 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/2/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTB60 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 60'-0", girder spacing is 9.25 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 from 11 inches at the beam 
                     flange to 10 inches at edge of deck.
                     (3)The haunch thickness for calculating its dead load is 1.5 inches.
                     (4)One steel diaphragm of 0.5 kips is at the center of span.
                     (5)Dead load of forms: 0.010 ksf on the tributary area of the deck width with a 1.50 load 
                     factor. This load is applied to the full span length.
                     (6)Dead load of edge rail and walkway applied at the edge of the deck form: 0.075 klf [IDOT SS 
                     2403.03, L, 4, d.] with a 1.25 load factor. This load is applied to the full span length.
                     (7)Construction live load on walkway: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on a 2-foot wide 
                     walkway with a 1.50 load factor. This load is applied to the full span length.
                     (8)Construction live load on deck: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on the tributary area 
                     of the deck width with a 1.50 load factor. This load is applied from midspan to end of span.
                     (9)Live load of finishing machine located along the edge of the deck form to maximize the 
                     design condition: 9 kips with a 1.50 load factor. The load is placed as 4 individual point 
                     loads of 2.25 kips spacedon 2-foot centers with one of the middle point loads located at the 
                     center of the span.
                     NOTE:
                     The Final Stress limit for tension in the bottom flange for Service III, is set at zero, per 
                     BDM 5.4.1.4.1.3. 
                     It is permissible for the Service III tensile stress to exceed zero at the top flange near the 
                     beam ends, as long as it is within the 0.24?(f?c)0.5 tension limit at release.    
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_36e0.tmp\BTB60-0_40-Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       44.000
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       44.000
Number of spans         =            1
Number of lanes         =            3
Lane width        , ft  =       12.000
Eff Deck thick    , in  =        0.000
Sacrificial thick , in  =        0.000
Haunch thickness  , in  =        0.000
Haunch width      , in  =        0.000
Bridge c/s,MI(Ixx), in4 =    499900.00
 
SPAN DATA
---------
Precast length    , ft =     61.333
Bearing-to-bearing, ft =     60.000
Release span      , ft =     61.333
 
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   8.125
 2               IA-BTB    9.250    631.7    99980.0  36.00  17.14  34.00   9.250
 3               IA-BTB    9.250    631.7    99980.0  36.00  17.14  34.00   9.250
 4               IA-BTB    9.250    631.7    99980.0  36.00  17.14  34.00   9.250
 5               IA-BTB    9.250    631.7    99980.0  36.00  17.14  34.00   8.125
 
 
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      =   4592.230        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 
     Depressed at 0.40L
     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        0.081    0.00       0.081   60.00   DL of Forms
   1    1    DC Line        0.075   30.00       0.075   60.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   30.00   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   30.00   DL of Haunch
   1    1    DC Trapez      0.863    0.00       0.863   30.00   Wet Deck
   1    1    DW Trapez      0.406   30.00       0.406   60.00   Live Load on Beam
   1    1    DW Line        0.117    0.00       0.117   60.00   Live Load on Walkway
   1    1    DW Point       2.350   28.00      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   30.00      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   34.00      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   36.00      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   30.000
   1    2        0.500   30.000
   1    3        0.500   30.000
   1    4        0.500   30.000
   1    5        0.250   30.000
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (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   
  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:  0.01    1.25    0.90    1.50    0.65 
 
 
----------
 
  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    0.049     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: EXCLUDED         
 
STRESS LIMITS (Art. 5.9.2):
---------------------------
STRESS LIMITS AT RELEASE BEFORE LOSSES:
---------------------------------------
 
                     PRECAST     
---------------------------------
  Strength              4.50 ksi 
  Elasticity          4435.3 ksi 
  Max comp              2.93 ksi 
  Max tens             -0.19 ksi 
  Max tens,  w/reinf   -0.51 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      5.00 ksi    4.00 ksi 
  Elasticity 4592.23 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   -0.00 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:
 18 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 24.53 ft from member end )
 
END PATTERN (Ycg = 6.89 in):
 
  8 @  2.000 in 2 @  4.000 in 6 @  6.000 in 2 @ 32.000 in 
 
MID PATTERN (Ycg = 3.56 in):
(A) Draped:
 
  2 @  2.000 in    
 
(B) Straight:
 
