,G188)-MIN(G183,G186,G188)>1,\"Error - difference between ends of pile cap are limited to 1 ft for skews less than 80 degrees - bottom of cap must be sloped\",\" \"),IF(MAX(G183,G186,G188)-MIN(G183,G186,G188)>1.5,\"Error - difference between ends of pile cap are limited to 1.5 ft for skews of 80 degrees or greater - bottom of cap must be sloped\",\" \"))","v":" "},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B191,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B191,5)=\"Warni\",1,0)","v":0}]
[]
["The previous three values are used to calculate an average pile cap height and assume a constantly sloping top of cap with a crown at the center, as illustrated in the figure below.  Only the minimum value is used to design the pile cap, the average value is used for selfweight calculations.  Note that if the cap does not have either a constant cross-slope or crown at the midwidth, the average pile cap height will not be precisely correct.  If a more exact selfweight is required, the maximum height at midwidth can be adjusted until the desired average pile cap height is attained."]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,"Average pile cap height",null,null,null,null,{"$f":"+\"(\"&G183&\"+\"&G188&\")/4 + \"&G186&\"/2 =\"","v":"(+)/4 + /2 ="},{"$f":"+(G183+G188)/4+G186/2","v":0},"ft"]
[]
["The end diaphragm height is equal to the deck and haunch thickness + girder depth + bearing pad depth."]
[null,"End diaphragm height",null,null,null,null,{"$f":"+G128&\"/12 + \"&G122&\" + \"&G125&\"/12 =\"","v":"/12 +  + /12 ="},{"$f":"+G122+G128/12+G125/12","v":0},"ft"]
[]
["The total average abutment height is equal to the end diaphragm height plus the average pile cap height."]
[null,"Total average abutment height",null,null,null,null,{"$f":"+FIXED(H207,3,TRUE)&\" + \"&FIXED(H204,3,TRUE)&\" =\"","v":"0.000 + 0.000 ="},{"$f":"+H204+H207","v":0},"ft"]
[]
["WINGWALL DATA"]
[]
["Per DM-4 Ap.G.1.4.4, one of three wingwall configurations can be used: attached rectangular wingwall, attached tapered wingwall and detached wingwall. The selection of the wingwall type depends on the girder depth, the bridge skew angle and wingwall length. The wingwall length needs to accomodate the MASH-compliant barrier end transition length which varies by barrier type. A 1 ft. chamfer is provided in the interior corner of the wingwall/abutment connection (see figure).  To use the standard details on BD-667M for an attached wingwall, the wingwall length must be within the limits set forth in Tables 1 - 3 on BD-667M, Sheet 5.  "]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,"Type of wingwall (R - Rectangular, T - Tapered, D - Detached)"]
[null,"Average Wingwall length (including 1 ft chamfer)*",null,null,null,null,null,null,"ft"]
[null,"* to use the standard details on BD-667M for an attached wingwall, the wingwall length must be within the limits set forth in Tables 1 - 3 on BD-667M, Sheet 5. ",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B242,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B242,5)=\"Warni\",1,0)","v":0}]
[]
["The wingwall dimensions are required for dead load calculations."]
[]
["The average wingwall height at the abutment back face is conservatively assumed to be equal to the average height of the abutment."]
[]
[]
[null,"Wingwall height at back face of abutment",null,null,null,null,{"$f":"+H210","v":0},"ft"]
[]
["Per DM-4 Ap.G.1.4.4, the height at the end is assumed to be either equal to the height at the abutment for rectangular (R) or detached (D) wingwalls, or 2 ft for tapered (T) wingwalls"]
[]
[]
[null,"Wingwall height at end",null,null,null,null,{"$f":"+IF(H240=\"T\",2,G249)","v":0},"ft"]
[]
["The attached wingwall thickness is assumed to be the same width as the typical concrete Barrier.  An effective average thickness is assumed for the abutment extension for detached wingwalls.  To obtain the effective width, the 10 in x 12 in overlap section (see BD-667M Standard Drawing) is smeared over the length of the stub."]
[]
[]
[]
[null,"Wingwall width",null,null,null,null,{"$f":"IF(H240=\"D\",1.6875+1.1667+10*12/144/H241,1.6875)","v":1.6875},"ft"]
[]
["LOAD DATA"]
[]
["Per AASHTO 1.3.2.1, the LRFD design philosophy employs the equation ShigiQi £ jRn = Rr. In this equation, gi is a load factor, Qi is a load effect, j is a resistance factor, Rn is a nominal resistance, and Rr is a factored resistance. This leaves the h i (eta) factor, which is a load modifier used to account for ductility, redundancy, and operational importance. h i,max is used when maximizing loads. h i,min is used when minimizing loads. DM-4 1.3.2.1 limits h i to not be less than 1.0 nor greater than 1.0."]
[]
[]
[]
[]
[]
[null,"h i factor"]
[null,{"$f":"IF(G270>1,\"Warning - eta factor is larger than the 1.0 value that PennDOT allows, check value\",IF(G270<1,\"Warning - eta factor is smaller than the 1.0 value that PennDOT allows, check value\",\"\"))","v":"Warning - eta factor is smaller than the 1.0 value that PennDOT allows, check value"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B271,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B271,5)=\"Warni\",1,0)","v":1}]
[null,"h i,max = h i ³ 1.00",null,null,null,null,{"$f":"IF(G270<0.95,0.95,G270)","v":0.95}]
[null,"h i,min = 1/h i £ 1.00",null,null,null,null,{"$f":"IF(1/G270>1,1,1/G270)","v":{"$error":"#DIV/0!"}}]
[]
[{"$f":"\"The loads applied to integral abutments are described in DM-4 Ap.G1.2.7. The unfactored girder design loads are available from the superstructure design performed using PennDOT's \"&IF(G33=\"S\",\"steel\",IF(G33=\"C\",\"prestressed concrete\",\"\"))&O275","v":"The loads applied to integral abutments are described in DM-4 Ap.G1.2.7. The unfactored girder design loads are available from the superstructure design performed using PennDOT's  girder design program.  Both the interior and exterior noncomposite girder design dead loads are required input, although if only the controlling value is known, it can be conservatively used for both.  The remaining composite dead loads should be the same whether they come from an interior or exterior girder design.  The maximum and minimum unfactored live loads, with impact and distribution factors included, are also required input.  The reaction and rotation distribution factors are required as well, so that they can be divided out to get the reaction and rotation per traffic lane, respectively.  These values are available directly from the PennDOT beam design programs.  Either the exterior or interior girder design can be used for the live load values, as long as all the values (reactions, rotations, and distribution factors) come from the same girder design.  Additional loads are calculated later."},null,null,null,null,null,null,null,null,null,null,null,null,null," girder design program.  Both the interior and exterior noncomposite girder design dead loads are required input, although if only the controlling value is known, it can be conservatively used for both.  The remaining composite dead loads should be the same whether they come from an interior or exterior girder design.  The maximum and minimum unfactored live loads, with impact and distribution factors included, are also required input.  The reaction and rotation distribution factors are required as well, so that they can be divided out to get the reaction and rotation per traffic lane, respectively.  These values are available directly from the PennDOT beam design programs.  Either the exterior or interior girder design can be used for the live load values, as long as all the values (reactions, rotations, and distribution factors) come from the same girder design.  Additional loads are calculated later."]
[]
[]
[]
[]
[]
[]
[]
[]
[]
["Dead Load Reactions - Unfactored:"]
[null,"Non-composite DC1 loads - include girder, deck, haunch, interior diaphragms"]
[null,null,"Interior girder, DC1",null,null,null,null,"k"]
[null,null,"Exterior girder, DC1",null,null,null,null,"k"]
[null,"Composite DC2 loads - include Barriers"]
[null,null,"Interior girder, DC2",null,null,null,null,"k"]
[null,null,"Exterior girder, DC2",null,null,null,{"$f":"+G290","v":0},"k"]
[null,"Composite DW loads - include future wearing surface"]
[null,null,"Interior girder, DW",null,null,null,null,"k"]
[null,null,"Exterior girder, DW",null,null,null,{"$f":"+G293","v":0},"k"]
[]
["Live load reaction distribution factor"]
["Live load rotation distribution factor"]
[]
["Live Load Reactions - Unfactored from girder design program (distribution and impact factor included):"]
[null,"PHL-93",null,"max",null,null,null,"k"]
[null,null,null,"min",null,null,null,"k"]
[null,"P-82",null,"max",null,null,null,"k"]
[null,null,null,"min",null,null,null,"k"]
[null,{"$f":"IF(LLphl93max*LLphl93min>0,\"Warning - max loads should be positive, min loads should be negative or zero\",IF(LLp82max*LLp82min>0,\"Warning - max loads should be positive, min loads should be negative or zero\",IF(curbwidth=0,\"Warning - curb-to-curb width = 0, make sure vehicular loads are appropriate for a pedestrian bridge\",\"\")))","v":"Warning - curb-to-curb width = 0, make sure vehicular loads are appropriate for a pedestrian bridge"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B304,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B304,5)=\"Warni\",1,0)","v":1}]
["Live Load Reactions - Unfactored - distribution factor removed - reaction due to live load on one traffic lane:"]
[null,"PHL-93",null,"max",null,{"$f":"\"(\"&G300&\")/(\"&$G$296&\") = \"","v":"()/() = "},{"$f":"+G300/$G$296","v":{"$error":"#DIV/0!"}},"k"]
[null,null,null,"min",null,{"$f":"\"(\"&G301&\")/(\"&$G$296&\") = \"","v":"()/() = "},{"$f":"+G301/$G$296","v":{"$error":"#DIV/0!"}},"k"]
[null,"P-82",null,"max",null,{"$f":"\"(\"&G302&\")/(\"&$G$296&\") = \"","v":"()/() = "},{"$f":"+G302/$G$296","v":{"$error":"#DIV/0!"}},"k"]
[null,null,null,"min",null,{"$f":"\"(\"&G303&\")/(\"&$G$296&\") = \"","v":"()/() = "},{"$f":"+G303/$G$296","v":{"$error":"#DIV/0!"}},"k"]
[]
["Per DM-4 Ap.G.1.2.7.2, the total pedestrian load reaction at the abutment is calculated assuming the approach slab and the first span are simply supported.  The first span portion is calculated here, the approach slab portion is added in with the approach slab loads.  The pedestrian load per unit area is as specified in DM-4 3.6.1.6 and the total width of sidewalk input earlier is used.  This reaction is then distributed equally to all girders and piles."]
[]
[]
[]
[]
[null,"Pedestrian",null,"max",null,{"$f":"\"(\"&FIXED(IF(curbwidth=0,0.085,IF(G300=0,IF(G301=0,IF(G302=0,IF(G303=0,0.085,0.075),0.075),0.075),0.075)),3,TRUE)&\")(\"&FIXED(G73,0,TRUE)&\")(\"&FIXED(G56,0,TRUE)&\")/2 =\"","v":"(0.085)(0)(0)/2 ="},{"$f":"IF(curbwidth=0,0.085,IF(G300=0,IF(G301=0,IF(G302=0,IF(G303=0,0.085,0.075),0.075),0.075),0.075))*G73*(G56)/2","v":0},"k"]
[null,null,null,"min",null,null,0,"k"]
[{"$f":"A262&\" - Cont'd\"","v":"LOAD DATA - Cont'd"}]
[]
["Choose the load factors to be used for the DW loads.  For new construction or analysis of existing construction, where no future wearing surface is present, the DW load factors are taken as 1.50 max and 0.00 min.  For bridges where a future wearing surface is present, the DW load factors are taken as 1.50 max and 0.65 min.  Typically, the future wearing surface will not be currently present - N."]
[]
[]
[]
[null,"Future wearing surface currently present (Y or N)?"]
[null,"DW load factors",null,null,"Maximum =",1.5,"Minimum =",{"$f":"IF(H324=\"Y\",0.65,IF(H324=\"N\",0,\"Error - must be Y or N above\"))","v":"Error - must be Y or N above"},null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(H325,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(H325,5)=\"Warni\",1,0)","v":0}]
[]
["The extreme girder reactions, interior or exterior, are (conservatively) required for the design of the abutment pile cap.  The total reaction with all lanes loaded, or the average pile reaction, is required for the pile design, which also requires both interior and exterior girder reactions.  Note:  The hi factor is included here."]
[]
[]
[]
["Factored Dead + Live Reaction for Interior Girder:"]
[null,"Strength I"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!E6&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!E7,2,TRUE)&\"(\"&Main!G293&\") + \"&'Load Factors'!E12&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!E6*(Main!G287+Main!G290)+'Load Factors'!E7*Main!G293+'Load Factors'!E12*Main!G306*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!F6,2,TRUE)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!F7,2,TRUE)&\"(\"&Main!G293&\")] + \"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"[\"&FIXED('Load Factors'!F12,2,TRUE)&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!F6*(Main!G287+Main!G290)+'Load Factors'!F7*Main!G293)+IF(Main!G307<0,etamax,etamin)*('Load Factors'!F12*Main!G307*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength IP"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!G6&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!G7,2,TRUE)&\"(\"&Main!G293&\") + \"&'Load Factors'!G13&\"(\"&Main!G316&\")/\"&ngirder&\" + \"&'Load Factors'!G12&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!G6*(Main!G287+Main!G290)+'Load Factors'!G7*Main!G293+'Load Factors'!G12*Main!G306*nlane/ngirder+'Load Factors'!G13*Main!G316/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!H6,2,TRUE)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!H7,2,TRUE)&\"(\"&Main!G293&\") + \"&FIXED('Load Factors'!H13,2,TRUE)&\"(\"&FIXED(Main!G317,2,TRUE)&\")/\"&ngirder&\"] + \"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"[\"&'Load Factors'!H12&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!H6*(Main!G287+Main!G290)+'Load Factors'!H7*Main!G293+'Load Factors'!H13*Main!G317/ngirder)+IF(Main!G307<0,etamax,etamin)*('Load Factors'!H12*Main!G307*nlane/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength II"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!I6&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!I7,2,TRUE)&\"(\"&Main!G293&\") + \"&'Load Factors'!I12&\"[\"&FIXED(Main!G308,2,TRUE)&\"+\"&FIXED(Main!G306,2,TRUE)&\"(\"&nlane2&\"-1)]/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!I6*(Main!G287+Main!G290)+'Load Factors'!I7*Main!G293+'Load Factors'!I12*(Main!G308+Main!G306*(nlane2-1))/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!J6,2,TRUE)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!J7,2,TRUE)&\"(\"&Main!G293&\")] + \"&'Load Factors'!J12&\"[(\"&IF(Main!G309<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\")(\"&FIXED(Main!G309,2,TRUE)&\")+(\"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\")(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\"-1)]/\"&ngirder&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!J6*(Main!G287+Main!G290)+'Load Factors'!J7*Main!G293)+'Load Factors'!J12*(IF(Main!G309<0,etamax,etamin)*Main!G309+IF(Main!G307<0,etamax,etamin)*Main!G307*(nlane2-1))/ngirder","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength III"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!K6&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!K7,2,TRUE)&\"(\"&Main!G293&\")] =\"","v":"0.95[1.25(+) + 1.50()] ="},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!K6*(Main!G287+Main!G290)+'Load Factors'!K7*Main!G293)","v":0},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!L6,2,TRUE)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!L7,2,TRUE)&\"(\"&Main!G293&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!L6*(Main!G287+Main!G290)+'Load Factors'!L7*Main!G293)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength V"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!M6&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!M7,2,TRUE)&\"(\"&Main!G293&\") + \"&'Load Factors'!M12&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!M6*(Main!G287+Main!G290)+'Load Factors'!M7*Main!G293+'Load Factors'!M12*Main!G306*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!N6,2,TRUE)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!N7,2,TRUE)&\"(\"&Main!G293&\")] + \"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"[\"&'Load Factors'!N12&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!N6*(Main!G287+Main!G290)+'Load Factors'!N7*Main!G293)+IF(Main!G307<0,etamax,etamin)*('Load Factors'!N12*Main!G307*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
["Factored Dead + Live Reaction for Exterior Girder:"]
[null,"Strength I"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!E6&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!E7,2,TRUE)&\"(\"&Main!G294&\") + \"&'Load Factors'!E12&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!E6*(Main!G288+Main!G291)+'Load Factors'!E7*Main!G294+'Load Factors'!E12*Main!G306*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!F6,2,TRUE)&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!F7,2,TRUE)&\"(\"&Main!G294&\")] + \"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"[\"&'Load Factors'!F12&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!F6*(Main!G288+Main!G291)+'Load Factors'!F7*Main!G294)+IF(Main!G307<0,etamax,etamin)*('Load Factors'!F12*Main!G307*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength IP"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!G6&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!G7,2,TRUE)&\"(\"&Main!G294&\") + \"&'Load Factors'!G13&\"(\"&Main!G316&\")/\"&ngirder&\" + \"&'Load Factors'!G12&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!G6*(Main!G288+Main!G291)+'Load Factors'!G7*Main!G294+'Load Factors'!G12*Main!G306*nlane/ngirder+'Load Factors'!G13*Main!G316/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!H6,2,TRUE)&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!H7,2,TRUE)&\"(\"&Main!G294&\") + \"&FIXED('Load Factors'!H13,2,TRUE)&\"(\"&FIXED(G317,2,TRUE)&\")/\"&ngirder&\"] + \"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"[\"&'Load Factors'!H12&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!H6*(Main!G288+Main!G291)+'Load Factors'!H7*Main!G294+'Load Factors'!H13*Main!G317/ngirder)+IF(Main!G307<0,etamax,etamin)*('Load Factors'!H12*Main!G307*nlane/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength II"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!I6&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!I7,2,TRUE)&\"(\"&Main!G294&\") + \"&'Load Factors'!I12&\"[\"&FIXED(Main!G308,2,TRUE)&\"+\"&FIXED(Main!G306,2,TRUE)&\"(\"&nlane2&\"-1)]/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!I6*(Main!G288+Main!G291)+'Load Factors'!I7*Main!G294+'Load Factors'!I12*(Main!G308+Main!G306*(nlane2-1))/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!J6,2,TRUE)&\"(\"&Main!G288&\"+\"&Main!G291&\") +\"&FIXED('Load Factors'!J7,2,TRUE)&\"(\"&Main!G294&\")] + \"&'Load Factors'!J12&\"[(\"&IF(Main!G309<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\")(\"&FIXED(Main!G309,2,TRUE)&\")+(\"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\")(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\"-1)]/\"&ngirder&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!J6*(Main!G288+Main!G291)+'Load Factors'!J7*Main!G294)+'Load Factors'!J12*(IF(Main!G309<0,etamax,etamin)*Main!G309+IF(Main!G307<0,etamax,etamin)*Main!G307*(nlane2-1))/ngirder","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength III"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!K6&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!K7,2,TRUE)&\"(\"&Main!G294&\")] =\"","v":"0.95[1.25(+0) + 1.50(0)] ="},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!K6*(Main!G288+Main!G291)+'Load Factors'!K7*Main!G294)","v":0},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!L6,2,TRUE)&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!L7,2,TRUE)&\"(\"&Main!G294&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!L6*(Main!G288+Main!G291)+'Load Factors'!L7*Main!G294)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Strength V"]
[null,null,"max",{"$f":"FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!M6&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!M7,2,TRUE)&\"(\"&Main!G294&\") + \"&'Load Factors'!M12&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*('Load Factors'!M6*(Main!G288+Main!G291)+'Load Factors'!M7*Main!G294+'Load Factors'!M12*Main!G306*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!N6,2,TRUE)&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!N7,2,TRUE)&\"(\"&Main!G294&\")] + \"&IF(Main!G307<0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"[\"&'Load Factors'!N12&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamin*('Load Factors'!N6*(Main!G288+Main!G291)+'Load Factors'!N7*Main!G294)+IF(Main!G307<0,etamax,etamin)*('Load Factors'!N12*Main!G307*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
[{"$f":"A318","v":"LOAD DATA - Cont'd"}]
[]
["When designing integral abutments, only the girder rotations that are transferred to the piles are needed.  Most dead load rotations occur prior to pouring the end diaphragm, and therefore will not be transferred to the piles.  The exception to this is any composite dead loads such as future wearing surface or Barriers.  The extreme live load and composite dead load girder rotations are conservatively used as the design rotations for the piles.  The unfactored live load and composite dead load rotations are available from the girder design."]
[]
[]
[]
[]
[]
["Unfactored Live Load rotations per girder (including distribution factor):"]
[]
[null,"PHL-93"]
[null,null,"max",null,"radians",{"$f":"+D384*180/PI()","v":0},"degrees",{"$f":"IF(phl93rotmax<0,\"Warning - Maximum rotation should be positive.\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(H384,5)=\"Warni\",1,0)","v":0}]
[null,null,"min",null,"radians",{"$f":"+D385*180/PI()","v":0},"degrees",{"$f":"IF(phl93rotmin>0,\"Warning - Minimum rotation should be negative.\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(H385,5)=\"Warni\",1,0)","v":0}]
[]
[null,"P-82"]
[null,null,"max",null,"radians",{"$f":"+D388*180/PI()","v":0},"degrees",{"$f":"IF(p82rotmax<0,\"Warning - Maximum rotation should be positive.\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,0]
[null,null,"min",null,"radians",{"$f":"+D389*180/PI()","v":0},"degrees",{"$f":"IF(p82rotmin>0,\"Warning - Minimum rotation should be negative.\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,0]
[null,{"$f":"IF(phl93rotmax*phl93rotmin>0,\"Warning - max and min live load rotations should be opposite signs (or one should be zero)\",IF(p82rotmax*p82rotmin>0,\"Warning - max and min live load rotations should be opposite signs (or one should be zero)\",\"\"))","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B390,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B390,5)=\"Warni\",1,0)","v":0}]
["The rotations above are the single girder unfactored rotations.  To get the average girder rotations required for the design of integral abutments, the maximum number of traffic lanes on the bridge are loaded and the loads are assumed equally distributed to all girders.  To accomplish this using the above results from the girder design program, the rotation distribution factor is divided out to get the rotation of the full traffic lane applied to one girder.  Then, the result is multiplied by the number of lanes and divided by the number of girders in the bridge."]
[]
[]
[]
[]
[]
["Average Live Load rotations per girder:"]
[]
[null,"PHL-93"]
[null,null,"max",{"$f":"\"(\"&FIXED(D384,6,TRUE)&\"/\"&distrfactrot&\")(\"&nlane2&\"/\"&ngirder&\") =\"","v":"(0.000000/)(0/) ="},null,null,{"$f":"D384/distrfactrot*(nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+G400*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[null,null,"min",{"$f":"\"(\"&FIXED(D385,6,TRUE)&\"/\"&distrfactrot&\")(\"&nlane2&\"/\"&ngirder&\") =\"","v":"(0.000000/)(0/) ="},null,null,{"$f":"D385/distrfactrot*(nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+G401*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[]
[null,"P-82"]
[null,null,"max",{"$f":"\"(\"&FIXED(D388,6,TRUE)&\"/\"&distrfactrot&\")(\"&nlane2&\"/\"&ngirder&\") =\"","v":"(0.000000/)(0/) ="},null,null,{"$f":"D388/distrfactrot*(nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+G404*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[null,null,"min",{"$f":"\"(\"&FIXED(D389,6,TRUE)&\"/\"&distrfactrot&\")(\"&nlane2&\"/\"&ngirder&\") =\"","v":"(0.000000/)(0/) ="},null,null,{"$f":"D389/distrfactrot*(nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+G405*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[]
[]
[{"$f":"\"The total rotation of any composite dead load rotations (unfactored), e.g. future wearing surface and Barriers, can be input here.  This value will be factored using the maximum DW load factor, \"&FIXED('Load Factors'!E7,2,TRUE)&\".\"","v":"The total rotation of any composite dead load rotations (unfactored), e.g. future wearing surface and Barriers, can be input here.  This value will be factored using the maximum DW load factor, 1.50."}]
[]
[]
[null,"Total rotation of composite dead load rotations",null,null,null,null,null,"radians",{"$f":"+G411*180/PI()","v":0},"degrees"]
[null,{"$f":"IF(dwrot<0,\"Warning - Rotation is typically positive - Verify\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B412,5)=\"Warni\",1,0)","v":0}]
["Maximum factored rotations are calculated here.  The DM-4 allows the P-82 permit load to be placed in only one lane, with PHL-93 load in the remaining lanes.  If the P-82 rotation controls the girder design the abutment design rotations are adjusted accordingly to account for P-82 on one lane and PHL-93 on all other lanes.  The maximum load factor is used for both the maximum (positive) and minimum (negative) values."]
[]
[]
[]
[]
["Average factored live load + future dead load rotations (including eta factor):"]
[]
["max"]
[{"$f":"\"(\"&FIXED(etamax,2,TRUE)&\")[\"&IF((ABS(G404)/nlane2+ABS(G400)*(nlane2-1)/nlane2)*'Load Factors'!I12>ABS(G400)*'Load Factors'!E12,\"(\"&'Load Factors'!I12&\")(\"&FIXED(G404,6,TRUE)&\"/\"&nlane2&\" + \"&FIXED(G400,6,TRUE)&\"(\"&nlane2&\"-1)/\"&nlane2&\") + (\"&FIXED('Load Factors'!I7,2,TRUE)&\")(\"&IF(G411*phl93rotmax<0,\"0.000000\",FIXED(G411,6,TRUE))&\")] =\",\"(\"&'Load Factors'!E12&\")(\"&FIXED(G400,6,TRUE)&\") + (\"&FIXED('Load Factors'!E7,2,TRUE)&\")(\"&IF(G411*phl93rotmax<0,\"0.000000\",FIXED(G411,6,TRUE))&\")] =\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*(IF((ABS(G404)/nlane2+ABS(G400)*(nlane2-1)/nlane2)*'Load Factors'!I12>ABS(G400)*'Load Factors'!E12,'Load Factors'!I12*(G404/nlane2+G400*(nlane2-1)/nlane2)+'Load Factors'!I7*IF(G411*phl93rotmax<0,0,G411),'Load Factors'!E12*Main!G400+'Load Factors'!E7*IF(G411*phl93rotmax<0,0,G411)))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+H421*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[null,{"$f":"\"Controlling load: \"&IF((ABS(G404)/nlane2+ABS(G400)*(nlane2-1)/nlane2)*1.35>ABS(G400)*1.75,\"one lane P-82, remaining lanes PHL-93\",\"PHL-93 all lanes\")","v":{"$error":"#DIV/0!"}}]
[]
["min"]
[{"$f":"\"(\"&FIXED(etamax,2,TRUE)&\")[\"&IF((ABS(G405)/nlane2+ABS(G401)*(nlane2-1)/nlane2)*'Load Factors'!I12>ABS(G401)*'Load Factors'!E12,\"(\"&'Load Factors'!I12&\")(\"&FIXED(G405,6,TRUE)&\"/\"&nlane2&\" + \"&FIXED(G401,6,TRUE)&\"(\"&nlane2&\"-1)/\"&nlane2&\") + (\"&FIXED('Load Factors'!I7,2,TRUE)&\")(\"&IF(G411*phl93rotmax<0,FIXED(G411,6,TRUE),\"0.000000\")&\")] =\",\"(\"&'Load Factors'!E12&\")(\"&FIXED(G401,6,TRUE)&\") + (\"&FIXED('Load Factors'!E7,2,TRUE)&\")(\"&IF(G411*phl93rotmax<0,FIXED(G411,6,TRUE),\"0.000000\")&\")] =\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"etamax*(IF((ABS(G405)/nlane2+ABS(G401)*(nlane2-1)/nlane2)*'Load Factors'!I12>ABS(G401)*'Load Factors'!E12,'Load Factors'!I12*(G405/nlane2+G401*(nlane2-1)/nlane2)+'Load Factors'!I7*IF(G411*phl93rotmax<0,G411,0),'Load Factors'!E12*G401+'Load Factors'!E7*IF(G411*phl93rotmax<0,G411,0)))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+H425*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[null,{"$f":"\"Controlling load: \"&IF((ABS(G405)/nlane2+ABS(G401)*(nlane2-1)/nlane2)*1.35>ABS(G401)*1.75,\"one lane P-82, remaining lanes PHL-93\",IF((ABS(G405)/nlane2+ABS(G401)*(nlane2-1)/nlane2)*1.35<ABS(G401)*1.75,\"PHL-93 all lanes\",\"\"))","v":{"$error":"#DIV/0!"}}]
[]
[{"$f":"A373","v":"LOAD DATA - Cont'd"}]
[]
["Additional Loads"]
["Additional loads due to wind and centrifugal force are calculated here.  The approach slab dead and live loads, and wingwall and abutment dead loads are calculated in the next section."]
[]
[]
["Wind Loads"]
["The appropriate wind pressure on the structure is input here and discussed in DM-4 Ap.G1.2.7.3 and AASHTO 3.8."]
[]
[null,"Wind on structure",null,null,null,"Transverse pressure =",null,"ksf"]
[null,{"$f":"IF(windpressure*G135<0.3,\"Warning - wind pressure per foot less than the minimum width pressure of 0.300 klf per AASHTO 3.8.1.2.1.\",\" \")","v":"Warning - wind pressure per foot less than the minimum width pressure of 0.300 klf per AASHTO 3.8.1.2.1."},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B438,5)=\"Warni\",1,0)","v":1}]
[]
["The wind forces on the abutment are calculated assuming only the bridge span adjacent to the abutment contributes to the load, and that the span is simply supported laterally (half of the wind force on the end span is resisted by the abutment)."]
[]
[]
[null,{"$f":"\"Lateral force = (\"&G437&\")(\"&G56&\")(\"&TEXT(G135,\"0.000\")&\")/\"&2&\" = \"","v":"Lateral force = ()()(0.000)/2 = "},null,null,null,null,{"$f":"+G437*G56*G135/2","v":0},"k"]
[]
["Uplift wind pressure is defined as a constant 0.020 ksf per AASHTO 3.8.2.  The force from this pressure is assumed to act as a line load at a distance of 1/4 of the out-to-out width of the bridge from the edge of the bridge."]
[]
[]
[null,"Uplift force (acts @ 1/4 point)",null,null,null,"pressure =",0.02,"ksf"]
[]
[null,{"$f":"\"Uplift Force = (-\"&FIXED(G448,3,TRUE)&\")(\"&G56&\")(\"&G76&\")/\"&2&\" =\"","v":"Uplift Force = (-0.020)()()/2 ="},null,null,null,null,{"$f":"-G448*G56*G76/2","v":0},"k"]
[]
[null,{"$f":"\"Moment about the longitudinal axis of the bridge = -(\"&FIXED(G450)&\")(\"&G76&\")/4 =\"","v":"Moment about the longitudinal axis of the bridge = -(0.00)()/4 ="},null,null,null,null,null,null,{"$f":"-G450*G76/4","v":0},"k-ft"]
[]
["Wind on live load is taken as 0.100 klf acting at 6 ft above the deck per AASHTO 3.8.1.3."]
[]
[null,"Wind on live load",null,null,null,"distributed force =",0.1,"klf"]
[]
[null,{"$f":"\"Wind on live load lateral force = (\"&FIXED(G456,3,TRUE)&\")(\"&G56&\")/2 =\"","v":"Wind on live load lateral force = (0.100)()/2 ="},null,null,null,null,{"$f":"+G456*G56/2","v":0},"k"]
[]
["Centrifugal force"]
["Integral abutments are permitted for curved bridges as long as the girders are straight and parallel within each span, and approval is obtained from the Chief Bridge Engineer as discussed in DM-4 Ap.G.1.2.3.  Despite the limited curvature this allows, centrifugal forces can be generated.  The centrifugal force and any other lateral forces other than wind forces contributing to overturning moments can be input here.  This force will be assumed to act perpendicular to the longitudinal axis of the bridge at a distance 6 ft above the roadway surface.  Refer to AASHTO 3.6.3 for discussion on calculating centrifugal force."]
[]
[]
[]
[]
[]
[null,"Centrifugal force",null,null,null,null,null,"k"]
[{"$f":"A428","v":"LOAD DATA - Cont'd"}]
[]
["Girder and Pile Reactions"]
["Girder and pile reactions are calculated assuming overturning moments are resisted by vertical forces only."]
[]
["Girder reactions due to wind and centrifugal forces:"]
["The top of deck to the top of the pile cap is equal to the end diaphragm height."]
[null,{"$f":"\"Top of deck to the top of the pile cap = \"","v":"Top of deck to the top of the pile cap = "},null,null,null,null,{"$f":"+diaphragm","v":0},"ft"]
[]
["The moment due to the wind on the superstructure is equal to the wind force times half the depth of the structure plus the bearing pad depth."]
[]
[null,{"$f":"\"Wind on structure moment = (\"&FIXED(G443)&\")[(\"&FIXED(G135)&\"/2)+\"&G125&\"/12] =\"","v":"Wind on structure moment = (0.00)[(0.00/2)+/12] ="},null,null,null,null,null,{"$f":"+G443*(G135/2+G125/12)","v":0},"k-ft"]
[]
["The moment of the wind on the live load is equal to the force times the moment arm which is equal to the distance from the top of the pile cap to the top of the deck plus 6 ft."]
[]
[null,{"$f":"\"Wind on live load moment = (\"&FIXED(G458)&\")(\"&FIXED(G475,3,TRUE)&\"+6) =\"","v":"Wind on live load moment = (0.00)(0.000+6) ="},null,null,null,null,{"$f":"+G458*(G475+6)","v":0},"k-ft"]
[]
["The moment of the centrifugal force is equal to the centrifugal force times the moment arm which is also equal to the distance from the top of the pile cap to the top of the deck plus 6 ft. "]
[]
[null,{"$f":"\"Centrifugal moment = (\"&FIXED(G467)&\")(\"&FIXED(G475,3,TRUE)&\"+6) =\"","v":"Centrifugal moment = (0.00)(0.000+6) ="},null,null,null,null,{"$f":"+G467*(G475+6)","v":0},"k-ft"]
[]
["The unfactored extreme reactions per girder for wind loads are calculated assuming the vertical wind forces are distributed equally to all girders, and the moments are resisted by vertical reactions of the girders (see figure below - note that five I-girders are used for illustrative purposes only - actual number of girders used in calculations).  Forces due to the moments are calculated assuming the superstructure acts as a rigid member transversely, and the vertical force is proportional to the distance from the center of gravity of the girder group.  The force at any girder is equal to the moment times the distance from the midwidth of the bridge divided by the second moment of inertia.  The extreme overturning reactions are therefore at the exterior girders."]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,"Extreme girder reactions due to wind on the structure"]
[null,"WS"]
[null,null,"max",{"$f":"\"(\"&FIXED(H479,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"(0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"H479*(G115-1)*G117/(2*G157)","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"\"-(\"&FIXED(H479,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"-(0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"-H479*(G115-1)*G117/(2*G157)","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[null,"Extreme forces due to uplift"]
[null,"Uplift"]
[null,null,"max",{"$f":"+FIXED(G450,2,TRUE)&\"/\"&G115&\" + (\"&FIXED(I452,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"0.00/ + (0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"+G450/G115+I452*(G115-1)*G117/(2*G157)","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"+FIXED(G450,2,TRUE)&\"/\"&G115&\" - (\"&FIXED(I452,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"0.00/ - (0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"+G450/G115-I452*(G115-1)*G117/(2*G157)","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[null,"Extreme forces due to wind on live load"]
[null,"WL"]
[null,null,"max",{"$f":"\"(\"&FIXED(G483,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"(0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"(G483*(G115-1)*G117/(2*G157))","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"\"-(\"&FIXED(G483,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"-(0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"-(G483*(G115-1)*G117/(2*G157))","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[null,"Extreme forces due to centrifugal forces"]
[null,"CE"]
[null,null,"max",{"$f":"\"(\"&FIXED(G487,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"(0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"(G487*(G115-1)*G117/(2*G157))","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"\"-(\"&FIXED(G487,2,TRUE)&\")(\"&G115&\"-1)(\"&G117&\")/(2*\"&G157&\") =\"","v":"-(0.00)(-1)()/(2*0) ="},null,null,null,{"$f":"-(G487*(G115-1)*G117/(2*G157))","v":{"$error":"#DIV/0!"}},"k/girder"]
["PILE DATA"]
["Choose a trial pile section at this point.  The pile dimensions are needed for the pile location check.  The pile moment of inertia is used to calculate the thermally induced forces in the piles.  The pile properties are also required to run the LPile computer program.  Two types of piles are permitted for integral abutments, steel H-piles or concrete filled pipe piles. Note: Reduced pile section properties are based on 1/16\" section loss in accordance with DM-4 10.7.5.2P."]
[]
[]
[]
[]
["Type of piles H - HP shape, P - pipe"]
["Is a pile analysis for scour required?"]
[]
[{"$f":"IF(G535=\"H\",+Hpiles,IF(G535=\"P\",+pipepiles,\"Error - invalid pile type entered\"))","v":"Error - invalid pile type entered"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(A538,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(A538,5)=\"Warni\",1,0)","v":0}]
[]
[]
[]
[null,null,null,null,null,null,null,null,null,null,{"$f":"IF(G535=\"H\",\"HP Section Shapes\",\"\")","v":""}]
[null,"Pile Properties",null,null,null,null,null,null,{"$f":"IF(G535=\"H\",IF(ISNA('Pile Data'!B28)=TRUE,\"HP pile designation must match EXACTLY one of those in list at right\",\"\"),\"\")","v":""},null,{"$f":"IF(G535=\"H\",\"Full Section\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"Reduced Section\",\"\")","v":""}]
[null,null,"Pile designation",null,null,null,null,null,null,null,{"$f":"IF(G535=\"H\",\"HP14x117\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP14x117R\",\"\")","v":""}]
[null,null,"Yield stress of pile steel, Fy",null,null,null,null,"ksi",null,null,{"$f":"IF(G535=\"H\",\"HP14x102\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP14x102R\",\"\")","v":""}]
[null,null,{"$f":"IF(G535=\"P\",\"Compressive strength of pile concrete, f'c\",IF(G535=\"H\",\"Pile section depth, d\",\"\"))","v":""},null,null,null,null,{"$f":"IF(G535=\"P\",\"ksi\",IF(G535=\"H\",\"in\",\"\"))","v":""},null,null,{"$f":"IF(G535=\"H\",\"HP14x89\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP14x89R\",\"\")","v":""}]
[null,null,{"$f":"IF(G535=\"H\",\"Flange width, bf\",IF(G535=\"P\",\"Pipe outside diameter, Do\",\"\"))","v":""},null,null,null,null,"in",null,null,{"$f":"IF(G535=\"H\",\"HP14x73\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP14x73R\",\"\")","v":""}]
[null,null,{"$f":"IF(G535=\"H\",\"Flange thickness, tf\",IF(G535=\"P\",\"Pipe thickness, tp\",\"\"))","v":""},null,null,null,null,"in",null,null,{"$f":"IF(G535=\"H\",\"HP12x84\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP12x84R\",\"\")","v":""}]
[null,null,{"$f":"IF(G535=\"H\",\"Pile Area, Ap\",IF(G535=\"P\",\"Pile area transformed to steel, Atr\",\"\"))","v":""},null,null,null,null,"in2",null,null,{"$f":"IF(G535=\"H\",\"HP12x74\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP12x74R\",\"\")","v":""}]
[null,null,"Moment of inertia, Iy-y",null,null,null,null,"in4",null,null,{"$f":"IF(G535=\"H\",\"HP12x63\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP12x63R\",\"\")","v":""}]
[null,null,"Elastic section modulus, Sy-y",null,null,null,null,"in3",null,null,{"$f":"IF(G535=\"H\",\"HP12x53\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP12x53R\",\"\")","v":""}]
[null,null,"Radius of gyration, ry-y",null,null,null,null,"in",null,null,{"$f":"IF(G535=\"H\",\"HP10x57\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP10x57R\",\"\")","v":""}]
[null,null,"Plastic section modulus, Zy-y",null,null,null,null,"in3",null,null,{"$f":"IF(G535=\"H\",\"HP10x42\",\"\")","v":""},{"$f":"IF(G535=\"H\",\"HP10x42R\",\"\")","v":""}]
[]
[]
["Choose a pile layout.  If a geotechnical report is available with a calculated pile capacity, a preliminary number of piles can be found by dividing the total factored dead + live girder reactions by the given pile capacity and rounding up to the next highest integer.  If no pile load capacity is available, use an estimate of the load capacity based on the soil conditions.  The maximum pile spacing is 10 ft per DM-4 Ap.G.1.4.2.  Per DM-4 10.7.1.2, the minimum pile spacing is the larger of 3 ft, or 2.5 times the diameter for round piles, or 2.5 times the diagonal dimension for H-piles.  Note that the approximate range of allowed pile spacing calculated below is based on the calculated minimum and maximum pile edge distances.  The pile location check made below should flag any erroneous spacings attempted, however."]
