 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/18/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : C Standard Beam Run (LEAP Concrete Version 21:00:00:24):
                     (1)The Bridge span is 42 feet, girder spacing is 7.5 feet, and deck overhang width is 3 feet 
                     and 1 inch.
                     (2)The structural depth of the deck and sacrificial wearing surface are assumed to 7.75 and 
                     0.75 inches, respectively. The thickness of the overhang tapers from 11 inches at the beam 
                     flange to 10 inches at edge of deck.
                     (3)The structural haunch thickness is 0.5 inches and the haunch thickness for calculating its 
                     dead load is 1.0 inches.
                     (4)The dead load due to the rail is based on the new TL-5 single slope rail (i.e., 0.59 kip 
                     per foot) and the rail load on each girder is conservatively assumed to be equal to that 
                     evenly distributed to a four-girder bridge. The width of the base of the single slope rail is 
                     17 inches, and a 2-inch deck ledge is kept on the backside of the rail. 
                     (5)One steel diaphragm of 0.285 kips is at the center of span. 
                     (6)Live load moment and shear distribution factor is determined based on 0- and 60-degree 
                     skews, respectively. 
                     (7)Total initial prestress is based on 72.6% f's (f's = 270 ksi) and 0.6-inch diameter strands 
                     with As = 0.217 square inches.
                     (8)There is no hold-down point as only straight strands are used.
                     (9)The beam lifting and supporting points are 2.125' and 2.175', respectively.
                     (10)The girder concrete strengths at release and at final are 4.5 and 5 ksi, repectively. 
Design Mode        : AASHTO LRFD - 8th Edition
Units:             : US
Design as:         : Simple span
Flared Girder:     : No
File Name          : c:\users\9925\appdata\local\temp\1\leap_bak\lb_d1e2.tmp\C42\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       36.167
Left curb         , ft  =        1.583
Right curb        , ft  =        1.583
curb-to-curb width, ft  =       33.001
Number of spans         =            1
Number of lanes         =            2
Lane width        , ft  =       12.000
Eff Deck thick    , in  =        7.750
Sacrificial thick , in  =        0.750
Haunch thickness  , in  =        0.500
Haunch width      , in  =       16.000
Bridge c/s,MI(Ixx), in4 =   1902614.50
 
SPAN DATA
---------
Precast length    , ft =     43.500
Bearing-to-bearing, ft =     42.500
Release span      , ft =     43.500
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1             IA-Std-C    3.083    564.5   116354.0  45.00  20.23  16.00   6.833
 2             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 3             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 4             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 5             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   6.834
 
 
MATERIAL DATA - Project Level
-----------------------------
 
As defined in Material Tab. For beam level properties look at Beam Specific output.
 
CONCRETE PROPERTIES
-------------------
                   Precast          C.I.P.
f'c ,ksi      =      5.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   4286.830        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      4.500 
Eci ,ksi      =   4435.310
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Straight Pattern
     Strand Diameter       =        0.600 in
     Tensile Strength(fpu) =      270.0 ksi
     Strand Area           =        0.217 in2
Use transformed strand and rebar: Strand Only
 