  8 @  2.000 in 2 @  4.000 in 6 @  6.000 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    2.75  0.1250  0.3543 No        
       2 US#6[M19]  60.0  0.88    2.75  0.3540  0.5840 No        
       2 US#6[M19]  60.0  0.88    3.50  0.5833  0.8750 No        
       2 US#6[M19]  60.0  0.88    3.50  0.8750  1.1670 No        
       2 US#6[M19]  60.0  0.88    3.50  1.1667  1.4583 No        
       2 US#6[M19]  60.0  0.88    3.50  1.4583  1.7500 No        
       2 US#6[M19]  60.0  0.88    6.00  1.7500  3.7500 No        
       2 US#6[M19]  60.0  0.88    8.00  3.7500  4.4167 No        
       2 US#5[M16]  60.0  0.62    9.00  4.4167 10.4170 No        
       2 US#5[M16]  60.0  0.62   12.00 10.4170 18.4170 No        
       2 US#5[M16]  60.0  0.62   15.00 18.4170 28.4170 No        
       2 US#5[M16]  60.0  0.62   18.00 28.4170 32.9160 No        
       2 US#5[M16]  60.0  0.62   15.00 32.9160 42.9160 No        
       2 US#5[M16]  60.0  0.62   12.00 42.9160 50.9160 No        
       2 US#5[M16]  60.0  0.62    9.00 50.9160 56.9163 No        
       2 US#6[M19]  60.0  0.88    8.00 56.9163 57.5830 No        
       2 US#6[M19]  60.0  0.88    6.00 57.5830 59.5830 No        
       2 US#6[M19]  60.0  0.88    3.50 59.5830 59.8747 No        
       2 US#6[M19]  60.0  0.88    3.50 59.8747 60.1663 No        
       2 US#6[M19]  60.0  0.88    3.50 60.1660 60.4580 No        
       2 US#6[M19]  60.0  0.88    3.50 60.4580 60.7497 No        
       2 US#6[M19]  60.0  0.88    2.75 60.7490 60.9790 No        
       2 US#6[M19]  60.0  0.88    2.75 60.9787 61.2080 No        
       2 US#6[M19]  60.0  0.88    1.50 61.2080 61.3330 No        
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start   End   Side Cover 
                       (in)      (in2)  (ft)    (ft)     (in)    
-----------------------------------------------------------------
      6 US#5[M16]           2.00 1.860 0.0000 60.0000       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:
  8 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 24.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  4 @  2.000 in 4 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
  8 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 24.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  4 @  2.000 in 4 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
  8 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 24.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  4 @  2.000 in 4 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
  8 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 24.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  4 @  2.000 in 4 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-BTB                              Bridge Width       =  44.00 ft
Type      : I-Girder                            Curb-to-curb       =  44.00 ft
Flng width: Top = 34.000 in    Bot = 30.000 in  Beam Spac. Lt./Rt. =   3.50/  9.25 ft
     thick: Top =  3.810 in    Bot =  7.500 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  6.500 in                     Interior/Exterior  =   Exterior
            Bot =  6.500 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  6.500 in                     
Minimum Thickness Criteria, Article 5.12.3.2 checked: OK.
 
TOPPING DATA:
-------------
Effective Deck Thickness   =   0.000 in
Sacrificial Deck Thickness   =   0.000 in
Haunch:
       Thickness =   0.000 in
       Width     =   0.000 in
Effective width  =  97.500 in (Art. 4.6.2.6.1)
 
GENERAL LOAD DATA:
------------------
Dead loads on precast:
---------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
  DC/DW    Type     Mag.1     Loc.1    Mag.2     Loc.2
     DC  Line       0.081      0.00       0.081   60.00
     DC  Line       0.075     30.00       0.075   60.00
     DC  Trapez     0.052      0.00       0.052   30.00
     DC  Trapez     0.053      0.00       0.053   30.00
     DC  Trapez     0.863      0.00       0.863   30.00
     DW  Trapez     0.406     30.00       0.406   60.00
     DW  Line       0.117      0.00       0.117   60.00
     DW  Point      2.350     28.00      -         -   
     DW  Point      2.350     30.00      -         -   
     DW  Point      2.350     34.00      -         -   
     DW  Point      2.350     36.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    30.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 61.333 ft
Release length = 61.333 ft
Design  length = 60.000 ft
 
Kern points:
------------
Upper    =   26.37 in
Lower    =    8.75 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 1.005   (Calculated) (#)
Live Moment (1  lane  loaded)  : 1.005   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 1.005   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 1.005   (Calculated) (#)
(#) Lever rule (C4.6.2.2.1)
The LL distribution computation is using the effective slab depth (ts = 0.00in).
Include sacrificial deck thick in ts:  NO
 
Dead Loads and Pedestrian Load distributed equally to all beams (Art. 4.6.2.2.1)
 
Pedestrian : 0.200   (Calculated)
 
Comp.  DC  : 0.200   (Calculated)
Comp.  DW  : 0.200   (Calculated)
 
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
 

Span: 1, Beam: 1
 
SECTION PROPERTIES:
-------------------
                             PRECAST          COMPOSITE
                             -------          ---------
Area                  =        631.7 in2            631.7 in2#
Total Height          =        36.00 in             36.00 in  
Mom. of Inertia (Ixx) =        99980 in4            99980 in4#
Ht. of c.g.           =        17.14 in             17.14 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        658.0 plf            658.0 plf   
Mom. of Inertia (Iyy) =      35975.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.9290

NOTE: Poisson's ratio may be assumed as 0.2 for lightweight concrete with specified compressive strengths
up to  10.0 ksi and for normal weight concrete with specified compressive strengths up to 15.0 ksi.

