 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/14/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTB100 Standard Beam Run (LEAP Concrete Version 21:00:00:24):
                     (1) The bridge span is 100  feet, girder spacing is 8.5 feet, and deck overhang width is 3 
                     feet and 6 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 from11 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 1.5 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 two rails 
                     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 0.5 kips is at the center of span.
                     (6) Live load moment and shear distribution factor is determined using AASHTO equations and 
                     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) The hold down points are located at 0.35*(Beam Length) from the ends of the beam. 
                     (9) The beam lifting and supporting points are both assumed are 7  feet and 12 feet from the 
                     girder ends, respectively. 
                     (10) The girder concrete strengths at release and at final are 8 ksi and 10 ksi, respectively.
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_2069.tmp\BTB100-0_35\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       39.120
Left curb         , ft  =        1.583
Right curb        , ft  =        1.583
curb-to-curb width, ft  =       35.954
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  =       34.000
Bridge c/s,MI(Ixx), in4 =   1301870.50
 
SPAN DATA
---------
Precast length    , ft =    101.333
Bearing-to-bearing, ft =    100.000
Release span      , ft =    101.333
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1               IA-BTB    3.500    631.7    99980.0  36.00  17.14  34.00   7.515
 2               IA-BTB    8.030    631.7    99980.0  36.00  17.14  34.00   8.030
 3               IA-BTB    8.030    631.7    99980.0  36.00  17.14  34.00   8.030
 4               IA-BTB    8.030    631.7    99980.0  36.00  17.14  34.00   8.030
 5               IA-BTB    8.030    631.7    99980.0  36.00  17.14  34.00   7.515
 
 
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      =     10.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5772.500        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      8.000 
Eci ,ksi      =   5362.700
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Depressed at 0.35L
     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: YES
------------------------------------------------
Left Barrier Weight, klf                 0.650
Right Barrier Weight, klf                0.650
Left Curb Weight, klf                    0.000
Right Curb Weight, klf                   0.000
Left Sidewalk, klf                       0.000
Right Sidewalk, klf                      0.000
Future Wearing Surface, ksf              0.020
Sacrificial Wearing Surface, in          0.750
Stay in Place Deck Forms, klf            0.000
 
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        0.035    0.00       0.035  100.00   Additional Haunch Load
   1    1    DC Line        0.052    0.00       0.052  100.00   Addtional Overhang Load
   1    1    DC Line        0.070    0.00       0.070  100.00   Sacrificial Wearing Surface
   1    2    DC Line        0.035    0.00       0.035  100.00   Additional Haunch Load
   1    2    DC Line        0.075    0.00       0.075  100.00   Sacrificial Wearing Surface
   1    3    DC Line        0.035    0.00       0.035  100.00   Additional Haunch Load
   1    3    DC Line        0.075    0.00       0.075  100.00   Sacrificial Wearing Surface
   1    4    DC Line        0.035    0.00       0.035  100.00   Additional Haunch Load
   1    4    DC Line        0.075    0.00       0.075  100.00   Sacrificial Wearing Surface
   1    5    DC Line        0.035    0.00       0.035  100.00   Additional Haunch Load
   1    5    DC Line        0.070    0.00       0.070  100.00   Sacrificial Wearing Surface
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   50.000
   1    2        0.500   50.000
   1    3        0.500   50.000
   1    4        0.500   50.000
   1    5        0.250   50.000
 
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  100.00   Left Barrier Weight
   1    DC Line        0.740    0.00       0.740  100.00   Right Barrier Weight
   1    DW Area        0.020   35.95          -       -    Future Wearing Surface
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not 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:
------------------------
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              8.00 ksi 
  Elasticity          5362.7 ksi 
  Max comp              5.20 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.68 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength     10.00 ksi    4.00 ksi 
  Elasticity 5772.50 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    6.00 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.50 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    4.00 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.60 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    8.00       10.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    8.00       10.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    8.00       10.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    8.00       10.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    8.00       10.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 46 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 8.52 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 26.000 in  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in 
 
