 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/2/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTB90 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 90'-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_f6ad.tmp\BTB90-0_35-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 =     91.333
Bearing-to-bearing, ft =     90.000
Release span      , ft =     91.333
 
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      =      8.500           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5471.070        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      7.500 
Eci ,ksi      =   5249.690
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: 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   90.00   DL of Forms
   1    1    DC Line        0.075   45.00       0.075   90.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   45.00   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   45.00   DL of Haunch
   1    1    DC Trapez      0.863    0.00       0.863   45.00   Wet Deck
   1    1    DW Trapez      0.406   45.00       0.406   90.00   Live Load on Beam
   1    1    DW Line        0.117    0.00       0.117   90.00   Live Load on Walkway
   1    1    DW Point       2.350   43.00      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   45.00      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   49.00      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   51.00      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   45.000
   1    2        0.500   45.000
   1    3        0.500   45.000
   1    4        0.500   45.000
   1    5        0.250   45.000
 
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   0.033*     0.045 NG     
 
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              7.50 ksi 
  Elasticity          5249.7 ksi 
  Max comp              4.88 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.66 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      8.50 ksi    4.00 ksi 
  Elasticity 5471.07 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    5.10 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.82 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    3.40 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    7.50        8.50      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    7.50        8.50      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    7.50        8.50      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    7.50        8.50      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    7.50        8.50      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 38 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 31.97 ft from member end )
 
END PATTERN (Ycg = 8.95 in):
 
  12 @  2.000 in 12 @  4.000 in 6 @  6.000 in 2 @ 26.000 in 
  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in               
 
MID PATTERN (Ycg = 3.89 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 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    3.75  0.1250  0.4377 No        
       2 US#6[M19]  60.0  0.88    3.75  0.4373  0.7500 No        
       2 US#6[M19]  60.0  0.88    6.00  0.7500  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  9.6667 No        
       2 US#5[M16]  60.0  0.62   12.00  9.6667 25.6670 No        
       2 US#5[M16]  60.0  0.62   15.00 25.6670 30.6670 No        
       2 US#5[M16]  60.0  0.62   18.00 30.6670 60.6660 No        
       2 US#5[M16]  60.0  0.62   15.00 60.6660 65.6660 No        
       2 US#5[M16]  60.0  0.62   12.00 65.6660 81.6663 No        
       2 US#5[M16]  60.0  0.62    9.00 81.6663 86.9163 No        
       2 US#6[M19]  60.0  0.88    8.00 86.9163 87.5830 No        
       2 US#6[M19]  60.0  0.88    6.00 87.5830 90.5830 No        
       2 US#6[M19]  60.0  0.88    3.75 90.5830 90.8957 No        
       2 US#6[M19]  60.0  0.88    3.75 90.8953 91.2080 No        
       2 US#6[M19]  60.0  0.88    1.50 91.2080 91.3330 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 91.3330       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:
 38 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 31.97 ft from member end )
 
END PATTERN (Ycg = 8.95 in):
 
  12 @  2.000 in 12 @  4.000 in 6 @  6.000 in 2 @ 26.000 in 
  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in               
 
MID PATTERN (Ycg = 3.89 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 6 @  6.000 in  
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
 38 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 31.97 ft from member end )
 
END PATTERN (Ycg = 8.95 in):
 
  12 @  2.000 in 12 @  4.000 in 6 @  6.000 in 2 @ 26.000 in 
  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in               
 
MID PATTERN (Ycg = 3.89 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 6 @  6.000 in  
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
 38 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 31.97 ft from member end )
 
END PATTERN (Ycg = 8.95 in):
 
  12 @  2.000 in 12 @  4.000 in 6 @  6.000 in 2 @ 26.000 in 
  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in               
 
MID PATTERN (Ycg = 3.89 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 6 @  6.000 in  
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
 38 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 31.97 ft from member end )
 
END PATTERN (Ycg = 8.95 in):
 