Use transformed strand and rebar: Strand Only
 
TRANSFORMED SECTION PROPERTIES:  
                 Bearing    Trans      H/2    0.10L    0.20L    0.30L    0.40L  Midspan
  Location,  ft     0.00     2.33     1.50     5.47    11.60    17.73    23.87    30.00
 
Precast: (At Release, using Ec =  4435.3 ksi )
  Area    , in2    636.4    652.9    647.0    652.9    652.9    652.9    652.9    652.9
  Yb      ,  in    17.06    16.79    16.89    16.78    16.75    16.73    16.70    16.70
  MI(Ixx) , in4   100480   102310   101642   102499   102892   103314   103764   103764
Composite: (At Final, using Ec =  4592.2 ksi )
  Area    , in2    636.2    652.0    646.4    652.0    652.0    652.0    652.0    652.0
  Yb      ,  in    17.07    16.81    16.90    16.79    16.77    16.74    16.72    16.72
  MI(Ixx) , in4   100460   102218   101576   102401   102778   103183   103616   103616

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  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:
  Strength           =       5.00 ksi           4.00 ksi
  Elasticity         =    4592.23 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       3.00 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  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):
  Max comp           =       2.00 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  18 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 24.53 ft from member end )
END PATTERN (Ycg = 6.89 in):
     8 @  2.000 in     2 @  4.000 in     6 @  6.000 in     2 @ 32.000 in
 
MID PATTERN (Ycg = 3.56 in):
(A) Draped:
     2 @  2.000 in
(B) Straight:
     8 @  2.000 in     2 @  4.000 in     6 @  6.000 in
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.0 ksi
Total Strand Area     =    3.91 in2      Initial Pull          =      765.7 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.849 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     11.062 ft
Holddown Force        =   8.624 kips     Beam Shrtng (PL/AE)   =      0.196 in
 
 
Span: 1, Beam: 1
 
ESTIMATED QUANTITIES
 
  Prestressing   Strands               Beam    Concrete  Stirrups  Longitudinal Bars 
   (linear ft) (LB/1000ft)   (LB)   Vol(C.Y.)   Wt(LB)     (LB)           (LB)       
-------------------------------------------------------------------------------------
      1104.502         740 817.332      9.965 40358.480   532.123     379.796        
 
 
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]       60.00        0.88       1.50       0.0000      0.1250     No
      2      US#6[M19]       60.00        0.88       2.75       0.1250      0.3543     No
      2      US#6[M19]       60.00        0.88       2.75       0.3540      0.5840     No
      2      US#6[M19]       60.00        0.88       3.50       0.5833      0.8750     No
      2      US#6[M19]       60.00        0.88       3.50       0.8750      1.1670     No
      2      US#6[M19]       60.00        0.88       3.50       1.1667      1.4583     No
      2      US#6[M19]       60.00        0.88       3.50       1.4583      1.7500     No
      2      US#6[M19]       60.00        0.88       6.00       1.7500      3.7500     No
      2      US#6[M19]       60.00        0.88       8.00       3.7500      4.4167     No
      2      US#5[M16]       60.00        0.62       9.00       4.4167     10.4170     No
      2      US#5[M16]       60.00        0.62      12.00      10.4170     18.4170     No
      2      US#5[M16]       60.00        0.62      15.00      18.4170     28.4170     No
      2      US#5[M16]       60.00        0.62      18.00      28.4170     32.9160     No
      2      US#5[M16]       60.00        0.62      15.00      32.9160     42.9160     No
      2      US#5[M16]       60.00        0.62      12.00      42.9160     50.9160     No
      2      US#5[M16]       60.00        0.62       9.00      50.9160     56.9163     No
      2      US#6[M19]       60.00        0.88       8.00      56.9163     57.5830     No
      2      US#6[M19]       60.00        0.88       6.00      57.5830     59.5830     No
      2      US#6[M19]       60.00        0.88       3.50      59.5830     59.8747     No
      2      US#6[M19]       60.00        0.88       3.50      59.8747     60.1663     No
      2      US#6[M19]       60.00        0.88       3.50      60.1660     60.4580     No
      2      US#6[M19]       60.00        0.88       3.50      60.4580     60.7497     No
      2      US#6[M19]       60.00        0.88       2.75      60.7490     60.9790     No
      2      US#6[M19]       60.00        0.88       2.75      60.9787     61.2080     No
      2      US#6[M19]       60.00        0.88       1.50      61.2080     61.3330     No
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start   End   Side Cover 
                       (in)      (in2)  (ft)    (ft)     (in)    
-----------------------------------------------------------------
      6 US#5[M16]           2.00 1.860 0.0000 60.0000       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 3.9060 in2       Ycg =  3.56 in
         P_init    =      765.7 kips  Ecc = 13.58 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4435 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    11.88 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.848 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -5.31 ksi    0.00 ksi
    due to Composite Loads                                 -0.00 ksi    0.00 ksi
    due to Live Loads                                      -0.00 ksi    0.00 ksi
 