[]
[]
[]
[]
[]
[]
[]
[null,{"$f":"\"The maximum total factored dead + live girder reactions = \"&\"(\"&FIXED(MAX(K354:K371),2,TRUE)&\")(2) + (\"&FIXED(MAX(K333:K350),2,TRUE)&\")(\"&(ngirder-2)&\") =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,{"$f":"+MAX(K333:K350)*(ngirder-2)+MAX(K354:K371)*2","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Number of piles"]
[null,{"$f":"IF((G168-5)/(G566-1)>10,\"Warning - pile spacing is too large, increase number of piles\",IF((G168-3)/(G566-1)<3,\"Warning - pile spacing is too small, decrease number of piles\",\"Approximate range of allowed pile spacing for \"&G566&\" piles is about \"&FIXED((G168-2*G576)/(G566-1),2,TRUE)&\" ft to \"&FIXED((G168-2*G575)/(G566-1),2,TRUE)&\" ft\"))","v":{"$error":"#DIV/0!"}}]
[null,"Chosen pile spacing along abutment",null,null,null,null,null,"ft"]
[null,"Total pile length, Ltot = ",null,null,null,null,null,"ft"]
[]
["The minimum and maximum edge distance for the end piles is measured along the skew from the centerline of the end pile to the end of the abutment per DM-4 Ap.G.1.4.2.1 and BD-667M. This criteria is intended to keep the piles close to the end of the integral abutment in order to provide support for the attached wingwalls, without getting too close to the end of the abutment."]
[]
[]
[]
[null,"Minimum edge distance to centerline of piles",null,null,null,null,{"$f":"TEXT(MAX(1.5,IF(H240=\"D\",(1.6875+14/12+IF(piletype=\"H\",piledepth,pilewidth)/12/2)/(SIN(PI()*skew/180))),(1.6875+IF(piletype=\"H\",piledepth,pilewidth)/12/2)/(SIN(PI()*skew/180))),\"0.000\")","v":{"$error":"#DIV/0!"}},"ft, measured along the centerline of bearings"]
[null,"Maximum edge distance to centerline of piles",null,null,null,null,{"$f":"TEXT(CEILING(MAX(2.5,IF(H240=\"D\",(1.6875+14/12+IF(piletype=\"H\",piledepth,pilewidth)/12/2)/(SIN(PI()*skew/180))),(1.6875+IF(piletype=\"H\",piledepth,pilewidth)/12/2)/(SIN(PI()*skew/180))),0.25),\"0.000\")","v":{"$error":"#DIV/0!"}},"ft, measured along the centerline of bearings"]
[null,"Calculated edge distance to centerline of piles",null,null,null,null,{"$f":"TEXT((G168-(npiles-1)*pilespacing)/2,\"0.000\")","v":{"$error":"#DIV/0!"}},"ft, measured along the centerline of bearings"]
[null,"Pile location check  ",null,null,{"$f":"IF(G568<3,\"Error - piles are spaced closer than the minimum 3 ft, increase spacing\",IF(G568>10,\"Error - piles are spaced further apart than the maximum 10 ft, decrease pile spacing\",IF(G535=\"H\",IF(G568<2.5/12*('Pile Data'!D28^2+'Pile Data'!F28^2)^0.5,\"Error - pile spacing needs to be at least 2.5 times diagonal dimension for HP piles\",IF(G568*(G566-1)+2*G575>G168,\"Error - edge distance of piles smaller than the \"&G575&\" ft allowable\",IF(G568*(G566-1)<G168-2*G576,\"Error - edge distance of piles is greater than the \"&G576&\" ft allowable\",\"OK\"))),IF(G535=\"P\",IF(2.5/12*'Pile Data'!D28>G568,\"Error - pile spacing needs to be at least 2.5 times pile diameter for round piles\",IF(G568*(G566-1)+2*G575>G168,\"Error - edge distance of piles smaller than the \"&G575&\" ft allowable\",IF(G568*(G566-1)<G168-2*G576,\"Error - edge distance of piles is greater than the \"&G576&\" ft allowable\",\"OK\")))))))","v":"Error - piles are spaced closer than the minimum 3 ft, increase spacing"},null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(E578,5)=\"Error\",1,0)","v":1},{"$f":"IF(LEFT(E578,5)=\"Warni\",1,0)","v":0}]
[]
[{"$f":"A529&\" - Cont'd\"","v":"PILE DATA - Cont'd"}]
[]
["Pile loads due to wind and centrifugal forces"]
["At this point, an iterative procedure is initiated to determine the loads on the piles.  Initially, a depth to fixity of the piles is assumed.  Later, the actual depth to fixity is calculated using the computer program LPile, and this value is adjusted as necessary.  The procedure is repeated until the estimated value is within 10% of the value obtained from the LPile computer program.  An initial choice of 15-20 ft to the point of fixity is reasonable."]
[]
[]
[]
[]
[null,"Assume depth to pile fixity of",null,null,null,null,null,"ft"]
[null,{"$f":"IF(estfixity>pilelength,\"Error - assumed depth to fixity is longer than the total pile length\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B589,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B589,5)=\"Warni\",1,0)","v":0}]
["The overturning moment resisted by the piles is calculated similarly to the overturning moments resisted by the girders, except the moment arm extends to the point of assumed pile fixity (see figure below - note that five I-girders and six H-piles are used for illustration purposes only).  Wind uplift forces result in the same overturning moments on the piles as calculated earlier for the girders.  The moment of inertia of the pile group is calculated similarly to the girders above and is used to determine the axial forces in the piles due to overturning moments."]
[]
[]
[]
[]
[]
[null,"Pile spacing normal to the longitudinal axis =",null,null,null,null,{"$f":"+G568&\" sin (\"&G62&\") =\"","v":" sin () ="},{"$f":"+G568*SIN(I62)","v":0},"ft"]
[null,"Pile group moment of inertia about the longitudinal axis of the bridge =",null,null,null,null,null,null,null,{"$f":"+G566&\"(\"&G566&\"^2 - 1)(\"&FIXED(H596,3,TRUE)&\"^2)/12 =\"","v":"(^2 - 1)(0.000^2)/12 ="},{"$f":"+G566*(G566-1)*(G566+1)*H596^2/12","v":0},"ft2"]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
["The unfactored extreme loads per pile for wind cases are calculated similar to the girder reactions."]
[]
[null,"Extreme forces due to wind on the structure"]
[null,null,{"$f":"\"Wind on structure moment = (\"&FIXED(G443)&\")(\"&FIXED(G588,2,TRUE)&\"+\"&G186&\"+\"&G125&\"/12+\"&TEXT(G135,\"0.000\")&\"/2) =\"","v":"Wind on structure moment = (0.00)(0.00++/12+0.000/2) ="},null,null,null,null,null,null,{"$f":"+G443*(G588+G186+G125/12+G135/2)","v":0},"k-ft"]
[null,null,"WS Pile Loads",null,"max",{"$f":"\"(\"&FIXED(J624,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"(0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"J624*(G566-1)*H596/(2*K597)","v":{"$error":"#DIV/0!"}},"k/pile"]
[null,null,null,null,"min",{"$f":"\"-(\"&FIXED(J624,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"-(0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"-J624*(G566-1)*H596/(2*K597)","v":{"$error":"#DIV/0!"}},"k/pile"]
[]
[null,"Extreme forces due to uplift"]
[null,null,"Uplift Pile Loads",null,"max",{"$f":"+FIXED(G450)&\"/\"&G566&\" + (\"&FIXED(I452,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"0.00/ + (0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"+G450/G566+I452*(G566-1)*H596/(2*K597)","v":{"$error":"#DIV/0!"}},"k/pile"]
[null,null,null,null,"min",{"$f":"+FIXED(G450)&\"/\"&G566&\" - (\"&FIXED(I452,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"0.00/ - (0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"G450/G566-I452*(G566-1)*H596/(2*K597)","v":{"$error":"#DIV/0!"}},"k/pile"]
[]
[null,"Extreme forces due to wind on live load"]
[null,null,{"$f":"\"Wind on live load moment = (\"&FIXED(G458)&\")(6+\"&FIXED(G588,2,TRUE)&\"+\"&G186&\"+\"&FIXED(H207,3,TRUE)&\") =\"","v":"Wind on live load moment = (0.00)(6+0.00++0.000) ="},null,null,null,null,null,null,{"$f":"+G458*(6+(G588+G186+H207))","v":0},"k-ft"]
[null,null,"WL Pile Loads",null,"max",{"$f":"\"(\"&FIXED(J633,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"(0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"(J633*(G566-1)*H596/(2*K597))","v":{"$error":"#DIV/0!"}},"k/pile"]
[null,null,null,null,"min",{"$f":"\"-(\"&FIXED(J633,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"-(0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"-(J633*(G566-1)*H596/(2*K597))","v":{"$error":"#DIV/0!"}},"k/pile"]
[]
[null,"Extreme forces due to centrifugal force"]
[null,null,{"$f":"\"Centrifugal forces moment = (\"&FIXED(G467)&\")(6+\"&FIXED(G588,2,TRUE)&\"+\"&G186&\"+\"&FIXED(H207,3,TRUE)&\") =\"","v":"Centrifugal forces moment = (0.00)(6+0.00++0.000) ="},null,null,null,null,null,null,{"$f":"+G467*((6+G588+G186+H207))","v":0},"k-ft"]
[null,null,"CE Pile Loads",null,"max",{"$f":"\"(\"&FIXED(J638,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"(0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"(J638*(G566-1)*H596/(2*K597))","v":{"$error":"#DIV/0!"}},"k/pile"]
[null,null,null,null,"min",{"$f":"\"-(\"&FIXED(J638,2,TRUE)&\")(\"&G566&\"-1)(\"&FIXED(H596,3,TRUE)&\")/(2*\"&FIXED(K597,0,TRUE)&\") =\"","v":"-(0.00)(-1)(0.000)/(2*0) ="},null,null,null,{"$f":"-(J638*(G566-1)*H596/(2*K597))","v":{"$error":"#DIV/0!"}},"k/pile"]
[{"$f":"A580","v":"PILE DATA - Cont'd"}]
[]
["Additional Dead + Live Loads (Approach Slab, Wingwalls, and Abutment)"]
["The approach slab live load is calculated assuming the slab is simply supported at the ends, the lane load only is present in all lanes, and the total reaction is distributed equally to all piles.  The truck load is not included here because it was already included in the bridge loads.  As previously, the multiple presence factor is not used.  Dead loads from the approach slab are also distributed equally to all piles."]
[]
[]
[]
[]
["Approach slab dimensions"]
[null,"Approach slab thickness =",null,null,null,18,"in, per DM-4 App. G 1.5"]
[]
[null,"Approach slab length = ",null,null,null,null,"ft, per DM-4 App. G 1.5"]
[null,"For Approach Slab Length Limitations, see the Minimum Approach Slab Length Table on Standard Drawing BD-667M."]
["Approach slab loads"]
[null,{"$f":"\"Approach Slab Load = (0.150)(\"&width&\"-3.375)\"&\"(\"&ApprSlabLength&\")(18/12)/2 =\"","v":"Approach Slab Load = (0.150)(-3.375)()(18/12)/2 ="},null,null,null,null,null,null,{"$f":"0.15*((width-3.375)*ApprSlabLength*F650/12/2)","v":0},"k"]
[]
[null,{"$f":"\"Approach Slab Future Wearing Surface = (0.030)(\"&FIXED(G71,3,TRUE)&\")(\"&ApprSlabLength&\")/2 =\"","v":"Approach Slab Future Wearing Surface = (0.030)(0.000)()/2 ="},null,null,null,null,null,null,{"$f":"0.03*(G71*ApprSlabLength/2)","v":0},"k, per DM-4 3.5.1"]
[]
[null,{"$f":"\"Approach Slab Lane Load (1 lane) = (\"&FIXED(IF(curbwidth=0,0,IF(G300=0,IF(G301=0,IF(G302=0,IF(G303=0,0,0.64),0.64),0.64),0.64)),2,TRUE)&\")(\"&ApprSlabLength&\")/2 =\"","v":"Approach Slab Lane Load (1 lane) = (0.00)()/2 ="},null,null,null,null,null,null,{"$f":"IF(curbwidth=0,0,IF(G300=0,IF(G301=0,IF(G302=0,IF(G303=0,0,0.64),0.64),0.64),0.64))*ApprSlabLength/2","v":0},"k, per AASHTO 3.6.1.2.4"]
[]
[null,{"$f":"\"Approach Slab Pedestrian Load (total reaction) = (\"&FIXED(IF(G300=0,IF(G301=0,IF(G302=0,IF(G303=0,0.085,0.075),0.075),0.075),0.075),3,TRUE)&\")(\"&FIXED(G73,3,TRUE)&\")(\"&ApprSlabLength&\")/2 =\"","v":"Approach Slab Pedestrian Load (total reaction) = (0.085)(0.000)()/2 ="},null,null,null,null,null,null,{"$f":"IF(G300=0,IF(G301=0,IF(G302=0,IF(G303=0,0.085,0.075),0.075),0.075),0.075)*G73*ApprSlabLength/2","v":0},"k"]
[]
[null,{"$f":"\"Abutment Self-Weight Dead Load = (0.150)(\"&FIXED(G168,3,TRUE)&\")(\"&G173&\")(\"&FIXED(H210,3,TRUE)&\") =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"0.15*(G168*G173*H210)","v":{"$error":"#DIV/0!"}},"k"]
[]
["Wingwalls and Barrier load"]
[{"$f":"+N666&H241&\" + \"&G173&\"/SIN(\"&G62&\") = \"&FIXED(H241+G173/SIN(I62),3,TRUE)&N667","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,"The Barrier weight/length can be input for wingwall dead load calculations.  A typical 1' - 8 1/4\" wide concrete Barrier weighs about 0.650 k/ft.  Any other miscellaneous loads can also be included in this number, but note that the value will be multiplied by the length of the wingwall plus abutment ("]
[null,null,null,null,null,null,null,null,null,null,null,null,null," ft) times two since Barriers are assumed to be on both sides of the bridge."]
[]
[]
[null,"Barrier weight/length",null,null,null,null,null,"k/ft"]
[]
[null,{"$f":"\"Weight of two wingwalls = (2)(0.150){(\"&FIXED(G249,3)&\")(1)(\"&FIXED(G260,3,TRUE)&\"+1sin\"&G62&\"/2)+[(\"&FIXED(H241,3,TRUE)&\"-1)(\"&FIXED(G260,3,TRUE)&\")(\"&FIXED(G249,3)&\"+\"&FIXED(G254,3)&\")/2)]}\"","v":"Weight of two wingwalls = (2)(0.150){(0.000)(1)(1.688+1sin/2)+[(0.000-1)(1.688)(0.000+0.000)/2)]}"}]
[]
[null,{"$f":"\"Weight of two Barriers = (2)(\"&FIXED(G670,3,TRUE)&\")(\"&H241&\"+\"&G173&\"/sin \"&G62&\")\"","v":"Weight of two Barriers = (2)(0.000)(+4/sin )"}]
[]
[null,"Total weight of wingwalls and Barriers =",null,null,null,null,{"$f":"2*0.15*((G249*1*(G260+1*SIN(I62)/2)+((IF(H241>16.67,3.5,H241)-1)*G260*(G249+G254)/2)))+2*G670*(H241+G173/SIN(I62))","v":{"$error":"#DIV/0!"}},"k"]
[]
["Thermal Expansion"]
["The thermal expansion of the bridge is calculated assuming the entire superstructure length, L, is unrestrained, and undergoes a uniform thermal expansion.  This ignores the pier stiffnesses (if any) and passive soil pressure against the backwalls.  For design purposes, a percentage of this thermal expansion can be assigned to take place at the abutment under consideration.  It is the responsibility of the designer to determine the percentage of expansion.  In some cases, such as single spans with identical abutments, simply assigning 50% of the movement to each end may be appropriate.  In other cases, such as for continuous structures with unsymmetrical piers, a more in-depth thermal analysis taking pier and abutment stiffnesses into account is required.  See DM-4 Ap.G.1.2.7.4 for thermal movement requirements."]
[]
[]
[]
[]
[]
[]
[]
["The coefficient of thermal expansion and temperature range are assigned based on the girder material, concrete or steel."]
[null,"Coefficient of thermal expansion, a",null,null,null,null,{"$f":"+IF(G33=\"C\",0.000006,0.0000065)","v":6.4999999999999996E-6},"/ oF per",{"$f":"+IF(G33=\"C\",\"DM-4 5.4.2.2\",\"AASHTO 6.4.1\")","v":"AASHTO 6.4.1"},null,{"$f":"\"<==  \"&\n\"<==\"","v":"<==  <=="},{"$f":"IF(G33=\"C\",\"for concrete girders\",\"for steel girders\")","v":"for steel girders"}]
[null,"Temperature range, DT (±)",null,null,null,null,{"$f":"+IF(G33=\"C\",80,100)","v":100},"oF per DM-4 Ap.G.1.2.7.4"]
[null,"Load factor, fT",null,null,null,null,1,"per DM-4 Ap.G.1.2.7.6"]
[]
[null,"Total ±change in length of the bridge, fTaDTL =",null,null,null,null,{"$f":"\"(\"&FIXED(G690,1)&\")(\"&G688&\")(\"&G689&\")(\"&G47&\"x12) = \"","v":"(1.0)(0.0000065)(100)(x12) = "},null,null,{"$f":"+G688*G689*G690*G47*12","v":0},"in"]
[]
["The percentage of thermal expansion that occurs at the abutment being designed is input here.  The value should be between 0 and 100%.  For symmetrical structures, 50% of the expansion occurs at each abutment.  For unsymmetrical structures, use the procedure described in DM-4 Ap.G1.2.7.4 to determine the percentage of movement at each end."]
[]
[]
[null,"Percentage of expansion at abutment being designed",null,null,null,null,null,null,"%"]
[]
[null,"Maximum movement (expansion or contraction) at abutment (±), D",null,null,null,null,null,null,{"$f":"\"(\"&FIXED(H697/100,2,TRUE)&\")(\"&FIXED(J692,2,TRUE)&\") =\"","v":"(0.00)(0.00) ="},{"$f":"+(H697/100)*J692","v":0},"in"]
[{"$f":"A641","v":"PILE DATA - Cont'd"}]
[]
["The thermal expansion of continuous bridges induces an axial force in the piles, PT, which is estimated using the simplified elastic procedure illustrated below (see figure on following page).  This procedure assumes that the full passive pressure of the soil is acting on the abutment.  Note that the additional pile axial force is zero in a simple span with passive pressure acting at the same height on both abutments."]
[]
[]
[]
[]
["The coefficient of passive earth pressure has been found to vary from about 3.0 for loose sand to about 6 for dense sand per DM-4 Ap.G Figure C1.2.7.4-1. PennDOT requires that the region immediately adjacent to the abutment be only nominally compacted, so 3.0 is an acceptable value."]
[]
[]
[null,"The coefficient of passive earth pressure, kp =",null,null,null,null,3]
[]
["The density of loose sand given per AASHTO 3.5.1 is 0.100 k/ft3."]
[null,"The soil unit weight, g = ",null,null,0.1,"k/ft3"]
[]
["Using the coefficient of passive earth pressure, the soil density, and the depth of the abutment, the force per unit length on the abutment can be calculated."]
[]
[null,"Force from soil on abutment, F=1/2 kpgH2 =",null,null,null,null,{"$f":"\"(1/2)(\"&FIXED(G710,0,TRUE)&\")(\"&FIXED(E713,3,TRUE)&\")(\"&FIXED(H210,3)&\")^2 =\"","v":"(1/2)(3)(0.100)(0.000)^2 ="},null,{"$f":"0.5*G710*E713*(H210)^2","v":0},"k/ft "]
[]
["The total longitudinal force on the abutment can be found by multiplying by the projected length of the abutment on a line perpendicular to the longitudinal axis of the bridge, which is equal to the out-to-out width of the bridge."]
[]
[null,{"$f":"\"Total passive earth pressure force on abutment, F = (\"&FIXED(I717,2,TRUE)&\")(\"&FIXED(G76,3,TRUE)&\") =\"","v":"Total passive earth pressure force on abutment, F = (0.00)(0.000) ="},null,null,null,null,null,null,{"$f":"+I717*G76","v":0},"k"]
[]
["The assumed depth to pile fixity, Lp =",null,null,null,null,{"$f":"+G588","v":0},"ft"]
[]
["Using simple equilibrium by taking the moment about point A, the axial reaction per pile due to the force, F, and the displacement, D, can be calculated as:"]
[]
[null,"Fp = 2FH / 3L / number of piles =",null,null,null,{"$f":"\"(2)(\"&FIXED(I721,1,TRUE)&\")(\"&FIXED(H210,3)&\")/[(3)(\"&G56&\")]/\"&G566&\" =\"","v":"(2)(0.0)(0.000)/[(3)()]/ ="},null,null,{"$f":"+I721*2*H210/3/G56/G566","v":{"$error":"#DIV/0!"}},"k/pile"]
[]
["The moment induced in the piles by the thermal movement can be determined using the following equation.  The top of the pile is assumed to be fixed."]
[]
[null,"The moment, MT = 6EpIpD/Lp2 =",null,null,null,{"$f":"\"(6)(29000)(\"&FIXED(G550,0,TRUE)&\")(\"&FIXED(J699,2)&\")/[(12)(12x\"&F723&\")^2] =\"","v":"(6)(29000)(0)(0.00)/[(12)(12x0)^2] ="},null,null,{"$f":"6*29000*G550*J699/(12*(12*F723)^2)","v":{"$error":"#DIV/0!"}},"k-ft/pile"]
[]
["Check to make sure the moment, MT, does not exceed the plastic moment, Mp.  Even though the maximum flexural resistance of the pile may be lower, the plastic moment is conservatively used here as an upper bound."]
[]
[]
[null,"The Plastic moment, Mp = FyZy-y =",null,null,null,{"$f":"\"(\"&FIXED(G545,0,TRUE)&\")(\"&FIXED(G553,2,TRUE)&\")/12 = \"&FIXED(G545*G553/12,1,TRUE)&\" k-ft \"","v":"(0)(0.00)/12 = 0.0 k-ft "}]
[null,null,null,{"$f":"IF(I731>G545*pileplastsecmod/12,\"since \"&FIXED(G545*pileplastsecmod/12,1,TRUE)&\" < \"&FIXED(I731,1,TRUE),\"since \"&FIXED(I731,1,TRUE)&\" < \"&FIXED(G545*pileplastsecmod/12,1,TRUE))","v":{"$error":"#DIV/0!"}},", Use MT =",{"$f":"MIN(I731,G545*G553/12)","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
["The horizontal force induced in the pile by the thermal deformation can be determined using the following equation.  The top of the pile is assumed to be fixed."]
[]
[null,"The horizontal force, HT = 2MT/Lp =",null,null,null,{"$f":"+\"(2)(\"&FIXED(F737,1,TRUE)&\")/\"&F723&\" =\"","v":{"$error":"#DIV/0!"}},null,{"$f":"2*F737/F723","v":{"$error":"#DIV/0!"}},"k/pile"]
[]
[{"$f":"A700","v":"PILE DATA - Cont'd"}]
[]
["The total axial force induced in the pile due to these three components is equal to:"]
[null,"2FH/(3LN)+HTH/L+MT/L = ",null,null,{"$f":"+FIXED(I727,2,TRUE)&\" + (\"&FIXED(H741,2,TRUE)&\")(\"&FIXED(H210,3)&\")/\"&G56&\" + \"&FIXED(I731,1,TRUE)&\"/(\"&G56&\") = \"&FIXED(I727+H741*H210/G56+I731/G56,2,TRUE)&\" k/pile\"","v":{"$error":"#DIV/0!"}}]
[null,"Axial force induced in piles, PT =",null,null,null,{"$f":"IF(G56<G47,((+I721*2*H210/3)/G566+H741*H210+I731)/(G56),0)","v":0},"k/pile"]
[null,{"$f":"IF(G56=G47,\"(Note: Axial force = 0 is used for single spans because the lateral loads on the two abutments will balance each other and no net vertical load on the piles will exist)\",\"\")","v":"(Note: Axial force = 0 is used for single spans because the lateral loads on the two abutments will balance each other and no net vertical load on the piles will exist)"}]
[]
[]
[]
[]
[]
[]
[]
[null,null,null,null,null,"PT = ","2FH/(3N)+HTH+MT"]
[null,null,null,null,null,null,"L"]
[]
[]
[]
["Calculate the maximum factored load on the most heavily loaded pile (see Load Factors tab for load factors for each load combination).  Since the factored dead and live loads from the interior and exterior girders have already been calculated, the sum of the girder loads is calculated assuming two exterior girders and the remaining ones interior.  These loads, as well as any additional vertical loads, are distributed equally to all piles.  The factored extreme overturning loads, which occur on the exterior piles are added.  The hi modifier is also included."]
[]
[]
[]
[]
[]
["Extreme Factored Dead + Live Loads per pile"]
[]
["Strength I"]
[{"$f":"\"max=(\"&FIXED(Main!K333,1,TRUE)&\"x\"&FIXED(Main!G115-2,0,TRUE)&\"+\"&FIXED(Main!K354,1,TRUE)&\"x2)/\"&Main!G566&\" + \"&FIXED(etamax,2,TRUE)&\"{[\"&'Load Factors'!E6&\"(\"&FIXED(Main!I655,1,TRUE)&\"+\"&FIXED(Main!I663,1,TRUE)&\"+\"&FIXED(Main!G676,1,TRUE)&\")+\"&FIXED('Load Factors'!E7,2,TRUE)&\"(\"&FIXED(Main!I657,1,TRUE)&\")+\"&'Load Factors'!E12&\"(\"&FIXED(nlane2,0,TRUE)&\")(\"&FIXED(Main!I659,1,TRUE)&\")]/\"&Main!G566&\" +\"&'Load Factors'!E16&\"(\"&FIXED(Main!J639,1,TRUE)&\") + \"&FIXED('Load Factors'!E17,2,TRUE)&\"(\"&FIXED(Main!F747,1,TRUE)&\")} \"","v":{"$error":"#DIV/0!"}}]
["max=",{"$f":"(K333*(G115-2)+K354*2)/G566+etamax*(('Load Factors'!E6*(I655+I663+G676)+'Load Factors'!E7*I657+'Load Factors'!E12*nlane2*I659)/G566+'Load Factors'!E16*J639+'Load Factors'!E17*F747)","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[{"$f":"\"min=(\"&FIXED(Main!K334,1,TRUE)&\"x\"&FIXED(Main!G115-2,0,TRUE)&\"+\"&FIXED(Main!K355,1,TRUE)&\"x2)/\"&Main!G566&\" + \"&FIXED(etamin,2,TRUE)&\"{[\"&FIXED('Load Factors'!F6,2,TRUE)&\"(\"&FIXED(Main!I655,1,TRUE)&\"+\"&FIXED(Main!I663,1,TRUE)&\"+\"&FIXED(Main!G676,1,TRUE)&\")+\"&FIXED('Load Factors'!F7,2,TRUE)&\"(\"&FIXED(Main!I657,1,TRUE)&\")+\"&FIXED('Load Factors'!F12,2,TRUE)&\"(\"&FIXED(nlane2,0,TRUE)&\")(0.0)]/\"&Main!G566&\"} +\"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!F16,2,TRUE)&\"(\"&FIXED(Main!J640,1,TRUE)&\") + \"&FIXED('Load Factors'!F17,2,TRUE)&\"(0.0)]\"","v":{"$error":"#DIV/0!"}}]
["min=",{"$f":"(Main!K334*(Main!G115-2)+Main!K355*2)/Main!G566+etamin*(('Load Factors'!F6*(Main!I655+Main!I663+Main!G676)+'Load Factors'!F7*Main!I657+'Load Factors'!F12*nlane2*0)/Main!G566)+etamax*'Load Factors'!F16*Main!J640","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[]
["Strength IP"]
[{"$f":"\"max=(\"&FIXED(K337,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K358,1,TRUE)&\"x2)/\"&G566&\" + \"&FIXED(etamax,2,TRUE)&\"{[\"&'Load Factors'!G6&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!G7,2,TRUE)&\"(\"&FIXED(I657,1,TRUE)&\")+\"&'Load Factors'!G12&\"(\"&FIXED(nlane,0,TRUE)&\")(\"&FIXED(I659,1,TRUE)&\")+\"&'Load Factors'!G13&\"(\"&FIXED(I661,1,TRUE)&\")]/\"&G566&\" +\"&'Load Factors'!G16&\"(\"&FIXED(J639,1,TRUE)&\") + \"&FIXED('Load Factors'!G17,2,TRUE)&\"(\"&FIXED(F747,1,TRUE)&\")}\"","v":{"$error":"#DIV/0!"}}]
["max=",{"$f":"+(K337*(G115-2)+K358*2)/G566+(('Load Factors'!G6*(I655+I663+G676)+'Load Factors'!G7*I657+'Load Factors'!G12*nlane*I659+'Load Factors'!G13*I661)/G566+'Load Factors'!G16*J639+'Load Factors'!G17*F747)*etamax","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[{"$f":"\"min=(\"&FIXED(K338,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K359,1,TRUE)&\"x2)/\"&G566&\" + \"&FIXED(etamin,2,TRUE)&\"{[\"&FIXED('Load Factors'!H6,2,TRUE)&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!H7,2,TRUE)&\"(\"&FIXED(I657,1,TRUE)&\")+\"&FIXED('Load Factors'!H12,2,TRUE)&\"(\"&FIXED(nlane,0,TRUE)&\")(0.0)+\"&FIXED('Load Factors'!H13,2,TRUE)&\"(\"&FIXED(I661,1,TRUE)&\")]/\"&G566&\"} +\"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!H16,2,TRUE)&\"(\"&FIXED(J640,1,TRUE)&\") + \"&FIXED('Load Factors'!H17,2,TRUE)&\"(0.0)]\"","v":{"$error":"#DIV/0!"}}]
["min=",{"$f":"+(K338*(G115-2)+K359*2)/G566+etamin*(('Load Factors'!H6*(I655+I663+G676)+'Load Factors'!H7*I657+'Load Factors'!H12*nlane*0+'Load Factors'!H13*I661)/G566)+etamax*'Load Factors'!H16*J640","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[]
["Strength II"]
[{"$f":"\"max=(\"&FIXED(K341,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K362,1,TRUE)&\"x2)/\"&G566&\" + \"&FIXED(etamax,2,TRUE)&\"{[\"&'Load Factors'!I6&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&'Load Factors'!I7&\"(\"&FIXED(I657,1,TRUE)&\")+\"&'Load Factors'!I12&\"(\"&FIXED(nlane2,0,TRUE)&\"-1)(\"&FIXED(I659,1,TRUE)&\")]/\"&G566&\" +\"&'Load Factors'!I16&\"(\"&FIXED(J639,1,TRUE)&\") + \"&FIXED('Load Factors'!I17,1,TRUE)&\"(\"&FIXED(F747,1,TRUE)&\")}\"","v":{"$error":"#DIV/0!"}}]
["max=",{"$f":"+(K341*(G115-2)+K362*2)/G566+(('Load Factors'!I6*(I655+I663+G676)+'Load Factors'!I7*I657+'Load Factors'!I12*(nlane2-1)*I659)/G566+'Load Factors'!I16*J639+'Load Factors'!I17*F747)*etamax","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[{"$f":"\"min=(\"&FIXED(K342,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K363,1,TRUE)&\"x2)/\"&G566&\" + \"&FIXED(etamin,2,TRUE)&\"{[\"&'Load Factors'!J6&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&'Load Factors'!J7&\"(\"&FIXED(I657,1,TRUE)&\")+\"&FIXED('Load Factors'!J12,2,TRUE)&\"(\"&FIXED(nlane2-1,0,TRUE)&\")(0.0)]/\"&G566&\"} +\"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!J16,2,TRUE)&\"(\"&FIXED(J640,1,TRUE)&\") + \"&FIXED('Load Factors'!J17,1,TRUE)&\"(0.0)]\"","v":{"$error":"#DIV/0!"}}]
["min=",{"$f":"+(K342*(G115-2)+K363*2)/G566+etamin*(('Load Factors'!J6*(I655+I663+G676)+'Load Factors'!J7*I657+'Load Factors'!J12*(nlane2-1)*0)/G566)+etamax*('Load Factors'!J16*J640)","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[]
["Strength III"]
[{"$f":"\"max=\"&\"(\"&FIXED(K345,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K366,1,TRUE)&\"x2)/\"&G566&\"+\"&FIXED(etamax,2,TRUE)&\"{[\"&'Load Factors'!K6&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!K7,2,TRUE)&\"(\"&FIXED(I657,1,TRUE)&\")]/\"&G566&\"+\"&FIXED('Load Factors'!K14,2,TRUE)&\"(\"&FIXED(J625,1,TRUE)&\")+\"&FIXED('Load Factors'!K17,2,TRUE)&\"(\"&FIXED(F747,1,TRUE)&\")}+\"&IF(J629>0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"(\"&FIXED('Load Factors'!K14,2,TRUE)&\")(\"&FIXED(J629,1,TRUE)&\")\"","v":{"$error":"#DIV/0!"}}]
["max=",{"$f":"+(K345*(G115-2)+K366*2)/G566+(('Load Factors'!K6*(I655+I663+G676)+'Load Factors'!K7*I657)/G566+'Load Factors'!K14*J625+'Load Factors'!K17*F747)*etamax+IF(J629>0,etamax,etamin)*'Load Factors'!K14*J629","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[{"$f":"\"min=(\"&FIXED(K346,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K367,1,TRUE)&\"x2)/\"&G566&\"+\"&FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!L6,2,TRUE)&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!L7,2,TRUE)&\"x\"&FIXED(I657,1,TRUE)&\"]/\"&G566&\"+\"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!L14,2,TRUE)&\"(\"&FIXED(J626,1,TRUE)&\")+\"&FIXED('Load Factors'!L17,2,TRUE)&\"(0.0)+\"&FIXED('Load Factors'!L14,2,TRUE)&\"(\"&FIXED(J630,1,TRUE)&\")]\"","v":{"$error":"#DIV/0!"}}]
["min=",{"$f":"+(K346*(G115-2)+K367*2)/G566+etamin*(('Load Factors'!L6*(I655+I663+G676)+'Load Factors'!L7*I657)/G566)+etamax*('Load Factors'!L14*(J626+J630)+'Load Factors'!L17*0)","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[]
["Strength V"]
[{"$f":"\"max=\"&\"(\"&FIXED(K349,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K370,1,TRUE)&\"x2)/\"&G566&\"+\"&FIXED(etamax,2,TRUE)&\"{[\"&'Load Factors'!M6&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!M7,2,TRUE)&\"x\"&FIXED(I657,1,TRUE)&\"+\"&FIXED('Load Factors'!M12,2,TRUE)&\"x\"&nlane2&\"x\"&FIXED(I659,1,TRUE)&\")]/\"&G566&\"+\"&FIXED('Load Factors'!M14,2,TRUE)&\"(\"&FIXED(J625,1,TRUE)&\")+\"&FIXED('Load Factors'!M15,2,TRUE)&\"(\"&FIXED(J634,1,TRUE)&\")+\"&'Load Factors'!M16&\"(\"&FIXED(J639,1,TRUE)&\")+\"&FIXED('Load Factors'!M17,2,TRUE)&\"(\"&FIXED(F747,1,TRUE)&\")}\"","v":{"$error":"#DIV/0!"}}]
["max=",{"$f":"+(K349*(G115-2)+K370*2)/G566+(('Load Factors'!M6*(I655+I663+G676)+'Load Factors'!M7*I657+'Load Factors'!M12*nlane2*I659)/G566+'Load Factors'!M14*J625+'Load Factors'!M15*J634+'Load Factors'!M16*J639+'Load Factors'!M17*F747)*etamax","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[{"$f":"\"min=(\"&FIXED(K350,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K371,1,TRUE)&\"x2)/\"&G566&\"+\"&FIXED(etamin,2,TRUE)&\"[\"&FIXED('Load Factors'!N6,2,TRUE)&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!N7,2,TRUE)&\"x\"&FIXED(I657,1,TRUE)&\"+\"&FIXED('Load Factors'!N12,2,TRUE)&\"x\"&nlane2&\"x0.0)]/\"&G566&\"+\"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!N14,2,TRUE)&\"(\"&FIXED(J626,1,TRUE)&\")+\"&FIXED('Load Factors'!N15,2,TRUE)&\"(\"&FIXED(J635,1,TRUE)&\")+\"&'Load Factors'!N16&\"(\"&FIXED(J640,1,TRUE)&\")+\"&FIXED('Load Factors'!N17,2,TRUE)&\"(0.0)]\"","v":{"$error":"#DIV/0!"}}]
["min=",{"$f":"+(K350*(G115-2)+K371*2)/G566+etamin*(('Load Factors'!N6*(I655+I663+G676)+'Load Factors'!N7*I657+'Load Factors'!N12*nlane2*0)/G566)+etamax*('Load Factors'!N14*J626+'Load Factors'!N15*J635+'Load Factors'!N16*J640+'Load Factors'!N17*0)","v":{"$error":"#DIV/0!"}},null,"k/pile"]
[]
[null,null,"Controlling Loads",null,"max",{"$f":"IF(B771>=B783,IF(B771>=B777,IF(B771>=B789,IF(B771>=B795,\"STR I\",\"STR V\"),IF(B789>=B795,\"STR III\",\"STR V\")),IF(B777>=B789,IF(B777>=B795,\"STR IP\",\"STR V\"),IF(B789>=B795,\"STR III\",\"STR V\"))),IF(B783>=B777,IF(B783>=B789,IF(B783>=B795,\"STR II\",\"STR V\"),IF(B789>=B795,\"STR III\",\"STR V\")),IF(B777>=B789,IF(B777>=B795,\"STR IP\",\"STR V\"),IF(B789>=B795,\"STR III\",\"STR V\"))))","v":{"$error":"#DIV/0!"}},{"$f":"MAX(B771,B777,B783,B789,B795)","v":{"$error":"#DIV/0!"}},"k/pile"]
[null,null,null,null,"min",{"$f":"IF(B773<=B785,IF(B773<=B779,IF(B773<=B791,IF(B773<=B797,\"STR I\",\"STR V\"),IF(B791<=B797,\"STR III\",\"STR V\")),IF(B779<=B791,IF(B779<=B797,\"STR IP\",\"STR V\"),IF(B791<=B797,\"STR III\",\"STR V\"))),IF(B785<=B779,IF(B785<=B791,IF(B785<=B797,\"STR II\",\"STR V\"),IF(B791<=B797,\"STR III\",\"STR V\")),IF(B779<=B791,IF(B779<=B797,\"STR IP\",\"STR V\"),IF(B791<=B797,\"STR III\",\"STR V\"))))","v":{"$error":"#DIV/0!"}},{"$f":"MIN(B773,B779,B785,B791,B797)","v":{"$error":"#DIV/0!"}},"k/pile"]
[null,null,{"$f":"IF(G800<0,\"Error - no uplift is permitted on any pile in integral abutments per DM-4 Ap. G1.2.1\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(C801,5)=\"Error\",1,0)","v":{"$error":"#DIV/0!"}},{"$f":"IF(LEFT(C801,5)=\"Warni\",1,0)","v":{"$error":"#DIV/0!"}}]
[{"$f":"A743","v":"PILE DATA - Cont'd"}]
[]
["Lateral Pile Analysis"]
["Knowing the soil properties at the abutment (taken from the geotechnical report), and the properties of the piles, and using the calculated design values for maximum factored axial load, live load rotation, and thermal expansion, the computer program LPile can be used to determine the depth to pile fixity, the depth to the first inflection point of the pile, the unbraced length of the pile, the depth at which the lateral pile deflection is equal to 2% of the pile diameter (needed for friction piles only), and the maximum moment in the pile below the first point of inflection.  If a pre-augered hole, 10 ft minimum depth, filled with loose sand, is present at the top of the piles, the LPile analysis should use the properties of the weaker of either the loose sand or the actual soil for the depth of the pre-augered hole.  Pre-augered holes are not required for bridge lengths less than or equal to 100 ft per DM-4 Appendix G 1.4.2.1. "]
[]
[]
[]
[]
[]
[]
[]
[]
["The procedure for running LPile is as follows:\nRun LPile using the top of pile boundary condition which permits a specified lateral deflection along with an applied pile head slope. Apply the maximum pile vertical axial load to the pile simultaneously with the abutment maximum thermal movement. The axial load and deflection should be input as positive. Apply the beam end rotation (positive value) due to live loads and composite dead loads to the head of the pile and run the analysis. If the absolute value of the calculated pile head moment (negative moment) is less than the plastic moment, the analysis is complete. When this condition is not met, change the pile head loading from slope to moment and apply the negative plastic moment (in lieu of the beam end rotation) to the pile head and rerun to complete the analysis."]
