 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : A55 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 55'-0", girder spacing is 7.5 feet, and deck overhang width is 3 feet 
                     and 1 inch.
                     (2)The structural depth of the deck and sacrificial wearing surface are assumed to 7.75 and 
                     0.75 inches, respectively. The thickness of the overhang tapers from 11 inches at the beam 
                     flange to 10 inches at edge of deck.
                     (3)The structural haunch thickness is 0.5 inches and the haunch thickness for calculating its 
                     dead load is 1.0 inches.
                     (4)One steel diaphragm of 0.285 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_7301.tmp\A55-0_35-Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       36.333
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       36.333
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 =    170410.00
 
SPAN DATA
---------
Precast length    , ft =     56.000
Bearing-to-bearing, ft =     55.000
Release span      , ft =     56.000
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1             IA-Std-A    3.167    311.5    34082.0  32.00  14.05  13.00   6.917
 2             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 3             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 4             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 5             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   6.916
 
 
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      =      7.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5131.520        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      6.000 
Eci ,ksi      =   4877.010
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 Trapez      0.064    0.00       0.064   27.50   Additional Wet Deck Overhang
   1    1    DC Line        0.068    0.00       0.068   55.00   Forms
   1    1    DC Line        0.075    0.00       0.075   55.00   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   27.50   Wet Deck
   1    1    DC Trapez      0.014    0.00       0.014   27.50   Haunch
   1    1    DW Trapez      0.342   27.50       0.342   55.00   LL on Beam
   1    1    DW Line        0.117   27.50       0.117   55.00   LL on Walkway
   1    1    DW Point       2.350   25.50      -         -      Screed machine load 1
   1    1    DW Point       2.350   27.50      -         -      Screed machine load 2
   1    1    DW Point       2.350   31.50      -         -      Screed machine load 3
   1    1    DW Point       2.350   33.50      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   27.500
   1    2        0.285   27.500
   1    3        0.285   27.500
   1    4        0.285   27.500
   1    5        0.143   27.500
 
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:  1.75    1.25    0.90    1.50    0.65 
 
 
----------
 
  Ductility Factor:  1.00 
  Redundancy Factor: 1.00 
  Importance Factor: 1.00 
 
----------------------------------------------------------------------------------------------------


PROJECT PARAMETERS DATA:
------------------------
MULTIPLIERS:
------------
 
  Trans len mult: Bonded   = 1.00 
                  Debonded = 1.00 
  Dev len mult:   Bonded   = 1.60 
                  Debonded = 2.00 
 
Camber & Deflection Multiplier (PCI ref.)
-----------------------------------------
 
                 Erection Final 
--------------------------------
  Prestress:         1.80  2.45 
  Self. Wt:          1.85  2.70 
  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              6.00 ksi 
  Elasticity          4877.0 ksi 
  Max comp              3.90 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.59 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      7.00 ksi    4.00 ksi 
  Elasticity 5131.52 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.20 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.15 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    2.80 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    6.00        7.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    6.00        7.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 13 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 19.60 ft from member end )
 
END PATTERN (Ycg = 8.38 in):
 
  6 @  2.000 in 4 @  4.000 in 1 @ 25.000 in 1 @ 27.000 in 
  1 @ 29.000 in                                           
 
MID PATTERN (Ycg = 3.08 in):
(A) Draped:
 
  1 @  2.000 in 1 @  4.000 in 1 @  6.000 in  
 
(B) Straight:
 