Time Dependent Losses (Approximate Method (Art.5.9.3.3))
                            Initial                            Final
 
Steel relaxation           0.00 ksi                         2.40 ksi (Eq 5.9.3.3-1)
Concrete shrinkage         0.00 ksi                        10.91 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        11.02 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 11.88 ksi  ( 6.06 %)            19.02 ksi ( 9.70 %)
Total Prestress Losses                                    30.90 ksi (15.76 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 165.1 ksi < 0.80 fpy, OK 
 
 
** Since the transformed section properties option has been selected, even though ES losses
have been calculated explicitly here, they are not included as a part of stress calculations.
Please see theory section for complete explanation.
 
---------------------------------------------------------------------------------------

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    1.50    5.47   11.60   17.73   23.87   30.00
Self wt.  : M       0.0    44.3    28.9    98.1   184.7   246.6   283.7   296.1
(Max)       V      19.7    18.2    18.8    16.1    12.1     8.1     4.0     0.0
DL-Prec.  : M       0.0    58.7    38.4   127.9   231.4   292.6   311.5   288.1
DC(Max)     V      26.5    23.8    24.8    20.3    13.4     6.5     0.4     7.3
DL-Prec.  : M       0.0    25.2    16.3    58.0   119.0   175.5   227.7   270.8
DW(Max)     V      10.9    10.7    10.8    10.3     9.6     8.9     8.1     2.7
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.3     0.2     0.7     1.5     2.2     3.0     3.7
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   128.5    83.8   284.7   536.5   716.9   825.9   858.7
            V      57.3    52.8    54.4    46.9    35.2    23.6    12.7    10.1
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    57.3    52.8    54.4    46.9    35.2    23.6    12.7    10.1
            M       0.0   128.5    83.8   284.7   536.5   716.9   825.9   858.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    36.13   42.27   48.40   54.53   58.50   57.67   60.00
Self wt.  : M     283.7   246.6   184.7    98.1    28.9    44.3     0.0
(Max)       V       4.0     8.1    12.1    16.1    18.8    18.2    19.7
DL-Prec.  : M     240.6   187.2   128.0    63.0    17.7    27.4     0.0
DC(Max)     V       8.2     9.2    10.1    11.1    11.7    11.6    11.9
DL-Prec.  : M     272.4   230.8   169.6    88.7    25.9    39.8     0.0
DW(Max)     V       5.2     8.4    11.6    14.8    16.9    16.4    17.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       3.0     2.2     1.5     0.7     0.2     0.3     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    799.7   666.9   483.8   250.4    72.7   111.8     0.0
            V      17.6    25.8    34.0    42.1    47.5    46.3    49.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    17.6    25.8    34.0    42.1    47.5    46.3    49.5
            M     799.7   666.9   483.8   250.4    72.7   111.8     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               19.7             19.7
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           26.5             11.9
DL-Prec.(DW)           10.9             17.6
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    1.50    5.47   11.60   17.73   23.87   30.00
Self wt.  : M       0.0    44.3    28.9    98.1   184.7   246.6   283.7   296.1
(Max)       V      19.7    18.2    18.8    16.1    12.1     8.1     4.0     0.0
DL-Prec.  : M       0.0    58.7    38.4   127.9   231.4   292.6   311.5   288.1
DC(Max)     V      26.5    23.8    24.8    20.3    13.4     6.5     0.4     7.3
DL-Prec.  : M       0.0    25.2    16.3    58.0   119.0   175.5   227.7   270.8
DW(Max)     V      10.9    10.7    10.8    10.3     9.6     8.9     8.1     2.7
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.3     0.2     0.7     1.5     2.2     3.0     3.7
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   128.5    83.8   284.7   536.5   716.9   825.9   858.7
            V      57.3    52.8    54.4    46.9    35.2    23.6    12.7    10.1
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    57.3    52.8    54.4    46.9    35.2    23.6    12.7    10.1
            M       0.0   128.5    83.8   284.7   536.5   716.9   825.9   858.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    36.13   42.27   48.40   54.53   58.50   57.67   60.00