[]
[]
[]
[]
[]
[]
[]
["Design values for LPile:"]
[null,null,"Pile Section",null,null,null,{"$f":"IF(G535=\"H\",\"  \"&piledesig,IF(G535=\"P\",\"     \"&G547&\" in diameter pipe pile\",\"\"))","v":""}]
[null,null,"Pile width or diameter",null,null,null,{"$f":"IF(piletype=\"H\",piledepth,IF(piletype=\"P\",pilewidth,\"\"))","v":""},"in"]
[null,null,"Pile moment of inertia",null,null,null,{"$f":"+pileinertia","v":0},"in4"]
[null,null,"Pile area",null,null,null,{"$f":"+pilearea","v":0},"in2"]
[null,null,"Vertical axial load",null,null,null,{"$f":"+G799","v":{"$error":"#DIV/0!"}},"k",{"$f":"G827*1000","v":{"$error":"#DIV/0!"}},"lbs"]
[null,null,"Design rotation (beam end)",null,null,null,{"$f":"+MAX(ABS(H421),ABS(H425))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+MAX(J421,ABS(J425))","v":{"$error":"#DIV/0!"}},"degrees"]
[null,null,"Design thermal movement",null,null,null,{"$f":"+J699","v":0},"in"]
[null,null,"Plastic moment (if required)",null,null,null,{"$f":"-pileplastsecmod*G545/12","v":0},"k-ft",{"$f":"-pileplastsecmod*G545*1000","v":0}]
[]
["Results from LPile  (See figures below for illustrations of the data required from the program)."]
["The depth to fixity is defined as the shallowest depth at which the pile deflection is equal to zero."]
[]
[null,null,"Depth to fixity, Lp =",null,null,null,null,"in",{"$f":"fixity/12","v":0},"ft"]
[null,{"$f":"IF(fixity/12>pilelength,\"Error - depth to fixity is longer than the pile length\",IF(ABS(G835-G588*12)>0.1*G835,\"Warning - estimated depth to fixity is more than 10% different than the calculated value - press ctrl-b\",\"\"))","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B836,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B836,5)=\"Warni\",1,0)","v":0}]
["The depth to the uppermost point of inflection is the depth measured from the bottom of the abutment to the first point of zero moment on the pile moment diagram."]
[]
[]
[null,null,"Depth to first point of inflection, Li1 =",null,null,null,null,"in",{"$f":"inflection2/12","v":0},"ft"]
[]
["The depth to the second point of inflection is the depth measured from the bottom of the abutment to the second point of zero moment on the pile moment diagram.  For a short pile with only one point of inflection, input the total pile length"]
[]
[]
[null,null,"Depth to second point of inflection, Li2 =",null,null,null,null,"in",{"$f":"inflection/12","v":0},"ft"]
[null,{"$f":"IF(inflection/12>pilelength,\"Error - depth to second point of inflection is greater than the pile length\",IF(inflection2>inflection,\"Error - depth to first point of inflection is greater than the depth to the second point of inflection\",\"\"))","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B846,5)=\"Error\",1,0)","v":0},{"$f":"IF(LEFT(B846,5)=\"Warni\",1,0)","v":0}]
[{"$f":"O847&IF(piletype=\"P\",FIXED(pilewidth,1,TRUE)&\") = \"&0.02*pilewidth&\" in\"&O848,FIXED(piledepth,1,TRUE)&\") = \"&0.02*piledepth&\" in \"&O848)","v":"The depth above which friction is ineffective is input here.  For a laterally deflected pile, this depth is defined per DM-4 Ap.G.1.4.2.2 as the point where the deflection is 2% of the pile diameter.  For the present pile (see section properties above), this deflection value is (0.02)(0.0) = 0 in .  The length of pile above this point is considered ineffective in the design of friction piles.  If the pile is driven through an embankment fill which is to be neglected in calculating pile friction resistance, input the depth of fill.  This value is not required for point bearing or end bearing piles."},null,null,null,null,null,null,null,null,null,null,null,null,null,"The depth above which friction is ineffective is input here.  For a laterally deflected pile, this depth is defined per DM-4 Ap.G.1.4.2.2 as the point where the deflection is 2% of the pile diameter.  For the present pile (see section properties above), this deflection value is (0.02)("]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,".  The length of pile above this point is considered ineffective in the design of friction piles.  If the pile is driven through an embankment fill which is to be neglected in calculating pile friction resistance, input the depth of fill.  This value is not required for point bearing or end bearing piles."]
[]
[]
[]
[]
[null,null,"Depth to 2% deflection, Ln =",null,null,null,null,"in",{"$f":"twopercent/12","v":0},"ft"]
[]
["The maximum bending moment in the pile is the maximum moment below the uppermost point of inflection and neglects the moment at the pile-pile cap interface."]
[]
[]
[null,null,"Maximum bending moment in pile, Mu =",null,null,null,null,"k-ft",{"$f":"maxmom*12000","v":0},"in-lbs"]
[]
[{"$f":"A802","v":"PILE DATA - Cont'd"}]
[]
[]
[]
[null,null,null,"Lateral pile deflection vs depth",null,null,null,null,"Pile moment vs depth"]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,null,null,null,null,null,"Typical LPile results (exaggerated)"]
[]
["Pile Capacity Analysis"]
[]
["Check the geotechnical resistance of the pile"]
["The geotechnical resistance can be supplied by skin friction, end bearing, or both.  The easiest way to eliminate one or the other from contributing to the resistance is to simply put zero in for the unit resistance of the one to be neglected.  The resistance factors for bearing capacity and skin friction should be chosen according to the provisions of DM-4."]
[]
[]
[]
[null,"Shaft and tip resistance factors"]
[null,null,"Tip (bearing) resistance factor, fqp",null,null,null,null,"per DM-4 Table 10.5.5.2.3-1"]
[null,null,"Shaft (skin friction) resistance factor, fqs",null,null,null,null,"per DM-4 Table 10.5.5.2.3-1"]
[]
[null,"Tip resistance"]
[null,null,"Unit tip resistance, qp",null,null,null,null,"tsf  =",{"$f":"+G894*2/144","v":0},"ksi"]
[null,null,"Pile tip area, ATip = πDo2/4 (Pipe Piles) or bf x d (H-Piles) =",null,null,null,null,null,{"$f":"IF(piletype=\"H\",pilewidth*piledepth,IF(piletype=\"P\",PI()*pilewidth^2/4,0))","v":0},"in2"]
[null,null,"Nominal pile tip resistance, Qp = qpATip =",null,null,null,{"$f":"\"(\"&FIXED(I894,2,TRUE)&\" ksi)(\"&FIXED(I895,2,TRUE)&\") =\"","v":"(0.00 ksi)(0.00) ="},null,{"$f":"I894*I895","v":0},"k"]
[]
[null,"Shaft resistance (skin friction)"]
[null,"The effective shaft length is the total shaft length minus a length at the top of the pile which is ineffective due to the lateral movement which occurs.  Using a displacement of 2% of the pile diameter as the boundary above which skin friction becomes ineffective has been found to be reasonable.  The depth, Ln, at which the displacement reaches this critical value was determined previously using the computer program LPile."]
[]
[]
[]
[]
[null,null,"Depth to 2% deflection, Ln =",null,null,null,null,{"$f":"+G853","v":0},{"$f":"\"in = \"&TEXT(H904/12,\"0.00\")","v":"in = 0.00"},"ft"]
[null,null,"Effective shaft length, Le = Ltot - Ln =",null,null,null,{"$f":"+G569*12&\" - \"&H904&\" =\"","v":"0 - 0 ="},{"$f":"+G569*12-H904","v":0},{"$f":"\"in = \"&TEXT(H905/12,\"0.00\")","v":"in = 0.00"},"ft"]
[]
[null,"The unit shaft resistance (skin friction) is required for friction piles.  For layered soils, a weighted average unit shaft resistance should be used."]
[]
[]
[null,null,"Unit shaft resistance, qs",null,null,null,null,"tsf  =",{"$f":"+G910*2/144","v":0},"ksi"]
[null,null,"Nominal pile shaft resistance, Qs = qsAs",null,null,null,{"$f":"\"= (\"&FIXED(I910,3)&\" ksi)(\"&FIXED(IF(piletype=\"P\",PI()*pilewidth,4*pilewidth+2*(piledepth-'Pile Data'!E28)),2,TRUE)&\")(\"&H905&\") =\"","v":{"$error":"#N/A"}},null,{"$f":"I910*IF(piletype=\"P\",PI()*pilewidth,4*pilewidth+2*(piledepth-'Pile Data'!E28))*H905","v":{"$error":"#N/A"}},"k"]
[]
[null,"Total factored resistance per pile, QR = fqpQp + fqsQs"]
[null,null," QR =",{"$f":"\"(\"&FIXED(G890,2,TRUE)&\")(\"&FIXED(I896,2,TRUE)&\") + (\"&FIXED(G891,2,TRUE)&\")(\"&FIXED(I911,2,TRUE)&\") = \"","v":{"$error":"#N/A"}},null,null,{"$f":"(+G890*I896+G891*I911)","v":{"$error":"#N/A"}},"k"]
[]
[null,{"$f":"IF(G914<G827,\"Error - \"&FIXED(G914,1,TRUE)&\" k < \"&FIXED(G827,1,TRUE)&\" k - Inadequate geotechnical resistance\",FIXED(G914,1,TRUE)&\" k > \"&FIXED(G827,1,TRUE)&\" k - OK\")","v":{"$error":"#N/A"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B916,5)=\"Error\",1,0)","v":{"$error":"#N/A"}},{"$f":"IF(LEFT(B916,5)=\"Warni\",1,0)","v":{"$error":"#N/A"}}]
[{"$f":"A860","v":"PILE DATA - Cont'd"}]
[]
["Check the capacity of the pile as a structural member"]
["The pile resistance factors in DM-4 are to be applied assuming only axial forces are present at the tip of the pile, where any driving damage is likely to occur.  At the top of the pile, where axial forces and bending are present, the piles are generally undamaged.  For these reasons, a smaller resistance factor is used when the axial force only is considered.  The combined flexure and axial force resistance factors are higher.  The calculated nominal axial resistances are also different, as the pile is assumed fully supported at the tip, but an unbraced length is assumed between the top two points of inflection."]
[]
[]
[]
[]
[]
[null,"Pile Resistance Factors"]
[null,null,"Axial compression only, fc",null,null,null,null,{"$f":"\"per \"&IF(G535=\"H\",\"AASHTO & DM-4 6.5.4.2\",IF(G535=\"P\",\"DM-4 5.5.4.2.1\",\"\"))","v":"per "}]
[null,null,"Axial compression only, fs",null,null,null,null,{"$f":"IF(G535=\"P\",H927&\" and DM-4 5.13.4.7.1P\",\"Leave Blank for H-piles\")","v":"Leave Blank for H-piles"}]
[null,null,"Axial compression, fc plus",null,null,"(used together)",null,"per AASHTO 6.5.4.2"]
[null,null,"Flexure, ff",null,null,null,null,"per AASHTO 6.5.4.2"]
[]
[null,"H-Pile Compressive Resistance (lower portion of pile - axial loads only)"]
[null,"For the axial load only check, the compressive resistance for braced piles is calculated in accordance with DM-4 6.15.3 with the slender element reduction factor, Q, taken as 1.0."]
[]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"Nominal Compressive Resistance, Pn = 0.66FyAg per DM-4 6.15.3"]
[null,null,"Pn =",{"$f":"0.66*pileyield*pilearea","v":0},"kips"]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"For the check of axial capacity, the entire axial load is considered for point bearing or end bearing piles.  For friction piles, the load at the pile tip is assumed to be the total pile load minus 50% of the factored friction resistance of the pile."]
[]
[]
[null,null,"The axial load at tip of pile, Pu =",null,null,null,{"$f":"IF(piletype=\"H\",FIXED(G799,2,TRUE)&\" - (0.5)(\"&frictresfact&\")(\"&FIXED(I911,1,TRUE)&\")\",\"\")","v":""},null,null,"( ³ 0.0)"]
[null,null,"Pu =",{"$f":"IF(piletype=\"H\",MAX(0,G799-0.5*frictresfact*I911),G799)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,null,null,{"$f":"\"(\"&G927&\")(\"&FIXED(D938,2,TRUE)&\") \"","v":"()(0.00) "}]
[null,null,"Pr =",{"$f":"G927*D938","v":0},"k"]
[]
[null,null,{"$f":"IF(piletype=\"P\",\"\",IF(D948<D945,\"Error - \"&FIXED(D948,2,TRUE)&\" k < \"&FIXED(D945,2,TRUE)&\" k - Insufficient axial capacity\",FIXED(D948,2,TRUE)&\" k > \"&FIXED(D945,2,TRUE)&\" k - OK\"))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"P\",0,IF(LEFT(C950,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"P\",0,IF(LEFT(C950,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[]
[null,"H-Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the steel H-piles is determined in accordance with AASHTO 6.9.4.1. Prior to calculating the nominal compressive resistance of the pile section, the width-to-thickness ratios of the flanges and web are checked to determine if the plates are slender per AASHTO 6.9.4.2.1. "]
[]
[]
[]
[null,null,"Slender Member Element Check"]
[null,null,"Per AASHTO 6.9.4.2, the slenderness of the plates shall satisfy:"]
[null,null,"b / t ≤ k(E/Fy)0.5 per AASHTO 6.9.4.2.1 where E is assumed equal to 29,000 ksi"]
[null,null,"where:"]
[null,null,"b = width of plate as specified in AASHTO Table 6.9.4.2.1-1"]
[null,null,"t = plate thickness"]
[null,null,"k = plate buckling coefficient as specified in AASHTO Table 6.9.4.2.1-1"]
[]
[null,null,null,"Flange Plate Buckling"]
[null,null,null,"Width of plate, b = half-flange width of rolled I-sections per AASHTO Table 6.9.4.2.1-1 = bf / 2"]
[null,null,null,"b =",{"$f":"pilewidth/2","v":0},"in"]
[]
[null,null,null,"Plate thickness, t = flange thickness = tf"]
[null,null,null,"t =",{"$f":"pilethickness","v":0},"in"]
[]
[null,null,null,"Plate buckling coefficient, k = value specified for flanges in AASHTO Table 6.9.4.2.1-1"]
[null,null,null,"k =",0.56000000000000005]
[]
[null,null,null,"b / t =",{"$f":"E967/E970","v":{"$error":"#DIV/0!"}},{"$f":"IF(E975<H975,\"<\",IF(E975=H975,\"=\",\">\"))","v":{"$error":"#DIV/0!"}},"k(E/Fy)0.5 =",{"$f":"E973*(29000/pileyield)^0.5","v":{"$error":"#DIV/0!"}},{"$f":"IF(H975>E975,\"Therefore, Flanges are Nonslender.\",\"Therefore, Flanges are Slender.\")","v":{"$error":"#DIV/0!"}}]
[{"$f":"A917","v":"PILE DATA - Cont'd"}]
[]
[null,"H-Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[]
[null,null,"Slender Member Element Check"]
[]
[null,null,null,"Web Plate Buckling"]
[null,null,null,"Width of plate, b = clear distance between flanges minus fillet radii per AASHTO Table 6.9.4.2.1-1"]
[null,null,null,"b =",{"$f":"IF(LEFT(piledesig,4)=\"HP14\",11.25,IF(LEFT(piledesig,4)=\"HP12\",9.5,IF(LEFT(piledesig,4)=\"HP10\",7.5,IF(LEFT(piledesig,3)=\"HP8\",5.75,0))))","v":0},"in = T per 14th Edition AISC Table 1-4 "]
[]
[null,null,null,"Plate thickness, t = web thickness which is equal to the flange thickness for HP piles"]
[null,null,null,"t =",{"$f":"pilethickness","v":0},"in"]
[]
[null,null,null,"Plate buckling coefficient, k = value specified for webs in AASHTO Table 6.9.4.2.1-1"]
[null,null,null,"k =",1.49]
[]
[null,null,null,"b / t =",{"$f":"E984/E987","v":{"$error":"#DIV/0!"}},{"$f":"IF(E992<H992,\"<\",IF(E992=H992,\"=\",\">\"))","v":{"$error":"#DIV/0!"}},"k(E/Fy)0.5 =",{"$f":"E990*(29000/pileyield)^0.5","v":{"$error":"#DIV/0!"}},{"$f":"IF(H992>E992,\"Therefore, Web is Nonslender.\",\"Therefore, Web is Slender.\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,null,{"$f":"IF(AND(H975<E975,H992<E992),\"Warning - Pile web and flanges are Slender.\",IF(E975>H975,\"Warning - Pile flanges are Slender.\",IF(E992>H992,\"Warning - Pile web is Slender.\",\"\")))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"P\",0,IF(LEFT(D994,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Slender Element Reduction Factor, Q"]
[null,null,"The slender element reduction factor, if applicable, is calculated in accordance with AASHTO 6.9.4.2.2."]
[null,null,{"$f":"IF(AND(H975>=E975,H992>=E992),O998,IF(AND(E975>H975,E992>H992),O999,IF(E975>H975,O1000,IF(E992>H992,O1001,\"Error\"))))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,"Since the web and flanges are nonslender, the slender element reduction factor, Q, equals 1.0."]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Since the web and flanges are slender, the slender element reduction factors are calculated below."]
[null,null,null,"Flange (Unstiffened Slender Element)",null,null,null,null,null,null,null,null,null,null,"Since the flanges are slender, the slender element reduction factor for the flange is calculated below."]
[null,null,null,"For unstiffened slender elements (flanges), Qs is based on the b/t ratio as shown below.",null,null,null,null,null,null,null,null,null,null,"Since the web is slender, the slender element reduction factor for the web is calculated below."]
[null,null,null,"b / t =",{"$f":"E975","v":{"$error":"#DIV/0!"}},{"$f":"IF(E1002<H1002,\"<\",IF(E1002=H1002,\"=\",\">\"))","v":{"$error":"#DIV/0!"}},"1.03(E/Fy)0.5 =",{"$f":"1.03*(29000/pileyield)^0.5","v":{"$error":"#DIV/0!"}},{"$f":"IF(E1002>H1002,\"Therefore, use AASHTO Eq. 6.9.4.2.2-2.\",\"Therefore, use AASHTO Eq. 6.9.4.2.2-1.\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,null,"Qs = 1.415 - 0.74(b/t)(Fy/E)0.5 per AASHTO Equation 6.9.4.2.2-1"]
[null,null,null,"Qs = 0.69E/[Fy(b/t)2] per AASHTO Equation 6.9.4.2.2-2"]
[null,null,null,"Qs =",{"$f":"IF(E1002>H1002,0.69*29000/(pileyield*(E1002^2)),1.415-0.74*E1002*(pileyield/29000)^0.5)","v":{"$error":"#DIV/0!"}}]
[]
[null,null,null,"Web (Stiffened Slender Element)"]
[null,null,null,"For stiffened slender elements (webs), Qa is calculated in accordance with AASHTO Equation 6.9.4.2.2-9."]
[]
[null,null,null,"Total gross cross-sectional area of the member, A"]
[null,null,null,"A =",{"$f":"pilearea","v":0},"in2 = Pile Area, Ap"]
[]
[null,null,null,"Effective areas of the slender stiffened element, Aeff = (b - be)t"]
[null,null,null,"Aeff =",{"$f":"(F1021-F1020)*F1022","v":{"$error":"#DIV/0!"}},"in2"]
[]
[null,null,null,"Where:"]
[null,null,null,"Effective Width, be = 1.92t(E/ƒ)0.5[1-0.34(E/ƒ)0.5/(b/t)] ≤ b per AASHTO Eq. 6.9.4.2.2-11"]
[null,null,null,null,null,null,"1.92t(E/ƒ)0.5[1-0.34(E/ƒ)0.5/(b/t)] =",{"$f":"1.92*F1022*((29000/F1023)^0.5)*(1-0.34*((29000/F1023)^0.5)/E992)","v":{"$error":"#DIV/0!"}},"in"]
[null,null,null,null,"be =",{"$f":"MIN(F1021,H1019)","v":{"$error":"#DIV/0!"}},"in"]
[null,null,null,null,"b =",{"$f":"E984","v":0},"in"]
[null,null,null,null,"t =",{"$f":"E987","v":0},"in"]
[null,null,null,null,"ƒ =",{"$f":"IF(E975>H975,E1006,1)*pileyield","v":{"$error":"#DIV/0!"}},"ksi, = QsFy"]
[]
[null,null,null,"Slender element reduction factor, Qa = Aeff/A "]
[null,null,null,"Qa =",{"$f":"E1015/E1012","v":{"$error":"#DIV/0!"}}]
[]
[null,null,{"$f":"IF(AND(H975>=E975,H992>=E992),\"\",IF(AND(E975>H975,E992>H992),O1028,IF(E975>H975,O1029,IF(E992>H992,O1030,\"\"))))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,"Since the web and flanges are slender, the slender element reduction factor, Q, equals the product of Qs and Qa."]
[null,null,"Q =",{"$f":"IF(AND(E975>H975,E992>H992),E1006*E1026,IF(E975>H975,E1006,IF(E992>H992,E1026,1)))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,"Since the flanges are slender, the slender element reduction factor, Q, is equal to Qs."]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Since the web is slender, the slender element reduction factor, Q, is equal to Qa."]
[null,null,"Elastic Flexural Buckling Resistance"]
[null,null,"The elastic critical buckling resistance based on flexural buckling is determined in accordance with AASHTO 6.9.4.1.2. Since the radius of gyration is smaller in the y-direction and the unbraced lengths about each axis are assumed equal, the resistance is only calculated about the y-axis. Torsional buckling is not considered."]
[]
[]
[]
[null,null,"The unbraced length is defined as the distance between the top two points of inflection (zero moment) on the pile moment diagram.  As a structural member, the pile length between the top two inflection points is assumed to be a pinned-pinned member.  The effective length factor, K, of a pinned-pinned member = 1.0."]
[]
[]
[]
[null,null,{"$f":"\"Unbraced length, l = \"&FIXED(inflection,0,TRUE)&\" - \"&FIXED(inflection2,0,TRUE)&\" =\"","v":"Unbraced length, l = 0 - 0 ="},null,null,{"$f":"inflection-inflection2","v":0},"in =",{"$f":"unbraced/12","v":0},"ft"]
[]
[null,null,"Elastic Critical Buckling Resistance, Pe = π2EAg/(Kl/r)2 per AASHTO Eq. 6.9.4.1.2-1, Note Ag = As"]
[null,null,"Pe =",{"$f":"(PI())^2*29000*pilearea/(1*unbraced/pilegyration)^2","v":{"$error":"#DIV/0!"}},"kips"]
[{"$f":"A976","v":"PILE DATA - Cont'd"}]
[]
[null,"H-Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the steel H-piles is determined in accordance with AASHTO 6.9.4.1."]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"Equivalent Nominal Yield Resistance, Po = QFyAg per AASHTO 6.9.4.1.1, Note Ag = As"]
[null,null,"Po =",{"$f":"D1029*pileyield*pilearea","v":{"$error":"#DIV/0!"}},"kips"]
[]
[null,null,"If Pe / Po ³ 0.44, then Pn = [0.658(Po/Pe)]Po per AASHTO Equation 6.9.4.1.1-1"]
[null,null,"If Pe / Po < 0.44, then Pn = 0.877Pe per AASHTO Equation 6.9.4.1.1-2"]
[]
[null,null,null,"Pe / Po =",{"$f":"IF(pilearea=\"\",\"\",D1043/D1051)","v":""},{"$f":"IF(E1056<0.44, \"Use AASHTO Equation 6.9.4.1.1-2.\",\"Use AASHTO Equation 6.9.4.1.1-1.\")","v":"Use AASHTO Equation 6.9.4.1.1-1."}]
[]
[null,null,"Nominal Compressive Resistance, Pn = [0.658(Po/Pe)]Po and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Nominal Compressive Resistance, Pn = 0.877Pe and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Pn =",{"$f":"IF(D1043/D1051<0.44,MIN(0.877*D1043,0.66*pileyield*pilearea),MIN((0.658^(D1051/D1043))*D1051,0.66*pileyield*pilearea))","v":{"$error":"#DIV/0!"}},{"$f":"\"kips\"&IF(D1060=0.66*pileyield*pilearea,\", Limited by DM-4 6.15.3\",\"\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,null,null,{"$f":"\"(\"&G929&\")(\"&FIXED(D1060,2,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Pr =",{"$f":"comp2resfact*D1060","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"H-Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The flexural resistance of the steel H-piles is determined in accordance with AASHTO 6.12.2.2.1. The flexural resistance is dependent on whether the flange is compact or noncompact and considers the unbraced length of the pile."]
[]
[]
[null,null,"Flange Compactness Check"]
[null,null,"Slenderness ratio for the flange, lf = bf/(2tf) per AASHTO Eq. 6.12.2.2.1-3."]
[null,null,"lf =",{"$f":"G547/(2*G548)","v":{"$error":"#DIV/0!"}},null,null,null,{"$f":"IF(H486=\"H\",+H497&\"/(2*\"&+H498&\") = \",IF(H486=\"P\",+H497&\"/\"&+H498&\" = \",\"\"))","v":""},{"$f":"IF(H486=\"H\",H497/2/H498,IF(H486=\"P\",+H497/H498,\"\"))","v":""}]
[null,null,"Limiting slenderness ratio for a compact flange, lpf = 0.38(E/Fy)0.5 per AASHTO Eq. 6.12.2.2.1-4."]
[null,null,"lpf =",{"$f":"0.38*(29000/pileyield)^0.5","v":{"$error":"#DIV/0!"}},null,null,null,{"$f":"IF(H486=\"H\",\"0.382*(29000/\"&+H495&\")^0.5 = \",IF(H486=\"P\",\"2.00*(29000/\"&+H495&\")^0.5 = \",\"\"))","v":""},{"$f":"IF(H486=\"H\",0.382*(29000/H495)^0.5,IF(H486=\"P\",2*(29000/H495)^0.5,\"\"))","v":""}]
[null,null,"Limiting slenderness ratio for a noncompact flange, lrf = 0.83(E/Fy)0.5 per AASHTO Eq. 6.12.2.2.1-5."]
[null,null,"lr =",{"$f":"0.83*(29000/pileyield)^0.5","v":{"$error":"#DIV/0!"}},null,null,null,{"$f":"IF(H486=\"H\",\"0.56*(29000/\"&+H495&\")^0.5 = \",IF(H486=\"P\",\"8.80*(29000/\"&+H495&\")^0.5 = \",\"\"))","v":""},{"$f":"IF(H486=\"H\",0.56*(29000/H495)^0.5,IF(H486=\"P\",8.8*(29000/H495)^0.5,\"\"))","v":""}]
[]
[null,null,{"$f":"IF(D1074>=D1072,\"Flange is compact.\",IF(D1076>=D1072,\"Flange is noncompact.\",\"Error - Slenderness ratio is above the noncompact limit.\"))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"P\",0,IF(LEFT(C1078,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"P\",0,IF(LEFT(C1078,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Nominal Flexural Resistance"]
[null,null,"If lf < lpf, then flange is compact and Mn = Mp per AASHTO Equation 6.12.2.2.1-1"]
[null,null,"Mn = Mp = 1.5FyS per AASHTO C6.12.2.2.1 =",null,null,null,null,{"$f":"\"(1.5)(\"&pileyield&\")(\"&FIXED(pilesecmod,2)&\")\"","v":"(1.5)()(0.00)"}]
[null,null,"If lpf < lf < lrf, then flange is noncompact, Mn = [1-(1-Sy/Zy)(lf-lpf)/(0.45(E/Fy)0.5)]FyfZy per AASHTO Eq. 6.12.2.2.1-2"]
[null,null,"Mn =",{"$f":"IF(D1072<D1074,1.5*pileyield*pilesecmod,IF(D1072<D1076,(1-(1-pilesecmod/pileplastsecmod)*(D1072-D1074)/(0.45*(29000/pileyield)^0.5))*pileyield*pileplastsecmod,0))","v":{"$error":"#DIV/0!"}},"k-in =",{"$f":"D1084/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(\"&flexresfact&\")(\"&FIXED(D1084,1,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"flexresfact*D1084","v":{"$error":"#DIV/0!"}},"k-in",{"$f":"D1088/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"H-Pile Combined Axial Compression and Flexure (upper portion of pile - under combined axial load and moment)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[]
[null,"Pu / Pr =",null,{"$f":"FIXED(+G827,1,TRUE)&\"/\"&FIXED(D1064,1,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"G827/D1064","v":{"$error":"#DIV/0!"}}]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(E1096<0.2,FIXED(G827,1,TRUE)&\"/(2*\"&FIXED(D1064,1,TRUE)&\") + \"&G858&\"/\"&FIXED(F1088,1,TRUE)&\" =\",FIXED(G827,1,TRUE)&\"/\"&FIXED(D1064,1,TRUE)&\" + (8.0/9.0)(\"&G858&\"/\"&FIXED(F1088,1,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(E1096<0.2,G827/(2*D1064)+G858/F1088,G827/D1064+(8/9)*(G858/F1088))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1097>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[null,null,{"$f":"IF(I1097>1.0049,\"Error - \"&FIXED(I1097,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"P\",0,IF(LEFT(C1098,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"P\",0,IF(LEFT(C1098,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[null,"Concrete Filled Steel Pipe Pile Compressive Resistance (lower portion of pile - axial loads only)"]
[null,"The compressive resistance of the concrete filled pipe pile section is calculated in accordance with DM-4 5.13.4.7.1P."]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"The factored axial compressive resistance of braced concrete filled steel pipe piles is calculated below in accordance with DM-4 5.13.4.7.1P using DM-4 Equation 5.13.4.7.1P-1."]
[]
[]
[null,null,"For the check of axial capacity, the entire axial load is considered for point bearing or end bearing piles.  For friction piles, the load at the pile tip is assumed to be the total pile load minus 50% of the factored friction resistance of the pile."]
[]
[]
[null,null,"The axial load at tip of pile, Pu =",null,null,null,null,{"$f":"IF(piletype=\"P\",FIXED(G799,2,TRUE)&\" - (0.5)(\"&frictresfact&\")(\"&FIXED(I911,1,TRUE)&\") =\",\"\")","v":""},{"$f":"IF(piletype=\"P\",MAX(0,G799-0.5*frictresfact*I911),G799)","v":{"$error":"#DIV/0!"}},"k",null,"( ³ 0.0)"]
[]
[null,null,"Area of steel, Ast = π[Do2 - (Do - 2tp)2]/4",null,null,null,{"$f":"\"= \"&FIXED(PI(),2,TRUE)&\"[\"&FIXED(pilewidth,2,TRUE)&\"^2 - (\"&FIXED(pilewidth,2,TRUE)&\" - 2*\"&FIXED(pilethickness,3,TRUE)&\")^2]/4\"","v":"= 3.14[0.00^2 - (0.00 - 2*0.000)^2]/4"}]
[null,null,"Ast =",{"$f":"PI()*(pilewidth^2-(pilewidth-2*pilethickness)^2)/4","v":0},"in2"]
[]
[null,null,"Gross cross-sectional area of concrete, Agc = π(Do - 2tp)2/4",null,null,null,null,{"$f":"\"= \"&FIXED(PI(),2,TRUE)&\"[(\"&FIXED(pilewidth,2,TRUE)&\" - 2*\"&FIXED(pilethickness,3,TRUE)&\")^2]/4\"","v":"= 3.14[(0.00 - 2*0.000)^2]/4"}]
[null,null,"Agc =",{"$f":"PI()*(pilewidth-2*pilethickness)^2/4","v":0},"in2"]
[]
[null,null,"Factored axial compressive resistance, Pr = fsAstFy + fc0.85f'cAgc",null,null,null,null,null,{"$f":"\"= (\"&compresfactsteelpipe&\")(\"&FIXED(D1112,2,TRUE)&\")(\"&G545&\") + (\"&compresfact&\")(0.85)(\"&FIXED(G546,1,TRUE)&\")(\"&FIXED(D1115,2,TRUE)&\") \"","v":"= ()(0.00)() + ()(0.85)(0.0)(0.00) "}]
[null,null,"Pr =",{"$f":"compresfactsteelpipe*D1112*G545+compresfact*0.85*G546*D1115","v":0},"k"]
[null,null,{"$f":"IF(AND(piletype=\"P\",PI()/4*(pilewidth^2-(pilewidth-2*pilethickness)^2)/(PI()/4*(pilewidth)^2)<0.04),\"Error - Steel pipe area < 4% of the total area. Check as reinforced concrete column per AASHTO 6.9.5.2.1.\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1119,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1119,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[null,null,{"$f":"IF(piletype=\"H\",\"\",IF(D1118<I1109,\"Error - \"&FIXED(D1118,2,TRUE)&\" k < \"&FIXED(I1109,2,TRUE)&\" k - Insufficient axial capacity\",FIXED(D1118,2,TRUE)&\" k > \"&FIXED(I1109,2,TRUE)&\" k - OK\"))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1120,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1120,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[]
[null,"Concrete Filled Steel Pipe Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5 and DM-4 5.13.4.7.1P."]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"The nominal compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5.1. "]
[null,null,"If l £ 2.25, then Pn = 0.66lFeAs per AASHTO Equation 6.9.5.1-1"]
[null,null,"If l > 2.25, then Pn = 0.88FeAs/l per AASHTO Equation 6.9.5.1-2"]
[]
[null,null,"The unbraced length is defined as the distance between the top two points of inflection (zero moment) on the pile moment diagram.  As a structural member, the pile length between the top two inflection points is assumed to be a pinned-pinned member.  The effective length factor, K, of a pinned-pinned member = 1.0."]
[]
[]
[null,null,null,{"$f":"\"Unbraced length, l = \"&FIXED(inflection,0,TRUE)&\" - \"&FIXED(inflection2,0,TRUE)&\" =\"","v":"Unbraced length, l = 0 - 0 ="},null,null,{"$f":"inflection-inflection2","v":0},{"$f":"\"in = \"&FIXED(G1133/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,null,"Equivalent yield strength, Fe = Fy + 0.85f'c(Ac/As) per AASHTO Equation 6.9.5.1-4"]
[null,null,"Fe =",{"$f":"G545+0.85*G546*(Ac/As)","v":{"$error":"#DIV/0!"}},{"$f":"\"ksi = \"&G545&\" + 0.85*\"&G546&\"(\"&FIXED(Ac,2,TRUE)&\"/\"&FIXED(As,2,TRUE)&\") \"","v":"ksi =  + 0.85*(0.00/0.00) "}]
[]
[null,null,"where:"]
[null,null,null,"Cross-sectional area of the concrete, Ac = π(Do - 2tp)2/4",null,null,null,null,{"$f":"PI()*(pilewidth-2*pilethickness)^2/4","v":0},"in2"]
[null,null,null,"Cross-sectional area of the steel section, As = πDo2/4 - Ac",null,null,null,null,{"$f":"PI()*(pilewidth)^2/4-I1139","v":0},"in2"]
[{"$f":"A917","v":"PILE DATA - Cont'd"}]
[]
[null,"Concrete Filled Steel Pipe Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,null,"Equivalent modulus of elasticity, Ee = E[1+(0.4/n)(Ac/As)] per AASHTO Equation 6.9.5.1-5"]
[null,null,"Ee =",{"$f":"29000*(1+(0.4/n)*(Ac/As))","v":{"$error":"#DIV/0!"}},{"$f":"\"ksi = 29000[1+(0.4/\"&n&\")(\"&FIXED(Ac,2,TRUE)&\"/\"&FIXED(As,2,TRUE)&\")]\"","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"l = (Kl/rsp)2 (Fe/Ee) =",null,null,null,null,{"$f":"\"[(1.0*\"&FIXED(G1133,0)&\")/(\"&FIXED(pilegyration,2,TRUE)&\"*\"&FIXED(PI(),3,TRUE)&\")]^2 (\"&FIXED(D1136,2,TRUE)&\"/\"&FIXED(D1145,2,TRUE)&\") =\"","v":{"$error":"#DIV/0!"}},{"$f":"((1*G1133/(pilegyration*PI()))^2)*(D1136/D1145)","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Nominal compressive resistance, Pn =",null,null,null,{"$f":"IF(I1147>2.25,\"(0.88)(\"&FIXED(D1136,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")/(\"&FIXED(I1147,3,TRUE)&\")\",\"(0.66^\"&FIXED(I1147,3,TRUE)&\")(\"&FIXED(D1136,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")\")&IF(I1147>2.25,\" per AASHTO Equation 6.9.5.1-2\",\" per AASHTO Equation 6.9.5.1-1\")","v":{"$error":"#DIV/0!"}}]
[null,null,"Pn =",{"$f":"IF(I1147>2.25,0.88*D1136*I1140/I1147,(0.66^I1147)*D1136*I1140)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Factored compressive resistance, Pr = fPn ",null,null,null,{"$f":"\"per AASHTO 6.9.2.1 = (\"&comp2resfact&\")(\"&FIXED(D1150,2,TRUE)&\") = \"&FIXED(comp2resfact*D1150,2,TRUE)&\" k\"","v":{"$error":"#DIV/0!"}}]
[null,null,"The factored compressive resistance shall not exceed Pr = fsAstFy + fc0.85f'cAgc"]
[null,null,"Pr =",{"$f":"MIN(comp2resfact*D1150,D1118)","v":{"$error":"#DIV/0!"}},{"$f":"\"kips\"&IF(D1155=D1118,\", Limited by DM-4 5.13.4.7.1P\",\"\")","v":{"$error":"#DIV/0!"}}]
[]
[null,"Concrete Filled Steel Pipe Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The flexural resistance of the concrete filled steel pipe pile is determined in accordance with AASHTO 6.12.2.3.2. The flexural resistance is dependent on the diameter-to-thickness ratio as shown below.  For pipe piles, if the diameter-to-thickness ratio of the pipe is not sufficient to consider the section compact, then the section is considered non-compact."]
[]
[]
[]
[null,null,"Compactness Check"]
[null,null,"If D/t < 2.0(E/Fy)0.5, then Mn = Mps per AASHTO Equation 6.12.2.3.2-1"]
[null,null,"If 2.0(E/Fy)0.5 < D/t ≤ 8.8(E/Fy)0.5, then Mn = Myc per AASHTO Equation 6.12.2.3.2-2"]
[]
[null,null,"Diameter-to-thickness ratio, D/t "]
[null,null,null,"D/t =",{"$f":"IF(G535=\"H\",G547/2/G548,IF(G535=\"P\",+G547/G548,\"\"))","v":""}]
[null,null,"Diameter-to-thickness criteria for pipe to reach plastic moment"]
[null,null,null,"2.0(E/Fy)0.5 =",null,null,{"$f":"\"2.0*(29000/\"&G545&\")^0.5 = \"","v":"2.0*(29000/)^0.5 = "},{"$f":"2*(29000/G545)^0.5","v":{"$error":"#DIV/0!"}}]
[null,null,"Diameter-to-thickness criteria for pipe to reach yield stress"]
[null,null,null,"8.8(E/Fy)0.5 =",null,null,{"$f":"\"8.8*(29000/\"&+G545&\")^0.5 = \"","v":"8.8*(29000/)^0.5 = "},{"$f":"8.8*(29000/G545)^0.5","v":{"$error":"#DIV/0!"}}]
[null,null,{"$f":"IF(E1167<H1169,\"Pipe is compact.\",IF(E1167<=H1171,\"Pipe is noncompact.\",\"Error - Diameter-to-thickness ratio is above the noncompact limit.\"))","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1172,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1172,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Nominal Flexural Resistance"]
[null,null,"The nominal flexural resistance of the concrete filled steel pipe pile is determined in accordance with AASHTO 6.12.2.3.2. Per DM-4 Ap.G1.4.2.3, the transformed yield moment used in the analysis shall not exceed the plastic moment of the steel pipe only. If so, the plastic moment is used for both."]
[]
[]
[]
[null,null,"Plastic Moment, Mp = FyZy =",null,null,{"$f":"+\"(\"&G545&\")(\"&FIXED(G553,1,TRUE)&\") \"","v":"()(0.0) "},"Per DM-4 Ap.G1.4.2.3, the concrete inside the pipe is not included."]