  6 @  2.000 in 4 @  4.000 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#4[M13]  60.0  0.40    9.00  0.1460  3.8960 Yes       
       2 US#4[M13]  60.0  0.40    4.50  0.5420  1.6670 No        
       2 US#5[M16]  60.0  0.62    9.00  0.5200  1.2700 No        
       2 US#5[M16]  60.0  0.62    9.00  1.2700  3.5210 No        
       2 US#5[M16]  60.0  0.62   10.50  3.5210  4.3960 No        
       2 US#4[M13]  60.0  0.40   12.00  3.8960  4.8960 Yes       
       2 US#5[M16]  60.0  0.62   12.50  4.3960  5.4380 No        
       2 US#5[M16]  60.0  0.62   13.00  5.4380  6.5400 No        
       2 US#5[M16]  60.0  0.62   13.13  6.5400  7.6499 No        
       2 US#5[M16]  60.0  0.62   13.62  7.6499  8.7900 No        
       2 US#5[M16]  60.0  0.62   14.00  8.7900 23.9170 No        
       2 US#4[M13]  60.0  0.40   13.00  4.8960  7.0699 Yes       
       2 US#4[M13]  60.0  0.40   13.25  7.0699  8.1801 Yes       
       2 US#4[M13]  60.0  0.40   14.00  8.1801 47.8199 Yes       
       2 US#4[M13]  60.0  0.40   13.25 47.8199 48.9301 Yes       
       2 US#4[M13]  60.0  0.40   13.00 48.9301 51.1040 Yes       
       2 US#5[M16]  60.0  0.62   14.00 32.0830 47.2100 No        
       2 US#5[M16]  60.0  0.62   13.62 47.2100 48.3501 No        
       2 US#5[M16]  60.0  0.62   13.13 48.3501 49.4600 No        
       2 US#5[M16]  60.0  0.62   13.00 49.4600 50.5620 No        
       2 US#5[M16]  60.0  0.62   12.50 50.5620 51.6040 No        
       2 US#4[M13]  60.0  0.40   12.00 51.1040 52.1040 Yes       
       2 US#5[M16]  60.0  0.62   10.50 51.6040 52.4790 No        
       2 US#4[M13]  60.0  0.40    9.00 52.1040 55.8540 Yes       
       2 US#5[M16]  60.0  0.62    9.00 52.4790 54.7300 No        
       2 US#5[M16]  60.0  0.62    9.00 54.7300 55.4800 No        
       2 US#4[M13]  60.0  0.40    4.50 54.3330 55.4580 No        
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#5[M16]           2.00 0.620  0.0000 56.0000       2.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 52.0000 56.0000       6.50 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:2
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-Std-A                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 13.000 in    Bot = 17.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  4.000 in    Bot =  5.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  6.000 in                     Interior/Exterior  =   Exterior
            Bot =  6.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  6.000 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  =  83.004 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  Trapez     0.064      0.00       0.064   27.50
     DC  Line       0.068      0.00       0.068   55.00
     DC  Line       0.075      0.00       0.075   55.00
     DC  Trapez     0.726      0.00       0.726   27.50
     DC  Trapez     0.014      0.00       0.014   27.50
     DW  Trapez     0.342     27.50       0.342   55.00
     DW  Line       0.117     27.50       0.117   55.00
     DW  Point      2.350     25.50      -         -   
     DW  Point      2.350     27.50      -         -   
     DW  Point      2.350     31.50      -         -   
     DW  Point      2.350     33.50      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    27.50 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 56.000 ft
Release length = 56.000 ft
Design  length = 55.000 ft
 
Kern points:
------------
Upper    =   21.84 in
Lower    =    7.95 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Moment (1  lane  loaded)  : 0.907   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 0.907   (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                  =        311.5 in2            311.5 in2#
Total Height          =        32.00 in             32.00 in  
Mom. of Inertia (Ixx) =        34082 in4            34082 in4#
Ht. of c.g.           =        14.05 in             14.05 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        324.5 plf            324.5 plf   
Mom. of Inertia (Iyy) =       4083.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.8314

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     2.50     1.33     5.10    10.70    16.30    21.90    27.50
 
Precast: (At Release, using Ec =  4877.0 ksi )
  Area    , in2    313.8    325.2    319.9    325.2    325.2    325.2    325.2    325.2
  Yb      ,  in    14.01    13.78    13.89    13.75    13.68    13.62    13.59    13.59
  MI(Ixx) , in4    34158    34631    34391    34757    35072    35448    35658    35658
Composite: (At Final, using Ec =  5131.5 ksi )
  Area    , in2    313.6    324.3    319.4    324.3    324.3    324.3    324.3    324.3
  Yb      ,  in    14.01    13.79    13.90    13.77    13.71    13.65    13.62    13.62
  MI(Ixx) , in4    34154    34600    34373    34718    35015    35369    35568    35568