Self wt.  : M     283.7   246.6   184.7    98.1    28.9    44.3     0.0
(Max)       V       4.0     8.1    12.1    16.1    18.8    18.2    19.7
DL-Prec.  : M     240.6   187.2   128.0    63.0    17.7    27.4     0.0
DC(Max)     V       8.2     9.2    10.1    11.1    11.7    11.6    11.9
DL-Prec.  : M     272.4   230.8   169.6    88.7    25.9    39.8     0.0
DW(Max)     V       5.2     8.4    11.6    14.8    16.9    16.4    17.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       3.0     2.2     1.5     0.7     0.2     0.3     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    799.7   666.9   483.8   250.4    72.7   111.8     0.0
            V      17.6    25.8    34.0    42.1    47.5    46.3    49.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    17.6    25.8    34.0    42.1    47.5    46.3    49.5
            M     799.7   666.9   483.8   250.4    72.7   111.8     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    1.50    5.47   11.60   17.73   23.87   30.00
Self wt.  : M       0.0    55.3    36.1   122.6   230.9   308.3   354.7   370.1
(Max)       V      24.7    22.8    23.4    20.2    15.1    10.1     5.0     0.0
Self wt.  : M       0.0    39.8    26.0    88.3   166.2   221.9   255.4   266.5
(Min)       V      17.8    16.4    16.9    14.5    10.9     7.3     3.6     0.0
DL-Prec.  : M       0.0    73.4    48.0   159.9   289.2   365.7   389.3   360.1
DC(Max)     V      33.1    29.8    31.0    25.4    16.8     8.2     0.5     9.1
DL-Prec.  : M       0.0    52.8    34.6   115.1   208.2   263.3   280.3   259.3
DC(Min)     V      23.8    21.5    22.3    18.3    12.1     5.9     0.3     6.5
DL-Prec.  : M       0.0    37.8    24.4    87.0   178.5   263.3   341.5   406.1
DW(Max)     V      16.4    16.0    16.1    15.4    14.4    13.3    12.2     4.1
DL-Prec.  : M       0.0    16.4    10.6    37.7    77.3   114.1   148.0   176.0
DW(Min)     V       7.1     6.9     7.0     6.7     6.2     5.8     5.3     1.8
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.4     0.2     0.9     1.8     2.8     3.7     4.7
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       0.0     0.3     0.2     0.6     1.3     2.0     2.7     3.4
(Min)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   166.9   108.8   370.4   700.4   940.0  1089.3  1141.1
            V      74.3    68.7    70.7    61.2    46.4    31.7    17.9    13.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    74.3    68.7    70.7    61.2    46.4    31.7    17.9    13.3
            M       0.0   145.5    94.9   321.0   599.3   790.8   895.7   910.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    36.13   42.27   48.40   54.53   58.50   57.67   60.00
Self wt.  : M     354.7   308.3   230.9   122.6    36.1    55.3     0.0
(Max)       V       5.0    10.1    15.1    20.2    23.4    22.8    24.7
Self wt.  : M     255.4   221.9   166.2    88.3    26.0    39.8     0.0
(Min)       V       3.6     7.3    10.9    14.5    16.9    16.4    17.8
DL-Prec.  : M     300.7   234.1   160.0    78.7    22.2    34.3     0.0
DC(Max)     V      10.3    11.5    12.7    13.9    14.6    14.5    14.9
DL-Prec.  : M     216.5   168.5   115.2    56.7    16.0    24.7     0.0
DC(Min)     V       7.4     8.3     9.1    10.0    10.5    10.4    10.7
DL-Prec.  : M     408.5   346.2   254.3   133.0    38.8    59.6     0.0
DW(Max)     V       7.8    12.6    17.4    22.2    25.3    24.6    26.5
DL-Prec.  : M     177.0   150.0   110.2    57.6    16.8    25.8     0.0
DW(Min)     V       3.4     5.4     7.5     9.6    11.0    10.7    11.5
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       3.7     2.8     1.8     0.9     0.2     0.4     0.0
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       2.7     2.0     1.3     0.6     0.2     0.3     0.0
(Min)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+   1067.7   891.3   647.1   335.2    97.3   149.7     0.0
            V      23.2    34.3    45.3    56.4    63.5    62.0    66.2
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    23.2    34.3    45.3    56.4    63.5    62.0    66.2
            M     836.2   695.1   503.0   259.8    75.3   115.9     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               24.7             24.7
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           33.1             14.9
DL-Prec.(DW)           16.4             26.5
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    6.13   12.27   18.40   24.53   30.67
 