[null,null,"Mp =",{"$f":"G545*G553","v":0},{"$f":"\"k-in = \"&FIXED(D1180/12,2)&\" k-ft\"","v":"k-in = 0.00 k-ft"}]
[null,null,"Yield Moment, My = Fy Sy =",null,null,{"$f":"\"(\"&G545&\")(\"&FIXED(G551,1,TRUE)&\") =\"","v":"()(0.0) ="},{"$f":"G545*G551","v":0},{"$f":"\"k-in = \"&FIXED(G1181/12,2)&\" k-ft\"","v":"k-in = 0.00 k-ft"}]
[]
[null,null,"Nominal flexural resistance, Mn =",null,null,null,null,{"$f":"IF(E1167<H1169,\"Mp since the pipe is compact.\",IF(E1167<H1171,\"My since the pipe is noncompact.\",IF(AND(E1167<H1171,G1181>D1180),\"Mp since the pipe is noncompact but My exceeds Mp.\",\"\")))","v":{"$error":"#DIV/0!"}},"Mn =",{"$f":"IF(E1167<H1169,D1180,IF(AND(E1167<H1171,G1181>D1180),D1180,IF(E1167<H1171,G1181,\"\")))","v":{"$error":"#DIV/0!"}},{"$f":"\"k-in = \"&FIXED(J1183/12,2)&\" k-ft\"","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(\"&FIXED(G930,2,TRUE)&\")(\"&FIXED(J1183,1,TRUE)&\")\"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"J1183*G930","v":{"$error":"#DIV/0!"}},"k-in"]
[null,null,"Mr =",{"$f":"D1187/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"Concrete Filled Steel Pipe Pile Combined Axial Compression and Flexure (upper portion of pile)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[null,"Pu / Pr =",null,{"$f":"FIXED(+G827,1,TRUE)&\"/\"&FIXED(+D1155,1,TRUE)&\" = \"","v":{"$error":"#DIV/0!"}},null,{"$f":"+G827/D1155","v":{"$error":"#DIV/0!"}}]
[]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(F1194<0.2,FIXED(G827,1,TRUE)&\"/(2*\"&FIXED(D1155,1,TRUE)&\") + \"&G858&\"/\"&FIXED(D1188,2,TRUE)&\" =\",FIXED(G827,1,TRUE)&\"/\"&FIXED(D1155,1,TRUE)&\" + (8.0/9.0)(\"&G858&\"/\"&FIXED(D1188,2,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(D1194<0.2,G827/D1155/2+G858/D1188,G827/D1155+(8/9)*(G858/D1188))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1196>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[null,null,{"$f":"IF(I1196>1.0049,\"Error - \"&FIXED(I1196,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1197,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1197,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
["Pile Ductility Requirement"]
[]
["Since the top of the pile will often have to undergo inelastic rotations, a check per DM-4 Ap.G.1.4.2.5 is performed based on a method contained in Greimann et. al. (1987) for determining whether the pile has enough ductility to undergo the required calculated deflections."]
[]
[]
[]
[null,"Ductility Criterion, D £ Di, where"]
[null,"D = design displacement"]
[null,"Di = allowable displacement"]
[]
["The design displacement is the total displacement due to the full range of thermal expansion / contraction at the abutment being designed.  Most of the data for thermal displacements was listed previously, and the percentage of the total displacement of the bridge is denoted by k."]
[]
[]
[]
[null,"Temperature range (sum of rise and fall), DT "]
[null,"DT =",{"$f":"IF(G33=\"C\",90,IF(G33=\"S\",120,\"\"))","v":""},"oF",{"$f":"IF(G33=\"C\",\"For concrete girders\",IF(G33=\"S\",\"For steel girders\",\"\"))&\" per DM-4 3.12.2.1\"","v":" per DM-4 3.12.2.1"}]
[]
[null,"Design displacement, D = kfTaDTL ",null,null,null,{"$f":"\"= (\"&FIXED(H697/100,2)&\")(\"&FIXED(G690,1)&\")(\"&G688&\")(\"&C1213&\")(\"&G47&\" x 12 in/ft)\"","v":"= (0.00)(1.0)(0.0000065)()( x 12 in/ft)"}]
[null,"D =",{"$f":"(H697/100)*G690*G688*IF(G33=\"C\",90,IF(G33=\"S\",120,\"\"))*G47*12","v":{"$error":"#VALUE!"}},"in"]
[]
["The design rotation is the total factored rotation at the support due to live load and composite dead loads which is equal to the sum of the absolute values of the maximum and minimum factored rotations."]
[]
[null,"Total design rotation, qw = qmin + qmax =",null,null,null,null,{"$f":"+FIXED(ABS(H421),6)&\" + \"&FIXED(ABS(H425),6)","v":{"$error":"#DIV/0!"}}]
[null,null,"qw =",{"$f":"(ABS(H421)+ABS(H425))","v":{"$error":"#DIV/0!"}},"radians =",{"$f":"+D1221*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[]
[null,"Pile yield stress, Fy =",null,null,{"$f":"+(G545)","v":0},"ksi"]
[]
["The plastic rotation is the rotation required to form a plastic hinge in the pile."]
[null,"Plastic rotation, qp = FyZLi/3EI =",null,null,null,{"$f":"+\"(\"&G545&\")(\"&FIXED(G553,1,TRUE)&\")(\"&G840&\")/(3*29000*\"&FIXED(G550,0,TRUE)&\") \"","v":"()(0.0)()/(3*29000*0) "}]
[null,null,"qp =",{"$f":"+G545*G553*G840/(3*29000*G550)","v":{"$error":"#DIV/0!"}},"radians =",{"$f":"+D1227*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[]
[null,"Inelastic rotation capacity reduction factor, Ci (0£Ci£1.0)"]
[null,"Ci =",null,{"$f":"IF(G535=\"H\",\"19/6 - 5.68\",IF(G535=\"P\",\"3.50-1.25\",\"\"))","v":""},"(Fy / E)1/2",{"$f":"IF(G535=\"H\",\"(bf / 2tf) =\",IF(G535=\"P\",\"(D / t) =\",\"\"))","v":""},{"$f":"IF(G535=\"H\",\"19/6 - 5.68 * (\"&E1223&\"/29000)^0.5 [\"&G547&\"/(2*\"&G548&\")] = \"&FIXED(19/6-5.68*(E1223/29000)^0.5*(G547/(2*G548)),2,TRUE),IF(G535=\"P\",\"3.50 - 1.25 * (\"&E1223&\"/29000)^0.5 (\"&G547&\"/\"&G548&\") = \"&FIXED(3.5-1.25*(E1223/29000)^0.5*(G547/G548),2,TRUE),\"\"))","v":""}]
[null,null,"Use Ci =",{"$f":"IF(G535=\"H\",IF(19/6-5.68*(E1223/29000)^0.5*(G547/(2*G548))<0,0,IF(19/6-5.68*(E1223/29000)^0.5*(G547/(2*G548))>1,1,19/6-5.68*(E1223/29000)^0.5*(G547/(2*G548)))),IF(G535=\"P\",IF(3.5-1.25*(E1223/29000)^0.5*(G547/G548)<0,0,IF(3.5-1.25*(E1223/29000)^0.5*(G547/G548)>1,1,3.5-1.25*(E1223/29000)^0.5*(G547/G548))),\"\"))","v":""}]
[]
[null,"Inelastic rotation capacity, qinel = (K*CiMpLi)/EI =",null,null,null,null,{"$f":"\"[(\"&FIXED(J1234,3,TRUE)&\")(\"&FIXED(D1231,2,TRUE)&\")(\"&FIXED(D1180,2,TRUE)&\")(\"&G840&\")]/[(29000)(\"&FIXED(G550,0,TRUE)&\")] \"","v":{"$error":"#VALUE!"}},null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(2*(T1230-D1227)+D1221<0,\"No plastic rotation occurs\",\"\")","v":{"$error":"#DIV/0!"}}]
[null,null,"qinel =",{"$f":"(J1234*D1231*D1180*G840)/(29000*G550)","v":{"$error":"#VALUE!"}},"radians =",{"$f":"+D1234*180/PI()","v":{"$error":"#VALUE!"}},"degrees",null,{"$f":"IF(G535=\"H\",\"For H-piles, K =\",IF(G535=\"P\",\"For pipe piles, K=\",\"\"))","v":""},{"$f":"IF(G535=\"H\",1.5,IF(G535=\"P\",0.96154,\"\"))","v":""}]
[]
[null,"Allowable displacement, Di = 4*Li*[(qinel - qw)/2 + qp] =",null,null,null,null,null,null,null,{"$f":"\"(4)(\"&G840&\")[(\"&FIXED(D1234,4)&\" - \"&FIXED(D1221,4)&\")/2 + \"&FIXED(D1227,4)&\"] \"","v":{"$error":"#VALUE!"}}]
[null,"Di =",{"$f":"4*G840*((D1234-D1221)/2+D1227)","v":{"$error":"#VALUE!"}},"in"]
[]
[null,{"$f":"IF(C1237-C1216<0,\"Error - \"&FIXED(C1216,2,TRUE)&\" in > \"&FIXED(C1237,2,TRUE)&\" in - allowable displacement exceeded - choose a different pile section - push ctrl-a\",FIXED(C1216,2,TRUE)&\" in < \"&FIXED(C1237,2,TRUE)&\" in - OK\")","v":{"$error":"#VALUE!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B1239,5)=\"Error\",1,0)","v":{"$error":"#VALUE!"}},{"$f":"IF(LEFT(B1239,5)=\"Warni\",1,0)","v":{"$error":"#VALUE!"}}]
[]
["Pile Cap Reinforcing Design"]
[]
["Extreme Factored Dead + Live Loads per girder"]
["The extreme interior and exterior vertical girder reactions are listed below.  When combined with the extreme wind and centrifugal reactions for an exterior girder, the result is a conservative maximum girder reaction for pile cap design."]
[]
[]
[null,"Strength I",null,null,null,null,{"$f":"\"maximum of \"&FIXED(K333,2,TRUE)&\" and \"&FIXED(K354,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"MAX(K333,K354)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,null,null,null,null,{"$f":"\"minimum of \"&FIXED(K334,2,TRUE)&\" and \"&FIXED(K355,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"+MIN(K334,K355)","v":{"$error":"#DIV/0!"}},"k"]
[null,"Strength IP",null,null,null,null,{"$f":"\"maximum of \"&FIXED(K337,2,TRUE)&\" and \"&FIXED(K358,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"MAX(K337,K358)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,null,null,null,null,{"$f":"\"minimum of \"&FIXED(K338,2,TRUE)&\" and \"&FIXED(K359,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"+MIN(K338,K359)","v":{"$error":"#DIV/0!"}},"k"]
[null,"Strength II",null,null,null,null,{"$f":"\"maximum of \"&FIXED(K341,2,TRUE)&\" and \"&FIXED(K362,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"MAX(K341,K362)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,null,null,null,null,{"$f":"\"minimum of \"&FIXED(K342,2,TRUE)&\" and \"&FIXED(K363,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"+MIN(K342,K363)","v":{"$error":"#DIV/0!"}},"k"]
[null,"Strength III",null,null,null,null,{"$f":"\"maximum of \"&FIXED(K345,2,TRUE)&\" and \"&FIXED(K366,2,TRUE)&\" =\"","v":"maximum of 0.00 and 0.00 ="},{"$f":"MAX(K345,K366)","v":0},"k"]
[null,null,null,null,null,null,{"$f":"\"minimum of \"&FIXED(K346,2,TRUE)&\" and \"&FIXED(K367,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"+MIN(K346,K367)","v":{"$error":"#DIV/0!"}},"k"]
[null,"Strength V",null,null,null,null,{"$f":"\"maximum of \"&FIXED(K349,2,TRUE)&\" and \"&FIXED(K370,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"MAX(K349,K370)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,null,null,null,null,{"$f":"\"minimum of \"&FIXED(K350,2,TRUE)&\" and \"&FIXED(K371,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"+MIN(K350,K371)","v":{"$error":"#DIV/0!"}},"k"]
[]
["The following reactions are the extreme factored dead and live load girder reaction calculated previously, plus the extreme reactions on the exterior girder due to wind, centifugal, and thermal forces.  It is recognized that the extreme reactions due to lateral forces occur on the exterior girders, while the extreme gravity reaction may occur on the interior girders, but combining the two should not be overly conservative.  The h i modifier is included here as well."]
[]
[]
[]
[]
[null,"Strength I"]
[null,null,"max",{"$f":"FIXED(H1247,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!E16&\"(\"&FIXED(Main!H527,2,TRUE)&\") + \"&FIXED('Load Factors'!E17,2,TRUE)&\"(\"&FIXED(Main!F747,2,TRUE)&\")(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"+H1247+('Load Factors'!E16*Main!H527+'Load Factors'!E17*Main!F747*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"FIXED(H1248,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!F16&\"(\"&FIXED(Main!H528,2,TRUE)&\") + \"&FIXED('Load Factors'!F17,2,TRUE)&\"(0.00)(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"+H1248+('Load Factors'!F16*Main!J640+'Load Factors'!F17*0*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[null,"Strength IP"]
[null,null,"max",{"$f":"FIXED(H1249,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!G16&\"(\"&FIXED(Main!H527,2,TRUE)&\") + \"&FIXED('Load Factors'!G17,2,TRUE)&\"(\"&FIXED(Main!F747,2,TRUE)&\")(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1249+('Load Factors'!G16*Main!H527+'Load Factors'!G17*Main!F747*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"FIXED(H1250,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!H16&\"(\"&FIXED(Main!H528,2,TRUE)&\") + \"&FIXED('Load Factors'!H17,2,TRUE)&\"(0.00)(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1250+('Load Factors'!H16*Main!H528+'Load Factors'!H17*0*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[null,"Strength II"]
[null,null,"max",{"$f":"FIXED(H1251,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!I16&\"(\"&FIXED(Main!H527,2,TRUE)&\") + \"&FIXED('Load Factors'!I17,2,TRUE)&\"(\"&FIXED(Main!F747,2,TRUE)&\")(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1251+('Load Factors'!I16*Main!H527+'Load Factors'!I17*Main!F747*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"FIXED(H1252,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&'Load Factors'!J16&\"(\"&FIXED(Main!H528,2,TRUE)&\") + \"&FIXED('Load Factors'!J17,2,TRUE)&\"(0.00)(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1252+('Load Factors'!J16*Main!H528+'Load Factors'!J17*0*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[null,"Strength III"]
[null,null,"max",{"$f":"FIXED(H1253,2,TRUE)&\" + \"&IF(H517>0,FIXED(etamax,2,TRUE),FIXED(etamin,2,TRUE))&\"[\"&FIXED('Load Factors'!K14,2,TRUE)&\"(\"&FIXED(H517,2,TRUE)&\")] + \"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!K14,2,TRUE)&\"(\"&FIXED(H512,2,TRUE)&\") + \"&FIXED('Load Factors'!K17,2,TRUE)&\"(\"&FIXED(Main!F747,2,TRUE)&\")(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1253+IF(H517>0,etamax,etamin)*'Load Factors'!K14*H517+('Load Factors'!K14*H512+'Load Factors'!K17*Main!F747*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"FIXED(H1254,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!L14,2,TRUE)&\"(\"&FIXED(H518,2,TRUE)&\"+ \"&FIXED(H513,2,TRUE)&\") + \"&FIXED('Load Factors'!L17,2,TRUE)&\"(0.00)(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1254+('Load Factors'!L14*(H513+H518)+'Load Factors'!L17*0*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[null,"Strength V"]
[null,null,"max",{"$f":"FIXED(H1255,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!M14,2,TRUE)&\"(\"&FIXED(H512,2,TRUE)&\") + \"&FIXED('Load Factors'!M15,2,TRUE)&\"(\"&FIXED(H522,2,TRUE)&\") + \"&'Load Factors'!M16&\"(\"&FIXED(H527,2,TRUE)&\") + \"&FIXED('Load Factors'!M17,2,TRUE)&\"(\"&FIXED(Main!F747,2,TRUE)&\")(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1255+('Load Factors'!M14*H512+'Load Factors'!M15*H522+'Load Factors'!M16*H527+'Load Factors'!M17*Main!F747*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,"min",{"$f":"FIXED(H1256,2,TRUE)&\" + \"&FIXED(etamax,2,TRUE)&\"[\"&FIXED('Load Factors'!N14,2,TRUE)&\"(\"&FIXED(H513,2,TRUE)&\") + \"&FIXED('Load Factors'!N15,2,TRUE)&\"(\"&FIXED(H523,2,TRUE)&\") + \"&'Load Factors'!N16&\"(\"&FIXED(H528,2,TRUE)&\") + \"&FIXED('Load Factors'!N17,2,TRUE)&\"(0.00)(\"&npiles&\"/\"&ngirder&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"H1256+('Load Factors'!N14*H513+'Load Factors'!N15*H523+'Load Factors'!N16*J640+'Load Factors'!N17*0*npiles/ngirder)*etamax","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
[]
[null,"Controlling Loads",null,null,"max",{"$f":"IF(K1264>=K1272,IF(K1264>=K1268,IF(K1264>=K1276,IF(K1264>=K1280,\"STR I\",\"STR V\"),IF(K1276>=K1280,\"STR III\",\"STR V\")),IF(K1268>=K1276,IF(K1268>=K1280,\"STR IP\",\"STR V\"),IF(K1276>=K1280,\"STR III\",\"STR V\"))),IF(K1272>=K1268,IF(K1272>=K1276,IF(K1272>=K1280,\"STR II\",\"STR V\"),IF(K1276>=K1280,\"STR III\",\"STR V\")),IF(K1268>=K1276,IF(K1268>=K1280,\"STR IP\",\"STR V\"),IF(K1276>=K1280,\"STR III\",\"STR V\"))))","v":{"$error":"#DIV/0!"}},{"$f":"MAX(K1264:K1281)","v":{"$error":"#DIV/0!"}},"k/girder"]
[null,null,null,null,"min",{"$f":"IF(K1265<=K1273,IF(K1265<=K1269,IF(K1265<=K1277,IF(K1265<=K1281,\"STR I\",\"STR V\"),IF(K1277<=K1281,\"STR III\",\"STR V\")),IF(K1269<=K1277,IF(K1269<=K1281,\"STR IP\",\"STR V\"),IF(K1277<=K1281,\"STR III\",\"STR V\"))),IF(K1273<=K1269,IF(K1273<=K1277,IF(K1273<=K1281,\"STR II\",\"STR V\"),IF(K1277<=K1281,\"STR III\",\"STR V\")),IF(K1269<=K1277,IF(K1269<=K1281,\"STR IP\",\"STR V\"),IF(K1277<=K1281,\"STR III\",\"STR V\"))))","v":{"$error":"#DIV/0!"}},{"$f":"MIN(K1264:K1281)","v":{"$error":"#DIV/0!"}},"k/girder"]
[]
["Pile Cap Reinforcing"]
["Knowing the maximum girder reaction, the pile spacing, the dimensions of the cap and diaphragm, and the material properties, the pile cap reinforcing can be calculated.  The loads used for design are the maximum simply supported beam moments reduced by 20% to account for the continuity over the piles.  Calculations for reinforcement are performed on the Cap Reinforcement tab."]
[]
[]
[]
[]
[null,null,"Concrete compressive strength, f 'c",null,null,null,null,"ksi"]
[null,null,"Reinforcing steel yield strength, Fy",null,null,null,null,"ksi"]
[null,null,"Maximum factored girder reaction, Ru",null,null,null,{"$f":"+G1284","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"Pile Spacing",null,null,null,{"$f":"+G568","v":0},"ft"]
[]
[null,null,{"$f":"\"Pile Cap Reinforcement - Use 4 # \"&IF(AND(Ast<=3.16,'Cap Reinforcement'!U12=\"OK\"),8,IF(AND(Ast<=4,'Cap Reinforcement'!U13=\"OK\"),9,IF(AND(Ast<=5.08,'Cap Reinforcement'!U14=\"OK\"),10,IF(AND(Ast<=6.24,'Cap Reinforcement'!U15=\"OK\"),11,\"Out of range\"))))&\" Bars in Top and Bottom of Cap\"","v":{"$error":"#DIV/0!"}}]
[]
[]
["Post-Scour Analysis"]
["Per AASHTO and DM-4 2.6.4.4.2, scour at bridge foundations is investigated for two conditions: design flood for scour and check flood for scour. Per DM-4 3.7.5, the scour design flood shall be considered at the strength and service limit states and the check flood for scour (superflood) shall be considered at the Service I limit state. Since the strength limit state pile loads were previously calculated, the service I limit state pile loads are calculated below. Only PHL-93 live loads are considered for the service I limit state. The h (eta) factor is included here in the calculations."]
[]
[]
[]
[]
[]
["Service I Limit State Girder Reactions"]
[null,"Factored Dead + Live Reaction for Interior Girder:"]
[null,null,"max",{"$f":"\"1.00[\"&FIXED('Load Factors'!C6,2)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!C7,2,TRUE)&\"(\"&Main!G293&\") + \"&FIXED('Load Factors'!C12,2)&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!C6*(Main!G287+Main!G290)+'Load Factors'!C7*Main!G293+'Load Factors'!C12*Main!G306*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"\"1.00[\"&FIXED('Load Factors'!D6,2,TRUE)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!D7,2,TRUE)&\"(\"&IF(fwsurface=\"Y\",Main!G293,\"0.00\")&\") + \"&FIXED('Load Factors'!D12,2)&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!D6*(Main!G287+Main!G290)+'Load Factors'!D7*IF(fwsurface=\"Y\",Main!G293,0)+'Load Factors'!D12*Main!G307*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Factored Dead + Live Reaction for Exterior Girder:"]
[null,null,"max",{"$f":"\"1.00[\"&FIXED('Load Factors'!C6,2)&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!C7,2,TRUE)&\"(\"&Main!G294&\") + \"&FIXED('Load Factors'!C12,2)&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!C6*(Main!G288+Main!G291)+'Load Factors'!C7*Main!G294+'Load Factors'!C12*Main!G306*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"\"1.00[\"&FIXED('Load Factors'!D6,2,TRUE)&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!D7,2,TRUE)&\"(\"&IF(fwsurface=\"Y\",Main!G294,\"0.00\")&\") + \"&FIXED('Load Factors'!D12,2)&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!D6*(Main!G288+Main!G291)+'Load Factors'!D7*IF(fwsurface=\"Y\",Main!G294,\"0.00\")+'Load Factors'!D12*Main!G307*nlane2/ngirder)","v":{"$error":"#DIV/0!"}},"k"]
[]
["Service I Limit State Pile Loads"]
[null,"Factored Pile Loads due to Girder Reactions:"]
[null,null,"max",{"$f":"\"(\"&FIXED(K1310,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K1314,1,TRUE)&\"x2)/\"&G566&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"(K1310*(G115-2)+K1314*2)/G566","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"\"(\"&FIXED(K1311,1,TRUE)&\"x\"&FIXED(G115-2,0,TRUE)&\"+\"&FIXED(K1315,1,TRUE)&\"x2)/\"&G566&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"(K1311*(G115-2)+K1315*2)/G566","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Factored Pile Loads due to Approach Slab Loadings:"]
[null,null,"max",{"$f":"\"1.00[\"&FIXED('Load Factors'!C6,2)&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!C7,2,TRUE)&\"x\"&FIXED(I657,1,TRUE)&\"+\"&FIXED('Load Factors'!C12,2,TRUE)&\"x\"&nlane2&\"x\"&FIXED(I659,1,TRUE)&\"]/\"&G566&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!C6*(I655+I663+G676)+'Load Factors'!C7*I657+'Load Factors'!C12*nlane2*I659)/G566","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"\"1.00[\"&FIXED('Load Factors'!D6,2)&\"(\"&FIXED(I655,1,TRUE)&\"+\"&FIXED(I663,1,TRUE)&\"+\"&FIXED(G676,1,TRUE)&\")+\"&FIXED('Load Factors'!D7,2,TRUE)&\"x\"&IF(fwsurface=\"Y\",FIXED(I657,1,TRUE),0)&\"+\"&FIXED('Load Factors'!D12,2,TRUE)&\"x\"&nlane2&\"x\"&FIXED(I659,1,TRUE)&\"]/\"&G566&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!D6*(I655+I663+G676)+'Load Factors'!D7*IF(fwsurface=\"Y\",FIXED(I657,1,TRUE),0)+'Load Factors'!D12*nlane2*I659)/G566","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Factored Pile Loads due to Wind, Centrifugal Force, and Temperature:"]
[null,null,"max",{"$f":"\"1.00[\"&FIXED('Load Factors'!C14,2,TRUE)&\"(\"&FIXED(J625,1,TRUE)&\")+\"&FIXED('Load Factors'!C15,2,TRUE)&\"(\"&FIXED(J634,1,TRUE)&\")+\"&FIXED('Load Factors'!C16,2)&\"(\"&FIXED(J639,1,TRUE)&\")+\"&FIXED('Load Factors'!C17,2,TRUE)&\"(\"&FIXED(F747,1,TRUE)&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!C14*J625+'Load Factors'!C15*J634+'Load Factors'!C16*J639+'Load Factors'!C17*F747)","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"\"1.00[\"&FIXED('Load Factors'!D14,2,TRUE)&\"(\"&FIXED(J626,1,TRUE)&\")+\"&FIXED('Load Factors'!D15,2,TRUE)&\"(\"&FIXED(J635,1,TRUE)&\")+\"&FIXED('Load Factors'!D16,2)&\"(\"&FIXED(J640,1,TRUE)&\")+\"&FIXED('Load Factors'!D17,2,TRUE)&\"(0.0)] =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"1*('Load Factors'!D14*J626+'Load Factors'!D15*J635+'Load Factors'!D16*J640+'Load Factors'!D17*0)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Total Factored Pile Loads"]
[null,null,"max",{"$f":"FIXED(K1319,1)&\" + \"&FIXED(K1323,1)&\" + \"&FIXED(K1327,1)&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"K1319+K1323+K1327","v":{"$error":"#DIV/0!"}},"k"]
[null,null,"min",{"$f":"FIXED(K1320,1)&\" + \"&FIXED(K1324,1)&\" + \"&FIXED(K1328,1)&\" =\"","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,{"$f":"K1320+K1324+K1328","v":{"$error":"#DIV/0!"}},"k"]
[null,{"$f":"IF(K1332<0,\"Error - no uplift is permitted on any pile in integral abutments per DM-4 Ap. G1.2.1\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(LEFT(B1333,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(LEFT(B1333,5)=\"Warni\",1,0)","v":{"$error":"#DIV/0!"}}]
[]
["Service I Limit State Girder Rotations"]
["Live Load rotations for the service I limit state are determined using the PHL-93 loading.  These are added to any composite factored dead load rotations.  The h (eta) factor is included here as well."]
[]
[]
[null,"Factored Live Load + Future Dead Load Rotations:"]
[null,null,"max",{"$f":"\"1.00[\"&FIXED('Load Factors'!C12,2)&\"(\"&TEXT(ABS(G400),\"0.000000\")&\") + \"&FIXED('Load Factors'!C7,2)&\"(\"&IF(dwrot<0,\"0.000000\",FIXED(G411,6,TRUE))&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,{"$f":"1*('Load Factors'!C12*ABS(G400)+'Load Factors'!C7*IF(dwrot<0,0,G411))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+H1340*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[null,null,"min",{"$f":"\"1.00[\"&FIXED('Load Factors'!D12,2)&\"(\"&TEXT(G401,\"0.000000\")&\") + \"&FIXED('Load Factors'!D7,2)&\"(\"&IF(dwrot<0,FIXED(G411,6,TRUE),\"0.000000\")&\")] =\"","v":{"$error":"#DIV/0!"}},null,null,null,{"$f":"1*('Load Factors'!D12*G401+'Load Factors'!D7*IF(dwrot<0,G411,0))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+H1341*180/PI()","v":{"$error":"#DIV/0!"}},"degrees"]
[]
["Lateral Pile Analysis for Post-Scour Conditions"]
["Three additional LPile runs must be performed; two for the design flood condition at the service I and strength limit states and one for the superflood condition at the service I limit state.  For these runs, the soil is removed down to the respective depth of scour (pile extends out of the ground).  The depth of maximum scour must be entered by the user to check the minimum pile length and is the maximum depth of scour from the design flood and superflood. The pile loading information at the strength and service I limit states for the Design Flood and Superflood are shown below."]
[]
[]
[]
[]
[null,"Depth of maximum scour, Dsc",null,null,null,null,null,"in"]
[null,{"$f":"IF(scourdepth>pilelength*12,\"Error - scour depth is longer than the pile length\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(LEFT(B1350,5)=\"Error\",1,0))","v":0}]
[]
[null,null,null,null,null,"Design Flood",null,"Design Flood",null,"Superflood"]
[null,null,null,null,null,"Strength Limit State ",null,"Service I Limit State",null,"Service I Limit State"]
[null,"Vertical axial load",null,null,null,{"$f":"G799","v":{"$error":"#DIV/0!"}},"kips",{"$f":"K1331","v":{"$error":"#DIV/0!"}},"kips",{"$f":"H1354","v":{"$error":"#DIV/0!"}},"kips"]
[null,"Design rotation",null,null,null,{"$f":"MAX(ABS(H421),ABS(H425))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+MAX(ABS(H1340),ABS(H1341))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"H1355","v":{"$error":"#DIV/0!"}},"radians"]
[null,"Design thermal movement",null,null,null,{"$f":"J699","v":0},"in",{"$f":"J699","v":0},"in",{"$f":"H1356","v":0},"in"]
[null,"Negative Plastic moment (if req'd)",null,null,null,{"$f":"G830*12000","v":0},"in-lbs",{"$f":"G830*12000","v":0},"in-lbs",{"$f":"H1357","v":0},"in-lbs"]
[]
[]
[]
["Lateral Pile Analysis Results for Post-Scour Conditions"]
["Enter results from the LPile analysis for the Strength and Service I limit state loadings (See the figures below for illustrations of the data required from the program)."]
[]
[]
[]
[null,null,null,"Lateral pile deflection vs depth",null,null,null,null,"Pile moment vs depth"]
[]
[null,null,null,null,null,null,"Msu"]
[null,null,null,"  Lsn",null,"Lsc"]
[null,null,null,null,null,null," Soil surface"]
[]
[]
[null,null,null,"D = 2%"]
[]
[]
[]
[]
[]
[]
[]
[]
["The depth to fixity is defined as the shallowest depth at which the pile deflection is equal to zero."]
[null,null,null,null,null,null,"Depth to fixity at the Strength Limit State for the Design Flood, Lsc =",null,{"$f":"\"in = \"&TEXT(H1383/12,\"0.00\")&\" ft\"","v":"in = 0.00 ft"}]
[null,null,null,null,null,null,"Depth to fixity at the Service I Limit State for the Design Flood, Lsc =",null,{"$f":"\"in = \"&TEXT(H1384/12,\"0.00\")&\" ft\"","v":"in = 0.00 ft"}]
[null,null,null,null,null,null,"Depth to fixity at the Service I Limit State for the Superflood, Lsc =",null,{"$f":"\"in = \"&TEXT(H1385/12,\"0.00\")&\" ft\"","v":"in = 0.00 ft"}]
[null,{"$f":"IF(ScourReqd=\"N\",\"\",IF(OR(ScourFixityServ>pilelength*12,ScourFixityStr>pilelength*12,ScourFixitySuper>pilelength*12),\"Error - depth to fixity is longer than the pile length\",\"\"))","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(LEFT(B1386,5)=\"Error\",1,0))","v":0},{"$f":"IF(LEFT(B1386,5)=\"Warni\",1,0)","v":0}]
[{"$f":"\"The depth at which friction becomes effective for piles is defined as the point where the deflection reaches less than 2% of the pile \"&IF(piletype=\"H\",\"width\",\"diameter\")&\".  For the current pile, this deflection value is (0.02)(\"&IF(piletype=\"P\",FIXED(pilewidth,2)&\") = \"&FIXED(0.02*pilewidth,2)&\" in\",FIXED(piledepth,1)&\") = \"&FIXED(0.02*piledepth,2)&\" in\")&\".  Any length of pile above this depth is considered ineffective in the design of friction piles.  For the scour case, include the length of exposed pile in this value.  This value is not required for point bearing or end bearing piles.\"","v":"The depth at which friction becomes effective for piles is defined as the point where the deflection reaches less than 2% of the pile diameter.  For the current pile, this deflection value is (0.02)(0.0) = 0.00 in.  Any length of pile above this depth is considered ineffective in the design of friction piles.  For the scour case, include the length of exposed pile in this value.  This value is not required for point bearing or end bearing piles."}]
[]
[]
[]
[null,null,null,null,null,null,"Depth to 2% deflection at the Strength Limit State, Lsn =",null,{"$f":"\"in = \"&TEXT(H1391/12,\"0.00\")&\" ft for the Design Flood\"","v":"in = 0.00 ft for the Design Flood"}]
[]
["The maximum bending moment in the pile, within the depth to fixity, Lsc."]
[null,null,null,null,null,null,"Maximum bending moment in pile at the Strength Limit State, Msu =",null,{"$f":"\"k-ft = \"&FIXED(H1394*12000,0)&\" k-in for the Design Flood\"","v":"k-ft = 0 k-in for the Design Flood"}]
[null,null,null,null,null,null,"Maximum bending moment in pile at the Service I Limit State, Msu =",null,{"$f":"\"k-ft = \"&FIXED(H1395*12000,0)&\" k-in for the Design Flood\"","v":"k-ft = 0 k-in for the Design Flood"}]
[null,null,null,null,null,null,"Maximum bending moment in pile at the Service I Limit State, Msu =",null,{"$f":"\"k-ft = \"&FIXED(H1396*12000,0)&\" k-in for the Superflood\"","v":"k-ft = 0 k-in for the Superflood"}]
[]
["Post-Scour Geotechnical Pile Capacity Analysis for the Design Flood at the Strength Limit State"]
[]
[null,"Check the geotechnical resistance of the pile"]
[null,"The effective shaft length is the total shaft length minus a length at the top of the pile which is ineffective due to the lateral movement which occurs.  A displacement of 2% of the pile diameter is used as the boundary above which skin friction becomes ineffective.  The depth at which the displacement reaches this critical value was determined previously using the computer program LPile for the post-scour condition."]
[]
[]
[]
[]
[null,"Tip (bearing) resistance factor, fqp =",null,null,null,{"$f":"brngresfact","v":0},"as previously calculated"]
[null,"Nominal pile tip resistance, Qp =",null,null,null,{"$f":"I896","v":0},"kips, as previously calculated"]
[null,"Shaft (skin friction) resistance factor (previously entered), fqs =",null,null,null,null,null,{"$f":"frictresfact","v":0}]
[null,"Unit shaft resistance, qs =",null,null,null,{"$f":"I910","v":0},"ksi, as previously input"]
[]
[null,"Effective shaft length, Lse = Ltot - Lsn =",null,null,null,null,{"$f":"FIXED(pilelength*12,2)&\" - \"&ScourPercStr&\" =\"","v":"0.00 -  ="},{"$f":"pilelength*12-ScourPercStr","v":0},{"$f":"\"in = \"&FIXED(H1411/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,"Nominal pile shaft resistance, Qs = qsAs",null,null,null,null,{"$f":"\"= (\"&FIXED(F1409,3)&\" ksi)(\"&FIXED(IF(piletype=\"P\",PI()*pilewidth,4*pilewidth+2*(piledepth-'Pile Data'!E28)),2,TRUE)&\")(\"&H1411&\") =\"","v":{"$error":"#N/A"}},null,{"$f":"F1409*IF(piletype=\"P\",PI()*pilewidth,4*pilewidth+2*(piledepth-'Pile Data'!E28))*H1411","v":{"$error":"#N/A"}},"k"]
[]
[null,"Total factored resistance per pile, QR = fqpQp + fqsQs =",null,null,null,null,null,{"$f":"\"(\"&FIXED(brngresfact,2,TRUE)&\")(\"&FIXED(I896,TRUE)&\") + (\"&FIXED(H1408,2,TRUE)&\")(\"&FIXED(I1413,2,TRUE)&\") = \"","v":{"$error":"#N/A"}},null,null,{"$f":"(F1406*F1407+H1408*I1413)","v":{"$error":"#N/A"}},"k"]
[]
[null,{"$f":"IF(K1415<F1354,\"Error - \"&FIXED(K1415,1,TRUE)&\" k < \"&FIXED(F1354,1,TRUE)&\" k - Inadequate geotechnical resistance\",FIXED(K1415,1,TRUE)&\" k > \"&FIXED(F1354,1,TRUE)&\" k - OK\")","v":{"$error":"#N/A"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(LEFT(B1417,5)=\"Error\",1,0))","v":{"$error":"#N/A"}},{"$f":"IF(LEFT(B1417,5)=\"Warni\",1,0)","v":{"$error":"#N/A"}}]
["Post-Scour Pile Capacity Analysis for the Design Flood at the Strength Limit State"]
[]
[null,"H-Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the steel H-piles is determined in accordance with AASHTO 6.9.4.1."]
[]
[null,null,"Elastic Flexural Buckling Resistance"]
[null,null,"The pile length for buckling is taken as the length from the bottom of the abutment to the point of assumed fixity.  The end conditions of this length of pile are assumed to be fixed-fixed resulting in an effective length factor, K, of 0.65."]
[]
[]
[null,null,"Unbraced length, l = Depth to Fixity, Lsc"]
[null,null,"l =",{"$f":"ScourFixityStr","v":0},{"$f":"\"in = \"&FIXED(D1428/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,null,"Elastic Critical Buckling Resistance, Pe = π2EAg/(Kl/r)2 per AASHTO Eq. 6.9.4.1.2-1"]
[null,null,"Pe =",{"$f":"IF(ScourFixityStr=\"\",0,(PI())^2*29000*pilearea/(0.65*D1428/pilegyration)^2)","v":0},"kips"]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"Equivalent Nominal Yield Resistance, Po = QFyAg per AASHTO 6.9.4.1.1"]
[null,null,"Po =",{"$f":"D1051","v":{"$error":"#DIV/0!"}},"kips as calculated previously"]
[]
[null,null,"If Pe / Po ³ 0.44, then Pn = [0.658(Po/Pe)]Po per AASHTO Equation 6.9.4.1.1-1"]
[null,null,"If Pe / Po < 0.44, then Pn = 0.877Pe per AASHTO Equation 6.9.4.1.1-2"]
[null,null,null,"Pe / Po =",{"$f":"IF(pilearea=\"\",\"\",D1431/D1435)","v":""},{"$f":"IF(E1439<0.44, \"Use AASHTO Equation 6.9.4.1.1-2.\",\"Use AASHTO Equation 6.9.4.1.1-1.\")","v":"Use AASHTO Equation 6.9.4.1.1-1."}]
[]
[null,null,"Nominal Compressive Resistance, Pn = [0.658(Po/Pe)]Po and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Nominal Compressive Resistance, Pn = 0.877Pe and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Pn =",{"$f":"IF(D1431/D1435<0.44,MIN(0.877*D1431,0.66*pileyield*pilearea),MIN(0.658^(D1435/D1431)*D1435,0.66*pileyield*pilearea))","v":{"$error":"#DIV/0!"}},{"$f":"\"kips\"&IF(D1443=0.66*pileyield*pilearea,\", Limited by DM-4 6.15.3\",\"\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,null,null,{"$f":"\"(\"&comp2resfact&\")(\"&FIXED(D1443,2,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Pr =",{"$f":"comp2resfact*D1443","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"H-Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(\"&flexresfact&\")(\"&FIXED(D1084,1,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"D1088","v":{"$error":"#DIV/0!"}},"k-in as calculated previously"]
[null,null,"Mr =",{"$f":"D1453/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"H-Pile Combined Axial Compression and Flexure (upper portion of pile - under combined axial load and moment)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[]
[null,"Pu / Pr =",null,{"$f":"FIXED(G799,1,TRUE)&\"/\"&FIXED(D1447,1,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"G799/D1447","v":{"$error":"#DIV/0!"}}]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(E1461<0.2,FIXED(G799,1,TRUE)&\"/(2*\"&FIXED(D1447,1,TRUE)&\") + \"&ScourMomStr&\"/\"&FIXED(D1454,2,TRUE)&\" =\",FIXED(G799,1,TRUE)&\"/\"&FIXED(D1447,1,TRUE)&\" + (8.0/9.0)(\"&ScourMomStr&\"/\"&FIXED(D1454,2,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(E1461<0.2,G799/(2*D1447)+ScourMomStr/D1454,G799/D1447+(8/9)*(ScourMomStr/D1454))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1462>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,{"$f":"IF(I1462>1.0049,\"Error - \"&FIXED(I1462,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"P\",0,IF(LEFT(C1464,5)=\"Error\",1,0)))","v":{"$error":"#DIV/0!"}},{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"P\",0,IF(LEFT(C1464,5)=\"Warni\",1,0)))","v":{"$error":"#DIV/0!"}}]
[]
["Post-Scour Pile Capacity Analysis for the Design Flood at the Service I Limit State"]
[]
[null,"H-Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the steel H-piles is determined in accordance with AASHTO 6.9.4.1."]
[]
[null,null,"Elastic Flexural Buckling Resistance"]
[null,null,"The pile length for buckling is taken as the length from the bottom of the abutment to the point of assumed fixity.  The end conditions of this length of pile are assumed to be fixed-fixed resulting in an effective length factor, K, of 0.65."]