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       6.00  ksi   
  Elasticity         =     4877.0 ksi   
  Max comp           =       3.90 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.59 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       7.00 ksi           4.00 ksi
  Elasticity         =    5131.52 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       4.20 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       3.15 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           =       2.80 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  13 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 19.60 ft from member end )
END PATTERN (Ycg = 8.38 in):
     6 @  2.000 in     4 @  4.000 in     1 @ 25.000 in     1 @ 27.000 in
     1 @ 29.000 in
 
MID PATTERN (Ycg = 3.08 in):
(A) Draped:
     1 @  2.000 in     1 @  4.000 in     1 @  6.000 in
(B) Straight:
     6 @  2.000 in     4 @  4.000 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     =    2.82 in2      Initial Pull          =      553.0 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.622 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     10.777 ft
Holddown Force        =  12.420 kips     Beam Shrtng (PL/AE)   =      0.238 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)       
-------------------------------------------------------------------------------------
       728.561         740 539.135      4.487 18170.873   472.159     123.604        
 
 
REINFORCING STEEL: Tension steel: fy = 60.0 ksi Es =  29000 ksi
Stirrups:
    # legs     Size          fy         Area      Spacing       Start       End     Extends
                            (ksi)       (in2)       (in)         (ft)       (ft)    into Deck
   -------  ----------    --------    --------    --------     --------   --------- ----------
      2      US#4[M13]       60.00        0.40       9.00       0.1460      3.8960    Yes
      2      US#4[M13]       60.00        0.40       4.50       0.5420      1.6670     No
      2      US#5[M16]       60.00        0.62       9.00       0.5200      1.2700     No
      2      US#5[M16]       60.00        0.62       9.00       1.2700      3.5210     No
      2      US#5[M16]       60.00        0.62      10.50       3.5210      4.3960     No
      2      US#4[M13]       60.00        0.40      12.00       3.8960      4.8960    Yes
      2      US#5[M16]       60.00        0.62      12.50       4.3960      5.4380     No
      2      US#5[M16]       60.00        0.62      13.00       5.4380      6.5400     No
      2      US#5[M16]       60.00        0.62      13.13       6.5400      7.6499     No
      2      US#5[M16]       60.00        0.62      13.62       7.6499      8.7900     No
      2      US#5[M16]       60.00        0.62      14.00       8.7900     23.9170     No
      2      US#4[M13]       60.00        0.40      13.00       4.8960      7.0699    Yes
      2      US#4[M13]       60.00        0.40      13.25       7.0699      8.1801    Yes
      2      US#4[M13]       60.00        0.40      14.00       8.1801     47.8199    Yes
      2      US#4[M13]       60.00        0.40      13.25      47.8199     48.9301    Yes
      2      US#4[M13]       60.00        0.40      13.00      48.9301     51.1040    Yes
      2      US#5[M16]       60.00        0.62      14.00      32.0830     47.2100     No
      2      US#5[M16]       60.00        0.62      13.62      47.2100     48.3501     No
      2      US#5[M16]       60.00        0.62      13.13      48.3501     49.4600     No
      2      US#5[M16]       60.00        0.62      13.00      49.4600     50.5620     No
      2      US#5[M16]       60.00        0.62      12.50      50.5620     51.6040     No
      2      US#4[M13]       60.00        0.40      12.00      51.1040     52.1040    Yes
      2      US#5[M16]       60.00        0.62      10.50      51.6040     52.4790     No
      2      US#4[M13]       60.00        0.40       9.00      52.1040     55.8540    Yes
      2      US#5[M16]       60.00        0.62       9.00      52.4790     54.7300     No
      2      US#5[M16]       60.00        0.62       9.00      54.7300     55.4800     No
      2      US#4[M13]       60.00        0.40       4.50      54.3330     55.4580     No
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#5[M16]           2.00 0.620  0.0000 56.0000       2.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 52.0000 56.0000       6.50 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 2.8210 in2       Ycg =  3.08 in