Beam-Self
Precast-top    0.130   0.251   0.445   0.582   0.663   0.691 
Bottom        -0.113  -0.219  -0.387  -0.505  -0.574  -0.598 
 
Prestress
Precast-top   -0.310  -0.367  -0.479  -0.590  -0.699  -0.699 
Bottom         2.469   2.517   2.610   2.702   2.792   2.792 
 
Total
Precast-top   -0.180  -0.116  -0.034  -0.008  -0.036  -0.009 
Bottom         2.355   2.298   2.223   2.197   2.219   2.195 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.41 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.33    1.50    5.47   11.60   17.73   23.87   30.00
 
Prestress
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Self wt.
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Prec (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Prec (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Diaphragm
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000 
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000 
 
Final 2 (P/S + DL)
Precast-top   -0.054   0.018   0.000   0.319   0.785   1.089   1.231   1.304 
Bottom         0.494   1.909   1.410   1.645   1.238   0.974   0.851   0.787 
 

 
Span : 1, Beam : 1, SERVICE III
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    6.13   12.27   18.40   24.53   30.67
 
Beam-Self
Precast-top    0.130   0.251   0.445   0.582   0.663   0.691 
Bottom        -0.113  -0.219  -0.387  -0.505  -0.574  -0.598 
 
Prestress
Precast-top   -0.310  -0.367  -0.479  -0.590  -0.699  -0.699 
Bottom         2.469   2.517   2.610   2.702   2.792   2.792 
 
Total
Precast-top   -0.180  -0.116  -0.034  -0.008  -0.036  -0.009 
Bottom         2.355   2.298   2.223   2.197   2.219   2.195 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  1.860   1.860   1.860   1.860   1.860   1.860 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.41 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.33    1.50    5.47   11.60   17.73   23.87   30.00
 
Prestress
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Self wt.
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Prec (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Prec (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Diaphragm
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000 
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000 
 

 
VERTICAL SHEAR (Art. 5.8) - Span : 1, Beam : 1,  STRENGTH I
Using General Beta Theta Equation procedure - Art.5.7.3.4
Location (ft)
     Vu      bv    de     Aps      Vp    eps_x  Theta  Vs-reqd    Av/s    Av-prvd   Al_reqd
   (kips)   (in)  (in)   (in2)   (kips)                 (kips)  (in2/ft)  (in2/ft)   (in2)