  12 @  2.000 in 12 @  4.000 in 6 @  6.000 in 2 @ 26.000 in 
  2 @ 28.000 in  2 @ 30.000 in  2 @ 32.000 in               
 
MID PATTERN (Ycg = 3.89 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 6 @  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   90.00
     DC  Line       0.075     45.00       0.075   90.00
     DC  Trapez     0.052      0.00       0.052   45.00
     DC  Trapez     0.053      0.00       0.053   45.00
     DC  Trapez     0.863      0.00       0.863   45.00
     DW  Trapez     0.406     45.00       0.406   90.00
     DW  Line       0.117      0.00       0.117   90.00
     DW  Point      2.350     43.00      -         -   
     DW  Point      2.350     45.00      -         -   
     DW  Point      2.350     49.00      -         -   
     DW  Point      2.350     51.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    45.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 91.333 ft
Release length = 91.333 ft
Design  length = 90.000 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 = 0.7798

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     8.47    17.60    26.73    35.87    45.00
 
Precast: (At Release, using Ec =  5249.7 ksi )
  Area    , in2    639.8    668.2    658.1    668.2    668.2    668.2    668.2    668.2
  Yb      ,  in    17.03    16.67    16.80    16.61    16.53    16.46    16.42    16.42
  MI(Ixx) , in4   100532   102573   101824   103186   104218   105395   106037   106037
Composite: (At Final, using Ec =  5471.1 ksi )
  Area    , in2    639.4    666.4    656.8    666.4    666.4    666.4    666.4    666.4
  Yb      ,  in    17.04    16.69    16.81    16.64    16.56    16.49    16.45    16.45
  MI(Ixx) , in4   100505   102451   101736   103035   104019   105140   105752   105752

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       7.50  ksi   
  Elasticity         =     5249.7 ksi   
  Max comp           =       4.88 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.66 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       8.50 ksi           4.00 ksi
  Elasticity         =    5471.07 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       5.10 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       3.83 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           =       3.40 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  38 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 31.97 ft from member end )
END PATTERN (Ycg = 8.95 in):
    12 @  2.000 in    12 @  4.000 in     6 @  6.000 in     2 @ 26.000 in
     2 @ 28.000 in     2 @ 30.000 in     2 @ 32.000 in
 
MID PATTERN (Ycg = 3.89 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     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     =    8.25 in2      Initial Pull          =     1616.4 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      6.961 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =      8.702 ft
Holddown Force        =  21.249 kips     Beam Shrtng (PL/AE)   =      0.513 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)       
--------------------------------------------------------------------------------------
      3471.654         740 2569.024     14.839 60099.148   632.789     578.132        
 