[]
[]
[null,null,"Unbraced length, l = Depth to Fixity, Lsc"]
[null,null,"l =",{"$f":"ScourFixityServ","v":0},{"$f":"\"in = \"&FIXED(D1476/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,null,"Elastic Critical Buckling Resistance, Pe = π2EAg/(Kl/r)2 per AASHTO Eq. 6.9.4.1.2-1"]
[null,null,"Pe =",{"$f":"(PI())^2*29000*pilearea/(0.65*D1476/pilegyration)^2","v":{"$error":"#DIV/0!"}},"kips"]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"Equivalent Nominal Yield Resistance, Po = QFyAg per AASHTO 6.9.4.1.1"]
[null,null,"Po =",{"$f":"D1051","v":{"$error":"#DIV/0!"}},"kips as calculated previously"]
[]
[null,null,"If Pe / Po ³ 0.44, then Pn = [0.658(Po/Pe)]Po per AASHTO Equation 6.9.4.1.1-1"]
[null,null,"If Pe / Po < 0.44, then Pn = 0.877Pe per AASHTO Equation 6.9.4.1.1-2"]
[null,null,null,"Pe / Po =",{"$f":"IF(pilearea=\"\",\"\",D1479/D1483)","v":""},{"$f":"IF(E1487<0.44, \"Use AASHTO Equation 6.9.4.1.1-2.\",\"Use AASHTO Equation 6.9.4.1.1-1.\")","v":"Use AASHTO Equation 6.9.4.1.1-1."}]
[]
[null,null,"Nominal Compressive Resistance, Pn = [0.658(Po/Pe)]Po and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Nominal Compressive Resistance, Pn = 0.877Pe and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Pn =",{"$f":"IF(D1479/D1483<0.44,MIN(0.877*D1479,0.66*pileyield*pilearea),MIN((0.658^(D1483/D1479))*D1483,0.66*pileyield*pilearea))","v":{"$error":"#DIV/0!"}},{"$f":"\"kips\"&IF(D1491=0.66*pileyield*pilearea,\", Limited by DM-4 6.15.3\",\"\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,null,null,{"$f":"\"(1.0)(\"&FIXED(D1491,2,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Pr =",{"$f":"1*D1491","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"H-Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[]
[null,null,"Nominal Flexural Resistance"]
[null,null,"Refer to the previous calculations for the compactness of the flange and nominal flexural resistance calculations."]
[null,null,{"$f":"C1078","v":{"$error":"#DIV/0!"}}]
[null,null,"Mn =",{"$f":"D1084","v":{"$error":"#DIV/0!"}},{"$f":"\"k-in = \"&FIXED(D1503/12,2)&\" k-ft\"","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(1.00)(\"&FIXED(D1503,1,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"1*D1503","v":{"$error":"#DIV/0!"}},"k-in"]
[null,null,"Mr =",{"$f":"D1508/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"H-Pile Combined Axial Compression and Flexure (upper portion of pile - under combined axial load and moment)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[]
[null,"Pu / Pr =",null,{"$f":"FIXED(H1354,1,TRUE)&\"/\"&FIXED(D1496,1,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"H1354/D1496","v":{"$error":"#DIV/0!"}}]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(E1516<0.2,FIXED(H1354,1,TRUE)&\"/(2*\"&FIXED(D1496,1,TRUE)&\") + \"&ScourMomServ&\"/\"&FIXED(D1509,2,TRUE)&\" =\",FIXED(H1354,1,TRUE)&\"/\"&FIXED(D1496,1,TRUE)&\" + (8.0/9.0)(\"&ScourMomServ&\"/\"&FIXED(D1509,2,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(E1516<0.2,H1354/(2*D1496)+ScourMomServ/D1509,H1354/D1496+(8/9)*(ScourMomServ/D1509))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1517>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,{"$f":"IF(I1517>1.0049,\"Error - \"&FIXED(I1517,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"P\",0,IF(LEFT(C1519,5)=\"Error\",1,0)))","v":{"$error":"#DIV/0!"}},{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"P\",0,IF(LEFT(C1519,5)=\"Warni\",1,0)))","v":{"$error":"#DIV/0!"}}]
[]
["Post-Scour Pile Capacity Analysis for the Superflood at the Service I Limit State"]
[]
[null,"H-Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the steel H-piles is determined in accordance with AASHTO 6.9.4.1."]
[]
[null,null,"Elastic Flexural Buckling Resistance"]
[null,null,"The pile length for buckling is taken as the length from the bottom of the abutment to the point of assumed fixity.  The end conditions of this length of pile are assumed to be fixed-fixed resulting in an effective length factor, K, of 0.65."]
[]
[]
[null,null,"Unbraced length, l = Depth to Fixity, Lsc"]
[null,null,"l =",{"$f":"ScourFixitySuper","v":0},{"$f":"\"in = \"&FIXED(D1531/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,null,"Elastic Critical Buckling Resistance, Pe = π2EAg/(Kl/r)2 per AASHTO Eq. 6.9.4.1.2-1"]
[null,null,"Pe =",{"$f":"(PI())^2*29000*pilearea/(0.65*D1531/pilegyration)^2","v":{"$error":"#DIV/0!"}},"kips"]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"Equivalent Nominal Yield Resistance, Po = QFyAg per AASHTO 6.9.4.1.1"]
[null,null,"Po =",{"$f":"D1051","v":{"$error":"#DIV/0!"}},"kips as calculated previously"]
[]
[null,null,"If Pe / Po ³ 0.44, then Pn = [0.658(Po/Pe)]Po per AASHTO Equation 6.9.4.1.1-1"]
[null,null,"If Pe / Po < 0.44, then Pn = 0.877Pe per AASHTO Equation 6.9.4.1.1-2"]
[null,null,null,"Pe / Po =",{"$f":"IF(pilearea=\"\",\"\",D1534/D1538)","v":""},{"$f":"IF(E1542<0.44, \"Use AASHTO Equation 6.9.4.1.1-2.\",\"Use AASHTO Equation 6.9.4.1.1-1.\")","v":"Use AASHTO Equation 6.9.4.1.1-1."}]
[]
[null,null,"Nominal Compressive Resistance, Pn = [0.658(Po/Pe)]Po and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Nominal Compressive Resistance, Pn = 0.877Pe and shall not exceed 0.66FyAg per DM-4 6.15.3"]
[null,null,"Pn =",{"$f":"IF(D1534/D1538<0.44,0.877*D1534,(0.658^(D1538/D1534))*D1538)","v":{"$error":"#DIV/0!"}},"kips"]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,null,null,{"$f":"\"(1.0)(\"&FIXED(D1546,2,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Pr =",{"$f":"1*D1546","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"H-Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[]
[null,null,"Nominal Flexural Resistance"]
[null,null,"Refer to the previous calculations for the compactness of the flange and nominal flexural resistance calculations."]
[null,null,{"$f":"C1078","v":{"$error":"#DIV/0!"}}]
[null,null,"Mn =",{"$f":"D1084","v":{"$error":"#DIV/0!"}},{"$f":"\"k-in = \"&FIXED(D1558/12,2)&\" k-ft\"","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(1.00)(\"&FIXED(D1558,1,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"1*D1558","v":{"$error":"#DIV/0!"}},"k-in"]
[null,null,"Mr =",{"$f":"D1563/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"H-Pile Combined Axial Compression and Flexure (upper portion of pile - under combined axial load and moment)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[]
[null,"Pu / Pr =",null,{"$f":"FIXED(J1354,1,TRUE)&\"/\"&FIXED(D1551,1,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},{"$f":"J1354/D1551","v":{"$error":"#DIV/0!"}}]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(E1571<0.2,FIXED(J1354,1,TRUE)&\"/(2*\"&FIXED(D1551,1,TRUE)&\") + \"&ScourMomSuper&\"/\"&FIXED(D1564,2,TRUE)&\" =\",FIXED(J1354,1,TRUE)&\"/\"&FIXED(D1551,1,TRUE)&\" + (8.0/9.0)(\"&ScourMomSuper&\"/\"&FIXED(D1564,2,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(E1571<0.2,J1354/(2*D1551)+ScourMomSuper/D1564,J1354/D1551+(8/9)*(ScourMomSuper/D1564))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1572>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,{"$f":"IF(I1572>1.0049,\"Error - \"&FIXED(I1572,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"P\",0,IF(LEFT(C1574,5)=\"Error\",1,0)))","v":{"$error":"#DIV/0!"}},{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"P\",0,IF(LEFT(C1574,5)=\"Warni\",1,0)))","v":{"$error":"#DIV/0!"}}]
[]
["Post-Scour Pile Capacity Analysis for the Design Flood at the Strength Limit State"]
[]
[null,"Concrete Filled Steel Pipe Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5 and DM-4 5.13.4.7.1P."]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"The nominal compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5.1. "]
[null,null,"If l £ 2.25, then Pn = 0.66lFeAs per AASHTO Equation 6.9.5.1-1"]
[null,null,"If l > 2.25, then Pn = 0.88FeAs/l per AASHTO Equation 6.9.5.1-2"]
[]
[null,null,"The pile length for buckling is taken as the length from the bottom of the abutment to the point of assumed fixity.  The end conditions of this length of pile are assumed to be fixed-fixed resulting in an effective length factor, K, of 0.65. "]
[]
[]
[null,null,"Unbraced length, l = Depth to Fixity, Lsc"]
[null,null,"l =",{"$f":"ScourFixityStr","v":0},{"$f":"\"in = \"&FIXED(D1590/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,null,"Equivalent yield strength, Fe = Fy + 0.85f'c(Ac/As) per AASHTO Equation 6.9.5.1-4"]
[null,null,"Fe =",{"$f":"D1136","v":{"$error":"#DIV/0!"}},"ksi as calculated previously"]
[]
[null,null,"Equivalent modulus of elasticity, Ee = E[1+(0.4/n)(Ac/As)] per AASHTO Equation 6.9.5.1-5"]
[null,null,"Ee =",{"$f":"29000*(1+(0.4/n)*(Ac/As))","v":{"$error":"#DIV/0!"}},"ksi as calculated previously"]
[]
[null,null,"l = (Kl/rsp)2 (Fe/Ee) =",null,null,null,null,{"$f":"\"[(0.65*\"&FIXED(D1590,0)&\")/(\"&FIXED(pilegyration,2,TRUE)&\"*\"&FIXED(PI(),3,TRUE)&\")]^2 (\"&FIXED(D1593,2,TRUE)&\"/\"&FIXED(D1596,2,TRUE)&\") =\"","v":{"$error":"#DIV/0!"}},{"$f":"((0.65*D1590/(pilegyration*PI()))^2)*(D1593/D1596)","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Nominal compressive resistance, Pn =",null,null,null,{"$f":"IF(I1598>2.25,\"(0.88)(\"&FIXED(D1593,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")/(\"&FIXED(I1598,3,TRUE)&\")\",\"(0.66^\"&FIXED(I1598,3,TRUE)&\")(\"&FIXED(D1593,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")\")&IF(I1598>2.25,\" per AASHTO Equation 6.9.5.1-2\",\" per AASHTO Equation 6.9.5.1-1\")","v":{"$error":"#DIV/0!"}}]
[null,null,"Pn =",{"$f":"IF(I1598>2.25,0.88*D1593*As/I1598,(0.66^I1598)*D1593*As)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,{"$f":"\"per AASHTO 6.9.2.1 = (\"&comp2resfact&\")(\"&FIXED(D1601,2,TRUE)&\") = \"&FIXED(comp2resfact*D1601,2,TRUE)&\" k\"","v":{"$error":"#DIV/0!"}}]
[null,null,"The factored compressive resistance shall not exceed Pr = fsAstFy + fc0.85f'cAgc"]
[null,null,"Pr =",{"$f":"MIN(comp2resfact*D1601,D1118)","v":{"$error":"#DIV/0!"}},{"$f":"\"kips\"&IF(D1606=D1118,\", Limited by DM-4 5.13.4.7.1P\",\"\")","v":{"$error":"#DIV/0!"}}]
[]
[null,"Concrete Filled Steel Pipe Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The flexural resistance of the concrete filled steel pipe pile is determined in accordance with AASHTO 6.12.2.3.2."]
[]
[null,null,"Nominal Flexural Resistance"]
[null,null,"The nominal flexural resistance was previously calculated and is shown below."]
[null,null,"Nominal flexural resistance, Mn =",null,null,null,null,{"$f":"H1183","v":{"$error":"#DIV/0!"}},"Mn =",{"$f":"J1183","v":{"$error":"#DIV/0!"}},{"$f":"\"k-in = \"&FIXED(J1613/12,2)&\" k-ft\"","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(\"&G930&\")(\"&FIXED(J1613,1,TRUE)&\")\"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"G930*J1613","v":{"$error":"#DIV/0!"}},"k-in as calculated previously"]
[null,null,"Mr =",{"$f":"D1617/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"Concrete Filled Steel Pipe Pile Combined Axial Compression and Flexure (upper portion of pile)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[null,"Pu / Pr =",null,{"$f":"FIXED(G799,1,TRUE)&\"/\"&FIXED(+D1606,1,TRUE)&\" = \"","v":{"$error":"#DIV/0!"}},null,{"$f":"G799/D1606","v":{"$error":"#DIV/0!"}}]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(F1624<0.2,FIXED(G799,1,TRUE)&\"/(2*\"&FIXED(D1606,1,TRUE)&\") + \"&ScourMomStr&\"/\"&FIXED(D1618,2,TRUE)&\" =\",FIXED(G799,1,TRUE)&\"/\"&FIXED(D1606,1,TRUE)&\" + (8.0/9.0)(\"&ScourMomStr&\"/\"&FIXED(D1618,2,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(F1624<0.2,G799/D1606/2+ScourMomStr/D1618,G799/D1606+(8/9)*(ScourMomStr/D1618))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1625>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,{"$f":"IF(I1625>1.0049,\"Error - \"&FIXED(I1625,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"H\",0,IF(LEFT(C1627,5)=\"Error\",1,0)))","v":{"$error":"#DIV/0!"}},{"$f":"IF(ScourReqd=\"N\",0,IF(piletype=\"H\",0,IF(LEFT(C1627,5)=\"Warni\",1,0)))","v":{"$error":"#DIV/0!"}}]
[]
["Post-Scour Pile Capacity Analysis for the Design Flood at the Service I Limit State"]
[]
[null,"Concrete Filled Steel Pipe Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5."]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"The nominal compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5.1. "]
[null,null,"If l £ 2.25, then Pn = 0.66lFeAs per AASHTO Equation 6.9.5.1-1"]
[null,null,"If l > 2.25, then Pn = 0.88FeAs/l per AASHTO Equation 6.9.5.1-2"]
[]
[null,null,"The pile length for buckling is taken as the length from the bottom of the abutment to the point of assumed fixity. The end conditions of this length of pile are assumed to be fixed-fixed resulting in an effective length factor, K, of 0.65."]
[]
[]
[null,null,"Unbraced length, l = Depth to Fixity, Lsc"]
[null,null,"l =",{"$f":"ScourFixityServ","v":0},{"$f":"\"in = \"&FIXED(D1643/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,null,"Equivalent yield strength, Fe = Fy + 0.85f'c(Ac/As) per AASHTO Equation 6.9.5.1-4"]
[null,null,"Fe =",{"$f":"D1593","v":{"$error":"#DIV/0!"}},"ksi as calculated previously"]
[]
[null,null,"Equivalent modulus of elasticity, Ee = E[1+(0.4/n)(Ac/As)] per AASHTO Equation 6.9.5.1-5"]
[null,null,"Ee =",{"$f":"29000*(1+(0.4/n)*(Ac/As))","v":{"$error":"#DIV/0!"}},"ksi as calculated previously"]
[]
[null,null,"l = (Kl/rsp)2 (Fe/Ee) =",null,null,null,null,{"$f":"\"[(0.65*\"&FIXED(D1643,0)&\")/(\"&FIXED(pilegyration,2,TRUE)&\"*\"&FIXED(PI(),3,TRUE)&\")]^2 (\"&FIXED(D1646,2,TRUE)&\"/\"&FIXED(D1649,2,TRUE)&\") =\"","v":{"$error":"#DIV/0!"}},{"$f":"((0.65*D1643/(pilegyration*PI()))^2)*(D1646/D1649)","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Nominal compressive resistance, Pn =",null,null,null,{"$f":"IF(I1651>2.25,\"(0.88)(\"&FIXED(D1646,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")/(\"&FIXED(I1651,3,TRUE)&\")\",\"(0.66^\"&FIXED(I1651,3,TRUE)&\")(\"&FIXED(D1646,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")\")&IF(I1651>2.25,\" per AASHTO Equation 6.9.5.1-2\",\" per AASHTO Equation 6.9.5.1-1\")","v":{"$error":"#DIV/0!"}}]
[null,null,"Pn =",{"$f":"IF(I1651>2.25,0.88*D1646*As/I1651,(0.66^I1651)*D1646*As)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,null,null,{"$f":"\"(1.0)(\"&FIXED(D1654,2,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"The factored compressive resistance shall not exceed Pr = fsAstFy + fc0.85f'cAgc"]
[null,null,"Pr =",{"$f":"1*D1654","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Concrete Filled Steel Pipe Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The flexural resistance of the concrete filled steel pipe pile is determined in accordance with AASHTO 6.12.2.3.2."]
[]
[null,null,"Nominal Flexural Resistance"]
[null,null,"The nominal flexural resistance was previously calculated and is shown below."]
[null,null,"Nominal flexural resistance, Mn =",null,null,null,null,{"$f":"H1183","v":{"$error":"#DIV/0!"}},"Mn =",{"$f":"J1613","v":{"$error":"#DIV/0!"}},{"$f":"\"k-in = \"&FIXED(J1667/12,2)&\" k-ft\"","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(1.0)(\"&FIXED(J1667,1,TRUE)&\")\"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"1*J1667","v":{"$error":"#DIV/0!"}},"k-in"]
[null,null,"Mr =",{"$f":"D1672/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"Concrete Filled Steel Pipe Pile Combined Axial Compression and Flexure (upper portion of pile)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[null,"Pu / Pr =",null,{"$f":"FIXED(H1354,1,TRUE)&\"/\"&FIXED(+D1660,1,TRUE)&\" = \"","v":{"$error":"#DIV/0!"}},null,{"$f":"H1354/D1660","v":{"$error":"#DIV/0!"}}]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(F1679<0.2,FIXED(H1354,1,TRUE)&\"/(2*\"&FIXED(D1660,1,TRUE)&\") + \"&ScourMomServ&\"/\"&FIXED(D1673,2,TRUE)&\" =\",FIXED(H1354,1,TRUE)&\"/\"&FIXED(D1660,1,TRUE)&\" + (8.0/9.0)(\"&ScourMomServ&\"/\"&FIXED(D1673,2,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(F1679<0.2,H1354/D1660/2+ScourMomServ/D1673,H1354/D1660+(8/9)*(ScourMomServ/D1673))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1680>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,{"$f":"IF(I1680>1.0049,\"Error - \"&FIXED(I1680,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1682,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1682,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[]
[]
["Post-Scour Pile Capacity Analysis for the Superflood at the Service I Limit State"]
[]
[null,"Concrete Filled Steel Pipe Pile Compressive Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5."]
[]
[null,null,"Nominal Compressive Resistance"]
[null,null,"The nominal compressive resistance of the pipe pile section is calculated in accordance with AASHTO 6.9.5.1. "]
[null,null,"If l £ 2.25, then Pn = 0.66lFeAs per AASHTO Equation 6.9.5.1-1"]
[null,null,"If l > 2.25, then Pn = 0.88FeAs/l per AASHTO Equation 6.9.5.1-2"]
[]
[null,null,"The pile length for buckling is taken as the length from the bottom of the abutment to the point of assumed fixity.  The end conditions of this length of pile are assumed to be fixed-fixed resulting in an effective length factor, K, of 0.65."]
[]
[]
[null,null,"Unbraced length, l = Depth to Fixity, Lsc"]
[null,null,"l =",{"$f":"ScourFixitySuper","v":0},{"$f":"\"in = \"&FIXED(D1699/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
[null,null,"Equivalent yield strength, Fe = Fy + 0.85f'c(Ac/As) per AASHTO Equation 6.9.5.1-4"]
[null,null,"Fe =",{"$f":"D1136","v":{"$error":"#DIV/0!"}},"ksi as calculated previously"]
[]
[null,null,"Equivalent modulus of elasticity, Ee = E[1+(0.4/n)(Ac/As)] per AASHTO Equation 6.9.5.1-5"]
[null,null,"Ee =",{"$f":"29000*(1+(0.4/n)*(Ac/As))","v":{"$error":"#DIV/0!"}},"ksi as calculated previously"]
[]
[null,null,"l = (Kl/rsp)2 (Fe/Ee) =",null,null,null,null,{"$f":"\"[(0.65*\"&FIXED(D1699,0)&\")/(\"&FIXED(pilegyration,2,TRUE)&\"*\"&FIXED(PI(),3,TRUE)&\")]^2 (\"&FIXED(D1702,2,TRUE)&\"/\"&FIXED(D1705,2,TRUE)&\") =\"","v":{"$error":"#DIV/0!"}},{"$f":"((0.65*D1699/(pilegyration*PI()))^2)*(D1702/D1705)","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Nominal compressive resistance, Pn =",null,null,null,{"$f":"IF(I1707>2.25,\"(0.88)(\"&FIXED(D1702,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")/(\"&FIXED(I1707,3,TRUE)&\")\",\"(0.66^\"&FIXED(I1707,3,TRUE)&\")(\"&FIXED(D1702,2,TRUE)&\")(\"&FIXED(As,2,TRUE)&\")\")&IF(I1707>2.25,\" per AASHTO Equation 6.9.5.1-2\",\" per AASHTO Equation 6.9.5.1-1\")","v":{"$error":"#DIV/0!"}}]
[null,null,"Pn =",{"$f":"IF(I1707>2.25,0.88*D1702*As/I1707,(0.66^I1707)*D1702*As)","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,null,"Factored Compressive Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored compressive resistance, Pr = fPn per AASHTO 6.9.2.1 =",null,null,null,null,null,{"$f":"\"(1.0)(\"&FIXED(D1710,2,TRUE)&\") \"","v":{"$error":"#DIV/0!"}}]
[null,null,"The factored compressive resistance shall not exceed Pr = fsAstFy + fc0.85f'cAgc"]
[null,null,"Pr =",{"$f":"1*D1710","v":{"$error":"#DIV/0!"}},"k"]
[]
[null,"Concrete Filled Steel Pipe Pile Flexural Resistance (upper portion of pile - under combined axial load and moment)"]
[null,"The flexural resistance of the concrete filled steel pipe pile is determined in accordance with AASHTO 6.12.2.3.2."]
[]
[null,null,"Nominal Flexural Resistance"]
[null,null,"The nominal flexural resistance was previously calculated and is shown below."]
[null,null,"Nominal flexural resistance, Mn =",null,null,null,null,{"$f":"H1667","v":{"$error":"#DIV/0!"}},"Mn =",{"$f":"J1667","v":{"$error":"#DIV/0!"}},{"$f":"\"k-in = \"&FIXED(J1723/12,2)&\" k-ft\"","v":{"$error":"#DIV/0!"}}]
[]
[null,null,"Factored Flexural Resistance"]
[null,null,"Per DM-4 6.5.2, the resistance factors for the stability (pile buckling) check at the service limit state are equal to 1.0."]
[null,null,"Factored flexural resistance, Mr = fMn per AASHTO 6.12.1.2.1 =",null,null,null,null,null,{"$f":"\"(1.0)(\"&FIXED(J1723,1,TRUE)&\")\"","v":{"$error":"#DIV/0!"}}]
[null,null,"Mr =",{"$f":"1*J1723","v":{"$error":"#DIV/0!"}},"k-in"]
[null,null,"Mr =",{"$f":"D1728/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"Concrete Filled Steel Pipe Pile Combined Axial Compression and Flexure (upper portion of pile)"]
[null,"The combined effects of axial compression and concurrent moment are determined in accordance with AASHTO 6.9.2.2."]
[null,"If Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-1"]
[null,"If Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0 per AASHTO Equation 6.9.2.2-2"]
[null,"Pu / Pr =",null,{"$f":"FIXED(J1354,1,TRUE)&\"/\"&FIXED(D1716,1,TRUE)&\" = \"","v":{"$error":"#DIV/0!"}},null,{"$f":"J1354/D1716","v":{"$error":"#DIV/0!"}}]
[null,"Moment - axial interaction =",null,null,null,{"$f":"IF(F1735<0.2,FIXED(J1354,1,TRUE)&\"/(2*\"&FIXED(D1716,1,TRUE)&\") + \"&ScourMomSuper&\"/\"&FIXED(D1729,2,TRUE)&\" =\",FIXED(J1354,1,TRUE)&\"/\"&FIXED(D1716,1,TRUE)&\" + (8.0/9.0)(\"&ScourMomSuper&\"/\"&FIXED(D1729,2,TRUE)&\") =\")","v":{"$error":"#DIV/0!"}},null,null,{"$f":"IF(F1735<0.2,J1354/D1716/2+ScourMomSuper/D1729,J1354/D1716+(8/9)*(ScourMomSuper/D1729))","v":{"$error":"#DIV/0!"}},{"$f":"IF(I1736>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#DIV/0!"}}]
[]
[null,null,{"$f":"IF(I1736>1.0049,\"Error - \"&FIXED(I1736,2,TRUE)&\" > 1.00  - Increase the number of piles or change the pile section - push ctrl-a\",\"\")","v":{"$error":"#DIV/0!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1738,5)=\"Error\",1,0))","v":{"$error":"#DIV/0!"}},{"$f":"IF(piletype=\"H\",0,IF(LEFT(C1738,5)=\"Warni\",1,0))","v":{"$error":"#DIV/0!"}}]
[]
[]
["ANALYSIS SUMMARY PAGE",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"SUM(R1:R1740)","v":{"$error":"#DIV/0!"}},{"$f":"SUM(S1:S1740)","v":{"$error":"#DIV/0!"}}]
[]
[]
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[]
["Bridge Description"]
[{"$f":"\"Bridge length:  \"&length&\" ft \"&IF(length=G56,\"simple \",\"continuous \")&\"span\"","v":"Bridge length:   ft simple span"}]
[{"$f":"\"Skew:  \"&skew&\" degrees\"","v":"Skew:   degrees"}]
[{"$f":"\"Maximum number of traffic lanes:  \"&nlane","v":"Maximum number of traffic lanes:  0"}]
[{"$f":"\"Curb-to-curb roadway width:  \"&curbwidth&\" ft\"","v":"Curb-to-curb roadway width:   ft"}]
[{"$f":"\"Total width of sidewalk(s):  \"&G73&\" ft\"","v":"Total width of sidewalk(s):   ft"}]
[{"$f":"\"Out-to-out superstructure width:  \"&width&\" ft\"","v":"Out-to-out superstructure width:   ft"}]
[{"$f":"\"Maximum number of traffic lanes with no sidewalks:  \"&FIXED(nlane2,0,TRUE)","v":"Maximum number of traffic lanes with no sidewalks:  0"}]
[{"$f":"\"Number of girders:  \"&ngirder&IF(G33=\"C\",\" prestressed concrete\",\" steel\")&IF(girdertype=\"I\",\" I-\",\" box \")&\"girders\"","v":"Number of girders:   steel box girders"}]
[{"$f":"\"Girder spacing:  \"&FIXED(G117,3,TRUE)&\" ft\"","v":"Girder spacing:  0.000 ft"}]
[{"$f":"\"Moment of inertia of the girders about the longitudinal axis of the bridge:  \"&FIXED(G157,0,TRUE)&\" ft^2\"","v":"Moment of inertia of the girders about the longitudinal axis of the bridge:  0 ft^2"}]
[{"$f":"\"Girders depth:  \"&G122&\" ft\"","v":"Girders depth:   ft"}]
[{"$f":"\"Girder width:  \"&G119&\" ft\"","v":"Girder width:   ft"}]
[{"$f":"\"Bearing pad thickness  \"&G125&\" in\"","v":"Bearing pad thickness   in"}]
[{"$f":"\"Average deck + haunch thickness:  \"&G128&\" in\"","v":"Average deck + haunch thickness:   in"}]
[{"$f":"\"Barrier height:  \"&G130&\" ft\"","v":"Barrier height:   ft"}]
[]
["Integral Abutment Description"]
[{"$f":"\"Abutment width:  \"&G173&\" ft\"","v":"Abutment width:  4 ft"}]
[{"$f":"\"Abutment length:  \"&FIXED(G168,3,TRUE)&\" ft\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Pile cap depth:  \"","v":"Pile cap depth:  "},null,null,{"$f":"G183&\" ft at the left end\"","v":" ft at the left end"}]
[null,null,null,{"$f":"G186&\" ft at the center\"","v":" ft at the center"}]
[null,null,null,{"$f":"G188&\" ft at the right end\"","v":" ft at the right end"}]
[{"$f":"\"Average pile cap depth:  \"&H204&\" ft\"","v":"Average pile cap depth:  0 ft"}]
[{"$f":"C1298","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"End diaphragm height (equal to the deck + haunch + girder + bearing pad depth):  \"&FIXED(diaphragm,3)&\" ft\"","v":"End diaphragm height (equal to the deck + haunch + girder + bearing pad depth):  0.000 ft"}]
[{"$f":"\"Total average abutment height:  \"&FIXED(H210,3)&\" ft\"","v":"Total average abutment height:  0.000 ft"}]
[{"$f":"\"Wingwall length:  \"&H241&\" ft long \"&IF(H240=\"R\",\"rectangular wingwalls\",IF(H240=\"T\",\"tapered wingwalls\",\"stubs for detached wingwalls\"))&\" at each end of the abutment\"","v":"Wingwall length:   ft long stubs for detached wingwalls at each end of the abutment"}]
[]
[]
[]
[]
[]
[]
[]
["ANALYSIS SUMMARY PAGE"]
[]
["Pile Description"]
[{"$f":"\"Number of piles:  \"&npiles&\" - \"&IF(piletype=\"H\",piledesig&\" piles\",FIXED(pilewidth,1,TRUE)&\" in diameter concrete-filled pipe piles\")","v":"Number of piles:   - 0.0 in diameter concrete-filled pipe piles"}]
[{"$f":"\"Pile spacing:  \"&FIXED(G568,3)&\" ft in a single row along the centerline of bearing of the abutment\"","v":"Pile spacing:  0.000 ft in a single row along the centerline of bearing of the abutment"}]
[{"$f":"\"Moment of inertia of the piles about the longitudinal axis of the bridge:  \"&FIXED(K597,0,TRUE)&\" ft^2\"","v":"Moment of inertia of the piles about the longitudinal axis of the bridge:  0 ft^2"}]
[{"$f":"\"Design pile length:  \"&G569&\" ft\"","v":"Design pile length:   ft"}]
[{"$f":"\"Depth to fixity:  \"&G835&\" in (\"&FIXED(I835,2,TRUE)&\" ft)\"","v":"Depth to fixity:   in (0.00 ft)"}]
[{"$f":"\"Unbraced length:  \"&F1040&\" in (\"&FIXED(H1040,2,TRUE)&\" ft)\"","v":"Unbraced length:  0 in (0.00 ft)"}]
[{"$f":"\"Depth to the first point of inflection:  \"&G840&\" in (\"&FIXED(I840,2,TRUE)&\" ft)\"","v":"Depth to the first point of inflection:   in (0.00 ft)"}]
[{"$f":"\"Depth to the point where the lateral deflection is 2% of the pile width (friction engaged):  \"&G853&\" in (\"&FIXED(I853,2,TRUE)&\" ft)\"","v":"Depth to the point where the lateral deflection is 2% of the pile width (friction engaged):   in (0.00 ft)"}]
[{"$f":"\"Pile yield moment, My:  \"&IF(piletype=\"P\",FIXED(G1181,1,TRUE),FIXED(pileyield*pilesecmod,1,TRUE))&\" k-in (\"&IF(piletype=\"P\",FIXED(G1181/12,1,TRUE),FIXED(pileyield*pilesecmod/12,1,TRUE))&\" k-ft)\"","v":"Pile yield moment, My:  0.0 k-in (0.0 k-ft)"}]
[{"$f":"\"Pile plastic moment, Mp:  \"&IF(piletype=\"P\",FIXED(D1180,1,TRUE),FIXED(pileyield*pileplastsecmod,1,TRUE))&\" k-in (\"&IF(piletype=\"P\",FIXED(D1180/12,1,TRUE),FIXED(pileyield*pileplastsecmod/12,1,TRUE))&\" k-ft)\"","v":"Pile plastic moment, Mp:  0.0 k-in (0.0 k-ft)"}]
[{"$f":"\"Total factored geotechnical capacity of the pile:  \"&FIXED(G914,1,TRUE)&\" k\"","v":{"$error":"#N/A"}}]
[{"$f":"\"Factored axial resistance of the pile at the tip:  \"&IF(piletype=\"H\",FIXED(D948,1,TRUE),FIXED(D1118,1,TRUE))&\" k\"","v":"Factored axial resistance of the pile at the tip:  0.0 k"}]
[{"$f":"\"Factored axial resistance of upper portion of pile for use in interaction equation:  \"&IF(piletype=\"P\",FIXED(D1155,1,TRUE),FIXED(D1064,1,TRUE))&\" k\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Factored flexural resistance of upper portion of pile for use in interaction equation:  \"&IF(piletype=\"P\",FIXED(D1187,1,TRUE)&\" k-in (\"&FIXED(D1188,1,TRUE)&\" k-ft)\",FIXED(D1088,1,TRUE)&\" k-in (\"&FIXED(F1088,1,TRUE)&\" k-ft)\")","v":{"$error":"#DIV/0!"}}]
[]
["Loads and Deformations"]
[{"$f":"\"Maximum girder reaction:  \"&FIXED(G1284,1,TRUE)&\" k due to the \"&F1284&\" load case\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Maximum axial force in the pile:  \"&FIXED(G799,1,TRUE)&\" k due to the \"&F799&\" load case\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Maximum bending moment in the pile (other than at the pile-abutment connection):  \"&FIXED(I858/1000,1,TRUE)&\" k-in (\"&FIXED(G858,1,TRUE)&\" k-ft)\"","v":"Maximum bending moment in the pile (other than at the pile-abutment connection):  0.0 k-in (0.0 k-ft)"}]
[{"$f":"\"Total maximum design movement for the abutment:  \"&FIXED(2*C1216,2,TRUE)&\" in\"","v":{"$error":"#VALUE!"}}]
[{"$f":"\"Maximum movement in one direction:  \"&FIXED(J699,2,TRUE)&\" in\"","v":"Maximum movement in one direction:  0.00 in"}]
[{"$f":"\"Maximum design rotation:  \"&FIXED(G828,4,TRUE)&\" radians (\"&FIXED(I828,3,TRUE)&\" degrees)\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Axial load-moment interaction equation result for the pile (maximum allowable is 1.00):  \"&IF(piletype=\"P\",FIXED(I1196,2,TRUE),FIXED(I1097,2,TRUE))","v":{"$error":"#DIV/0!"}}]
[]
["Post-Scour Pile Analysis Results"]
[{"$f":"\"Depth to fixity for the Design Flood at the Service I Limit State:  \"&FIXED(ScourFixityServ,0)&\" in (\"&FIXED(ScourFixityServ/12,2,TRUE)&\" ft)\"","v":"Depth to fixity for the Design Flood at the Service I Limit State:  0 in (0.00 ft)"}]
[{"$f":"\"Axial force in the pile for the Design Flood at the Service I Limit State:  \"&FIXED(H1354,1,TRUE)&\" k\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Factored axial resistance of pile for the Design Flood at the Service I Limit State:  \"&IF(piletype=\"P\",FIXED(D1660,1,TRUE),IF(piletype=\"H\",FIXED(D1496,1,TRUE),\"\"))&\" k\"","v":"Factored axial resistance of pile for the Design Flood at the Service I Limit State:   k"}]
[{"$f":"\"Maximum bending moment in the pile for the Design Flood at the Service I Limit State:  \"&FIXED(ScourMomServ*12,0,TRUE)&\" k-in (\"&FIXED(ScourMomServ,1,TRUE)&\" k-ft)\"","v":"Maximum bending moment in the pile for the Design Flood at the Service I Limit State:  0 k-in (0.0 k-ft)"}]
[{"$f":"\"Factored flexural resistance of pile for the Design Flood at the Service I Limit State:  \"&IF(piletype=\"P\",FIXED(D1672,0,TRUE)&\" k-in (\"&FIXED(D1673,1,TRUE)&\" k-ft)\",IF(piletype=\"H\",FIXED(D1508,0,TRUE)&\" k-in (\"&FIXED(D1509,1,TRUE)&\" k-ft)\",\"\"))","v":"Factored flexural resistance of pile for the Design Flood at the Service I Limit State:  "}]
[{"$f":"\"Axial load-moment interaction equation for the Design Flood at the Service I Limit State (maximum allowable is 1.00):  \"&IF(piletype=\"P\",FIXED(I1680,2,TRUE),IF(piletype=\"H\",FIXED(I1517,2),\"\"))","v":"Axial load-moment interaction equation for the Design Flood at the Service I Limit State (maximum allowable is 1.00):  "}]
[{"$f":"\"Depth to fixity for the Design Flood at the Strength Limit State:  \"&FIXED(ScourFixityStr,0)&\" in (\"&FIXED(ScourFixityStr/12,2,TRUE)&\" ft)\"","v":"Depth to fixity for the Design Flood at the Strength Limit State:  0 in (0.00 ft)"}]
[{"$f":"\"Depth to the point where the lateral deflection is 2% of the pile width (friction engaged):  \"&FIXED(ScourPercStr,0)&\" in (\"&FIXED(ScourPercStr/12,2,TRUE)&\" ft)\"","v":"Depth to the point where the lateral deflection is 2% of the pile width (friction engaged):  0 in (0.00 ft)"}]
[{"$f":"\"Maximum axial force in the pile for the Design Flood at the Strength Limit State:  \"&FIXED(F1354,1,TRUE)&\" k\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Total factored geotechnical capacity of the pile for the Design Flood at the strength limit state:  \"&FIXED(K1415,1,TRUE)&\" k\"","v":{"$error":"#N/A"}}]
[{"$f":"\"Factored axial resistance of pile for the Design Flood at the Strength Limit State:  \"&IF(piletype=\"P\",FIXED(D1606,1,TRUE),IF(piletype=\"H\",FIXED(D1447,1,TRUE),\"\"))&\" k\"","v":"Factored axial resistance of pile for the Design Flood at the Strength Limit State:   k"}]
[{"$f":"\"Maximum bending moment in the pile for the Design Flood at the Strength Limit State:  \"&FIXED(ScourMomStr*12,0,TRUE)&\" k-in (\"&FIXED(ScourMomStr,1,TRUE)&\" k-ft)\"","v":"Maximum bending moment in the pile for the Design Flood at the Strength Limit State:  0 k-in (0.0 k-ft)"}]
[{"$f":"\"Factored flexural resistance of pile for the Design Flood at the Strength Limit State:  \"&IF(piletype=\"P\",FIXED(D1617,0,TRUE)&\" k-in (\"&FIXED(D1618,1,TRUE)&\" k-ft)\",IF(piletype=\"H\",FIXED(D1453,0,TRUE)&\" k-in (\"&FIXED(D1454,1,TRUE)&\" k-ft)\",\"\"))","v":"Factored flexural resistance of pile for the Design Flood at the Strength Limit State:  "}]
[{"$f":"\"Axial load-moment interaction equation for the Design Flood at the Stength Limit State (maximum allowable is 1.00):  \"&IF(piletype=\"P\",FIXED(I1625,2,TRUE),IF(piletype=\"H\",FIXED(I1462,2),\"\"))","v":"Axial load-moment interaction equation for the Design Flood at the Stength Limit State (maximum allowable is 1.00):  "}]
[{"$f":"\"Depth to fixity for the Superflood at the Service I Limit State:  \"&FIXED(ScourFixitySuper,0)&\" in (\"&FIXED(ScourFixitySuper/12,2,TRUE)&\" ft)\"","v":"Depth to fixity for the Superflood at the Service I Limit State:  0 in (0.00 ft)"}]
[{"$f":"\"Axial force in the pile for the Superflood at the Service I Limit State:  \"&FIXED(J1354,1,TRUE)&\" k\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Factored axial resistance of pile for the Superflood at the Service I Limit State:  \"&IF(piletype=\"P\",FIXED(D1716,1,TRUE),IF(piletype=\"H\",FIXED(D1551,1,TRUE),\"\"))&\" k\"","v":"Factored axial resistance of pile for the Superflood at the Service I Limit State:   k"}]
[{"$f":"\"Maximum bending moment in the pile for the Superflood at the Service I Limit State:  \"&FIXED(ScourMomSuper*12,0,TRUE)&\" k-in (\"&FIXED(ScourMomSuper,1,TRUE)&\" k-ft)\"","v":"Maximum bending moment in the pile for the Superflood at the Service I Limit State:  0 k-in (0.0 k-ft)"}]
[{"$f":"\"Factored flexural resistance of pile for the Superflood at the Service I Limit State:  \"&IF(piletype=\"P\",FIXED(D1728,0,TRUE)&\" k-in (\"&FIXED(D1729,1,TRUE)&\" k-ft)\",IF(piletype=\"H\",FIXED(D1563,0,TRUE)&\" k-in (\"&FIXED(D1564,1,TRUE)&\" k-ft)\",\"\"))","v":"Factored flexural resistance of pile for the Superflood at the Service I Limit State:  "}]
[{"$f":"\"Axial load-moment interaction equation for the Superflood at the Service I Limit State (maximum allowable is 1.00):  \"&IF(piletype=\"P\",FIXED(I1736,2,TRUE),IF(piletype=\"H\",FIXED(I1572,2),\"\"))","v":"Axial load-moment interaction equation for the Superflood at the Service I Limit State (maximum allowable is 1.00):  "}]
[]
["Warnings and Errors"]
[{"$f":"\"The spreadsheet generated \"&FIXED(S1741,0,TRUE)&\" warning(s) and \"&FIXED(R1741,0,TRUE)&\" error(s).\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"IF(S1741>0,\"The \"&FIXED(S1741,0,TRUE)&\" warning(s) should should be checked to make sure requirements are satisfied.\",\"\")","v":{"$error":"#DIV/0!"}}]
[{"$f":"IF(R1741>0,\"The \"&FIXED(R1741,0,TRUE)&\" error(s) must be addressed to satisfy design requirements.\",\"\")","v":{"$error":"#DIV/0!"}}]

{"sheet":"Scour","index":2,"n_rows":250,"n_cols":19,"rows_kept":250,"cut":false,"hidden":true,"merged":[[203,0,204,9],[66,6,66,7],[78,0,78,9],[109,0,109,9],[76,0,76,10],[174,0,177,9],[157,7,158,8],[131,0,132,12],[144,0,152,12],[163,0,165,12],[197,0,199,12],[4,0,8,12],[62,0,63,12],[81,0,84,12],[112,0,116,12],[121,0,122,12],[11,0,12,9],[39,0,40,12]]}
["Title:",null,null,null,null,null,null,null,null,"By:",null,"Date:"]
[null,null,null,null,null,null,null,null,null,"Checked:",null,"Date:","                "]
[]
[]
["This tab is used for the analysis of a pile under maximum scour conditions only.  It must be run in conjunction with the main integral abutment design tab where the geometry and loads are input.  The maximum scour condition is considered to be an Extreme Event.  The analysis of the pile is performed using the loads for the Extreme Event II limit state (see tab for load factors).  The h (eta) factor for operational importance is the only eta factor incorporated into these loads.  The factored loads and rotations for this limit state are calculated below."]