MID PATTERN (Ycg = 4.35 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 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#6[M19]  60.0  0.88    1.50   0.0000   0.1250 No        
       2 US#6[M19]  60.0  0.88    2.50   0.1250   0.3333 Yes       
       2 US#6[M19]  60.0  0.88    2.50   0.3333   0.5417 No        
       2 US#6[M19]  60.0  0.88    2.50   0.5417   0.7500 Yes       
       2 US#6[M19]  60.0  0.88    4.00   0.7500   1.0833 No        
       2 US#6[M19]  60.0  0.88    4.00   1.0833   1.4167 Yes       
       2 US#6[M19]  60.0  0.88    4.00   1.4167   1.7500 No        
       2 US#6[M19]  60.0  0.88    6.00   1.7500   2.2500 Yes       
       2 US#6[M19]  60.0  0.88    6.00   2.2500   3.7500 Yes       
       2 US#5[M16]  60.0  0.62    8.00   3.7500   4.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00   4.4167  14.9167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  14.9167  28.9167 Yes       
       2 US#5[M16]  60.0  0.62   15.00  28.9167  40.1667 Yes       
       2 US#5[M16]  60.0  0.62   18.00  40.1667  61.1667 Yes       
       2 US#5[M16]  60.0  0.62   15.00  61.1667  72.4167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  72.4167  86.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00  86.4167  96.9167 Yes       
       2 US#5[M16]  60.0  0.62    8.00  96.9167  97.5833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  97.5833  99.0833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  99.0833  99.5833 Yes       
       2 US#6[M19]  60.0  0.88    4.00  99.5833  99.9167 No        
       2 US#6[M19]  60.0  0.88    4.00  99.9167 100.2500 Yes       
       2 US#6[M19]  60.0  0.88    4.00 100.2500 100.5833 No        
       2 US#6[M19]  60.0  0.88    2.50 100.5833 100.7917 Yes       
       2 US#6[M19]  60.0  0.88    2.50 100.7917 101.0000 No        
       2 US#6[M19]  60.0  0.88    2.50 101.0000 101.2083 Yes       
       2 US#6[M19]  60.0  0.88    1.50 101.2083 101.3333 No        
 
Top Steel:
 
  #bars Size Dist. from Top  Area  Start    End   Side Cover 
                  (in)      (in2)  (ft)    (ft)      (in)    
-------------------------------------------------------------
      6    5           2.00 1.860 0.0000 101.3300       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:
 46 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 8.52 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 26.000 in  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in 
 
MID PATTERN (Ycg = 4.35 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 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#6[M19]  60.0  0.88    1.50   0.0000   0.1250 No        
       2 US#6[M19]  60.0  0.88    2.50   0.1250   0.3333 Yes       
       2 US#6[M19]  60.0  0.88    2.50   0.3333   0.5417 No        
       2 US#6[M19]  60.0  0.88    2.50   0.5417   0.7500 Yes       
       2 US#6[M19]  60.0  0.88    4.00   0.7500   1.0833 No        
       2 US#6[M19]  60.0  0.88    4.00   1.0833   1.4167 Yes       
       2 US#6[M19]  60.0  0.88    4.00   1.4167   1.7500 No        
       2 US#6[M19]  60.0  0.88    6.00   1.7500   2.2500 Yes       
       2 US#6[M19]  60.0  0.88    6.00   2.2500   3.7500 Yes       
       2 US#5[M16]  60.0  0.62    8.00   3.7500   4.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00   4.4167  14.9167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  14.9167  28.9167 Yes       
       2 US#5[M16]  60.0  0.62   15.00  28.9167  40.1667 Yes       
       2 US#5[M16]  60.0  0.62   18.00  40.1667  61.1667 Yes       
       2 US#5[M16]  60.0  0.62   15.00  61.1667  72.4167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  72.4167  86.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00  86.4167  96.9167 Yes       
       2 US#5[M16]  60.0  0.62    8.00  96.9167  97.5833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  97.5833  99.0833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  99.0833  99.5833 Yes       
       2 US#6[M19]  60.0  0.88    4.00  99.5833  99.9167 No        
       2 US#6[M19]  60.0  0.88    4.00  99.9167 100.2500 Yes       
       2 US#6[M19]  60.0  0.88    4.00 100.2500 100.5833 No        
       2 US#6[M19]  60.0  0.88    2.50 100.5833 100.7917 Yes       
       2 US#6[M19]  60.0  0.88    2.50 100.7917 101.0000 No        
       2 US#6[M19]  60.0  0.88    2.50 101.0000 101.2083 Yes       
       2 US#6[M19]  60.0  0.88    1.50 101.2083 101.3333 No        
 