REINFORCING STEEL: Tension/Shear steel: fy = 60.0 ksi Es =  29000 ksi
 

 
LOADS DATA:
-----------
 
LOADS GENERATED USING PERMANENT LOAD WIZARD: NO
 
LOADS ON PRECAST
----------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
Span Beam DC/DW  Type       Mag.1   Loc.1   Mag.2   Loc.2     Description
   1    1    DC Line        0.060    0.00       0.060   42.50   Additional Overhang
   1    1    DC Line        0.008    0.00       0.008   42.50   Additional Haunch
   1    1    DC Line        0.064    0.00       0.064   42.50   Sacrificial Wearing Surface
   1    2    DC Line        0.008    0.00       0.008   42.50   Additional Haunch
   1    2    DC Line        0.070    0.00       0.070   42.50   Sacrificial Wearing Surface
   1    3    DC Line        0.008    0.00       0.008   42.50   Additional Haunch
   1    3    DC Line        0.070    0.00       0.070   42.50   Sacrificial Wearing Surface
   1    4    DC Line        0.008    0.00       0.008   42.50   Additional Haunch
   1    4    DC Line        0.070    0.00       0.070   42.50   Sacrificial Wearing Surface
   1    5    DC Line        0.060    0.00       0.060   42.50   Additional Overhang
   1    5    DC Line        0.008    0.00       0.008   42.50   Additional Haunch
   1    5    DC Line        0.064    0.00       0.064   42.50   Sacrificial Wearing Surface
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   21.000
   1    2        0.285   21.000
   1    3        0.285   21.000
   1    4        0.285   21.000
   1    5        0.143   21.000
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
Span DC/DW Type        Mag.1 Loc.1/Width   Mag.2   Loc.2     Description
   1    DC Line        0.740    0.00       0.740   42.50   Left Barrier Weight
   1    DC Line        0.740    0.00       0.740   42.50   Right Barrier Weight
   1    DW Area        0.020   33.00          -       -    Future Wearing Surface
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: included.
ID: Design Lane (Type: Design Lane)
ID: Design Tandem (Type: Design Tandem)
ID: Design Truck (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:                     NO   
  Is Span Post-tensioned:                                   NO   
  Include Rigid Cross Section Assumption (Art. 4.6.2.2.2d): NO   
  ADTT (Average Daily Truck Traffic)    :                   5000 
  Percent of the specified force effect :                   1.00 
  Apply reduction of Moment for skew:                       NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  1.75    1.25    0.90    1.50    0.65 
  Fatigue I:   1.75    -       -       -       -    
 
 
----------
 
  Ductility Factor:  1.00 
  Redundancy Factor: 1.00 
  Importance Factor: 1.00 
 
----------------------------------------------------------------------------------------------------


PROJECT PARAMETERS DATA:
------------------------
SPAN TO DEPTH RATIO (Table 2.5.2.6.3-1):
----------------------------------------
 
  Span Computed Allowable Status 
---------------------------------
     1    0.101     0.045 OK     
 
Note: The computed  value is the lowest amongst all beams in each span.
MULTIPLIERS:
------------
 
  Trans len mult: Bonded   = 1.00 
                  Debonded = 1.00 
  Dev len mult:   Bonded   = 1.60 
                  Debonded = 2.00 
 
Camber & Deflection Multiplier (PCI ref.)
-----------------------------------------
 
                 Erection Final 
--------------------------------
  Prestress:         1.80  2.20 
  Self. Wt:          1.85  2.40 
  Deck + Haunch:           2.30 
  Diaphragm:               3.00 
  DL-Prec.:                3.00 
  DL-Comp.:                3.00 
 
MOMENT AND SHEAR PROVISIONS:
----------------------------
 
  Ultimate Moment Capacity, Mu-prvd computed:    AASHTO equations 
  Horizontal Shear, Beam and Slab effects in Vu: INCLUDED         
 
STRESS LIMITS (Art. 5.9.2):
---------------------------
STRESS LIMITS AT RELEASE BEFORE LOSSES:
---------------------------------------
 
                     PRECAST     
---------------------------------
  Strength              4.50 ksi 
  Elasticity          4435.3 ksi 
  Max comp              2.92 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.51 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      5.00 ksi    4.00 ksi 
  Elasticity 4286.83 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.00 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.25 ksi 1.80 ksi 
 
FATIGUE I STRESS LIMITS AT FINAL 3 ( 50% P/S + 50% DL + F_LL ) (Art. 5.5.3.1):
------------------------------------------------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.00 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.42 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    4.50        5.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 10 strands, 0.6''-LL-270-72.6, Low relaxation strands
Straight Pattern
 