 
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       3.75       0.1250      0.4377     No
      2      US#6[M19]       60.00        0.88       3.75       0.4373      0.7500     No
      2      US#6[M19]       60.00        0.88       6.00       0.7500      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      9.6667     No
      2      US#5[M16]       60.00        0.62      12.00       9.6667     25.6670     No
      2      US#5[M16]       60.00        0.62      15.00      25.6670     30.6670     No
      2      US#5[M16]       60.00        0.62      18.00      30.6670     60.6660     No
      2      US#5[M16]       60.00        0.62      15.00      60.6660     65.6660     No
      2      US#5[M16]       60.00        0.62      12.00      65.6660     81.6663     No
      2      US#5[M16]       60.00        0.62       9.00      81.6663     86.9163     No
      2      US#6[M19]       60.00        0.88       8.00      86.9163     87.5830     No
      2      US#6[M19]       60.00        0.88       6.00      87.5830     90.5830     No
      2      US#6[M19]       60.00        0.88       3.75      90.5830     90.8957     No
      2      US#6[M19]       60.00        0.88       3.75      90.8953     91.2080     No
      2      US#6[M19]       60.00        0.88       1.50      91.2080     91.3330     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 91.3330       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 8.2460 in2       Ycg =  3.89 in
         P_init    =     1616.4 kips  Ecc = 13.25 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   5250 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    18.51 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 3.410 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -8.67 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                         7.06 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        15.05 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 18.51 ksi  ( 9.44 %)            15.84 ksi ( 8.08 %)
Total Prestress Losses                                    34.35 ksi (17.52 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 161.7 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    8.47   17.60   26.73   35.87   45.00
Self wt.  : M       0.0    67.3    43.7   227.1   419.2   556.5   638.8   666.2
(Max)       V      29.6    28.1    28.6    24.0    18.0    12.0     6.0     0.0
DL-Prec.  : M       0.0    89.6    58.3   295.8   524.6   659.6   700.8   648.2
DC(Max)     V      39.7    37.1    38.0    30.2    19.9     9.6     0.6    10.9
DL-Prec.  : M       0.0    33.1    21.3   117.0   233.8   340.9   438.2   521.1
DW(Max)     V      14.3    14.0    14.1    13.3    12.3    11.2    10.1     6.7
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     1.1     2.2     3.3     4.5     5.6
(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   190.3   123.5   641.0  1179.8  1560.2  1782.2  1841.1
            V      83.7    79.3    80.9    67.7    50.3    33.0    16.9    17.7
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    83.7    79.3    80.9    67.7    50.3    33.0    16.9    17.7
            M       0.0   190.3   123.5   641.0  1179.8  1560.2  1782.2  1841.1
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    54.13   63.27   72.40   81.53   88.50   87.67   90.00
Self wt.  : M     638.8   556.5   419.2   227.1    43.7    67.3     0.0
(Max)       V       6.0    12.0    18.0    24.0    28.6    28.1    29.6
DL-Prec.  : M     542.2   423.1   291.1   146.1    26.7    41.4     0.0
DC(Max)     V      12.3    13.7    15.2    16.6    17.7    17.5    17.9
DL-Prec.  : M     519.7   451.2   339.0   183.3    35.2    54.3     0.0
DW(Max)     V       5.1     9.9    14.7    19.4    23.1    22.6    23.9
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       4.5     3.3     2.2     1.1     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+   1705.1  1434.1  1051.6   557.6   105.8   163.2     0.0
            V      23.6    35.8    48.0    60.2    69.5    68.4    71.5
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    23.6    35.8    48.0    60.2    69.5    68.4    71.5
            M    1705.1  1434.1  1051.6   557.6   105.8   163.2     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               29.6             29.6
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           39.7             17.9
DL-Prec.(DW)           14.3             23.9
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    8.47   17.60   26.73   35.87   45.00
Self wt.  : M       0.0    67.3    43.7   227.1   419.2   556.5   638.8   666.2
(Max)       V      29.6    28.1    28.6    24.0    18.0    12.0     6.0     0.0
DL-Prec.  : M       0.0    89.6    58.3   295.8   524.6   659.6   700.8   648.2
DC(Max)     V      39.7    37.1    38.0    30.2    19.9     9.6     0.6    10.9
DL-Prec.  : M       0.0    33.1    21.3   117.0   233.8   340.9   438.2   521.1
DW(Max)     V      14.3    14.0    14.1    13.3    12.3    11.2    10.1     6.7