Top Steel:
 
  #bars Size Dist. from Top  Area  Start    End   Side Cover 
                  (in)      (in2)  (ft)    (ft)      (in)    
-------------------------------------------------------------
      6    5           2.00 1.860 0.0000 101.3300       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:
 46 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 8.52 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 26.000 in  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in 
 
MID PATTERN (Ycg = 4.35 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 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#6[M19]  60.0  0.88    1.50   0.0000   0.1250 No        
       2 US#6[M19]  60.0  0.88    2.50   0.1250   0.3333 Yes       
       2 US#6[M19]  60.0  0.88    2.50   0.3333   0.5417 No        
       2 US#6[M19]  60.0  0.88    2.50   0.5417   0.7500 Yes       
       2 US#6[M19]  60.0  0.88    4.00   0.7500   1.0833 No        
       2 US#6[M19]  60.0  0.88    4.00   1.0833   1.4167 Yes       
       2 US#6[M19]  60.0  0.88    4.00   1.4167   1.7500 No        
       2 US#6[M19]  60.0  0.88    6.00   1.7500   2.2500 Yes       
       2 US#6[M19]  60.0  0.88    6.00   2.2500   3.7500 Yes       
       2 US#5[M16]  60.0  0.62    8.00   3.7500   4.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00   4.4167  14.9167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  14.9167  28.9167 Yes       
       2 US#5[M16]  60.0  0.62   15.00  28.9167  40.1667 Yes       
       2 US#5[M16]  60.0  0.62   18.00  40.1667  61.1667 Yes       
       2 US#5[M16]  60.0  0.62   15.00  61.1667  72.4167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  72.4167  86.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00  86.4167  96.9167 Yes       
       2 US#5[M16]  60.0  0.62    8.00  96.9167  97.5833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  97.5833  99.0833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  99.0833  99.5833 Yes       
       2 US#6[M19]  60.0  0.88    4.00  99.5833  99.9167 No        
       2 US#6[M19]  60.0  0.88    4.00  99.9167 100.2500 Yes       
       2 US#6[M19]  60.0  0.88    4.00 100.2500 100.5833 No        
       2 US#6[M19]  60.0  0.88    2.50 100.5833 100.7917 Yes       
       2 US#6[M19]  60.0  0.88    2.50 100.7917 101.0000 No        
       2 US#6[M19]  60.0  0.88    2.50 101.0000 101.2083 Yes       
       2 US#6[M19]  60.0  0.88    1.50 101.2083 101.3333 No        
 
Top Steel:
 
  #bars Size Dist. from Top  Area  Start    End   Side Cover 
                  (in)      (in2)  (ft)    (ft)      (in)    
-------------------------------------------------------------
      6    5           2.00 1.860 0.0000 101.3300       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:
 46 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 8.52 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 26.000 in  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in 
 