END PATTERN (Ycg = 11.30 in):
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @ 42.500 in 
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1457  3.1457 Yes       
       2 US#4[M13]  60.0  0.40    9.00  0.5200  2.7700 No        
       2 US#4[M13]  60.0  0.40   10.37  2.7700  3.6348 No        
       2 US#4[M13]  60.0  0.40   13.88  3.6348  4.7920 No        
       2 US#4[M13]  60.0  0.40   16.00  4.1250 12.1250 Yes       
       2 US#4[M13]  60.0  0.40   16.00  4.7920 10.1250 No        
       2 US#4[M13]  60.0  0.40   11.75  3.1457  4.1250 Yes       
       2 US#4[M13]  60.0  0.40   21.00 12.1250 31.3750 Yes       
       2 US#4[M13]  60.0  0.40   16.00 31.3750 39.3750 Yes       
       2 US#4[M13]  60.0  0.40   11.75 39.3750 40.3543 Yes       
       2 US#4[M13]  60.0  0.40   16.00 33.3750 38.7080 No        
       2 US#4[M13]  60.0  0.40   13.88 38.7080 39.8652 No        
       2 US#4[M13]  60.0  0.40   10.37 39.8652 40.7300 No        
       2 US#4[M13]  60.0  0.40    9.00 40.7300 42.9800 No        
       2 US#4[M13]  60.0  0.40    9.00 40.3543 43.3543 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  5.0000       3.00 
      1 US#4[M13]           2.00 0.200 38.5000 43.5000       3.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:2
 
PRESTRESSED STEEL:
 10 strands, 0.6''-LL-270-72.6, Low relaxation strands
Straight Pattern
 
END PATTERN (Ycg = 11.30 in):
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @ 42.500 in 
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1457  3.1457 Yes       
       2 US#4[M13]  60.0  0.40    9.00  0.5200  2.7700 No        
       2 US#4[M13]  60.0  0.40   10.37  2.7700  3.6348 No        
       2 US#4[M13]  60.0  0.40   13.88  3.6348  4.7920 No        
       2 US#4[M13]  60.0  0.40   16.00  4.1250 12.1250 Yes       
       2 US#4[M13]  60.0  0.40   16.00  4.7920 10.1250 No        
       2 US#4[M13]  60.0  0.40   11.75  3.1457  4.1250 Yes       
       2 US#4[M13]  60.0  0.40   21.00 12.1250 31.3750 Yes       
       2 US#4[M13]  60.0  0.40   16.00 31.3750 39.3750 Yes       
       2 US#4[M13]  60.0  0.40   11.75 39.3750 40.3543 Yes       
       2 US#4[M13]  60.0  0.40   16.00 33.3750 38.7080 No        
       2 US#4[M13]  60.0  0.40   13.88 38.7080 39.8652 No        
       2 US#4[M13]  60.0  0.40   10.37 39.8652 40.7300 No        
       2 US#4[M13]  60.0  0.40    9.00 40.7300 42.9800 No        
       2 US#4[M13]  60.0  0.40    9.00 40.3543 43.3543 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  5.0000       3.00 
      1 US#4[M13]           2.00 0.200 38.5000 43.5000       3.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
 10 strands, 0.6''-LL-270-72.6, Low relaxation strands
Straight Pattern
 
END PATTERN (Ycg = 11.30 in):
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @ 42.500 in 
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1457  3.1457 Yes       
       2 US#4[M13]  60.0  0.40    9.00  0.5200  2.7700 No        
       2 US#4[M13]  60.0  0.40   10.37  2.7700  3.6348 No        
       2 US#4[M13]  60.0  0.40   13.88  3.6348  4.7920 No        
       2 US#4[M13]  60.0  0.40   16.00  4.1250 12.1250 Yes       
       2 US#4[M13]  60.0  0.40   16.00  4.7920 10.1250 No        
       2 US#4[M13]  60.0  0.40   11.75  3.1457  4.1250 Yes       
       2 US#4[M13]  60.0  0.40   21.00 12.1250 31.3750 Yes       
       2 US#4[M13]  60.0  0.40   16.00 31.3750 39.3750 Yes       
       2 US#4[M13]  60.0  0.40   11.75 39.3750 40.3543 Yes       
       2 US#4[M13]  60.0  0.40   16.00 33.3750 38.7080 No        
       2 US#4[M13]  60.0  0.40   13.88 38.7080 39.8652 No        
       2 US#4[M13]  60.0  0.40   10.37 39.8652 40.7300 No        
       2 US#4[M13]  60.0  0.40    9.00 40.7300 42.9800 No        
       2 US#4[M13]  60.0  0.40    9.00 40.3543 43.3543 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  5.0000       3.00 
      1 US#4[M13]           2.00 0.200 38.5000 43.5000       3.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
 10 strands, 0.6''-LL-270-72.6, Low relaxation strands
Straight Pattern
 