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     1.1     2.2     3.3     4.5     5.6
(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   190.3   123.5   641.0  1179.8  1560.2  1782.2  1841.1
            V      83.7    79.3    80.9    67.7    50.3    33.0    16.9    17.7
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    83.7    79.3    80.9    67.7    50.3    33.0    16.9    17.7
            M       0.0   190.3   123.5   641.0  1179.8  1560.2  1782.2  1841.1
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    54.13   63.27   72.40   81.53   88.50   87.67   90.00
Self wt.  : M     638.8   556.5   419.2   227.1    43.7    67.3     0.0
(Max)       V       6.0    12.0    18.0    24.0    28.6    28.1    29.6
DL-Prec.  : M     542.2   423.1   291.1   146.1    26.7    41.4     0.0
DC(Max)     V      12.3    13.7    15.2    16.6    17.7    17.5    17.9
DL-Prec.  : M     519.7   451.2   339.0   183.3    35.2    54.3     0.0
DW(Max)     V       5.1     9.9    14.7    19.4    23.1    22.6    23.9
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       4.5     3.3     2.2     1.1     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+   1705.1  1434.1  1051.6   557.6   105.8   163.2     0.0
            V      23.6    35.8    48.0    60.2    69.5    68.4    71.5
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    23.6    35.8    48.0    60.2    69.5    68.4    71.5
            M    1705.1  1434.1  1051.6   557.6   105.8   163.2     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    8.47   17.60   26.73   35.87   45.00
Self wt.  : M       0.0    84.1    54.6   283.9   524.1   695.6   798.5   832.8
(Max)       V      37.0    35.1    35.8    30.0    22.5    15.0     7.5     0.0
Self wt.  : M       0.0    60.6    39.3   204.4   377.3   500.8   574.9   599.6
(Min)       V      26.6    25.3    25.8    21.6    16.2    10.8     5.4     0.0
DL-Prec.  : M       0.0   112.0    72.9   369.8   655.7   824.5   875.9   810.2
DC(Max)     V      49.6    46.3    47.5    37.7    24.9    12.1     0.8    13.6
DL-Prec.  : M       0.0    80.6    52.5   266.3   472.1   593.6   630.7   583.3
DC(Min)     V      35.7    33.4    34.2    27.2    17.9     8.7     0.6     9.8
DL-Prec.  : M       0.0    49.6    32.0   175.5   350.7   511.3   657.3   781.6
DW(Max)     V      21.5    21.1    21.2    20.0    18.4    16.8    15.2    10.1
DL-Prec.  : M       0.0    21.5    13.9    76.0   152.0   221.6   284.8   338.7
DW(Min)     V       9.3     9.1     9.2     8.7     8.0     7.3     6.6     4.4
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     1.3     2.8     4.2     5.6     7.0
(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     1.0     2.0     3.0     4.0     5.1
(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   246.1   159.7   830.5  1533.2  2035.5  2337.3  2431.7
            V     108.3   102.7   104.7    87.9    66.0    44.0    23.6    23.8
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   108.3   102.7   104.7    87.9    66.0    44.0    23.6    23.8
            M       0.0   218.0   141.6   731.1  1334.5  1745.8  1964.9  1988.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    54.13   63.27   72.40   81.53   88.50   87.67   90.00
Self wt.  : M     798.5   695.6   524.1   283.9    54.6    84.1     0.0
(Max)       V       7.5    15.0    22.5    30.0    35.8    35.1    37.0
Self wt.  : M     574.9   500.8   377.3   204.4    39.3    60.6     0.0
(Min)       V       5.4    10.8    16.2    21.6    25.8    25.3    26.6
DL-Prec.  : M     677.7   528.9   363.9   182.6    33.4    51.7     0.0
DC(Max)     V      15.4    17.2    19.0    20.7    22.1    21.9    22.4
DL-Prec.  : M     487.9   380.8   262.0   131.5    24.0    37.2     0.0
DC(Min)     V      11.1    12.4    13.7    14.9    15.9    15.8    16.1
DL-Prec.  : M     779.5   676.7   508.5   275.0    52.8    81.4     0.0
DW(Max)     V       7.7    14.8    22.0    29.2    34.6    34.0    35.8
DL-Prec.  : M     337.8   293.3   220.4   119.1    22.9    35.3     0.0
DW(Min)     V       3.3     6.4     9.5    12.6    15.0    14.7    15.5
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       5.6     4.2     2.8     1.3     0.2     0.4     0.0
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       4.0     3.0     2.0     1.0     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+   2261.3  1905.4  1399.2   742.8   141.0   217.6     0.0
            V      30.7    47.2    63.6    80.1    92.7    91.2    95.4
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    30.7    47.2    63.6    80.1    92.7    91.2    95.4
            M    1819.6  1521.9  1111.1   587.0   111.1   171.5     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               37.0             37.0
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           49.6             22.4
DL-Prec.(DW)           21.5             35.8
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 Depress.
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    9.13   18.27   27.40   36.53   45.67   31.97
 