    Mcor     a     dv      fpo   vu/fc   Vc-com  Beta  Max.spc.  min.Av/s  pVn/Vu       
    (kft)   (in)  (in)    (ksi)          (kips)          (in)    (in2/ft)             
*******************************************************************************************
Bearing :   0.67
     74.3    6.5   32.3    0.590   1.7   6.00e-3 50.0     68.2     0.514    3.017      0.00
      0.0    1.2   31.6     42.0 0.079      12.7 0.87    24.00     0.092    3.134 
Transfer:   3.00
     68.7    6.5   32.3    2.654   7.6  -0.25e-3 28.1      0.0     0.092    1.760      0.00
    145.5    9.7   29.0    189.0 0.073      78.7 5.90    23.22     0.092    3.188 
Critical:   3.09
     68.3    6.5   32.3    2.680   7.6  -0.25e-3 28.1      0.0     0.092    1.760      0.00
    153.2    9.9   29.0    189.0 0.072      78.6 5.89    23.22     0.092    3.209 
0.1L    :   6.13
     61.2    6.5   32.3    3.092   7.6  -0.26e-3 28.1      0.0     0.092    0.827      0.00
    321.0   12.8   29.0    189.0 0.064      79.4 5.96    23.22     0.092    3.580 
0.2L    :  12.27
     46.4    6.5   30.8    3.906   7.6  -0.28e-3 28.0      0.0     0.092    0.620      0.00
    599.3   15.4   27.7    189.0 0.049      77.4 6.08    22.16     0.092    4.508 
0.3L    :  18.40
     31.7    6.5   31.6    3.906   7.6  -0.24e-3 28.1      0.0     0.092    0.620      0.00
    790.8   15.5   28.4    189.0 0.030      76.8 5.87    22.76     0.092    6.777 
0.4L    :  24.53
     17.9    6.5   32.4    3.906   0.0  -0.23e-3 28.2      0.0     0.092    0.496      0.00
    895.7   15.6   29.2    189.0 0.021      77.5 5.78    23.36     0.092   10.696 
0.5L    :  30.67
     13.3    6.5   32.4    3.906   0.0  -0.22e-3 28.2      0.0     0.092    0.413      0.00
    910.9   15.6   29.2    189.0 0.016      77.4 5.77    23.36     0.092   12.820 
0.6L    :  36.80
     23.2    6.5   32.4    3.906   0.0  -0.24e-3 28.2      0.0     0.092    0.496      0.00
    836.2   15.6   29.2    189.0 0.027      78.4 5.84    23.36     0.092    8.274 
0.7L    :  42.93
     34.3    6.5   31.6    3.906   7.6  -0.27e-3 28.1      0.0     0.092    0.620      0.00
    695.1   15.5   28.4    189.0 0.033      78.5 6.01    22.76     0.092    6.266 
0.8L    :  49.07
     45.3    6.5   30.8    3.906   7.6  -0.31e-3 27.9      0.0     0.092    0.620      0.00
    503.0   15.4   27.7    189.0 0.048      79.5 6.25    22.16     0.092    4.618 
0.9L    :  55.20
     56.4    6.5   32.3    3.092   7.6  -0.28e-3 28.0      0.0     0.092    0.827      0.00
    259.8   12.8   29.0    189.0 0.058      80.9 6.07    23.22     0.092    3.885 
Critical:  58.25
     61.7    6.5   32.3    2.680   7.6  -0.26e-3 28.1      0.0     0.092    1.760      0.00
    122.9    9.9   29.0    189.0 0.065      79.6 5.97    23.22     0.092    3.551 
Transfer:  58.33
     62.0    6.5   32.3    2.654   7.6  -0.26e-3 28.1      0.0     0.092    1.760      0.00
    115.9    9.7   29.0    189.0 0.065      79.3 5.95    23.22     0.092    3.531 
Bearing :  60.67
     66.2    6.5   32.3    0.590   1.7   6.00e-3 50.0     59.2     0.446    3.017      0.00
      0.0    1.2   31.6     42.0 0.070      12.7 0.87    24.00     0.092    3.516 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  765.65
fs,         ksi =   20.00
h/4,         in =    9.00
Abrst_rqrd, in2 =    1.53

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 5.47 ft
Prestress      :       0.491  1.80      0.884  2.20      1.081
Self Wt.       :      -0.145  1.85     -0.268  2.40     -0.347
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.346            0.616            0.733
 
At 0.2 x L = 11.60 ft
Prestress      :       0.883  1.80      1.590  2.20      1.943
Self Wt.       :      -0.273  1.85     -0.504  2.40     -0.654
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.611            1.086            1.289
 
At 0.3 x L = 17.73 ft
Prestress      :       1.167  1.80      2.100  2.20      2.567
Self Wt.       :      -0.372  1.85     -0.688  2.40     -0.892
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.795            1.412            1.675
 
At 0.4 x L = 23.87 ft
Prestress      :       1.336  1.80      2.404  2.20      2.938
Self Wt.       :      -0.434  1.85     -0.802  2.40     -1.040
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.902            1.602            1.898
 
At 0.5 x L = 30.00 ft
Prestress      :       1.395  1.80      2.511  2.20      3.068
Self Wt.       :      -0.455  1.85     -0.842  2.40     -1.093
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.940            1.668            1.976
 
At 0.6 x L = 36.13 ft
Prestress      :       1.336  1.80      2.404  2.20      2.938
Self Wt.       :      -0.434  1.85     -0.802  2.40     -1.040
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.902            1.602            1.898
 
At 0.7 x L = 42.27 ft
Prestress      :       1.167  1.80      2.100  2.20      2.567
Self Wt.       :      -0.372  1.85     -0.688  2.40     -0.892
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.795            1.412            1.675
 
At 0.8 x L = 48.40 ft
Prestress      :       0.883  1.80      1.590  2.20      1.943
Self Wt.       :      -0.273  1.85     -0.504  2.40     -0.654
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.611            1.086            1.289
 
At 0.9 x L = 54.53 ft
Prestress      :       0.491  1.80      0.884  2.20      1.081
Self Wt.       :      -0.145  1.85     -0.268  2.40     -0.347
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.346            0.616            0.733
 

ULTIMATE - Span : 1, Beam : 1,  STRENGTH I
(Mr-prvd computed by AASHTO equations, Art. 5.7.3.2/5.7.3.3)
 