END PATTERN (Ycg = 11.30 in):
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @ 42.500 in 
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1457  3.1457 Yes       
       2 US#4[M13]  60.0  0.40    9.00  0.5200  2.7700 No        
       2 US#4[M13]  60.0  0.40   10.37  2.7700  3.6348 No        
       2 US#4[M13]  60.0  0.40   13.88  3.6348  4.7920 No        
       2 US#4[M13]  60.0  0.40   16.00  4.1250 12.1250 Yes       
       2 US#4[M13]  60.0  0.40   16.00  4.7920 10.1250 No        
       2 US#4[M13]  60.0  0.40   11.75  3.1457  4.1250 Yes       
       2 US#4[M13]  60.0  0.40   21.00 12.1250 31.3750 Yes       
       2 US#4[M13]  60.0  0.40   16.00 31.3750 39.3750 Yes       
       2 US#4[M13]  60.0  0.40   11.75 39.3750 40.3543 Yes       
       2 US#4[M13]  60.0  0.40   16.00 33.3750 38.7080 No        
       2 US#4[M13]  60.0  0.40   13.88 38.7080 39.8652 No        
       2 US#4[M13]  60.0  0.40   10.37 39.8652 40.7300 No        
       2 US#4[M13]  60.0  0.40    9.00 40.7300 42.9800 No        
       2 US#4[M13]  60.0  0.40    9.00 40.3543 43.3543 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  5.0000       3.00 
      1 US#4[M13]           2.00 0.200 38.5000 43.5000       3.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
 10 strands, 0.6''-LL-270-72.6, Low relaxation strands
Straight Pattern
 
END PATTERN (Ycg = 11.30 in):
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @ 42.500 in 
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1457  3.1457 Yes       
       2 US#4[M13]  60.0  0.40    9.00  0.5200  2.7700 No        
       2 US#4[M13]  60.0  0.40   10.37  2.7700  3.6348 No        
       2 US#4[M13]  60.0  0.40   13.88  3.6348  4.7920 No        
       2 US#4[M13]  60.0  0.40   16.00  4.1250 12.1250 Yes       
       2 US#4[M13]  60.0  0.40   16.00  4.7920 10.1250 No        
       2 US#4[M13]  60.0  0.40   11.75  3.1457  4.1250 Yes       
       2 US#4[M13]  60.0  0.40   21.00 12.1250 31.3750 Yes       
       2 US#4[M13]  60.0  0.40   16.00 31.3750 39.3750 Yes       
       2 US#4[M13]  60.0  0.40   11.75 39.3750 40.3543 Yes       
       2 US#4[M13]  60.0  0.40   16.00 33.3750 38.7080 No        
       2 US#4[M13]  60.0  0.40   13.88 38.7080 39.8652 No        
       2 US#4[M13]  60.0  0.40   10.37 39.8652 40.7300 No        
       2 US#4[M13]  60.0  0.40    9.00 40.7300 42.9800 No        
       2 US#4[M13]  60.0  0.40    9.00 40.3543 43.3543 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  5.0000       3.00 
      1 US#4[M13]           2.00 0.200 38.5000 43.5000       3.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 

LIVE LOADS USED: 

1   ID         : Design Lane
    Description: Design Lane as in AASHTO-LRFD

2   ID         : Design Tandem
    Description: Design Tandem as in AASHTO-LRFD
    First Axle Magnitude = 25.00  k, Wheel Spacing = 6.00 ft, Truck Width = 10.00 ft
    #    Magnitude, k  Max Spacing,ft  Min Spacing,ft    Increment,ft
     1      25.00            4.00            4.00            0.00

3   ID         : Design Truck
    Description: Design Truck as in AASHTO-LRFD
    First Axle Magnitude = 8.00  k, Wheel Spacing = 6.00 ft, Truck Width = 10.00 ft
    #    Magnitude, k  Max Spacing,ft  Min Spacing,ft    Increment,ft
     1      32.00           14.00           14.00            0.00
     2      32.00           30.00           14.00            2.00

 
RATING LOADS - NONE