[]
[]
[]
[]
[]
["Load Data"]
["For the Extreme Event II limit state, the h (eta) factors for ductility and redundancy are assumed to be equal to 1.00.  The h factor for operational importance, can be a value between 0.95 and 1.05.",null,null,null,null,null,null,null,null,null,null,"A1.3.2"]
[null,null,null,null,null,null,null,null,null,null,null,"D1.3.2"]
[null,"h i factor for operational importance",null,null,null,null,1]
[null,"h i,max = 0.95 £ h i £ 1.05",null,null,null,null,{"$f":"IF(G14<0.95,0.95,IF(G14>1.05,1.05,G14))","v":1}]
[null,"h i,min = 1/h i £ 1.00",null,null,null,null,{"$f":"IF(1/G14>1,1,1/G14)","v":1}]
[]
["Factored Dead + Live reaction for girders - including h (eta) factor"]
[]
["Factored Dead + Live reaction for interior girder:"]
["Extreme II"]
[null,"max",null,{"$f":"FIXED(scoureta,2,TRUE)&\"[\"&'Load Factors'!R6&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!R7,2,TRUE)&\"(\"&Main!G293&\") + \"&FIXED('Load Factors'!R12,2,TRUE)&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#NAME?"}},null,null,null,null,null,{"$f":"scoureta*('Load Factors'!R6*(Main!G287+Main!G290)+'Load Factors'!R7*Main!G293+'Load Factors'!R12*Main!G306*nlane2/ngirder)","v":{"$error":"#NAME?"}},"k"]
[null,"min",null,{"$f":"FIXED(scouretamin,2,TRUE)&\"[\"&FIXED('Load Factors'!S6,2,TRUE)&\"(\"&Main!G287&\"+\"&Main!G290&\") + \"&FIXED('Load Factors'!S7,2,TRUE)&\"(\"&Main!G293&\")] + \"&FIXED(scoureta,2,TRUE)&\"[\"&FIXED('Load Factors'!S12,2,TRUE)&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#NAME?"}},null,null,null,null,null,{"$f":"scouretamin*('Load Factors'!S6*(Main!G287+Main!G290)+'Load Factors'!S7*Main!G293)+scoureta*('Load Factors'!S12*Main!G307*nlane2/ngirder)","v":{"$error":"#NAME?"}},"k"]
[]
["Factored Dead + Live reaction for exterior girder:"]
["Extreme II"]
[null,"max",null,{"$f":"FIXED(scoureta,2,TRUE)&\"[\"&'Load Factors'!R6&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!R7,2,TRUE)&\"(\"&Main!G294&\") + \"&FIXED('Load Factors'!R12,2,TRUE)&\"(\"&FIXED(Main!G306,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#NAME?"}},null,null,null,null,null,{"$f":"scoureta*('Load Factors'!R6*(Main!G288+Main!G291)+'Load Factors'!R7*Main!G294+'Load Factors'!R12*Main!G306*nlane2/ngirder)","v":{"$error":"#NAME?"}},"k"]
[null,"min",null,{"$f":"FIXED(scouretamin,2,TRUE)&\"[\"&FIXED('Load Factors'!S6,2,TRUE)&\"(\"&Main!G288&\"+\"&Main!G291&\") + \"&FIXED('Load Factors'!S7,2,TRUE)&\"(\"&Main!G294&\")] + \"&FIXED(scoureta,2,TRUE)&\"[\"&FIXED('Load Factors'!S12,2,TRUE)&\"(\"&FIXED(Main!G307,2,TRUE)&\")(\"&nlane2&\")/\"&ngirder&\"] =\"","v":{"$error":"#NAME?"}},null,null,null,null,null,{"$f":"scouretamin*('Load Factors'!S6*(Main!G288+Main!G291)+'Load Factors'!S7*Main!G294)+scoureta*('Load Factors'!S12*Main!G307*nlane2/ngirder)","v":{"$error":"#NAME?"}},"k"]
[]
["Total factored dead and live load reactions per pile, assuming two exterior girders, with the remaining being interior girders. "]
[]
["Extreme Factored Dead + Live Loads per pile:"]
["Extreme II"]
[null,"max",{"$f":"\"[(\"&FIXED(J22,1,TRUE)&\")(\"&FIXED(Main!G115-2,0,TRUE)&\")+(\"&FIXED(J27,1,TRUE)&\")(2)]/\"&Main!G566&\" + \"&FIXED(scoureta,2,TRUE)&\"{[\"&FIXED('Load Factors'!R6,2,TRUE)&\"(\"&FIXED(Main!I655,1,TRUE)&\"+\"&FIXED(Main!I663,1,TRUE)&\"+\"&FIXED(Main!G676,1,TRUE)&\")+\"&FIXED('Load Factors'!R7,2,TRUE)&\"(\"&FIXED(Main!I657,1,TRUE)&\")+\"&FIXED('Load Factors'!R12,2,TRUE)&\"(\"&FIXED(nlane2,0,TRUE)&\")(\"&FIXED(Main!I659,1,TRUE)&\")]/\"&Main!G566&\" + \"&FIXED('Load Factors'!R16,2,TRUE)&\"(\"&FIXED(Main!J639,1,TRUE)&\") + \"&FIXED('Load Factors'!R17,2,TRUE)&\"(\"&FIXED(Main!F747,1,TRUE)&\")} \"","v":{"$error":"#NAME?"}}]
[null,null,"max =",{"$f":"(J22*(Main!G115-2)+J27*2)/Main!G566+(('Load Factors'!R6*(Main!I655+Main!I663+Main!G676)+'Load Factors'!R7*Main!I657+'Load Factors'!R12*nlane2*Main!I659)/Main!G566+'Load Factors'!R16*Main!J639+'Load Factors'!R17*Main!F747)*scoureta","v":{"$error":"#NAME?"}},"k/pile"]
[]
[null,"min",{"$f":"\"[(\"&FIXED(J23,1,TRUE)&\")(\"&FIXED(Main!G115-2,0,TRUE)&\")+(\"&FIXED(J28,1,TRUE)&\")(2)]/\"&Main!G566&\" + \"&FIXED(scouretamin,2,TRUE)&\"{[\"&FIXED('Load Factors'!S6,2,TRUE)&\"(\"&FIXED(Main!I655,1,TRUE)&\"+\"&FIXED(Main!I663,1,TRUE)&\"+\"&FIXED(Main!G676,1,TRUE)&\")+\"&FIXED('Load Factors'!S7,2,TRUE)&\"(\"&FIXED(Main!I657,1,TRUE)&\")+\"&FIXED('Load Factors'!S12,2,TRUE)&\"(\"&FIXED(nlane2,0,TRUE)&\")(0.0)]/\"&Main!G566&\"} + \"&FIXED(scoureta,2,TRUE)&\"[\"&FIXED('Load Factors'!S16,2,TRUE)&\"(\"&FIXED(Main!J640,1,TRUE)&\") + \"&FIXED('Load Factors'!S17,2,TRUE)&\"(0.0)] \"","v":{"$error":"#NAME?"}}]
[null,null,"min =",{"$f":"(J23*(Main!G115-2)+J28*2)/Main!G566+scouretamin*(('Load Factors'!S6*(Main!I655+Main!I663+Main!G676)+'Load Factors'!S7*Main!I657+'Load Factors'!S12*nlane2*0)/Main!G566)+scoureta*('Load Factors'!S16*Main!J640)","v":{"$error":"#NAME?"}},"k/pile"]
[null,null,null,{"$f":"IF(D38<0,\"Error - no uplift is permitted on any pile in integral abutments per DM-4 Ap. G1.2.1\",\"\")","v":{"$error":"#NAME?"}},null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(D39,5)=\"Error\",1,0)","v":{"$error":"#NAME?"}},{"$f":"IF(LEFT(D39,5)=\"Warni\",1,0)","v":{"$error":"#NAME?"}}]
["Live Load rotations for the Extreme Event II limit state are determined using the PHL-93 loading.  These are added to any composite factored dead load rotations.  The h (eta) factor is included here as well."]
[]
[]
["Factored rotations"]
["Extreme II"]
[null,"max",null,null,{"$f":"\"[(\"&FIXED('Load Factors'!R12,2,TRUE)&\")(\"&FIXED(Main!G400,4,TRUE)&\") + (\"&FIXED('Load Factors'!R7,2,TRUE)&\")(\"&IF(Main!G411*Main!G400<0,\"0.0000\",FIXED(Main!G411,4,TRUE))&\")]\"&FIXED(scoureta,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},null,null,{"$f":"+J45*180/PI()","v":{"$error":"#DIV/0!"}},"degrees",{"$f":"('Load Factors'!R12*Main!G400+'Load Factors'!R7*IF(Main!G411*Main!G400<0,0,Main!G411))*scoureta","v":{"$error":"#DIV/0!"}},"radians"]
[null,"min",null,null,{"$f":"\"[(\"&FIXED('Load Factors'!S12,2,TRUE)&\")(\"&FIXED(Main!G401,4,TRUE)&\") + (\"&FIXED('Load Factors'!R7,2,TRUE)&\")(\"&IF(Main!G411*Main!G400<0,FIXED(Main!G411,4,TRUE),\"0.0000\")&\")]\"&FIXED(scoureta,2,TRUE)&\" =\"","v":{"$error":"#DIV/0!"}},null,null,{"$f":"+J46*180/PI()","v":{"$error":"#DIV/0!"}},"degrees",{"$f":"('Load Factors'!S12*Main!G401+'Load Factors'!R7*IF(Main!G411*Main!G400<0,Main!G411,0))*scoureta","v":{"$error":"#DIV/0!"}},"radians"]
[]
["Pile Data"]
["The pile properties entered in the main tab are reproduced here."]
[]
[null,"Pile Properties"]
[null,null,"Pile designation",null,null,null,{"$f":"piledesig","v":0}]
[null,null,"Yield stress of pile steel, Fy",null,null,null,{"$f":"pileyield","v":0},"ksi"]
[null,null,{"$f":"IF(piletype=\"P\",\"Compressive strength of pile concrete, f 'c\",IF(piletype=\"H\",\"Pile depth, d\",\"\"))","v":""},null,null,null,{"$f":"piledepth","v":0},{"$f":"IF(piletype=\"P\",\"ksi\",IF(piletype=\"H\",\"in\",\"\"))","v":""}]
[null,null,{"$f":"IF(piletype=\"H\",\"Flange width, bf\",IF(piletype=\"P\",\"Pipe diameter, Dp\",\"\"))","v":""},null,null,null,{"$f":"pilewidth","v":0},"in"]
[null,null,{"$f":"IF(piletype=\"H\",\"Flange thickness, tf\",IF(piletype=\"P\",\"Pipe thickness, tp\",\"\"))","v":""},null,null,null,{"$f":"pilethickness","v":0},"in"]
[null,null,{"$f":"IF(piletype=\"H\",\"Pile Area, Ap\",IF(piletype=\"P\",\"Pile area transformed to steel, Atr\",\"\"))","v":""},null,null,null,{"$f":"pilearea","v":0},"in2"]
[null,null,"Moment of inertia, Iy-y",null,null,null,{"$f":"pileinertia","v":0},"in4"]
[null,null,"Elastic section modulus, Sy-y",null,null,null,{"$f":"pilesecmod","v":0},"in3"]
[null,null,"Radius of gyration, ry-y",null,null,null,{"$f":"pilegyration","v":0},"in"]
[null,null,"Plastic section modulus, Zy-y",null,null,null,{"$f":"pileplastsecmod","v":0},"in3"]
["Lateral Pile Analysis"]
["An additional LPile run must be performed for the maximum scour case.  For this run the soil is removed down to the depth of maximum scour (pile extends out of the ground).  The depth of maximum scour must be determined by the user."]
[]
[]
["Design values for LPile:"]
[null,null,"Pile Section",null,null,null,{"$f":"IF(piletype=\"H\",\"      \"&piledesig,IF(piletype=\"P\",\"      \"&Main!G547&\" in\",\"\"))","v":""}]
[null,null,null,"Pile width or diameter",null,null,{"$f":"IF(piletype=\"H\",piledepth,IF(piletype=\"P\",pilewidth,\"\"))","v":""},"in"]
[null,null,null,"Pile moment of inertia",null,null,{"$f":"+pileinertia","v":0},"in4"]
[null,null,null,"Pile area",null,null,{"$f":"+pilearea","v":0},"in2"]
[null,null,"Vertical axial load",null,null,null,{"$f":"+D35","v":{"$error":"#NAME?"}},"k"]
[null,null,"Design rotation",null,null,null,{"$f":"+MAX(ABS(J45),ABS(J46))","v":{"$error":"#DIV/0!"}},"radians",{"$f":"+MAX(ABS(H45),ABS(H46))","v":{"$error":"#DIV/0!"}},"degrees"]
[null,null,"Design thermal movement",null,null,null,{"$f":"+Main!G829","v":0},"in"]
[null,null,"Plastic moment (if required)",null,null,null,{"$f":"Main!G830","v":0},"k-ft",{"$f":"G74*12","v":0},"k-in"]
[null,null,"Depth of maximum scour, Dsc",null,null,null,null,"in",{"$f":"+G75/12","v":0},"ft"]
[null,{"$f":"IF(scourdepth>pilelength*12,\"Error - scour depth is longer than the pile length\",\"\")","v":""}]
["Results from LPile (See the figures below for illustrations of the data required from the program)."]
[]
["The depth to fixity is defined as the shallowest depth at which the pile deflection is equal to zero."]
[null,null,"Depth to fixity, Lsc =",null,null,null,175,"in",{"$f":"+G80/12","v":14.583333333333334},"ft"]
[null,{"$f":"IF(scourfixity>pilelength*12,\"Error - depth to fixity is longer than the pile length\",\"\")","v":{"$error":"#NAME?"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B81,5)=\"Error\",1,0)","v":{"$error":"#NAME?"}},{"$f":"IF(LEFT(B81,5)=\"Warni\",1,0)","v":{"$error":"#NAME?"}}]
[{"$f":"\"The depth at which friction becomes effective for piles is defined as the point where the deflection reaches less than 2% of the pile \"&IF(piletype=\"H\",\"width\",\"diameter\")&\".  For the present pile (see section properties in main tab), this deflection value is (0.02)(\"&IF(piletype=\"P\",FIXED(pilewidth,2)&\") = \"&FIXED(0.02*pilewidth,2)&\" in\",FIXED(piledepth,1)&\") = \"&FIXED(0.02*piledepth,2)&\" in\")&\".  Any length of pile above this depth is considered ineffective in the design of friction piles.  For the scour case, include the length of exposed pile in this value.  This value is not required for bearing piles.\"","v":"The depth at which friction becomes effective for piles is defined as the point where the deflection reaches less than 2% of the pile diameter.  For the present pile (see section properties in main tab), this deflection value is (0.02)(0.0) = 0.00 in.  Any length of pile above this depth is considered ineffective in the design of friction piles.  For the scour case, include the length of exposed pile in this value.  This value is not required for bearing piles."}]
[]
[]
[]
[null,null,"Depth to 2% deflection, Lsn =",null,null,null,null,"in",{"$f":"+G86/12","v":0},"ft"]
[]
["The maximum bending moment in the pile, within the depth to fixity, Lsc."]
[null,null,"Maximum bending moment in pile, Msu =",null,null,null,null,"k-ft",{"$f":"+G89*12","v":0},"k-in"]
[]
[]
[null,null,null,"Lateral pile deflection vs depth",null,null,null,null,"Pile moment vs depth"]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
["Pile Capacity Analysis"]
["The total pile length is required in order to calculate the percentage of skin friction lost to scour."]
[null,null,"Total pile length, Ltot = ",null,null,null,{"$f":"Main!G569*12","v":0},"in",{"$f":"G111/12","v":0},"ft"]
[]
["The effective shaft length is the total shaft length minus a length at the top of the pile which is ineffective due to the lateral movement which occurs.  A displacement of 2% of the pile diameter is used as the boundary above which skin friction becomes ineffective.  The depth at which the displacement reaches this critical value was determined previously using the computer program LPile for the post-scour condition."]
[]
[]
[]
[]
[null,"Post-scour"]
[null,null,"Effective shaft length, Lse = Ltot - Lsn =",null,null,null,{"$f":"+G111&\" - \"&G86","v":"0 - "}]
[null,null,"Lse =",{"$f":"+G111-G86","v":0},{"$f":"\"in = \"&FIXED(D120/12,2)&\" ft\"","v":"in = 0.00 ft"}]
[]
["The resistance factors for tip resistance and shaft resistance are assumed to be unaffected by scour and are the same as in the main tab."]
[]
[]
[null,"Tip and shaft resistance factors"]
[null,null,"Tip (bearing) resistance factor, fqp",null,null,null,1,null,null,null,null,"D10.5.5.3.3",null,{"$f":"brngresfact","v":0}]
[null,null,"Shaft (skin friction) resistance factor, fqs",null,null,null,1,null,null,null,null,"D10.5.5.3.3",null,{"$f":"frictresfact","v":0}]
[]
["The tip resistance is assumed to be unaffected by scour and is imported from the main tab."]
[null,null,"Nominal tip (bearing) resistance, Qp =",null,null,null,{"$f":"Main!I896","v":0},"k"]
[]
["The unit shaft resistance of the remaining soil is required for friction piles.  For layered soils, a weighted average unit shaft resistance should be used."]
[]
[null,"Shaft resistance (skin friction)"]
[null,null,"Unit shaft resistance, qs",null,null,null,null,"tsf  =",{"$f":"+G135*2/144","v":0},"ksi"]
[null,null,"Nominal pile shaft resistance, Qs = qsAs",null,null,null,{"$f":"\"= (\"&I135&\" ksi)(\"&FIXED(IF(piletype=\"P\",PI()*pilewidth,4*pilewidth+2*(piledepth-'Pile Data'!E28)),2,TRUE)&\")(\"&D120&\") =\"","v":{"$error":"#N/A"}},null,{"$f":"I135*IF(piletype=\"P\",PI()*pilewidth,4*pilewidth+2*(piledepth-'Pile Data'!E28))*D120","v":{"$error":"#N/A"}},"k"]
[]
[]
[null,"Total post-scour factored resistance per pile, QR = fqpQp + fqsQs"]
[null,null,null,null,null,{"$f":"\"(\"&FIXED(G126,2,TRUE)&\")(\"&FIXED(G130,1,TRUE)&\") + (\"&FIXED(G127,2,TRUE)&\")(\"&FIXED(I136,1,TRUE)&\") = \"","v":{"$error":"#N/A"}},{"$f":"(G126*G130+G127*I136)","v":{"$error":"#N/A"}},"k"]
[null,{"$f":"IF(G140<D35,\"Error - \"&FIXED(G140,2,TRUE)&\" k < \"&FIXED(D35,2,TRUE)&\" k  - Inadequate geotechnical resistance\",FIXED(G140,2,TRUE)&\" k > \"&FIXED(D35,2,TRUE)&\" k - OK\")","v":{"$error":"#N/A"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(B141,5)=\"Error\",1,0)","v":{"$error":"#N/A"}},{"$f":"IF(LEFT(B141,5)=\"Warni\",1,0)","v":{"$error":"#N/A"}}]
[]
["Check the capacity of the pile as a structural member"]
[]
["The STRENGTH limit state pile resistance factors in DM-4 are to be applied assuming only axial forces are present at the tip of the pile, where any driving damage is likely to occur.  At other locations along the length of the pile, where axial forces and bending are present, the piles are generally undamaged.  For these reasons, the axial force only resistance factor is low at the STRENGTH limit state while the combined flexure and axial force resistance factors are higher.  The calculated nominal axial resistances are also different, as the pile is assumed fully supported at the tip, but an unbraced length of 0.65 times the depth to fixity is used in the upper portion where the pile is exposed due to scour. Per DM-4 Appendix G 1.4.2.4, the scour check is applied at the extreme event limit state.  Per AASHTO 6.5.5, all resistance factors at the extreme event limit state shall be taken to be 1.0."]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,"Pile resistance factors"]
[null,null,"Axial compression only, fc",null,null,null,1,null,null,null,null,"A6.5.5"]
[]
[null,null,"Axial compression, fc plus",null,null,null,1,"(used together)",null,null,null,"A6.5.5"]
[null,null,"Flexure, ff",null,null,null,1]
[]
[null,"Compressive resistance (pile tip - axial loads only) from main tab:"]
[null,null,"Nominal axial resistance, Pn =",null,null,null,{"$f":"Main!#REF!","v":{"$error":"#REF!"}},"k",null,null,null,null,"                                         "]
[]
["For the check of axial capacity, the entire axial load is considered for end bearing piles.  For friction piles, the load at the pile tip is assumed to be the total pile load minus the friction capacity of the top 50% of the pile."]
[]
[]
[]
[null,"Check axial capacity"]
[null,null,"Axial load at tip of pile, Pu =",null,null,{"$f":"IF(piletype=\"P\",FIXED(G71,2,TRUE)&\" - (0.5)(\"&G127&\")(\"&FIXED(I136,1,TRUE)&\") = \",\"\")","v":""},{"$f":"IF(piletype=\"P\",MAX(G71-0.5*G127*I136,0),G71)","v":{"$error":"#NAME?"}},"k"]
[]
[null,null,"Factored axial resistance, Pr = f Pn",null,null,null,{"$f":"\"= (\"&FIXED(G156,2)&\")(\"&FIXED(G162,2,TRUE)&\") =\"","v":{"$error":"#REF!"}}]
[null,null,null,null,null,null,{"$f":"G156*G162","v":{"$error":"#REF!"}},"k"]
[null,null,{"$f":"IF(G172<G169,\"Error - \"&FIXED(G172,1,TRUE)&\" k < \"&FIXED(G169,1,TRUE)&\" k - Insufficient axial capacity\",FIXED(G172,1,TRUE)&\" k > \"&FIXED(G169,1,TRUE)&\" k - OK\")","v":{"$error":"#REF!"}},null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(C173,5)=\"Error\",1,0)","v":{"$error":"#REF!"}},{"$f":"IF(LEFT(C173,5)=\"Warni\",1,0)","v":{"$error":"#REF!"}}]
[]
["The pile length for buckling is taken as the length from the bottom of the abutment to the point of assumed fixity.  The end conditions of this length of pile are assumed to be fixed-fixed resulting in an effective length factor, K, of 0.65.  In addition, this check only need be performed if Lsc is larger than 1.54*Lb from the Main tab.",null,null,null,null,null,null,null,null,null,null,"AC4.6.2.5"]
[]
[null,null,null,null,null,null,null,null,null,null,null,"DM-4 Ap.G.1.4.2.4"]
[]
[]
[null,{"$f":"IF(1.54*unbraced>scourfixity,\"(1.54)(\"&FIXED(unbraced,0,TRUE)&\") = \"&FIXED(1.54*unbraced,0,TRUE)&\" > \"&FIXED(scourfixity,0,TRUE)&\" - No need to check pile as a structural member\",FIXED(scourfixity,0,TRUE)&\" > (1.54)(\"&FIXED(unbraced,0,TRUE)&\") = \"&FIXED(1.54*unbraced,0,TRUE)&\" - Need to check pile as a structural member\")","v":{"$error":"#NAME?"}}]
[]
[null,null,{"$f":"IF(piletype=\"H\",\"For steel H-piles\",IF(piletype=\"P\",\"For concrete filled steel pipe piles\",\"\"))","v":""}]
[null,null,"Fe",{"$f":"IF(piletype=\"H\",\"= Fy = \"&Main!G545&\" ksi\",IF(piletype=\"P\",\"= Fy + 0.85f'c(Ac/As) = \"&Main!G545&\" + 0.85*\"&Main!G546&\"(\"&FIXED(Ac,2,TRUE)&\"/\"&FIXED(As,2,TRUE)&\") = \"&FIXED(Main!G545+0.85*Main!G546*(Ac/As),2,TRUE)&\" ksi\",\"\"))","v":""}]
[null,null,"Ee",{"$f":"IF(piletype=\"H\",\"= Est = 29000 ksi\",IF(piletype=\"P\",\"= Est[1+(0.4/n)(Ac/As)] = 29000[1+(0.4/\"&n&\")(\"&FIXED(Ac,2,TRUE)&\"/\"&FIXED(As,2,TRUE)&\")] = \"&FIXED(29000*(1+(0.4/n)*(Ac/As)),2,TRUE)&\" ksi\",\"\"))","v":""}]
[null,null,"l = (KLsc/rsp)2 (Fe/Ee) =",null,null,null,null,null,{"$f":"\"[(0.65*\"&G80&\")/(\"&FIXED(pilegyration,2,TRUE)&\"*\"&FIXED(PI(),3,TRUE)&\")]^2 (\"&IF(piletype=\"H\",Main!G545&\"/29000) =\",IF(piletype=\"P\",FIXED(Main!G545+0.85*Main!G546*(Ac/As),2,TRUE)&\"/\"&FIXED(29000*(1+(0.4/n)*(Ac/As)),2,TRUE)&\") =\",\"\"))","v":"[(0.65*175)/(0.00*3.142)]^2 ("},{"$f":"IF(1.54*unbraced>scourfixity,NA(),IF(piletype=\"H\",(0.65*G80/(pilegyration*PI()))^2*(Main!G545/29000),IF(piletype=\"P\",(0.65*G80/(pilegyration*PI()))^2*((Main!G545+0.85*Main!G546*(Ac/As))/(29000*(1+(0.4/n)*(Ac/As)))),\"\")))","v":{"$error":"#NAME?"}},null,{"$f":"IF(piletype=\"H\",\"A6.9.4.1\",IF(piletype=\"P\",\"A6.9.5.1\",\"\"))","v":""}]
[null,null,"if l £ 2.25, Pn = 0.66lFeAs , if l > 2.25, Pn = 0.88FeAs / l"]
[null,null,"Nominal axial resistance, Pn =",null,null,null,{"$f":"IF(J185>2.25,\"(0.88)(\"&IF(piletype=\"H\",Main!G545&\")(\"&FIXED(pilearea,1,TRUE),IF(piletype=\"P\",FIXED(Main!G545+0.85*Main!G546*(Ac/As),2,TRUE)&\")(\"&FIXED(As,2,TRUE),\"\"))&\")/(\"&FIXED(J185,3,TRUE),\"0.66^\"&FIXED(J185,3,TRUE)&\" (\"&IF(piletype=\"H\",Main!G545&\")(\"&FIXED(pilearea,1,TRUE),IF(piletype=\"P\",FIXED(Main!G545+0.85*Main!G546*(Ac/As),2,TRUE)&\")(\"&FIXED(As,1,TRUE),\"\"))&\") =\")","v":{"$error":"#NAME?"}}]
[null,null,null,null,null,null,{"$f":"IF(J185>2.25,0.88*IF(piletype=\"H\",Main!G545*pilearea,IF(piletype=\"P\",(Main!G545+0.85*Main!G546*(Ac/As))*As,\"\"))/J185,0.66^J185*IF(piletype=\"H\",Main!G545*pilearea,IF(piletype=\"P\",(Main!G545+0.85*Main!G546*(Ac/As))*As,\"\")))","v":{"$error":"#NAME?"}},"k"]
[null,null,"Factored axial resistance, Pr = f Pn =",null,null,null,{"$f":"\"(\"&FIXED(G158,2)&\")(\"&FIXED(G188,1,TRUE)&\") =\"","v":{"$error":"#NAME?"}}]
[null,null,null,null,null,null,{"$f":"+G188*G158","v":{"$error":"#NAME?"}},"k"]
[]
[null,{"$f":"IF(piletype=\"H\",\"Flexural resistance of steel H-piles\",IF(piletype=\"P\",\"Flexural resistance of steel pipe piles\",\"\"))","v":""}]
[null,null,"Plastic Moment, Mp = Fy Zy =",null,null,null,{"$f":"+\"(\"&Main!G545&\")(\"&FIXED(pileplastsecmod,1,TRUE)&\") =\"","v":"()(0.0) ="}]
[null,null,null,null,null,null,{"$f":"+Main!G545*pileplastsecmod","v":0},"k-in",{"$f":"+G194/12","v":0},"k-ft"]
[null,null,"Yield Moment, My = Fy Sy =",null,null,null,{"$f":"\"(\"&Main!G545&\")(\"&FIXED(pilesecmod,1,TRUE)&\") =\"","v":"()(0.0) ="}]
[null,null,null,null,null,null,{"$f":"+Main!G545*pilesecmod","v":0},"k-in",{"$f":"+G196/12","v":0},"k-ft"]
[]
["For H-piles, if the width-to-thickness ratio of the flanges is not sufficient to consider the section compact, an interaction formula from AISC is used to interpolate between the plastic moment resistance and the yield moment resistance."]
[]
[]
[]
[null,null,"Mn = Mp - (Mp - My)(l - lp)/(lr - lp) £ Mp ",null,null,null,null,null,null,null,null,"AISC-LRFD, 94"]
[]
["For pipe piles, if the diameter-to-thickness ratio of the pipe is not sufficient to consider the section compact, then the section is considered non-compact.",null,null,null,null,null,null,null,null,null,null,"A6.12.2.3.2"]
[]
[]
[null,{"$f":"IF(piletype=\"H\",\"Width-to-thickness ratio of projecting flange element\",IF(piletype=\"P\",\"Diameter to thickness ratio of steel pipe pile\",\"\"))","v":""}]
[null,"l =",{"$f":"IF(piletype=\"H\",\" bf / 2tf =\",IF(piletype=\"P\",\" D/t =\",\"\"))","v":""},null,null,null,{"$f":"IF(piletype=\"H\",+Main!G547&\"/(2*\"&+Main!G548&\") = \",IF(piletype=\"P\",+Main!G547&\"/\"&+Main!G548&\" = \",\"\"))","v":""},{"$f":"IF(piletype=\"H\",+FIXED(+Main!G547/2/Main!G548),IF(piletype=\"P\",+Main!G547/Main!G548,\"\"))","v":""}]
[null,{"$f":"IF(piletype=\"H\",\"Width-to-thickness criteria for flange element to reach plastic moment\",IF(piletype=\"P\",\"Diameter-to-thickness criteria for pipe to reach plastic moment\",\"\"))","v":""}]
[null,"lp =",{"$f":"IF(piletype=\"H\",FIXED(0.382,3,TRUE),IF(piletype=\"P\",2,\"\"))","v":""},"* (E / Fy)1/2 =",null,null,{"$f":"IF(piletype=\"H\",\"0.382*(29000/\"&+Main!G545&\")^0.5 = \",IF(piletype=\"P\",\"2.00*(29000/\"&+Main!G545&\")^0.5 = \",\"\"))","v":""},{"$f":"IF(piletype=\"H\",+FIXED(0.382*(29000/Main!G545)^0.5),IF(piletype=\"P\",2*(29000/Main!G545)^0.5,\"\"))","v":""}]
[null,{"$f":"IF(piletype=\"H\",\"Width-to-thickness criteria for flange element to reach yield stress\",IF(piletype=\"P\",\"Diameter-to-thickness criteria for pipe to reach yield stress\",\"\"))","v":""}]
[null,"lr =",{"$f":"IF(piletype=\"H\",0.56,IF(piletype=\"P\",8.8,\"\"))","v":""},"* (E / Fy)1/2 =",null,null,{"$f":"IF(piletype=\"H\",\"0.56*(29000/\"&+Main!G545&\")^0.5 = \",IF(piletype=\"P\",\"8.80*(29000/\"&+Main!G545&\")^0.5 = \",\"\"))","v":""},{"$f":"IF(piletype=\"H\",+FIXED(0.56*(29000/Main!G545)^0.5),IF(piletype=\"P\",8.8*(29000/Main!G545)^0.5,\"\"))","v":""}]
[null,"Nominal flexural resistance, Mn =",null,null,null,{"$f":"Main!H1183","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,"Use Mn =",{"$f":"Main!J1183","v":{"$error":"#DIV/0!"}},"k-in",{"$f":"G214/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,"Pile factored flexural resistance, Mr = f Mn =",null,null,null,null,{"$f":"\"(\"&FIXED(G159,2)&\")(\"&FIXED(G214,1,TRUE)&\") =\"","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,{"$f":"+G214*G159","v":{"$error":"#DIV/0!"}},"k-in",{"$f":"G217/12","v":{"$error":"#DIV/0!"}},"k-ft"]
[]
[null,null,"Check moment-axial interaction"]
[null,null,null,"Pu / Pr =",null,{"$f":"FIXED(D35,1,TRUE)&\"/\"&FIXED(+G190,1,TRUE)&\" = \"","v":{"$error":"#NAME?"}},{"$f":"+D35/G190","v":{"$error":"#NAME?"}},null,null,null,null,"A6.9.2.2"]
[null,null,null,"if Pu / Pr < 0.2 then Pu / 2.0Pr + Mu / Mr £ 1.0"]
[null,null,null,"if Pu / Pr ³ 0.2 then Pu / Pr + (8.0 / 9.0) Mu / Mr £ 1.0"]
[null,null,null,"Moment - axial interaction =",null,null,null,null,{"$f":"IF(G220<0.2,FIXED(D35,1,TRUE)&\"/(2*\"&FIXED(G190,1,TRUE)&\") + \"&FIXED(G89,2)&\"/\"&FIXED(I217,2,TRUE)&\" =\",FIXED(D35,1,TRUE)&\"/\"&FIXED(G190,1,TRUE)&\" + (8.0/9.0)(\"&FIXED(G89,2)&\"/\"&FIXED(I217,2,TRUE)&\") =\")","v":{"$error":"#NAME?"}},{"$f":"IF(G220<0.2,G71/G190/2+G89/I217,G71/G190+(8/9)*(G89/I217))","v":{"$error":"#NAME?"}},{"$f":"IF(J223>1.0049,\"> 1.0 NG\",\"< 1.00 OK\")","v":{"$error":"#NAME?"}}]
[null,null,null,{"$f":"IF(J223>1.0049,\"Error - \"&FIXED(J223,2,TRUE)&\" > 1.0  - Increase the number of piles or change the pile section\",\"\")","v":{"$error":"#NAME?"}},null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(LEFT(D224,5)=\"Error\",1,0)","v":{"$error":"#NAME?"}},{"$f":"IF(LEFT(D224,5)=\"Warni\",1,0)","v":{"$error":"#NAME?"}}]
["Scour Analysis Summary"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"SUM(R1:R225)","v":{"$error":"#NAME?"}},{"$f":"SUM(S1:S225)","v":{"$error":"#NAME?"}}]
["Pile Description"]
[{"$f":"\"Number of piles:  \"&npiles&\" - \"&IF(piletype=\"H\",piledesig&\" piles\",FIXED(pilewidth,1,TRUE)&\" in diameter concrete-filled pipe piles\")","v":"Number of piles:   - 0.0 in diameter concrete-filled pipe piles"}]
[{"$f":"\"Pile spacing:  \"&FIXED(Main!G568,3)&\" ft in a single row along the centerline of bearing of the abutment\"","v":"Pile spacing:  0.000 ft in a single row along the centerline of bearing of the abutment"}]
[{"$f":"\"Design pile length:  \"&G111/12&\" ft\"","v":"Design pile length:  0 ft"}]
[{"$f":"\"Depth to fixity:  \"&FIXED(scourfixity,2)&\" in (\"&FIXED(I80,2,TRUE)&\" ft)\"","v":{"$error":"#NAME?"}}]
[{"$f":"\"Unbraced length:  \"&FIXED(0.65*scourfixity,2,TRUE)&\" in (\"&FIXED(0.65*I80,2,TRUE)&\" ft)\"","v":{"$error":"#NAME?"}}]
[{"$f":"\"Depth to the point where the lateral deflection is 2% of the pile width (friction engaged):  \"&G86&\" in (\"&FIXED(I86,2,TRUE)&\" ft)\"","v":"Depth to the point where the lateral deflection is 2% of the pile width (friction engaged):   in (0.00 ft)"}]
[{"$f":"\"Pile yield moment, My:  \"&FIXED(G196,1,TRUE)&\" k-in (\"&FIXED(I196,1,TRUE)&\" k-ft)\"","v":"Pile yield moment, My:  0.0 k-in (0.0 k-ft)"}]
[{"$f":"\"Pile plastic moment, Mp:  \"&FIXED(G194,1,TRUE)&\" k-in (\"&FIXED(I194,1,TRUE)&\" k-ft)\"","v":"Pile plastic moment, Mp:  0.0 k-in (0.0 k-ft)"}]
[{"$f":"\"Total factored geotechnical capacity of the pile:  \"&FIXED(G140,1,TRUE)&\" k\"","v":{"$error":"#N/A"}}]
[{"$f":"\"Factored axial resistance of the pile at the tip:  \"&FIXED(G172,1,TRUE)&\" k\"","v":{"$error":"#REF!"}}]
[{"$f":"\"Factored axial resistance of upper portion of pile for use in interaction equation:  \"&FIXED(G190,1,TRUE)&\" k\"","v":{"$error":"#NAME?"}}]
[{"$f":"\"Factored flexural resistance of upper portion of pile for use in interaction equation:  \"&FIXED(G217,1,TRUE)&\" k-in (\"&FIXED(I217,1,TRUE)&\" k-ft)\"","v":{"$error":"#DIV/0!"}}]
[]
["Loads and Deformations"]
[{"$f":"\"Maximum axial force in the pile:  \"&FIXED(D35,1,TRUE)&\" k due to the Extreme Event II load case\"","v":{"$error":"#NAME?"}}]
[{"$f":"\"Maximum bending moment in the pile:  \"&FIXED(I89,1,TRUE)&\" k-in (\"&FIXED(scourmaxmom,1,TRUE)&\" k-ft)\"","v":{"$error":"#NAME?"}}]
[{"$f":"\"Total maximum design rotation:  \"&FIXED(J45,4,TRUE)&\" radians (\"&FIXED(H45,3,TRUE)&\" degrees)\"","v":{"$error":"#DIV/0!"}}]
[{"$f":"\"Axial load-moment interaction equation result for the pile (maximum allowable is 1.00):  \"&FIXED(J223,2,TRUE)","v":{"$error":"#NAME?"}}]
[]
["Warnings and Errors"]
[{"$f":"\"The spreadsheet generated \"&FIXED(S226,0,TRUE)&\" warning(s) and \"&FIXED(R226,0,TRUE)&\" error(s).\"","v":{"$error":"#NAME?"}}]
[{"$f":"IF(S226>0,\"The \"&FIXED(S226,0,TRUE)&\" warning(s) should should be checked to make sure requirements are satisfied.\",\"\")","v":{"$error":"#NAME?"}}]
[{"$f":"IF(R226>0,\"The \"&FIXED(R226,0,TRUE)&\" error(s) must be addressed to satisfy design requirements.\",\"\")","v":{"$error":"#NAME?"}}]

{"sheet":"COM624P Input","index":3,"n_rows":58,"n_cols":9,"rows_kept":58,"cut":false,"hidden":true,"merged":[[2,2,10,11]]}
[null,"COM624P Input Tab Description"]
[]
[null,null,"This tab assists in running the computer program COM624P by creating a template for the input file with many of the required values inserted in the template.  Although a brief description of the input file is provided to the right of the templates, the user will still require the COM624P input manual in order to run the program.  The user is required to determine many additional parameters required for the input file, and may even need to change some of the values supplied to the template.  This can be accomplished by accessing the generated file(s) using any text editor and simply entering (or changing) the required values.  Two file templates can be created by pushing the buttons located to the left.  The first creates a template called com624p1.tmp to be used with the Main tab.  The second creates a template called com624p2.tmp to be used with the Scour tab."]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,"Main tab template"]
[]
[null,{"$f":"Main!B1","v":0},null,null,null,null,null,"Title line - can be altered to be any title desired"]
[null,2,1,0,null,null,null,"Units line - arbitrarily assigned to use SI units"]
[null,200,"XX",1,0,null,null,"Input control line - missing value is number of soil layers"]
[null,"XX","XX","XX",null,null,null,"Input control line - missing values related to soil data"]
[null,{"$f":"pilelength/1000","v":0},200000000,0,0,null,null,"Pile geometry line"]
[null,0,1,null,null,null,null,"Output control line"]
[null,4,1,0,100,null,null,"Analysis control line - includes pile boundary conditions"]
[null,200,1E-4,1,null,null,null,"Run control line"]
[null,0,{"$f":"ROUND(Main!G824,3)","v":{"$error":"#VALUE!"}},{"$f":"ROUND(Main!G825,7)","v":0},{"$f":"ROUND(Main!G826,4)","v":0},null,null,"Pile properties line"]
[null,1,4,0,3,6790,null,"Soil profile lines - need as many lines as layers of soil"]
[null,"Additional soil profile lines here"]
[null,0,14.1,null,null,null,null,"Unit weight lines - currently loose sand above the water table"]
[null,3,14.1,null,null,null,null,null,"- Soil depth must at least reach bottom of pile"]
[null,"Additional soil unit weight lines here"]
[null,0,0,26,0,null,null,"Strength parameter lines - currently loose sand"]
[null,3,0,26,0,null,null,null,"- Soil depth must at least reach bottom of pile"]
[null,"Additional soil strength parameter lines here"]
[null,1,null,null,null,null,null,"Number of loading conditions line - can be up to 20"]
[null,1,{"$f":"ROUND(Main!G829,4)","v":0},{"$f":"ROUND(Main!G830,1)","v":0},{"$f":"ROUND(Main!G827,1)","v":{"$error":"#DIV/0!"}},null,null,"Loading conditions line - third value is plastic moment"]
[null,"Additional loading lines here"]
[]
[]
[null,"Scour tab template"]
[]
[null,{"$f":"Scour!B1","v":0},null,null,null,null,null,"Title line - can be altered to be any title desired"]
[null,2,1,0,null,null,null,"Units line - arbitrarily assigned to use SI units"]
[null,200,"XX",1,0,null,null,"Input control line - missing value is number of soil layers"]
[null,"XX","XX","XX",null,null,null,"Input control line - missing values related to soil data"]
[null,{"$f":"pilelength/1000","v":0},200000000,{"$f":"ROUND(scourdepth/1000,1)","v":0},0,null,null,"Pile geometry line"]
[null,0,1,null,null,null,null,"Output control line"]
[null,4,1,0,100,null,null,"Analysis control line - includes pile boundary conditions"]
[null,200,1E-4,1,null,null,null,"Run control line"]
[null,0,{"$f":"ROUND(Main!G824,3)","v":{"$error":"#VALUE!"}},{"$f":"ROUND(Main!G825,7)","v":0},{"$f":"ROUND(Main!G826,4)","v":0},null,null,"Pile properties line"]
[null,1,4,0,3,5430,null,"Soil profile lines - need as many lines as layers of soil"]
[null,"Additional soil profile lines here"]
[null,0,7.8,null,null,null,null,"Unit weight lines - currently loose sand above the water table"]
[null,3,7.8]
[null,"Additional soil unit weight lines here"]
[null,0,0,26,0,null,null,"Strength parameter lines - currently loose sand"]
[null,3,0,26,0]
[null,"Additional soil strength parameter lines here"]
[null,1,null,null,null,null,null,"Number of loading conditions line - can be up to 20"]
[null,1,{"$f":"ROUND(Scour!G73,4)","v":0},{"$f":"ROUND(Scour!G74,1)","v":0},{"$f":"ROUND(Scour!G71,1)","v":{"$error":"#NAME?"}},null,null,"Loading conditions line - third value is plastic moment"]
[null,"Additional loading lines here"]

{"sheet":"Load Factors","index":4,"n_rows":19,"n_cols":19,"rows_kept":19,"cut":false,"hidden":false,"merged":[[17,17,17,18],[3,6,3,7],[3,8,3,9],[3,10,3,11],[3,17,3,18],[3,12,3,13],[17,8,17,9],[17,10,17,11],[17,12,17,13],[17,6,17,7],[1,1,2,13],[3,1,4,1],[3,4,3,5],[3,2,3,3],[17,2,17,3],[17,4,17,5]]}
[]
[null,"DM-4 Appendix G Table 1.2.7.6-1 - Load Combinations for Integral Abutments "]
[]
[null,"Load Case","SERV I",null,"STR I",null,"STR IP",null,"STR II",null,"STR III",null,"STR V",null,null,null,null,"EXTREME II"]
[null,null,"max","min","max","min","max","min","max","min","max","min","max","min",null,null,null,"max","min"]
[null,"gDC",1,1,1.25,0.9,1.25,0.9,1.25,0.9,1.25,0.9,1.25,0.9,null,null,null,1.25,0.9]
[null,"gDW",1,1,1.5,{"$f":"dwmin","v":"Error - must be Y or N above"},1.5,{"$f":"dwmin","v":"Error - must be Y or N above"},1.5,{"$f":"dwmin","v":"Error - must be Y or N above"},1.5,{"$f":"dwmin","v":"Error - must be Y or N above"},1.5,{"$f":"dwmin","v":"Error - must be Y or N above"},null,null,null,1.5,{"$f":"dwmin","v":"Error - must be Y or N above"}]
[null,"gEV",1,1,1.35,1,1.35,1,1.35,1,1.35,1,1.35,1,null,null,null,1.35,1]
[null,"gEH",1,1,1.5,1.5,1.5,1.5,1.5,1.5,1.5,1.5,1.5,1.5,null,null,null,1.5,1.5]
[null,"gES",1,1,1.5,1.5,1.5,1.5,1.5,1.5,1.5,1.5,1.5,1.5,null,null,null,1.5,1.5]
[null,"gLS",1,1,1.75,1.75,1.35,1.35,1.35,1.35,0,0,1.35,1.35,null,null,null,0.5,0.5]
[null,"gLLIM",1,1,1.75,1.75,1.35,1.35,1.35,1.35,0,0,1.35,1.35,null,null,null,0.5,0.5]
[null,"gPL",0,0,0,0,1.75,1.75,0,0,0,0,0,0,null,null,null,0,0]
[null,"gWS",0.3,0.3,0,0,0,0,0,0,1.4,1.4,0.4,0.4,null,null,null,0,0]
[null,"gWL",1,1,0,0,0,0,0,0,0,0,1,1,null,null,null,0,0]
[null,"gCE",1,1,1.75,1.75,1.35,1.35,1.35,1.35,0,0,1.35,1.35,null,null,null,0.5,0.5]
[null,"gTU",1,1,1,1,1,1,1,1,1,1,1,1,null,null,null,1,1]
[null,"Design vehicle","PHL-93",null,"PHL-93",null,"PHL-93",null,"P-82",null,"---",null,"PHL-93",null,null,null,null,"PHL-93"]
[null,"Note that not all loads and load cases are used in the spreadsheet, they are supplied for information only."]