Location (ft)
    Mu       dp    Aps    fps     c      a    Mr-prvd eps_t   Phi   Mcr    min Mr  Crkg  Mu-p/r
   k.ft      in    in2    ksi     in     in    k.ft                 k.ft    k.ft   Ratio Ratio
**********************************************************************************************
Transfer:   2.33
   166.9    29.5  2.985  239.0   12.1   9.71   1576.2  0.005T 1.00       -       -     -     -  
H/2     :   1.50
   108.8    29.4  2.156  257.3    4.9   3.96   1270.6  0.018T 1.00       -       -     -     -  
0.1L    :   5.47
   370.4    29.9  3.478  229.8   15.9  12.81   1503.3  0.003I 0.87       -       -     -     -  
0.2L    :  11.60
   700.4    30.8  3.906  222.9   19.2  15.40   1468.1  0.002I 0.78    439.4   439.4    3.34    -  
0.3L    :  17.73
   940.0    31.6  3.906  223.8   19.3  15.53   1511.7  0.002I 0.77    442.2   442.2    3.42    -  
0.4L    :  23.87
  1089.3    32.4  3.906  224.6   19.5  15.64   1555.5  0.002I 0.77    445.0   445.0    3.50    -  
0.5L    :  30.00
  1141.1    32.4  3.906  224.6   19.5  15.64   1555.5  0.002I 0.77    445.0   445.0    3.50    -  
0.6L    :  36.13
  1067.7    32.4  3.906  224.6   19.5  15.64   1555.5  0.002I 0.77    444.8   444.8    3.50    -  
0.7L    :  42.27
   891.3    31.6  3.906  223.8   19.3  15.53   1511.7  0.002I 0.77    442.0   442.0    3.42    -  
0.8L    :  48.40
   647.1    30.8  3.906  222.9   19.2  15.40   1468.1  0.002I 0.78    439.2   439.2    3.34    -  
0.9L    :  54.53
   335.2    29.9  3.478  229.8   15.9  12.81   1503.3  0.003I 0.87       -       -     -     -  
H/2     :  58.50
    97.3    29.4  2.156  257.3    4.9   3.96   1270.6  0.018T 1.00       -       -     -     -  
Transfer:  57.67
   149.7    29.5  2.985  239.0   12.1   9.71   1576.2  0.005T 1.00       -       -     -     -  

Legend: C = Compression-Controlled (0 < eps_t < 0.0020)
        I = In-Transition (0.0020 <= eps_t < 0.0050)
        T = Tension-Controlled (eps_t <= 0 or eps_t >= 0.0050)

Note  : fr used for calculating Mcr is computed using AASHTO method (Art.5.4.2.6.)

Consider Bottom Tension Steel Contribution : NO

 
 
DETENSIONING ( Span : 1, Beam : 1; Groups 1-9; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.024
        M   2.00 Fb     0.223
 
  2   2 E  32.00 Ft     0.338
        M   2.00 Fb     0.193
 
  3   2 E   6.00 Ft     0.296
        M   6.00 Fb     0.474
 
  4   2 E   6.00 Ft     0.254
        M   6.00 Fb     0.755
 
  5   2 E   6.00 Ft     0.212
        M   6.00 Fb     1.036
 
  6   2 E   4.00 Ft     0.138
        M   4.00 Fb     1.345
 
  7   2 E   2.00 Ft     0.032
        M   2.00 Fb     1.681
 
  8   2 E   2.00 Ft    -0.074
        M   2.00 Fb     2.018
 
  9   2 E   2.00 Ft    -0.180
        M   2.00 Fb     2.355
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTB         
Precast Length, ft: 61.33            Release Length, ft: 61.33
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  18
No. of strands, Draped:   2           No. of strands, Straight:  16
Concrete Strength, f'ci:   4.5  ksi        f'c:   5.0 ksi  f'ct   4.0 ksi
Initial losses:  6.06 %               Final losses: 15.76 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.920       2.355     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.180       Trans
      Precast Top w/ reinf. (tension)      -0.510           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  1576.15     1141.06     Midspan     OK
Debonding Limits (Art. 5.9.4.3.3)         Allowable    Computed              Status
      Max. Debond per Row                   0.00 %       0.00 %               OK
      Max. Debond Total                     0.00 %       0.00 %               OK
 
                       Final 1                     Final 2                     Final 3
Specification  Allow.  Comp.      Loc.     Allow.   Comp.      Loc.     Allow.   Comp.      Loc.
-------------  -----------------------     -------------------------     ------------------------
Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.2.3.2)
  Service I Limit State - Compressive Stresses Only
    Pre.Top:   3.000  -0.000     Bearing    2.250   1.304     Midspan
    Pre.Bot:   3.000  -0.000     Bearing    2.250   1.909    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.000     Bearing
    Pre.Bot:  -0.000  -0.000     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  30.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       1.395  1.80      2.511  2.20      3.068
Self Wt.       :      -0.455  1.85     -0.842  2.40     -1.093
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.940            1.668            1.976
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