MID PATTERN (Ycg = 4.35 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 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#6[M19]  60.0  0.88    1.50   0.0000   0.1250 No        
       2 US#6[M19]  60.0  0.88    2.50   0.1250   0.3333 Yes       
       2 US#6[M19]  60.0  0.88    2.50   0.3333   0.5417 No        
       2 US#6[M19]  60.0  0.88    2.50   0.5417   0.7500 Yes       
       2 US#6[M19]  60.0  0.88    4.00   0.7500   1.0833 No        
       2 US#6[M19]  60.0  0.88    4.00   1.0833   1.4167 Yes       
       2 US#6[M19]  60.0  0.88    4.00   1.4167   1.7500 No        
       2 US#6[M19]  60.0  0.88    6.00   1.7500   2.2500 Yes       
       2 US#6[M19]  60.0  0.88    6.00   2.2500   3.7500 Yes       
       2 US#5[M16]  60.0  0.62    8.00   3.7500   4.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00   4.4167  14.9167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  14.9167  28.9167 Yes       
       2 US#5[M16]  60.0  0.62   15.00  28.9167  40.1667 Yes       
       2 US#5[M16]  60.0  0.62   18.00  40.1667  61.1667 Yes       
       2 US#5[M16]  60.0  0.62   15.00  61.1667  72.4167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  72.4167  86.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00  86.4167  96.9167 Yes       
       2 US#5[M16]  60.0  0.62    8.00  96.9167  97.5833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  97.5833  99.0833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  99.0833  99.5833 Yes       
       2 US#6[M19]  60.0  0.88    4.00  99.5833  99.9167 No        
       2 US#6[M19]  60.0  0.88    4.00  99.9167 100.2500 Yes       
       2 US#6[M19]  60.0  0.88    4.00 100.2500 100.5833 No        
       2 US#6[M19]  60.0  0.88    2.50 100.5833 100.7917 Yes       
       2 US#6[M19]  60.0  0.88    2.50 100.7917 101.0000 No        
       2 US#6[M19]  60.0  0.88    2.50 101.0000 101.2083 Yes       
       2 US#6[M19]  60.0  0.88    1.50 101.2083 101.3333 No        
 
Top Steel:
 
  #bars Size Dist. from Top  Area  Start    End   Side Cover 
                  (in)      (in2)  (ft)    (ft)      (in)    
-------------------------------------------------------------
      6    5           2.00 1.860 0.0000 101.3300       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:
 46 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 8.52 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 26.000 in  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in 
 
MID PATTERN (Ycg = 4.35 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 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#6[M19]  60.0  0.88    1.50   0.0000   0.1250 No        
       2 US#6[M19]  60.0  0.88    2.50   0.1250   0.3333 Yes       
       2 US#6[M19]  60.0  0.88    2.50   0.3333   0.5417 No        
       2 US#6[M19]  60.0  0.88    2.50   0.5417   0.7500 Yes       
       2 US#6[M19]  60.0  0.88    4.00   0.7500   1.0833 No        
       2 US#6[M19]  60.0  0.88    4.00   1.0833   1.4167 Yes       
       2 US#6[M19]  60.0  0.88    4.00   1.4167   1.7500 No        
       2 US#6[M19]  60.0  0.88    6.00   1.7500   2.2500 Yes       
       2 US#6[M19]  60.0  0.88    6.00   2.2500   3.7500 Yes       
       2 US#5[M16]  60.0  0.62    8.00   3.7500   4.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00   4.4167  14.9167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  14.9167  28.9167 Yes       
       2 US#5[M16]  60.0  0.62   15.00  28.9167  40.1667 Yes       
       2 US#5[M16]  60.0  0.62   18.00  40.1667  61.1667 Yes       
       2 US#5[M16]  60.0  0.62   15.00  61.1667  72.4167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  72.4167  86.4167 Yes       
       2 US#5[M16]  60.0  0.62    9.00  86.4167  96.9167 Yes       
       2 US#5[M16]  60.0  0.62    8.00  96.9167  97.5833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  97.5833  99.0833 Yes       
       2 US#6[M19]  60.0  0.88    6.00  99.0833  99.5833 Yes       
       2 US#6[M19]  60.0  0.88    4.00  99.5833  99.9167 No        
       2 US#6[M19]  60.0  0.88    4.00  99.9167 100.2500 Yes       
       2 US#6[M19]  60.0  0.88    4.00 100.2500 100.5833 No        
       2 US#6[M19]  60.0  0.88    2.50 100.5833 100.7917 Yes       
       2 US#6[M19]  60.0  0.88    2.50 100.7917 101.0000 No        
       2 US#6[M19]  60.0  0.88    2.50 101.0000 101.2083 Yes       
       2 US#6[M19]  60.0  0.88    1.50 101.2083 101.3333 No        
 
Top Steel:
 
  #bars Size Dist. from Top  Area  Start    End   Side Cover 
                  (in)      (in2)  (ft)    (ft)      (in)    
-------------------------------------------------------------
      6    5           2.00 1.860 0.0000 101.3300       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