Beam-Self
Precast-top    0.197   0.557   0.984   1.283   1.460   1.521   1.386 
Bottom        -0.170  -0.477  -0.836  -1.080  -1.224  -1.275  -1.164 
 
Prestress
Precast-top   -0.077  -0.348  -0.743  -1.130  -1.319  -1.319  -1.319 
Bottom         4.571   4.790   5.105   5.407   5.552   5.552   5.552 
 
Total
Precast-top    0.120   0.209   0.241   0.153   0.141   0.202   0.067 
Bottom         4.401   4.312   4.269   4.327   4.329   4.278   4.388 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.50 %)
             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    8.47   17.60   26.73   35.87   45.00
 
Prestress
Precast-top    0.005  -0.068  -0.026  -0.304  -0.650  -0.988  -1.154  -1.154
Bottom         0.927   3.999   2.932   4.191   4.467   4.731   4.858   4.858
 
Self wt.
Precast-top   -0.000   0.152   0.099   0.512   0.940   1.238   1.416   1.477
Bottom        -0.000  -0.131  -0.086  -0.439  -0.798  -1.043  -1.187  -1.238
 
DL-Prec (DC)
Precast-top   -0.000   0.203   0.132   0.667   1.176   1.468   1.553   1.436
Bottom        -0.000  -0.175  -0.115  -0.572  -0.999  -1.236  -1.302  -1.204
 
DL-Prec (DW)
Precast-top   -0.000   0.075   0.048   0.264   0.524   0.759   0.971   1.155
Bottom        -0.000  -0.064  -0.042  -0.226  -0.445  -0.639  -0.814  -0.968
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.005   0.007   0.010   0.012
Bottom        -0.000  -0.001  -0.000  -0.002  -0.004  -0.006  -0.008  -0.010
 
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    0.005   0.363   0.253   1.141   1.994   2.483   2.796   2.926 
Bottom         0.927   3.628   2.688   2.952   2.220   1.807   1.547   1.438 
 
Final 2 (P/S + DL)
Precast-top    0.005   0.363   0.253   1.141   1.994   2.483   2.796   2.926 
Bottom         0.927   3.628   2.688   2.952   2.220   1.807   1.547   1.438 
 

 
Span : 1, Beam : 1, SERVICE III
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan Depress.
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    9.13   18.27   27.40   36.53   45.67   31.97
 
Beam-Self
Precast-top    0.197   0.557   0.984   1.283   1.460   1.521   1.386 
Bottom        -0.170  -0.477  -0.836  -1.080  -1.224  -1.275  -1.164 
 
Prestress
Precast-top   -0.077  -0.348  -0.743  -1.130  -1.319  -1.319  -1.319 
Bottom         4.571   4.790   5.105   5.407   5.552   5.552   5.552 
 
Total
Precast-top    0.120   0.209   0.241   0.153   0.141   0.202   0.067 
Bottom         4.401   4.312   4.269   4.327   4.329   4.278   4.388 
 
As_top  , in2  0.000   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   1.860 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.50 %)
             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    8.47   17.60   26.73   35.87   45.00
 
Prestress
Precast-top    0.005  -0.068  -0.026  -0.304  -0.650  -0.988  -1.154  -1.154
Bottom         0.927   3.999   2.932   4.191   4.467   4.731   4.858   4.858
 
Self wt.
Precast-top   -0.000   0.152   0.099   0.512   0.940   1.238   1.416   1.477
Bottom        -0.000  -0.131  -0.086  -0.439  -0.798  -1.043  -1.187  -1.238
 