{"sheet":"Cap Reinforcement","index":5,"n_rows":26,"n_cols":21,"rows_kept":26,"cut":false,"hidden":false,"merged":[[4,1,4,11],[10,10,10,12],[1,0,2,12]]}
[]
["This tab calculates the flexural reinforcement required for the pile cap.  Actual dimensions from the integral abutment design are used (rather than assumed values) so it may not agree exactly with DM-4 Ap.G. Figure C1.4.3-2."]
[]
[]
[null,"Flexural Reinforcement of Pile Cap Beam"]
[]
[null,"Input",null,null,"Computed Moments",null,null,"Computed Areas of Reinf.",null,null,"Result"]
[null,"Ru (k)",{"$f":"+Ru","v":{"$error":"#DIV/0!"}},null,"d (in)",{"$f":"C$11-C$13","v":-4.26},null,"k1 (ksi)",{"$f":"($F$10*12/(0.9*$C$10*POWER($F$8,2)))","v":{"$error":"#DIV/0!"}},null,"As (in2)",{"$f":"MAX(I10,MIN(I14,I18))","v":{"$error":"#DIV/0!"}},{"$f":"IF(L8=I10,\"(1)\",IF(L8=I14,\"(2)\",IF(L8=I18,\"(3)\",\"\")))","v":{"$error":"#DIV/0!"}}]
[null,"L (in)",{"$f":"+Lpile*12","v":0},null,"W (k/ft)",{"$f":"(1.25*0.15*C$10*(C$11+C$12))/(144)","v":0},null,"p1",{"$f":"0.85*($C$14/$C$15)*(1-SQRT(1-((2*I8)/(0.85*$C$14))))","v":{"$error":"#DIV/0!"}},null,"Contr. Moment",{"$f":"MAX(F10,MIN(F16,1.33*F10))","v":{"$error":"#DIV/0!"}},"k-ft"]
[null,"b (in)",48,null,"Mu (k-ft)",{"$f":"(0.125*F$9*POWER(C$9/12,2)+(0.2*C$8*C$9/12))","v":{"$error":"#DIV/0!"}},null,"As1 (in2)",{"$f":"I9*$C$10*$F$8","v":{"$error":"#DIV/0!"}},"(1)",null,null,null,null,null,null,"Eq. 5.5.4.2.1-2"]
[null,"hp (in)",{"$f":"+MIN(Main!G183:'Main'!G188)*12","v":0},null,null,null,null,null,null,null,"Provided Steel Areas",null,null,"dt","β1","c","f","Use f","a","fMn","Status"]
[null,"hb (in)",{"$f":"+diaphragm*12","v":0},null,"fr (ksi)",{"$f":"0.24*SQRT(C$14)","v":0},null,"k2 (ksi)",{"$f":"($F$16*12/(0.9*$C$10*POWER($F$8,2)))","v":{"$error":"#DIV/0!"}},null,"4 #8 bars:",{"$f":"4*0.79","v":3.16},"in2",{"$f":"C11-(3+0.625+1/2)","v":-4.125},{"$f":"IF($C$14<=4,0.85,MAX(0.85-($C$14-4)*0.05,0.65))","v":0.85},{"$f":"L12*$C$15/(0.85*$C$14*O12*$C$10)","v":{"$error":"#DIV/0!"}},{"$f":"0.65+0.15*(N12/P12-1)","v":{"$error":"#DIV/0!"}},{"$f":"IF(Q12<0.75,0.75,IF(Q12>0.9,0.9,Q12))","v":{"$error":"#DIV/0!"}},{"$f":"0.85*P12","v":{"$error":"#DIV/0!"}},{"$f":"R12*L12*$C$15*(N12-S12/2)/12","v":{"$error":"#DIV/0!"}},{"$f":"IF(T12>=$L$9,\"OK\",\"NG\")","v":{"$error":"#DIV/0!"}}]
[null,"cover (in)",{"$f":"3+0.625+1.27/2","v":4.26},"*","Ig (in4)",{"$f":"(C$10*POWER(C$11,3))/12","v":0},null,"p2",{"$f":"0.85*($C$14/$C$15)*(1-SQRT(1-((2*I12)/(0.85*$C$14))))","v":{"$error":"#DIV/0!"}},null,"4 #9 bars:",{"$f":"4*1","v":4},"in2",{"$f":"C11-(3+0.625+1.128/2)","v":-4.1890000000000001},{"$f":"IF($C$14<=4,0.85,MAX(0.85-($C$14-4)*0.05,0.65))","v":0.85},{"$f":"L13*$C$15/(0.85*$C$14*O13*$C$10)","v":{"$error":"#DIV/0!"}},{"$f":"0.65+0.15*(N13/P13-1)","v":{"$error":"#DIV/0!"}},{"$f":"IF(Q13<0.75,0.75,IF(Q13>0.9,0.9,Q13))","v":{"$error":"#DIV/0!"}},{"$f":"0.85*P13","v":{"$error":"#DIV/0!"}},{"$f":"R13*L13*$C$15*(N13-S13/2)/12","v":{"$error":"#DIV/0!"}},{"$f":"IF(T13>=$L$9,\"OK\",\"NG\")","v":{"$error":"#DIV/0!"}}]
[null,"f'c (ksi)",{"$f":"+capfc","v":0},null,"yt (in)",{"$f":"C$11/2","v":0},null,"As2 (in2)",{"$f":"I13*$C$10*$F$8","v":{"$error":"#DIV/0!"}},"(2)","4 #10 bars:",{"$f":"4*1.27","v":5.08},"in2",{"$f":"C11-(3+0.625+1.27/2)","v":-4.26},{"$f":"IF($C$14<=4,0.85,MAX(0.85-($C$14-4)*0.05,0.65))","v":0.85},{"$f":"L14*$C$15/(0.85*$C$14*O14*$C$10)","v":{"$error":"#DIV/0!"}},{"$f":"0.65+0.15*(N14/P14-1)","v":{"$error":"#DIV/0!"}},{"$f":"IF(Q14<0.75,0.75,IF(Q14>0.9,0.9,Q14))","v":{"$error":"#DIV/0!"}},{"$f":"0.85*P14","v":{"$error":"#DIV/0!"}},{"$f":"R14*L14*$C$15*(N14-S14/2)/12","v":{"$error":"#DIV/0!"}},{"$f":"IF(T14>=$L$9,\"OK\",\"NG\")","v":{"$error":"#DIV/0!"}}]
[null,"Fy (ksi)",{"$f":"+capfy","v":0},null,"Mcr (k-ft)",{"$f":"(F$12*(F$13/F$14))/12","v":{"$error":"#DIV/0!"}},null,null,null,null,"4 #11 bars:",{"$f":"4*1.56","v":6.24},"in2",{"$f":"C11-(3+0.625+1.41/2)","v":-4.33},{"$f":"IF($C$14<=4,0.85,MAX(0.85-($C$14-4)*0.05,0.65))","v":0.85},{"$f":"L15*$C$15/(0.85*$C$14*O15*$C$10)","v":{"$error":"#DIV/0!"}},{"$f":"0.65+0.15*(N15/P15-1)","v":{"$error":"#DIV/0!"}},{"$f":"IF(Q15<0.75,0.75,IF(Q15>0.9,0.9,Q15))","v":{"$error":"#DIV/0!"}},{"$f":"0.85*P15","v":{"$error":"#DIV/0!"}},{"$f":"R15*L15*$C$15*(N15-S15/2)/12","v":{"$error":"#DIV/0!"}},{"$f":"IF(T15>=$L$9,\"OK\",\"NG\")","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,"1.2 Mcr (k-ft)",{"$f":"1.2*F15","v":{"$error":"#DIV/0!"}},null,"k3 (ksi)",{"$f":"((1.33*$F$10*12)/(0.9*$C$10*POWER($F$8,2)))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,"p3",{"$f":"0.85*($C$14/$C$15)*(1-SQRT(1-((2*I16)/(0.85*$C$14))))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,"As3 (in2)",{"$f":"I17*$C$10*$F$8","v":{"$error":"#DIV/0!"}},"(3)"]
[]
[]
[]
[]
[null,"Notes:"]
[null,"1. As1 based on Mu, As2 on 1.2Mcr, As3 on 1.33Mu, and As4 on pmin"]
[null,"2. The number in parantheses beside the result indicates which Area is being used"]
[null,"*  This cover value assumes #5 stirrups, #10 main bars, and 3 in clearance"]

{"sheet":"Pile Data","index":6,"n_rows":303,"n_cols":28,"rows_kept":303,"cut":false,"hidden":false,"merged":[[285,4,285,6],[285,7,285,9],[233,1,233,6],[251,1,251,6],[1,17,1,22],[247,14,250,14],[247,21,250,21],[1,23,1,24],[199,1,199,6],[217,1,217,6],[267,4,267,6],[267,7,267,9]]}
["Designation","Designation","Area","Depth","tw","bf","tf","Iyy","Syy","ryy","Zyy","T",null,null,null,null,null,null,null,null,null,null,null,null,null,"Force"]
["Metric","English","in2","in","in","in","in","in4","in3","in","in3","in",null,null,null,null,null,"Steel tube",null,null,null,null,null,"Concrete Filling",null,"Equilibrium"]
["HP14x117","HP14x117",34.4,14.2,0.80500000000000005,14.9,0.80500000000000005,443,59.5,3.59,91.4,11.25,null,null,"angle","angle","N.A.","A1","y1","A2","y2","A3","y3","A1","y1","Check","Moment"]
["HP14x102","HP14x102",30.1,14,0.70499999999999996,14.8,0.70499999999999996,380,51.4,3.56,78.8,11.25,null,null,"(degrees)","(radians)","(in)","(in2)","(in)","(in2)","(in)","(in2)","(in)","(in2)","(in)","(k)","(k-in)"]
["HP14x89","HP14x89",26.1,13.8,0.61499999999999999,14.7,0.61499999999999999,326,44.3,3.53,67.7,11.25,null,null,0,{"$f":"+O5*PI()/180","v":0},{"$f":"COS(P5/2)*($D$25-2*$E$25)/2","v":0},{"$f":"+(($D$25-$E$25)*ACOS(Q5*2/($D$25-$E$25)))*$E$25","v":{"$error":"#DIV/0!"}},{"$f":"+(($D$25-$E$25)/2)*SIN(ACOS(2*Q5/($D$25-$E$25)))/(ACOS(2*Q5/($D$25-$E$25)))","v":{"$error":"#DIV/0!"}},{"$f":"+(As/2)-R5","v":{"$error":"#DIV/0!"}},{"$f":"+(V5*W5-R5*S5)/T5","v":{"$error":"#DIV/0!"}},{"$f":"+(As/2)","v":0},{"$f":"($D$25-$E$25)/PI()","v":0},{"$f":"+($D$25/2-$E$25)^2*(P5-SIN(P5))/2","v":0},{"$f":"+Q5","v":0},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X5+Main!$G$545*'Pile Data'!R5-Main!$G$545*('Pile Data'!T5+'Pile Data'!V5))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X5*Y5+Main!$G$545*('Pile Data'!R5*S5+'Pile Data'!T5*U5+'Pile Data'!V5*W5))","v":{"$error":"#DIV/0!"}}]
["HP14x73","HP14x73",21.4,13.6,0.505,14.6,0.505,261,35.799999999999997,3.49,54.6,11.25,null,null,{"$f":"+O5+1","v":1},{"$f":"+O6*PI()/180","v":1.7453292519943295E-2},0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$f":"+(As/2)-R6","v":{"$error":"#DIV/0!"}},{"$error":"#DIV/0!"},{"$f":"+(As/2)","v":0},0,0,{"$f":"2*($D$25/2-$E$25)^3*SIN(P6/2)^3/(3*X6)","v":{"$error":"#DIV/0!"}},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X6+Main!$G$545*'Pile Data'!R6-Main!$G$545*('Pile Data'!T6+'Pile Data'!V6))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X6*Y6+Main!$G$545*('Pile Data'!R6*S6+'Pile Data'!T6*U6+'Pile Data'!V6*W6))","v":{"$error":"#DIV/0!"}}]
["HP12x84","HP12x84",24.6,12.3,0.68500000000000005,12.3,0.68500000000000005,213,34.6,2.94,53.2,9.5,null,null,{"$f":"+O6+1","v":2},3.4906585039886591E-2,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X7+Main!$G$545*'Pile Data'!R7-Main!$G$545*('Pile Data'!T7+'Pile Data'!V7))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X7*Y7+Main!$G$545*('Pile Data'!R7*S7+'Pile Data'!T7*U7+'Pile Data'!V7*W7))","v":{"$error":"#DIV/0!"}}]
["HP12x74","HP12x74",21.8,12.1,0.60499999999999998,12.2,0.61,186,30.4,2.92,46.6,9.5,null,null,3,5.2359877559829883E-2,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X8+Main!$G$545*'Pile Data'!R8-Main!$G$545*('Pile Data'!T8+'Pile Data'!V8))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X8*Y8+Main!$G$545*('Pile Data'!R8*S8+'Pile Data'!T8*U8+'Pile Data'!V8*W8))","v":{"$error":"#DIV/0!"}}]
["HP12x63","HP12x63",18.399999999999999,11.9,0.51500000000000001,12.1,0.51500000000000001,153,25.3,2.88,38.700000000000003,9.5,null,null,4,6.9813170079773182E-2,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X9+Main!$G$545*'Pile Data'!R9-Main!$G$545*('Pile Data'!T9+'Pile Data'!V9))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X9*Y9+Main!$G$545*('Pile Data'!R9*S9+'Pile Data'!T9*U9+'Pile Data'!V9*W9))","v":{"$error":"#DIV/0!"}}]
["HP12x53","HP12x53",15.5,11.8,0.435,12,0.435,127,21.1,2.86,32.200000000000003,9.5,null,null,5,8.7266462599716474E-2,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X10+Main!$G$545*'Pile Data'!R10-Main!$G$545*('Pile Data'!T10+'Pile Data'!V10))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X10*Y10+Main!$G$545*('Pile Data'!R10*S10+'Pile Data'!T10*U10+'Pile Data'!V10*W10))","v":{"$error":"#DIV/0!"}}]
["HP10x57","HP10x57",16.7,9.99,0.56499999999999995,10.199999999999999,0.56499999999999995,101,19.7,2.4500000000000002,30.3,7.5,null,null,6,0.10471975511965977,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X11+Main!$G$545*'Pile Data'!R11-Main!$G$545*('Pile Data'!T11+'Pile Data'!V11))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X11*Y11+Main!$G$545*('Pile Data'!R11*S11+'Pile Data'!T11*U11+'Pile Data'!V11*W11))","v":{"$error":"#DIV/0!"}}]
["HP10x42","HP10x42",12.4,9.6999999999999993,0.41499999999999998,10.1,0.42,71.7,14.2,2.41,21.8,7.5,null,null,7,0.12217304763960307,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X12+Main!$G$545*'Pile Data'!R12-Main!$G$545*('Pile Data'!T12+'Pile Data'!V12))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X12*Y12+Main!$G$545*('Pile Data'!R12*S12+'Pile Data'!T12*U12+'Pile Data'!V12*W12))","v":{"$error":"#DIV/0!"}}]
["HP8x36","HP8x36",10.6,8.02,0.44500000000000001,8.16,0.44500000000000001,40.299999999999997,9.8800000000000008,1.95,15.2,5.75,null,null,8,0.13962634015954636,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X13+Main!$G$545*'Pile Data'!R13-Main!$G$545*('Pile Data'!T13+'Pile Data'!V13))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X13*Y13+Main!$G$545*('Pile Data'!R13*S13+'Pile Data'!T13*U13+'Pile Data'!V13*W13))","v":{"$error":"#DIV/0!"}}]
["HP14x117R","HP14x117R",28.726600000000005,14.085000000000001,0.68,14.76,0.68,364.76562221333336,49.426236072267372,3.5634021435237702,75.542594000000008,null,null,null,9,0.15707963267948966,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X14+Main!$G$545*'Pile Data'!R14-Main!$G$545*('Pile Data'!T14+'Pile Data'!V14))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X14*Y14+Main!$G$545*('Pile Data'!R14*S14+'Pile Data'!T14*U14+'Pile Data'!V14*W14))","v":{"$error":"#DIV/0!"}}]
["HP14x102R","HP14x102R",24.386099999999999,13.885,0.57999999999999996,14.66,0.57999999999999996,304.77096062999999,41.578575802182812,3.5352132539104812,63.3956965,null,null,null,10,0.17453292519943295,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X15+Main!$G$545*'Pile Data'!R15-Main!$G$545*('Pile Data'!T15+'Pile Data'!V15))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X15*Y15+Main!$G$545*('Pile Data'!R15*S15+'Pile Data'!T15*U15+'Pile Data'!V15*W15))","v":{"$error":"#DIV/0!"}}]
["HP14x89R","HP14x89R",20.513850000000001,13.705,0.49,14.57,0.49,252.71902138875001,34.690325516643803,3.5099051285052036,52.773618625000005,null,null,null,11,0.19198621771937624,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X16+Main!$G$545*'Pile Data'!R16-Main!$G$545*('Pile Data'!T16+'Pile Data'!V16))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X16*Y16+Main!$G$545*('Pile Data'!R16*S16+'Pile Data'!T16*U16+'Pile Data'!V16*W16))","v":{"$error":"#DIV/0!"}}]
["HP14x73R","HP14x73R",15.825100000000001,13.484999999999999,0.38,14.46,0.38,191.54427446333335,26.492984019824799,3.4790554916671468,40.186776500000008,null,null,null,12,0.20943951023931953,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X17+Main!$G$545*'Pile Data'!R17-Main!$G$545*('Pile Data'!T17+'Pile Data'!V17))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X17*Y17+Main!$G$545*('Pile Data'!R17*S17+'Pile Data'!T17*U17+'Pile Data'!V17*W17))","v":{"$error":"#DIV/0!"}}]
["HP12x84R","HP12x84R",19.810000000000002,12.154999999999999,0.56000000000000005,12.17,0.56000000000000005,168.39345609333336,27.673534279923288,2.9155491523613697,42.335636000000008,null,null,null,13,0.22689280275926285,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X18+Main!$G$545*'Pile Data'!R18-Main!$G$545*('Pile Data'!T18+'Pile Data'!V18))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X18*Y18+Main!$G$545*('Pile Data'!R18*S18+'Pile Data'!T18*U18+'Pile Data'!V18*W18))","v":{"$error":"#DIV/0!"}}]
["HP12x74R","HP12x74R",17.079274999999999,12.005000000000001,0.48499999999999999,12.09,0.48499999999999999,142.95133978744792,23.64786431554144,2.8930730477311251,36.09469121875,null,null,null,14,0.24434609527920614,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X19+Main!$G$545*'Pile Data'!R19-Main!$G$545*('Pile Data'!T19+'Pile Data'!V19))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X19*Y19+Main!$G$545*('Pile Data'!R19*S19+'Pile Data'!T19*U19+'Pile Data'!V19*W19))","v":{"$error":"#DIV/0!"}}]
["HP12x63R","HP12x63R",13.663650000000001,11.815,0.39,12,0.39,112.37454876375001,18.729091460624986,2.8678115927773802,28.499605875,null,null,null,15,0.26179938779914941,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X20+Main!$G$545*'Pile Data'!R20-Main!$G$545*('Pile Data'!T20+'Pile Data'!V20))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X20*Y20+Main!$G$545*('Pile Data'!R20*S20+'Pile Data'!T20*U20+'Pile Data'!V20*W20))","v":{"$error":"#DIV/0!"}}]
["HP12x53R","HP12x53R",10.811249999999999,11.654999999999999,0.31,11.92,0.31,87.533672853749991,14.686857861367432,2.8454412341857105,22.288507875000001,null,null,null,16,0.27925268031909273,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X21+Main!$G$545*'Pile Data'!R21-Main!$G$545*('Pile Data'!T21+'Pile Data'!V21))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X21*Y21+Main!$G$545*('Pile Data'!R21*S21+'Pile Data'!T21*U21+'Pile Data'!V21*W21))","v":{"$error":"#DIV/0!"}}]
["HP10x57R","HP10x57R",12.841399999999997,9.8650000000000002,0.43999999999999995,10.1,0.43999999999999995,75.619188186666662,14.974096670627075,2.4266649550260957,22.877073999999997,null,null,null,17,0.29670597283903605,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X22+Main!$G$545*'Pile Data'!R22-Main!$G$545*('Pile Data'!T22+'Pile Data'!V22))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X22*Y22+Main!$G$545*('Pile Data'!R22*S22+'Pile Data'!T22*U22+'Pile Data'!V22*W22))","v":{"$error":"#DIV/0!"}}]
["HP10x42R","HP10x42R",8.5210749999999997,9.5749999999999993,0.29499999999999998,9.9499999999999993,0.29499999999999998,48.452070211614569,9.7391095902742837,2.3845639557069882,14.798348656249997,null,null,null,18,0.31415926535897931,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X23+Main!$G$545*'Pile Data'!R23-Main!$G$545*('Pile Data'!T23+'Pile Data'!V23))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X23*Y23+Main!$G$545*('Pile Data'!R23*S23+'Pile Data'!T23*U23+'Pile Data'!V23*W23))","v":{"$error":"#DIV/0!"}}]
["HP8x36R","HP8x36R",null,null,null,null,null,null,null,null,null,null,null,null,19,0.33161255787892258,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X24+Main!$G$545*'Pile Data'!R24-Main!$G$545*('Pile Data'!T24+'Pile Data'!V24))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X24*Y24+Main!$G$545*('Pile Data'!R24*S24+'Pile Data'!T24*U24+'Pile Data'!V24*W24))","v":{"$error":"#DIV/0!"}}]
["Pipe",{"$f":"+FIXED(F25,1,TRUE)&\" inch diameter pipe pile\"","v":"0.0 inch diameter pipe pile"},{"$f":"+J26","v":{"$error":"#DIV/0!"}},{"$f":"+Main!G547","v":0},{"$f":"+Main!G548","v":0},{"$f":"+D25","v":0},{"$f":"+E25","v":0},{"$f":"PI()*(((D25-E25)/2)^3*E25+0.1*(D25/2-E25)^4/n)","v":{"$error":"#DIV/0!"}},{"$f":"+H25/(D25/2)","v":{"$error":"#DIV/0!"}},{"$f":"+(H25/C25)^0.5","v":{"$error":"#DIV/0!"}},{"$f":"(D25-E25)^2*E25","v":0},null,null,null,20,0.3490658503988659,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X25+Main!$G$545*'Pile Data'!R25-Main!$G$545*('Pile Data'!T25+'Pile Data'!V25))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X25*Y25+Main!$G$545*('Pile Data'!R25*S25+'Pile Data'!T25*U25+'Pile Data'!V25*W25))","v":{"$error":"#DIV/0!"}}]
[null,{"$f":"ROUND(29000/1820/Main!G546^0.5,0)","v":{"$error":"#DIV/0!"}}," = n    Ast =",{"$f":"+PI()*(D25^2/4-(D25-2*E25)^2/4)","v":0},"in2","Ac =",{"$f":"PI()*(D25/2-E25)^2","v":0},"in2","Atransf =",{"$f":"+As+0.4*Ac/n","v":{"$error":"#DIV/0!"}},"in2",null,null,null,21,0.36651914291880922,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X26+Main!$G$545*'Pile Data'!R26-Main!$G$545*('Pile Data'!T26+'Pile Data'!V26))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X26*Y26+Main!$G$545*('Pile Data'!R26*S26+'Pile Data'!T26*U26+'Pile Data'!V26*W26))","v":{"$error":"#DIV/0!"}}]
[null,"Current Pile Data",null,null,null,null,null,null,null,null,null,null,null,null,22,0.38397243543875248,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X27+Main!$G$545*'Pile Data'!R27-Main!$G$545*('Pile Data'!T27+'Pile Data'!V27))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X27*Y27+Main!$G$545*('Pile Data'!R27*S27+'Pile Data'!T27*U27+'Pile Data'!V27*W27))","v":{"$error":"#DIV/0!"}}]
[{"$f":"VLOOKUP(piledesig,piledata,1,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,2,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,3,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,4,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,5,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,6,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,7,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,8,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,9,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,10,FALSE)","v":{"$error":"#N/A"}},{"$f":"VLOOKUP(piledesig,piledata,11,FALSE)","v":{"$error":"#N/A"}},null,null,null,23,0.40142572795869574,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X28+Main!$G$545*'Pile Data'!R28-Main!$G$545*('Pile Data'!T28+'Pile Data'!V28))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X28*Y28+Main!$G$545*('Pile Data'!R28*S28+'Pile Data'!T28*U28+'Pile Data'!V28*W28))","v":{"$error":"#DIV/0!"}}]
["HP360x174",null,null,null,null,null,null,null,null,null,null,null,null,null,24,0.41887902047863906,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X29+Main!$G$545*'Pile Data'!R29-Main!$G$545*('Pile Data'!T29+'Pile Data'!V29))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X29*Y29+Main!$G$545*('Pile Data'!R29*S29+'Pile Data'!T29*U29+'Pile Data'!V29*W29))","v":{"$error":"#DIV/0!"}}]
["HP360x152","For H-piles, the yield stress of the steel and the designation of the pile are required input.  A list of available H-pile sections is provided.  The user may then input the additional section properties manually, or press the button to the right, and the properties will be automatically retrieved.",null,null,null,null,null,null,null,null,null,null,null,null,25,0.43633231299858238,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X30+Main!$G$545*'Pile Data'!R30-Main!$G$545*('Pile Data'!T30+'Pile Data'!V30))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X30*Y30+Main!$G$545*('Pile Data'!R30*S30+'Pile Data'!T30*U30+'Pile Data'!V30*W30))","v":{"$error":"#DIV/0!"}}]
["HP360x132",null,null,null,null,null,null,null,null,null,null,null,null,null,26,0.4537856055185257,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X31+Main!$G$545*'Pile Data'!R31-Main!$G$545*('Pile Data'!T31+'Pile Data'!V31))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X31*Y31+Main!$G$545*('Pile Data'!R31*S31+'Pile Data'!T31*U31+'Pile Data'!V31*W31))","v":{"$error":"#DIV/0!"}}]
["HP360x108","For pipe piles, the compressive strength of the concrete, the yield stress of the steel, and the diameter and thickness of the pipe are required input.  The user may then input the additional section properties manually, or press the button to the right, and the transformed properties, assuming only 40% of the concrete is effective (see DM-4 Ap.G.1.4.2.3), will be automatically calculated.  The plastic section modulus is calculated ignoring the concrete contribution.",null,null,null,null,null,null,null,null,null,null,null,null,27,0.47123889803846897,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X32+Main!$G$545*'Pile Data'!R32-Main!$G$545*('Pile Data'!T32+'Pile Data'!V32))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X32*Y32+Main!$G$545*('Pile Data'!R32*S32+'Pile Data'!T32*U32+'Pile Data'!V32*W32))","v":{"$error":"#DIV/0!"}}]
["HP310x125",null,null,null,null,null,null,null,null,null,null,null,null,null,28,0.48869219055841229,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X33+Main!$G$545*'Pile Data'!R33-Main!$G$545*('Pile Data'!T33+'Pile Data'!V33))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X33*Y33+Main!$G$545*('Pile Data'!R33*S33+'Pile Data'!T33*U33+'Pile Data'!V33*W33))","v":{"$error":"#DIV/0!"}}]
["HP310x110",null,null,null,null,null,null,null,null,null,null,null,null,null,29,0.50614548307835561,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X34+Main!$G$545*'Pile Data'!R34-Main!$G$545*('Pile Data'!T34+'Pile Data'!V34))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X34*Y34+Main!$G$545*('Pile Data'!R34*S34+'Pile Data'!T34*U34+'Pile Data'!V34*W34))","v":{"$error":"#DIV/0!"}}]
["HP310x94",null,null,null,null,null,null,null,null,null,null,null,null,null,30,0.52359877559829882,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X35+Main!$G$545*'Pile Data'!R35-Main!$G$545*('Pile Data'!T35+'Pile Data'!V35))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X35*Y35+Main!$G$545*('Pile Data'!R35*S35+'Pile Data'!T35*U35+'Pile Data'!V35*W35))","v":{"$error":"#DIV/0!"}}]
["HP310x79","HP section properties taken from the AISC Steel Construction Manual, 14th Edition.",null,null,null,null,null,null,null,null,null,null,null,null,31,0.54105206811824214,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X36+Main!$G$545*'Pile Data'!R36-Main!$G$545*('Pile Data'!T36+'Pile Data'!V36))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X36*Y36+Main!$G$545*('Pile Data'!R36*S36+'Pile Data'!T36*U36+'Pile Data'!V36*W36))","v":{"$error":"#DIV/0!"}}]
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[null,null,null,null,null,null,null,null,null,null,null,null,null,null,172,3.0019663134302466,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X177+Main!$G$545*'Pile Data'!R177-Main!$G$545*('Pile Data'!T177+'Pile Data'!V177))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X177*Y177+Main!$G$545*('Pile Data'!R177*S177+'Pile Data'!T177*U177+'Pile Data'!V177*W177))","v":{"$error":"#DIV/0!"}}]
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[null,null,null,null,null,null,null,null,null,null,null,null,null,null,175,3.0543261909900763,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X180+Main!$G$545*'Pile Data'!R180-Main!$G$545*('Pile Data'!T180+'Pile Data'!V180))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X180*Y180+Main!$G$545*('Pile Data'!R180*S180+'Pile Data'!T180*U180+'Pile Data'!V180*W180))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,176,3.0717794835100198,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X181+Main!$G$545*'Pile Data'!R181-Main!$G$545*('Pile Data'!T181+'Pile Data'!V181))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X181*Y181+Main!$G$545*('Pile Data'!R181*S181+'Pile Data'!T181*U181+'Pile Data'!V181*W181))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,177,3.0892327760299634,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X182+Main!$G$545*'Pile Data'!R182-Main!$G$545*('Pile Data'!T182+'Pile Data'!V182))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X182*Y182+Main!$G$545*('Pile Data'!R182*S182+'Pile Data'!T182*U182+'Pile Data'!V182*W182))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,178,3.1066860685499069,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X183+Main!$G$545*'Pile Data'!R183-Main!$G$545*('Pile Data'!T183+'Pile Data'!V183))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X183*Y183+Main!$G$545*('Pile Data'!R183*S183+'Pile Data'!T183*U183+'Pile Data'!V183*W183))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,179,3.12413936106985,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X184+Main!$G$545*'Pile Data'!R184-Main!$G$545*('Pile Data'!T184+'Pile Data'!V184))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X184*Y184+Main!$G$545*('Pile Data'!R184*S184+'Pile Data'!T184*U184+'Pile Data'!V184*W184))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,180,3.1415926535897931,0,{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},{"$error":"#DIV/0!"},0,0,0,0,{"$error":"#DIV/0!"},{"$f":"ABS(0.4*0.85*Main!$G$546*'Pile Data'!X185+Main!$G$545*'Pile Data'!R185-Main!$G$545*('Pile Data'!T185+'Pile Data'!V185))","v":{"$error":"#DIV/0!"}},{"$f":"(0.4*0.85*Main!$G$546*'Pile Data'!X185*Y185+Main!$G$545*('Pile Data'!R185*S185+'Pile Data'!T185*U185+'Pile Data'!V185*W185))","v":{"$error":"#DIV/0!"}}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Plastic moment, Mp =",{"$f":"VLOOKUP(MIN(Z5:Z185),mplastic,2,FALSE)","v":{"$error":"#DIV/0!"}},"k-in"]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,"Full Pile Section and Dimensions with Fy = 36 ksi",null,null,null,null,null,null,"Slender Check - Flange",null,null,"Slender Check - Web",null,"Pile"]
[null,"Designation","Depth","tw","bf","tf","T","b","b / t",null,"b","b / t",null,"Section","Flange",null,null,null,null,null,null,"For Information Only"]
[null,"English","in","in","in","in","in","in"," --- ","Slender?","in"," --- ","Slender?","Slender?","Qs",null,null,null,null,null,null,"Iyy","Syy","ryy","Zyy"]
[null,"HP14x117",14.2,0.80500000000000005,14.9,0.80500000000000005,11.25,{"$f":"E203/2","v":7.45},{"$f":"H203/F203","v":9.2546583850931672},{"$f":"IF($I$217>I203,\"No\",\"Yes\")","v":"No"},{"$f":"G203","v":11.25},{"$f":"K203/D203","v":13.975155279503104},{"$f":"IF($L$217>L203,\"No\",\"Yes\")","v":"No"},{"$f":"IF(AND(J203=\"No\",M203=\"No\"),\"No\",\"Yes\")","v":"No"},{"$f":"IF(I203<=$I$217,1,IF(I203>1.03*($I$215/$I$216)^0.5,0.69*$I$215/$I$216/(I203^2),1.415-0.74*I203*($I$216/$I$215)^0.5))","v":1},null,null,null,null,null,null,"in4","in3","in","in3"]
[null,"HP14x102",14,0.70499999999999996,14.8,0.70499999999999996,11.25,7.4,10.496453900709222,"No",11.25,15.957446808510639,"No","No",{"$f":"IF(I204<=$I$217,1,IF(I204>1.03*($I$215/$I$216)^0.5,0.69*$I$215/$I$216/(I204^2),1.415-0.74*I204*($I$216/$I$215)^0.5))","v":1},null,null,null,null,null,null,443,59.5,3.59,91.4]
[null,"HP14x89",13.8,0.61499999999999999,14.7,0.61499999999999999,11.25,7.35,11.951219512195122,"No",11.25,18.292682926829269,"No","No",1,null,null,null,null,null,null,380,51.4,3.56,78.8]
[null,"HP14x73",13.6,0.505,14.6,0.505,11.25,7.3,14.455445544554456,"No",11.25,22.277227722772277,"No","No",1,null,null,null,null,null,null,326,44.3,3.53,67.7]
[null,"HP12x84",12.3,0.68500000000000005,12.3,0.68500000000000005,9.5,6.15,8.9781021897810209,"No",9.5,13.868613138686131,"No","No",1,null,null,null,null,null,null,261,35.799999999999997,3.49,54.6]
[null,"HP12x74",12.1,0.60499999999999998,12.2,0.61,9.5,6.1,10,"No",9.5,15.702479338842975,"No","No",1,null,null,null,null,null,null,213,34.6,2.94,53.2]
[null,"HP12x63",11.9,0.51500000000000001,12.1,0.51500000000000001,9.5,6.05,11.74757281553398,"No",9.5,18.446601941747574,"No","No",1,null,null,null,null,null,null,186,30.4,2.92,46.6]
[null,"HP12x53",11.8,0.435,12,0.435,9.5,6,13.793103448275863,"No",9.5,21.839080459770116,"No","No",1,null,null,null,null,null,null,153,25.3,2.88,38.700000000000003]
[null,"HP10x57",9.99,0.56499999999999995,10.199999999999999,0.56499999999999995,7.5,5.0999999999999996,9.0265486725663724,"No",7.5,13.274336283185843,"No","No",1,null,null,null,null,null,null,127,21.1,2.86,32.200000000000003]
[null,"HP10x42",9.6999999999999993,0.41499999999999998,10.1,0.42,7.5,5.05,12.023809523809524,"No",7.5,18.072289156626507,"No","No",1,null,null,null,null,null,null,101,19.7,2.4500000000000002,30.3]
[null,"HP8x36",8.02,0.44500000000000001,8.16,0.44500000000000001,5.75,4.08,9.1685393258426959,"No",5.75,12.921348314606741,"No","No",1,null,null,null,null,null,null,71.7,14.2,2.41,21.8]
[null,null,null,null,null,null,"AASHTO Table 6.9.4.2.1-1","k =",0.56000000000000005,null,"k =",1.49,null,null,null,null,null,null,null,null,null,40.299999999999997,9.8800000000000008,1.95,15.2]
[null,null,null,null,null,null,null,"E =",29000,"ksi","E =",29000,"ksi"]
[null,null,null,null,null,null,null,"Fy =",36,"ksi","Fy =",36,"ksi"]
[null,null,null,null,null,null,"AASHTO Eq. 6.9.4.2.1-1","k√(E/Fy)=",{"$f":"I214*(I215/I216)^0.5","v":15.89409394153131},null,"k√(E/Fy)=",{"$f":"L214*(L215/L216)^0.5","v":42.289642808717232}]
[null,"Pile Section and Dimensions with 1/16\" Section Loss, Fy = 36 ksi",null,null,null,null,null,null,"Slender Check - Flange",null,null,"Slender Check - Web",null,"Pile"]
[null,"Designation","Depth","tw","bf","tf","T","b","b / t",null,"b","b / t",null,"Section"]
[null,"English","in","in","in","in","in","in"," --- ","Slender?","in"," --- ","Slender?","Slender?"]