DL-Prec (DC)
Precast-top   -0.000   0.203   0.132   0.667   1.176   1.468   1.553   1.436
Bottom        -0.000  -0.175  -0.115  -0.572  -0.999  -1.236  -1.302  -1.204
 
DL-Prec (DW)
Precast-top   -0.000   0.075   0.048   0.264   0.524   0.759   0.971   1.155
Bottom        -0.000  -0.064  -0.042  -0.226  -0.445  -0.639  -0.814  -0.968
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.005   0.007   0.010   0.012
Bottom        -0.000  -0.001  -0.000  -0.002  -0.004  -0.006  -0.008  -0.010
 
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    0.005   0.363   0.253   1.141   1.994   2.483   2.796   2.926 
Bottom         0.927   3.628   2.688   2.952   2.220   1.807   1.547   1.438 
 

 
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
    108.3    6.5   32.4    1.236   4.1   4.44e-3 44.5     95.2     0.594    2.816      0.00
      0.0    1.7   31.6     42.0 0.067      21.0 1.11    24.00     0.120    3.659 
Transfer:   3.00
    102.7    6.5   32.4    5.563  18.6  -0.40e-3 27.6      0.0     0.120    1.760      0.00
    218.0   14.9   29.2    189.0 0.059     119.8 6.86    23.33     0.120    3.694 
Critical:   3.10
    102.4    6.5   32.4    5.586  18.6  -0.40e-3 27.6      0.0     0.120    1.760      0.00
    220.2   15.0   29.2    189.0 0.059     119.8 6.86    23.33     0.120    3.703 
0.1L    :   9.13
     87.9    6.5   32.4    6.510  18.6  -0.40e-3 27.6      0.0     0.120    0.827      0.00
    731.1   18.2   29.2    189.0 0.049     119.8 6.86    23.33     0.120    3.777 
0.2L    :  18.27
     66.0    6.5   30.6    7.812  18.6  -0.40e-3 27.6      0.0     0.120    0.620      0.00
   1334.5   18.6   27.6    189.0 0.036     113.2 6.86    22.05     0.120    4.027 
0.3L    :  27.40
     44.0    6.5   31.4    8.246  18.6  -0.40e-3 27.6      0.0     0.120    0.496      0.00
   1745.8   19.0   28.2    189.0 0.019     116.0 6.86    22.60     0.120    5.491 
0.4L    :  36.53
     23.6    6.5   32.1    8.246   0.0  -0.37e-3 27.7      0.0     0.120    0.413      0.00
   1964.9   19.1   28.9    189.0 0.016     114.5 6.62    23.12     0.120    8.689 
0.5L    :  45.67
     23.8    6.5   32.1    8.246   0.0  -0.36e-3 27.7      0.0     0.120    0.413      0.00
   1988.7   19.1   28.9    189.0 0.017     113.9 6.58    23.12     0.120    8.590 
0.6L    :  54.80
     30.7    6.5   32.1    8.246   0.0  -0.39e-3 27.6      0.0     0.120    0.413      0.00
   1819.6   19.1   28.9    189.0 0.021     117.8 6.81    23.12     0.120    6.791 
0.7L    :  63.93
     47.2    6.5   31.4    8.246  18.6  -0.40e-3 27.6      0.0     0.120    0.496      0.00
   1521.9   19.0   28.2    189.0 0.022     116.0 6.86    22.60     0.120    5.122 
0.8L    :  73.07
     63.6    6.5   30.6    7.812  18.6  -0.40e-3 27.6      0.0     0.120    0.620      0.00
   1111.1   18.6   27.6    189.0 0.034     113.2 6.86    22.05     0.120    4.174 
0.9L    :  82.20
     80.1    6.5   32.4    6.510  18.6  -0.40e-3 27.6      0.0     0.120    0.827      0.00
    587.0   18.2   29.2    189.0 0.044     119.8 6.86    23.33     0.120    4.145 
Critical:  88.24
     91.0    6.5   32.4    5.586  18.6  -0.40e-3 27.6      0.0     0.120    1.760      0.00
    174.6   15.0   29.2    189.0 0.051     119.8 6.86    23.33     0.120    4.168 
Transfer:  88.33
     91.2    6.5   32.4    5.563  18.6  -0.40e-3 27.6      0.0     0.120    1.760      0.00
    171.5   14.9   29.2    189.0 0.051     119.8 6.86    23.33     0.120    4.160 
Bearing :  90.67
     95.4    6.5   32.4    1.236   4.1   3.71e-3 42.0     77.8     0.444    2.816      0.00
      0.0    1.7   31.6     42.0 0.058      24.0 1.27    24.00     0.120    4.154 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 1616.38
fs,         ksi =   20.00
h/4,         in =    9.00
Abrst_rqrd, in2 =    3.23

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 8.47 ft
Prestress      :       1.804  1.80      3.248  2.20      3.969
Self Wt.       :      -0.597  1.85     -1.105  2.40     -1.433
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          :       1.207            2.143            2.537
 
At 0.2 x L = 17.60 ft
Prestress      :       3.236  1.80      5.825  2.20      7.119
Self Wt.       :      -1.118  1.85     -2.069  2.40     -2.684
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          :       2.118            3.756            4.435
 
At 0.3 x L = 26.73 ft
Prestress      :       4.251  1.80      7.653  2.20      9.353
Self Wt.       :      -1.514  1.85     -2.801  2.40     -3.634
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          :       2.737            4.852            5.719
 
At 0.4 x L = 35.87 ft
Prestress      :       4.865  1.80      8.758  2.20     10.704
Self Wt.       :      -1.762  1.85     -3.261  2.40     -4.230
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          :       3.103            5.497            6.474
 
At 0.5 x L = 45.00 ft
Prestress      :       5.084  1.80      9.151  2.20     11.184
Self Wt.       :      -1.851  1.85     -3.424  2.40     -4.442
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          :       3.233            5.727            6.742
 
At 0.6 x L = 54.13 ft
Prestress      :       4.865  1.80      8.758  2.20     10.704
Self Wt.       :      -1.762  1.85     -3.261  2.40     -4.230
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          :       3.103            5.497            6.474
 
At 0.7 x L = 63.27 ft
Prestress      :       4.251  1.80      7.653  2.20      9.353
Self Wt.       :      -1.514  1.85     -2.801  2.40     -3.634
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          :       2.737            4.852            5.719
 
At 0.8 x L = 72.40 ft
Prestress      :       3.236  1.80      5.825  2.20      7.119
Self Wt.       :      -1.118  1.85     -2.069  2.40     -2.684
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          :       2.118            3.756            4.435
 
At 0.9 x L = 81.53 ft
Prestress      :       1.804  1.80      3.248  2.20      3.969
Self Wt.       :      -0.597  1.85     -1.105  2.40     -1.433
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          :       1.207            2.143            2.537
 