[null,"HP14x117",{"$f":"C203-2/16","v":14.074999999999999},0.68,14.775,0.68,11.25,{"$f":"E221/2","v":7.3875000000000002},{"$f":"H221/F221","v":10.863970588235293},{"$f":"IF($I$217>I221,\"No\",\"Yes\")","v":"No"},{"$f":"G221","v":11.25},{"$f":"K221/D221","v":16.544117647058822},{"$f":"IF($L$217>L221,\"No\",\"Yes\")","v":"No"},{"$f":"IF(AND(J221=\"No\",M221=\"No\"),\"No\",\"Yes\")","v":"No"},{"$f":"IF(I221<=$I$217,1,IF(I221>1.03*($I$215/$I$216)^0.5,0.69*$I$215/$I$216/(I221^2),1.415-0.74*I221*($I$216/$I$215)^0.5))","v":1}]
[null,"HP14x102",13.875,0.57999999999999996,14.675000000000001,0.57999999999999996,11.25,7.3375000000000004,12.65086206896552,"No",11.25,19.396551724137932,"No","No",{"$f":"IF(I222<=$I$217,1,IF(I222>1.03*($I$215/$I$216)^0.5,0.69*$I$215/$I$216/(I222^2),1.415-0.74*I222*($I$216/$I$215)^0.5))","v":1}]
[null,"HP14x89",13.675000000000001,0.49,14.574999999999999,0.49,11.25,7.2874999999999996,14.872448979591836,"No",11.25,22.95918367346939,"No","No",1]
[null,"HP14x73",13.475,0.38,14.475,0.38,11.25,7.2374999999999998,19.046052631578945,"Yes",11.25,29.605263157894736,"No","Yes",0.91842031200012531]
[null,"HP12x84",12.175000000000001,0.56000000000000005,12.175000000000001,0.56000000000000005,9.5,6.0875000000000004,10.870535714285714,"No",9.5,16.964285714285712,"No","No",1]
[null,"HP12x74",11.975,0.48,12.074999999999999,0.48499999999999999,9.5,6.0374999999999996,12.448453608247423,"No",9.5,19.791666666666668,"No","No",1]
[null,"HP12x63",11.775,0.39,11.975,0.39,9.5,5.9874999999999998,15.352564102564102,"No",9.5,24.358974358974358,"No","No",1]
[null,"HP12x53",11.675000000000001,0.31,11.875,0.31,9.5,5.9375,19.153225806451612,"Yes",9.5,30.64516129032258,"No","Yes",0.91562603106592366]
[null,"HP10x57",9.8650000000000002,0.43999999999999995,10.074999999999999,0.43999999999999995,7.5,5.0374999999999996,11.448863636363637,"No",7.5,17.045454545454547,"No","No",1]
[null,"HP10x42",9.5749999999999993,0.28999999999999998,9.9749999999999996,0.29499999999999998,7.5,4.9874999999999998,16.906779661016948,"Yes",7.5,25.862068965517242,"No","Yes",0.9741966728459881]
[null,"HP8x36",7.8949999999999996,0.32,8.0350000000000001,0.32,5.75,4.0175000000000001,12.5546875,"No",5.75,17.96875,"No","No",1]
[]
[]
[null,"Full Pile Section and Dimensions with Fy = 50 ksi",null,null,null,null,null,null,"Slender Check - Flange",null,null,"Slender Check - Web",null,"Pile",null,null,"Compact Check - Flange"]
[null,"Designation","Depth","tw","bf","tf","T","b","b / t",null,"b","b / t",null,"Section",null,"lf","lpf","lrf"]
[null,"English","in","in","in","in","in","in"," --- ","Slender?","in"," --- ","Slender?","Slender?","Q",null,"Comp?","NonC?"]
[null,"HP14x117",14.2,0.80500000000000005,14.9,0.80500000000000005,11.25,{"$f":"E237/2","v":7.45},{"$f":"H237/F237","v":9.2546583850931672},{"$f":"IF($I$251>I237,\"No\",\"Yes\")","v":"No"},{"$f":"G237","v":11.25},{"$f":"K237/D237","v":13.975155279503104},{"$f":"IF($L$251>L237,\"No\",\"Yes\")","v":"No"},{"$f":"IF(AND(J237=\"No\",M237=\"No\"),\"No\",\"Yes\")","v":"No"},{"$f":"IF(I237<=$I$251,1,IF(I237>1.03*($I$249/$I$250)^0.5,0.69*$I$249/$I$250/(I237^2),1.415-0.74*I237*($I$250/$I$249)^0.5))","v":1},{"$f":"E237/(2*F237)","v":9.2546583850931672},{"$f":"IF($Q$251>=P237,\"Yes\",\"No\")","v":"No"},{"$f":"IF($T$251>=P237,\"Yes\",\"No\")","v":"Yes"}]
[null,"HP14x102",14,0.70499999999999996,14.8,0.70499999999999996,11.25,7.4,10.496453900709222,{"$f":"IF($I$251>I238,\"No\",\"Yes\")","v":"No"},11.25,15.957446808510639,{"$f":"IF($L$251>L238,\"No\",\"Yes\")","v":"No"},"No",{"$f":"IF(I238<=$I$251,1,IF(I238>1.03*($I$249/$I$250)^0.5,0.69*$I$249/$I$250/(I238^2),1.415-0.74*I238*($I$250/$I$249)^0.5))","v":1},{"$f":"E238/(2*F238)","v":10.496453900709222},{"$f":"IF($Q$251>=P238,\"Yes\",\"No\")","v":"No"},{"$f":"IF($T$251>=P238,\"Yes\",\"No\")","v":"Yes"}]
[null,"HP14x89",13.8,0.61499999999999999,14.7,0.61499999999999999,11.25,7.35,11.951219512195122,"No",11.25,18.292682926829269,"No","No",1,11.951219512195122,"No","Yes"]
[null,"HP14x73",13.6,0.505,14.6,0.505,11.25,7.3,14.455445544554456,"Yes",11.25,22.277227722772277,"No","Yes",0.97083001765356114,14.455445544554456,"No","Yes"]
[null,"HP12x84",12.3,0.68500000000000005,12.3,0.68500000000000005,9.5,6.15,8.9781021897810209,"No",9.5,13.868613138686131,"No","No",1,8.9781021897810209,"Yes","Yes"]
[null,"HP12x74",12.1,0.60499999999999998,12.2,0.61,9.5,6.1,10,"No",9.5,15.702479338842975,"No","No",1,10,"No","Yes"]
[null,"HP12x63",11.9,0.51500000000000001,12.1,0.51500000000000001,9.5,6.05,11.74757281553398,"No",9.5,18.446601941747574,"No","No",1,11.74757281553398,"No","Yes"]
[null,"HP12x53",11.8,0.435,12,0.435,9.5,6,13.793103448275863,"Yes",9.5,21.839080459770116,"No","Yes",0.99118168902229253,13.793103448275863,"No","Yes"]
[null,"HP10x57",9.99,0.56499999999999995,10.199999999999999,0.56499999999999995,7.5,5.0999999999999996,9.0265486725663724,"No",7.5,13.274336283185843,"No","No",1,9.0265486725663724,"Yes","Yes"]
[null,"HP10x42",9.6999999999999993,0.41499999999999998,10.1,0.42,7.5,5.05,12.023809523809524,"No",7.5,18.072289156626507,"No","No",1,12.023809523809524,"No","Yes"]
[null,"HP8x36",8.02,0.44500000000000001,8.16,0.44500000000000001,5.75,4.08,9.1685393258426959,"No",5.75,12.921348314606741,{"$f":"IF($L$251>L247,\"No\",\"Yes\")","v":"No"},"No",1,9.1685393258426959,{"$f":"IF($Q$251>=P247,\"Yes\",\"No\")","v":"No"},"Yes"]
[null,null,null,null,null,null,"AASHTO Table 6.9.4.2.1-1","k =",0.56000000000000005,null,"k =",1.49,null,null,"Compact","k =",0.38,null,"k =",0.83,null,"Non Compact"]
[null,null,null,null,null,null,null,"E =",29000,"ksi","E =",29000,"ksi",null,null,"E =",29000,"ksi","E =",29000,"ksi"]
[null,null,null,null,null,null,null,"Fy =",50,"ksi","Fy =",50,"ksi",null,null,"Fy =",50,"ksi","Fy =",50,"ksi"]
[null,null,null,null,null,null,"AASHTO Eq. 6.9.4.2.1-1","k√(E/Fy)=",{"$f":"I248*(I249/I250)^0.5","v":13.486585928247372},null,"k√(E/Fy)=",{"$f":"L248*(L249/L250)^0.5","v":35.883951844801039},null,null,null,"k√(E/Fy)=",{"$f":"Q248*(Q249/Q250)^0.5","v":9.1516118798821449},null,"k√(E/Fy)=",{"$f":"T248*(T249/T250)^0.5","v":19.98904700079521}]
[null,"Pile Section and Dimensions with 1/16\" Section Loss, Fy = 50 ksi",null,null,null,null,null,null,"Slender Check - Flange",null,null,"Slender Check - Web",null,"Pile",null,null,"Compact Check - Flange"]
[null,"Designation","Depth","tw","bf","tf","T","b","b / t",null,"b","b / t",null,"Section",null,"lf","lpf","lrf"]
[null,"English","in","in","in","in","in","in"," --- ","Slender?","in"," --- ","Slender?","Slender?","Q",null,"Comp?","NonC?"]
[null,"HP14x117",{"$f":"C237-2/16","v":14.074999999999999},0.68,14.775,0.68,11.25,{"$f":"E255/2","v":7.3875000000000002},{"$f":"H255/F255","v":10.863970588235293},{"$f":"IF($I$251>I255,\"No\",\"Yes\")","v":"No"},{"$f":"G255","v":11.25},{"$f":"K255/D255","v":16.544117647058822},{"$f":"IF($L$251>L255,\"No\",\"Yes\")","v":"No"},{"$f":"IF(AND(J255=\"No\",M255=\"No\"),\"No\",\"Yes\")","v":"No"},{"$f":"IF(I255<=$I$251,1,IF(I255>1.03*($I$249/$I$250)^0.5,0.69*$I$249/$I$250/(I255^2),1.415-0.74*I255*($I$250/$I$249)^0.5))","v":1},{"$f":"E255/(2*F255)","v":10.863970588235293},{"$f":"IF($Q$251>=P255,\"Yes\",\"No\")","v":"No"},{"$f":"IF($T$251>=P255,\"Yes\",\"No\")","v":"Yes"}]
[null,"HP14x102",13.875,0.57999999999999996,14.675000000000001,0.57999999999999996,11.25,7.3375000000000004,12.65086206896552,{"$f":"IF($I$251>I256,\"No\",\"Yes\")","v":"No"},11.25,19.396551724137932,{"$f":"IF($L$251>L256,\"No\",\"Yes\")","v":"No"},"No",{"$f":"IF(I256<=$I$251,1,IF(I256>1.03*($I$249/$I$250)^0.5,0.69*$I$249/$I$250/(I256^2),1.415-0.74*I256*($I$250/$I$249)^0.5))","v":1},{"$f":"E256/(2*F256)","v":12.65086206896552},{"$f":"IF($Q$251>=P256,\"Yes\",\"No\")","v":"No"},{"$f":"IF($T$251>=P256,\"Yes\",\"No\")","v":"Yes"}]
[null,"HP14x89",13.675000000000001,0.49,14.574999999999999,0.49,11.25,7.2874999999999996,14.872448979591836,{"$f":"IF($I$251>I257,\"No\",\"Yes\")","v":"Yes"},11.25,22.95918367346939,"No","Yes",0.95801682501912633,14.872448979591836,"No","Yes"]
[null,"HP14x73",13.475,0.38,14.475,0.38,11.25,7.2374999999999998,19.046052631578945,"Yes",11.25,29.605263157894736,"No","Yes",0.82977522535964765,19.046052631578945,"No","Yes"]
[null,"HP12x84",12.175000000000001,0.56000000000000005,12.175000000000001,0.56000000000000005,9.5,6.0875000000000004,10.870535714285714,"No",9.5,16.964285714285712,"No","No",1,10.870535714285714,"No","Yes"]
[null,"HP12x74",11.975,0.48,12.074999999999999,0.48499999999999999,9.5,6.0374999999999996,12.448453608247423,"No",9.5,19.791666666666668,"No","No",1,12.448453608247423,"No","Yes"]
[null,"HP12x63",11.775,0.39,11.975,0.39,9.5,5.9874999999999998,15.352564102564102,"Yes",9.5,24.358974358974358,"No","Yes",0.94326441043338671,15.352564102564102,"No","Yes"]
[null,"HP12x53",11.675000000000001,0.31,11.875,0.31,9.5,5.9375,19.153225806451612,"Yes",9.5,30.64516129032258,"No","Yes",0.82648213369779044,19.153225806451612,{"$f":"IF($Q$251>=P262,\"Yes\",\"No\")","v":"No"},"Yes"]
[null,"HP10x57",9.8650000000000002,0.43999999999999995,10.074999999999999,0.43999999999999995,7.5,5.0374999999999996,11.448863636363637,"No",7.5,17.045454545454547,{"$f":"IF($L$251>L263,\"No\",\"Yes\")","v":"No"},"No",1,11.448863636363637,"No","Yes"]
[null,"HP10x42",9.5749999999999993,0.28999999999999998,9.9749999999999996,0.29499999999999998,7.5,4.9874999999999998,16.906779661016948,"Yes",7.5,25.862068965517242,"No","Yes",0.89550829699967671,16.906779661016948,"No","Yes"]
[null,"HP8x36",7.8949999999999996,0.32,8.0350000000000001,0.32,5.75,4.0175000000000001,12.5546875,"No",5.75,17.96875,{"$f":"IF($L$251>L265,\"No\",\"Yes\")","v":"No"},"No",1,{"$f":"E265/(2*F265)","v":12.5546875},{"$f":"IF($Q$251>=P265,\"Yes\",\"No\")","v":"No"},{"$f":"IF($T$251>=P265,\"Yes\",\"No\")","v":"Yes"}]
[]
[]
[null,null,null,null,"Old Criteria",null,null,"Current Criteria"]
[null,"Designation","Area","Fy","Soluble","Severe","Good","Soluble","Severe","Good"]
[null,"English","in2","ksi","Rock","Driving","Driving","Rock","Driving","Driving"]
[null,"HP14x117",34.4,36,{"$f":"0.25*$C271*$D271","v":309.59999999999997},{"$f":"0.35*$C271*$D271","v":433.43999999999994},{"$f":"0.45*$C271*$D271","v":557.28},{"$f":"0.379*0.66*$C271*$D271","v":309.77337600000004},{"$f":"0.5*0.66*$C271*$D271","v":408.67200000000003},{"$f":"0.6*0.66*$C271*$D271","v":490.40640000000002}]
[null,"HP14x102",30.1,36,{"$f":"0.25*$C272*$D272","v":270.90000000000003},{"$f":"0.35*$C272*$D272","v":379.26},{"$f":"0.45*$C272*$D272","v":487.62000000000006},{"$f":"0.379*0.66*$C272*$D272","v":271.05170400000003},{"$f":"0.5*0.66*$C272*$D272","v":357.58800000000008},{"$f":"0.6*0.66*$C272*$D272","v":429.10560000000004}]
[null,"HP14x89",26.1,36,234.9,328.86,422.82000000000005,235.03154400000005,310.06800000000004,372.08160000000004]
[null,"HP14x73",21.4,36,192.6,269.64,346.67999999999995,192.70785599999999,254.232,305.07839999999999]
[null,"HP12x84",24.6,36,221.4,309.95999999999998,398.52,221.52398400000004,292.24799999999999,350.69760000000008]
[null,"HP12x74",21.8,36,196.20000000000002,274.68,353.16,196.30987200000001,258.98400000000004,310.78080000000006]
[null,"HP12x63",18.399999999999999,36,165.6,231.83999999999997,298.08,165.692736,218.59200000000001,262.31039999999996]
[null,"HP12x53",15.5,36,139.5,195.29999999999998,251.10000000000002,139.57812000000001,184.14000000000001,220.96799999999999]
[null,"HP10x57",16.7,36,150.29999999999998,210.42,270.53999999999996,150.38416800000002,198.39600000000002,238.0752]
[null,"HP10x42",12.4,36,111.60000000000001,156.24,200.88,111.662496,147.31200000000001,176.77440000000001]
[null,"HP8x36",10.6,36,95.399999999999991,133.55999999999997,171.71999999999997,95.453424000000012,125.92800000000001,151.11360000000002]
[null,null,null,null,"0.25AsFy","0.35AsFy","0.45AsFy","0.379*0.66AsFy",null,"0.6*0.66AsFy"]
[null,null,null,null,null,null,null,null,"0.5*0.66AsFy"]
[]
[]
[null,null,null,null,"Old Criteria",null,null,"Current Criteria"]
[null,"Designation","Area","Fy","Soluble","Severe","Good","Soluble","Severe","Good"]
[null,"English","in2","ksi","Rock","Driving","Driving","Rock","Driving","Driving"]
[null,"HP14x117",34.4,50,{"$f":"0.25*$C289*$D289","v":430},{"$f":"0.35*$C289*$D289","v":602},{"$f":"0.45*$C289*$D289","v":774},{"$f":"0.273*0.66*$C289*$D289","v":309.90960000000001},{"$f":"0.5*0.66*$C289*$D289","v":567.6},{"$f":"0.6*0.66*$C289*$D289","v":681.12}]
[null,"HP14x102",30.1,50,{"$f":"0.25*$C290*$D290","v":376.25},{"$f":"0.35*$C290*$D290","v":526.75},{"$f":"0.45*$C290*$D290","v":677.25000000000011},{"$f":"0.273*0.66*$C290*$D290","v":271.17090000000007},{"$f":"0.5*0.66*$C290*$D290","v":496.65000000000009},{"$f":"0.6*0.66*$C290*$D290","v":595.98}]
[null,"HP14x89",26.1,50,326.25,456.75,587.25,235.13490000000007,430.65000000000009,516.78000000000009]
[null,"HP14x73",21.4,50,267.5,374.49999999999994,481.49999999999994,192.79260000000002,353.1,423.71999999999997]
[null,"HP12x84",24.6,50,307.5,430.5,553.5,221.62140000000002,405.90000000000003,487.0800000000001]
[null,"HP12x74",21.8,50,272.5,381.5,490.5,196.39620000000005,359.70000000000005,431.64000000000004]
[null,"HP12x63",18.399999999999999,50,229.99999999999997,322,413.99999999999994,165.76560000000003,303.60000000000002,364.32]
[null,"HP12x53",15.5,50,193.75,271.25,348.75,139.63950000000003,255.75,306.89999999999998]
[null,"HP10x57",16.7,50,208.75,292.25,375.75,150.45030000000003,275.55,330.66]
[null,"HP10x42",12.4,50,155,217,279,111.71160000000002,204.60000000000002,245.52]
[null,"HP8x36",10.6,50,132.5,185.49999999999997,238.49999999999997,95.495400000000018,174.9,209.88000000000002]
[null,null,null,null,"0.25AsFy","0.35AsFy","0.45AsFy","0.379*0.66AsFy",null,"0.6*0.66AsFy"]
[null,null,null,null,null,null,null,null,"0.5*0.66AsFy"]
[]
[null,"Based on full pile section propoerties. Q = 1.0 based on DM-4 6.15.3"]

{"sheet":"Sketch Data","index":7,"n_rows":717,"n_cols":7,"rows_kept":717,"cut":false,"hidden":true,"merged":[]}
["length =",{"$f":"+length","v":0},"ft",null,0,0]
[{"$f":"IF(B2>0,\"Curb-to-curb width\",\"\")","v":""},{"$f":"+curbwidth","v":0},"ft",null,{"$f":"+B1","v":0},0]
["out-to-out width =",{"$f":"+width","v":0},"ft",null,{"$f":"+B1+E4","v":{"$error":"#DIV/0!"}},{"$f":"+F4","v":0}]
["skew =",{"$f":"+skew","v":0},"degrees",null,{"$f":"+B3/TAN(B4*PI()/180)","v":{"$error":"#DIV/0!"}},{"$f":"+B3","v":0}]
[{"$f":"+\"skew = \"&B4&\" degrees\"","v":"skew = 0 degrees"},null,null,null,0,0]
[{"$f":"+\"= \"&B1&\" ft\"","v":"= 0 ft"}]
[{"$f":"IF(B2>0,\"= \"&B2&\" ft\",\"\")","v":""},null,null,null,{"$f":"IF(B2>0,(B3-B2)/2/TAN(B4*PI()/180),NA())","v":{"$error":"#N/A"}},{"$f":"+(B3-B2)/2","v":0}]
[{"$f":"+\"= \"&B3&\" ft\"","v":"= 0 ft"},null,null,null,{"$f":"IF(B2>0,E7+B1,NA())","v":{"$error":"#N/A"}},{"$f":"+F7","v":0}]
[]
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[null,null,null,null,{"$f":"+E4-E7","v":{"$error":"#DIV/0!"}},{"$f":"+F4-F7","v":0}]
[]
[null,null,null,null,{"$f":"+E16+E25/20","v":{"$error":"#DIV/0!"}},{"$f":"+F16+F26/20","v":0}]
[null,null,null,null,{"$f":"+E16","v":{"$error":"#DIV/0!"}},{"$f":"+F16","v":0}]
[null,null,null,null,{"$f":"+E14+E25/20","v":{"$error":"#DIV/0!"}},{"$f":"+F16-F26/20","v":0}]
[null,null,null,null,{"$f":"+B3*3/4/TAN(B4*PI()/180)","v":{"$error":"#DIV/0!"}},{"$f":"+B3*3/4","v":0}]
[null,null,null,null,{"$f":"+E16+B1","v":{"$error":"#DIV/0!"}},{"$f":"+F16","v":0}]
[null,null,null,null,{"$f":"+E17-E25/20","v":{"$error":"#DIV/0!"}},{"$f":"+F17+F26/20","v":0}]
[null,null,null,null,{"$f":"+E17","v":{"$error":"#DIV/0!"}},{"$f":"+F17","v":0}]
[null,null,null,null,{"$f":"+E17-E25/20","v":{"$error":"#DIV/0!"}},{"$f":"+F17-F26/20","v":0}]
[]
[null,null,null,null,{"$f":"IF(B2>0,E25-E25/20,NA())","v":{"$error":"#N/A"}},{"$f":"+F25+F26/20","v":0}]
[null,null,null,null,{"$f":"IF(B2>0,E25,NA())","v":{"$error":"#N/A"}},{"$f":"+F25","v":0}]
[null,null,null,null,{"$f":"+E23+E25/20","v":{"$error":"#N/A"}},{"$f":"+F25+F26/20","v":0}]
[null,null,null,null,{"$f":"+B1*2/3","v":0},{"$f":"+F7","v":0}]
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[]
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[null,null,null,null,{"$f":"+E34","v":0},{"$f":"+F34","v":0}]
[null,null,null,null,{"$f":"+E32+E25/20","v":0},{"$f":"+F34+F26/20","v":0}]
[null,null,null,null,{"$f":"+B1*5/6","v":0},0]
[null,null,null,null,{"$f":"+E34","v":0},{"$f":"+B3","v":0}]
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[null,null,null,null,{"$f":"+E35","v":0},{"$f":"+F35","v":0}]
[null,null,null,null,{"$f":"+E35+E25/20","v":0},{"$f":"+F35-F26/20","v":0}]
[]
[null,null,null,null,{"$f":"+E41+E25/20","v":{"$error":"#DIV/0!"}},{"$f":"+F41-F26/20","v":0}]
[null,null,null,null,{"$f":"+B3*2/5/TAN(B4*PI()/180)","v":{"$error":"#DIV/0!"}},{"$f":"+B3*2/5","v":0}]
[null,null,null,null,{"$f":"E40","v":{"$error":"#DIV/0!"}},{"$f":"+F41+F26/20","v":0}]
[null,null,null,null,{"$f":"+E41","v":{"$error":"#DIV/0!"}},{"$f":"F41","v":0}]
[null,null,null,null,{"$f":"E43+E2/10","v":{"$error":"#DIV/0!"}},{"$f":"F43","v":0}]
[]
[null,null,null,null,{"$f":"E40+$E$2","v":{"$error":"#DIV/0!"}},{"$f":"F40","v":0}]
[null,null,null,null,{"$f":"E41+$E$2","v":{"$error":"#DIV/0!"}},{"$f":"F41","v":0}]
[null,null,null,null,{"$f":"E42+$E$2","v":{"$error":"#DIV/0!"}},{"$f":"F42","v":0}]
[null,null,null,null,{"$f":"E43+$E$2","v":{"$error":"#DIV/0!"}},{"$f":"F43","v":0}]
[null,null,null,null,{"$f":"E44+$E$2","v":{"$error":"#DIV/0!"}},{"$f":"F44","v":0}]
[]
[null,null,null,null,{"$f":"+E35-E25/50","v":0},{"$f":"+F35","v":0}]
[null,null,null,null,{"$f":"IF(E4-E25/50<E35,NA(),E4-E25/50)","v":{"$error":"#DIV/0!"}},{"$f":"IF(E4-E25/50<E35,NA(),F4)","v":{"$error":"#DIV/0!"}}]
[]
[null,null,null,null,{"$f":"+E26-E25/50","v":{"$error":"#N/A"}},{"$f":"+F26","v":0}]
[null,null,null,null,{"$f":"IF(E11-E25/50<E26,NA(),E11-E25/50)","v":{"$error":"#DIV/0!"}},{"$f":"IF(E11-E25/50<E26,NA(),F11)","v":{"$error":"#DIV/0!"}}]
[]
["Bridge Cross-section"]
[]
["Deck cross-section data"]
[null,"out-to-out width =",{"$f":"+B3*12","v":0},"in",0,0]
[null,"abutment width =",{"$f":"IF(Main!H240=\"D\",'Sketch Data'!C61+2*14,'Sketch Data'!C61)","v":0},"in",{"$f":"+C61/2-C63","v":-20.25},0,"Barrier Points"]
[null,"assumed parapet width =",20.25,"in",{"$f":"+E62","v":-20.25},3]
[null,"deck depth =",{"$f":"+Main!G128","v":0},"in",{"$f":"+E63+4.875","v":-15.375},10]
["Girder data",null,null,null,{"$f":"+E64+3.375","v":-12},42]
[null,"type of girder =",{"$f":"+girdertype","v":0},null,{"$f":"+C61/2","v":0},42]
[null,"girder material =",{"$f":"+Main!G33","v":0},null,{"$f":"+E66","v":0},{"$f":"-C64","v":0}]
[null,"number of girders =",{"$f":"+ngirder","v":0},null,{"$f":"-E67","v":0},{"$f":"+F67","v":0}]
[null,"girder spacing =",{"$f":"+Main!G117*12","v":0},"in",{"$f":"-E66","v":0},{"$f":"+F66","v":42}]
[null,"depth of girders =",{"$f":"+Main!G122*12","v":0},"in",{"$f":"-E65","v":12},{"$f":"+F65","v":42}]
[null,"width of girders =",{"$f":"+Main!G119*12","v":0},"in",{"$f":"-E64","v":15.375},{"$f":"+F64","v":10}]
[null,"origin =",{"$f":"IF(ODD(C68)/C68=1,0,C69/2)","v":{"$error":"#DIV/0!"}},"in",{"$f":"-E63","v":20.25},{"$f":"+F63","v":3}]
["Pile data",null,null,null,{"$f":"-E62","v":20.25},{"$f":"+F62","v":0}]
[null,"number of piles =",{"$f":"+Main!G566","v":0},null,{"$f":"+E61","v":0},{"$f":"+F61","v":0}]
[null,"pile spacing =",{"$f":"+Main!H596*12","v":0},"in"]
[null,"width of piles =",{"$f":"+pilewidth","v":0},"in",{"$f":"+C62/2","v":0},{"$f":"+F67","v":0},"Abutment Corners"]
[null,"origin =",{"$f":"IF(ODD(C74)/C74=1,0,C75/2)","v":{"$error":"#DIV/0!"}},"in",{"$f":"+E76","v":0},{"$f":"+F76-C70-39","v":-39}]
[null,null,null,null,{"$f":"-E77","v":0},{"$f":"+F77","v":-39}]
[{"$f":"\"Girder Spacing = \"&FIXED(C69/12,3)&\" ft (TYP)\"","v":"Girder Spacing = 0.000 ft (TYP)"},null,null,null,{"$f":"+E78","v":0},{"$f":"+F76","v":0}]
[{"$f":"\"Pile Spacing = \"&FIXED(pilespacing,3)&\" ft (TYP)\"","v":"Pile Spacing = 0.000 ft (TYP)"},null,null,null,{"$f":"+E76","v":0},{"$f":"+F76","v":0}]
[]
[null,null,null,null,{"$f":"+E76-3","v":-3},{"$f":"+F76-C70-6","v":-6},"Rebar"]
[null,null,null,null,{"$f":"E82/2","v":-1.5},{"$f":"+F82","v":-6}]
[null,null,null,null,{"$f":"+E78+3","v":3},{"$f":"+F82","v":-6}]
[]
[null,null,null,null,{"$f":"+E82","v":-3},{"$f":"+F77+4","v":-35},"Rebar"]
[null,null,null,null,{"$f":"E86/2","v":-1.5},{"$f":"+F86","v":-35}]
[null,null,null,null,{"$f":"+E84","v":3},{"$f":"+F86","v":-35}]
[]
[null,null,null,null,{"$f":"+origin","v":{"$error":"#DIV/0!"}},2,"Girder Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E90","v":{"$error":"#DIV/0!"}},{"$f":"+F90+20","v":22}]
[]
[null,null,null,null,{"$f":"+E91","v":{"$error":"#DIV/0!"}},{"$f":"+F91-2*F90","v":18},"Girder Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E93-C69","v":{"$error":"#DIV/0!"}},{"$f":"+F93","v":18}]
[]
[null,null,null,null,{"$f":"+E94","v":{"$error":"#DIV/0!"}},{"$f":"+F90","v":2},"Girder Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E96","v":{"$error":"#DIV/0!"}},{"$f":"+F91","v":22}]
[]
[null,null,null,null,{"$f":"+E100-F90*2","v":{"$error":"#DIV/0!"}},{"$f":"+F100+F90*2","v":22},"Girder Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E93","v":{"$error":"#DIV/0!"}},{"$f":"+F93","v":18}]
[null,null,null,null,{"$f":"+E99","v":{"$error":"#DIV/0!"}},{"$f":"+F100-F90*2","v":14}]
[null,null,null,null,2]
[null,null,null,null,{"$f":"+E104+F90*2","v":{"$error":"#DIV/0!"}},{"$f":"+F104+F90*2","v":22},"Girder Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E94","v":{"$error":"#DIV/0!"}},{"$f":"+F94","v":18}]
[null,null,null,null,{"$f":"+E103","v":{"$error":"#DIV/0!"}},{"$f":"+F104-F90*2","v":14}]
[]
[null,null,null,null,{"$f":"+origin2","v":{"$error":"#DIV/0!"}},{"$f":"+F534-3","v":-102},"Pile Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E107","v":{"$error":"#DIV/0!"}},{"$f":"+F107-20","v":-122}]
[]
[null,null,null,null,{"$f":"+origin2","v":{"$error":"#DIV/0!"}},{"$f":"+F108+F96*2","v":-118},"Pile Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E110-C75","v":{"$error":"#DIV/0!"}},{"$f":"+F110","v":-118}]
[]
[null,null,null,null,{"$f":"+E111","v":{"$error":"#DIV/0!"}},{"$f":"+F107","v":-102},"Pile Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E113","v":{"$error":"#DIV/0!"}},{"$f":"+F108","v":-122}]
[]
[null,null,null,null,{"$f":"+E117-F96*2","v":{"$error":"#DIV/0!"}},{"$f":"+F117+F96*2","v":-114},"Pile Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E110","v":{"$error":"#DIV/0!"}},{"$f":"+F110","v":-118}]
[null,null,null,null,{"$f":"+E116","v":{"$error":"#DIV/0!"}},{"$f":"+F117-F96*2","v":-122}]
[]
[null,null,null,null,{"$f":"+E121+F96*2","v":{"$error":"#DIV/0!"}},{"$f":"+F121+F96*2","v":-114},"Pile Spacing Dimension Lines"]
[null,null,null,null,{"$f":"+E111","v":{"$error":"#DIV/0!"}},{"$f":"+F111","v":-118}]
[null,null,null,null,{"$f":"+E120","v":{"$error":"#DIV/0!"}},{"$f":"+F121-F96*2","v":-122}]
[]
[null,null,null,null,{"$f":"E83","v":-1.5},{"$f":"F83","v":-6},"Rebar Dimension Lines"]
[null,null,null,null,{"$f":"+E124*1.2","v":-1.7999999999999998},{"$f":"+F128","v":-133}]
[]
[null,null,null,null,{"$f":"E87","v":-1.5},{"$f":"F87","v":-35},"Rebar Dimension Lines"]
[null,null,null,null,{"$f":"+E125","v":-1.7999999999999998},{"$f":"F127-98","v":-133}]
[null,null,null,null,{"$f":"+E128+20","v":18.2},{"$f":"+F128","v":-133}]
[]
[null,null,null,null,{"$f":"+origin2","v":{"$error":"#DIV/0!"}},{"$f":"+F108-20","v":-142},"?"]
[]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",origin+C71/2,origin+C71/3),origin+C71/2)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",-C64,-C64),-C64)","v":0},"Girder Points"]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E133,+E133),+E133)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F133-C70/20,+F133-C70/10),+F133-C70)","v":0}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+origin+C70/20,+origin+C70/20),origin-C71/2)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F134,+F134-C70/10),+F134)","v":0}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E135,+E135),+E135)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F133-C70+C70/20,+F133-C70+C70/3),+F133)","v":0}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E134,+origin+C71/2),+E133)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F136,+F136-C70/6),F133)","v":0}]
[]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E133,+E137),origin+C71/2-5-3)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F137,+F137),-C64-3)","v":-3},"Girder Points"]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E133,+E137),origin+C71/2-5)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F137-C70/20,+F133-C70),-C64-3-3)","v":-6}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",origin-C71/2,origin-C71/2),+E140)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F140,+F140),-C64-C70+5.5+3)","v":8.5}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E141,+E141),E139)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F137,+F137),+F141-3)","v":5.5}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+origin-C70/20,+origin-C70/20),origin-C71/2+5+3)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F136,+F136),+F142)","v":5.5}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E143,+E143),+E143-3)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F135,+F135),+F141)","v":8.5}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E142,+origin-C71/3),+E144)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F134,+F134),+F140)","v":-6}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E141,+E145),+E145+3)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F133,+F133),+F139)","v":-3}]
[null,null,null,null,{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+E133,+E133),+E139)","v":{"$error":"#DIV/0!"}},{"$f":"IF($C$66=\"I\",IF($C$67=\"S\",+F133,+F133),+F139)","v":-3}]
[]
[null,null,null,null,{"$f":"IF($C$68>=2,E133-$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=2,F133,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$f":"IF($C$68>=2,E134-$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=2,F134,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=2,E135-$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=2,F135,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=2,E136-$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=2,F136,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=2,E137-$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=2,F137,NA())","v":{"$error":"#N/A"}}]
[]
[null,null,null,null,{"$f":"IF($C$68>=2,E139-$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=2,F139,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[]
[null,null,null,null,{"$f":"IF($C$68>=3,E133+$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=3,F133,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$f":"IF($C$68>=3,E134+$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=3,F134,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=3,E135+$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=3,F135,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=3,E136+$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=3,F136,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=3,E137+$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=3,F137,NA())","v":{"$error":"#N/A"}}]
[]
[null,null,null,null,{"$f":"IF($C$68>=3,E139+$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=3,F139,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[]
[null,null,null,null,{"$f":"IF($C$68>=4,E133-2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=4,F133,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$f":"IF($C$68>=4,E134-2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=4,F134,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=4,E135-2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=4,F135,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=4,E136-2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=4,F136,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=4,E137-2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=4,F137,NA())","v":{"$error":"#N/A"}}]
[]
[null,null,null,null,{"$f":"IF($C$68>=4,E139-2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=4,F139,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[]
[null,null,null,null,{"$f":"IF($C$68>=5,E133+2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=5,F133,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$f":"IF($C$68>=5,E134+2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=5,F134,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=5,E135+2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=5,F135,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=5,E136+2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=5,F136,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=5,E137+2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=5,F137,NA())","v":{"$error":"#N/A"}}]
[]
[null,null,null,null,{"$f":"IF($C$68>=5,E139+2*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=5,F139,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[]
[null,null,null,null,{"$f":"IF($C$68>=6,E133-3*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=6,F133,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$f":"IF($C$68>=6,E134-3*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=6,F134,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=6,E135-3*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=6,F135,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=6,E136-3*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=6,F136,NA())","v":{"$error":"#N/A"}}]
[null,null,null,null,{"$f":"IF($C$68>=6,E137-3*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=6,F137,NA())","v":{"$error":"#N/A"}}]
[]
[null,null,null,null,{"$f":"IF($C$68>=6,E139-3*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=6,F139,NA())","v":{"$error":"#N/A"}},"Girder Points"]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[null,null,null,null,{"$error":"#N/A"},{"$error":"#N/A"}]
[]
[null,null,null,null,{"$f":"IF($C$68>=7,E133+3*$C$69,NA())","v":{"$error":"#N/A"}},{"$f":"IF($C$68>=7,F133,NA())","v":{"$error":"#N/A"}},"Girder Points"]
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