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
   246.1    27.5  7.046  206.9   23.0  14.93   2091.3  0.001C 0.75       -       -     -     -  
H/2     :   1.50
   159.7    27.4  5.088  231.8   13.8   9.00   2287.3  0.004I 0.95       -       -     -     -  
0.1L    :   8.47
   830.5    28.5  8.246  195.6   28.0  18.23   2295.1  0.001C 0.75   2958.2  1104.5    0.78  2.76 
0.2L    :  17.60
  1533.2    29.9  8.246  197.7   28.6  18.60   2453.3  0.001C 0.75   3160.8  2039.2    0.78  1.60 
0.3L    :  26.73
  2035.5    31.4  8.246  199.8   29.2  18.95   2613.4  0.000C 0.75   3365.6  2707.2    0.78  1.28*
0.4L    :  35.87
  2337.3    32.1  8.246  200.7   29.4  19.12   2694.3  0.000C 0.75   3468.9  3108.7    0.78  1.15*
0.5L    :  45.00
  2431.7    32.1  8.246  200.7   29.4  19.12   2694.3  0.000C 0.75   3468.8  3234.1    0.78  1.11*
0.6L    :  54.13
  2261.3    32.1  8.246  200.7   29.4  19.12   2694.3  0.000C 0.75   3468.2  3007.5    0.78  1.19*
0.7L    :  63.27
  1905.4    31.4  8.246  199.8   29.2  18.95   2613.4  0.000C 0.75   3364.5  2534.2    0.78  1.37 
0.8L    :  72.40
  1399.2    29.9  8.246  197.7   28.6  18.60   2453.3  0.001C 0.75   3159.9  1861.0    0.78  1.75 
0.9L    :  81.53
   742.8    28.5  8.246  195.6   28.0  18.23   2295.1  0.001C 0.75   2957.8   987.9    0.78  3.09 
H/2     :  88.50
   141.0    27.4  5.088  231.8   13.8   9.00   2287.3  0.004I 0.95       -       -     -     -  
Transfer:  87.67
   217.6    27.5  7.046  206.9   23.0  14.93   2091.3  0.001C 0.75       -       -     -     -  

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 1-19; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.090
        M   2.00 Fb     0.160
 
  2   2 E  32.00 Ft     0.427
        M   8.00 Fb     0.106
 
  3   2 E  30.00 Ft     0.732
        M   6.00 Fb     0.080
 
  4   2 E  28.00 Ft     1.005
        M   4.00 Fb     0.082
 
  5   2 E  26.00 Ft     1.245
        M   2.00 Fb     0.112
 
  6   2 E   6.00 Ft     1.202
        M   6.00 Fb     0.386
 
  7   2 E   6.00 Ft     1.158
        M   6.00 Fb     0.661
 
  8   2 E   6.00 Ft     1.114
        M   6.00 Fb     0.936
 
  9   2 E   4.00 Ft     1.038
        M   4.00 Fb     1.238
 
 10   2 E   4.00 Ft     0.963
        M   4.00 Fb     1.541
 
 11   2 E   4.00 Ft     0.887
        M   4.00 Fb     1.843
 
 12   2 E   4.00 Ft     0.811
        M   4.00 Fb     2.146
 
 13   2 E   4.00 Ft     0.735
        M   4.00 Fb     2.448
 
 14   2 E   4.00 Ft     0.660
        M   4.00 Fb     2.750
 
 15   2 E   2.00 Ft     0.552
        M   2.00 Fb     3.080
 
 16   2 E   2.00 Ft     0.444
        M   2.00 Fb     3.410
 
 17   2 E   2.00 Ft     0.336
        M   2.00 Fb     3.740
 
 18   2 E   2.00 Ft     0.228
        M   2.00 Fb     4.070
 
 19   2 E   2.00 Ft     0.120
        M   2.00 Fb     4.401
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTB         
Precast Length, ft: 91.33            Release Length, ft: 91.33
Strand Pattern: Straight/Draped       Depr. Point: 0.35 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  38
No. of strands, Draped:   8           No. of strands, Straight:  30
Concrete Strength, f'ci:   7.5  ksi        f'c:   8.5 ksi  f'ct   4.0 ksi
Initial losses:  9.44 %               Final losses: 17.52 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             4.880       4.401     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200       0.120       Trans
      Precast Top w/ reinf. (tension)      -0.660           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  2694.26     2431.67     Midspan     OK
Note: Check minimum reinforcement criteria
(LRFD Art. 5.6.3.3) in Ultimate Moment detailed report.
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:   5.100   2.926     Midspan    3.830   2.926     Midspan
    Pre.Bot:   5.100   3.628    Transfer    3.830   3.628    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.005     Bearing
    Pre.Bot:  -0.000   0.927     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  45.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       5.084  1.80      9.151  2.20     11.184
Self Wt.       :      -1.851  1.85     -3.424  2.40     -4.442
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          :       3.233            5.727            6.742
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