         P_init    =      553.0 kips  Ecc = 10.97 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4877 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    15.80 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.704 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -8.48 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                         8.57 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        12.68 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 15.80 ksi  ( 8.06 %)            15.17 ksi ( 7.74 %)
Total Prestress Losses                                    30.97 ksi (15.80 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 165.0 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    2.50    1.33    5.10   10.70   16.30   21.90   27.50
Self wt.  : M       0.0    21.3    11.6    41.3    76.9   102.3   117.6   122.7
(Max)       V       8.9     8.1     8.5     7.3     5.5     3.6     1.8     0.0
DL-Prec.  : M       0.0    48.3    26.5    92.2   165.1   208.4   222.0   205.9
DC(Max)     V      20.5    18.1    19.2    15.7    10.4     5.1     0.2     5.5
DL-Prec.  : M       0.0    24.4    13.1    49.1    99.4   146.2   189.2   223.9
DW(Max)     V       9.9     9.6     9.8     9.3     8.7     8.0     7.4     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
Diaphragm : M       0.0     0.2     0.1     0.4     0.8     1.2     1.6     2.0
(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    94.2    51.3   182.9   342.3   458.1   530.4   554.5
            V      39.4    35.9    37.6    32.3    24.6    16.8     9.5    10.0
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    39.4    35.9    37.6    32.3    24.6    16.8     9.5    10.0
            M       0.0    94.2    51.3   182.9   342.3   458.1   530.4   554.5
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    33.10   38.70   44.30   49.90   53.67   52.50   55.00
Self wt.  : M     117.6   102.3    76.9    41.3    11.6    21.3     0.0
(Max)       V       1.8     3.6     5.5     7.3     8.5     8.1     8.9
DL-Prec.  : M     172.7   135.1    93.0    46.4    12.5    23.2     0.0
DC(Max)     V       6.3     7.1     7.9     8.7     9.3     9.1     9.5
DL-Prec.  : M     224.2   188.5   137.5    72.1    20.0    36.8     0.0
DW(Max)     V       2.9     7.8    10.4    13.0    14.7    14.2    15.3
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       1.6     1.2     0.8     0.4     0.1     0.2     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+    516.1   427.1   308.1   160.1    44.2    81.5     0.0
            V      11.1    18.7    23.8    29.0    32.5    31.4    33.8
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    11.1    18.7    23.8    29.0    32.5    31.4    33.8
            M     516.1   427.1   308.1   160.1    44.2    81.5     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.                8.9              8.9
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           20.5              9.5
DL-Prec.(DW)            9.9             15.3
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    2.50    1.33    5.10   10.70   16.30   21.90   27.50
Self wt.  : M       0.0    21.3    11.6    41.3    76.9   102.3   117.6   122.7
(Max)       V       8.9     8.1     8.5     7.3     5.5     3.6     1.8     0.0
DL-Prec.  : M       0.0    48.3    26.5    92.2   165.1   208.4   222.0   205.9
DC(Max)     V      20.5    18.1    19.2    15.7    10.4     5.1     0.2     5.5
DL-Prec.  : M       0.0    24.4    13.1    49.1    99.4   146.2   189.2   223.9
DW(Max)     V       9.9     9.6     9.8     9.3     8.7     8.0     7.4     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
Diaphragm : M       0.0     0.2     0.1     0.4     0.8     1.2     1.6     2.0
(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    94.2    51.3   182.9   342.3   458.1   530.4   554.5
            V      39.4    35.9    37.6    32.3    24.6    16.8     9.5    10.0
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    39.4    35.9    37.6    32.3    24.6    16.8     9.5    10.0
            M       0.0    94.2    51.3   182.9   342.3   458.1   530.4   554.5
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    33.10   38.70   44.30   49.90   53.67   52.50   55.00
Self wt.  : M     117.6   102.3    76.9    41.3    11.6    21.3     0.0
(Max)       V       1.8     3.6     5.5     7.3     8.5     8.1     8.9
DL-Prec.  : M     172.7   135.1    93.0    46.4    12.5    23.2     0.0
DC(Max)     V       6.3     7.1     7.9     8.7     9.3     9.1     9.5
DL-Prec.  : M     224.2   188.5   137.5    72.1    20.0    36.8     0.0
DW(Max)     V       2.9     7.8    10.4    13.0    14.7    14.2    15.3
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       1.6     1.2     0.8     0.4     0.1     0.2     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+    516.1   427.1   308.1   160.1    44.2    81.5     0.0
            V      11.1    18.7    23.8    29.0    32.5    31.4    33.8
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    11.1    18.7    23.8    29.0    32.5    31.4    33.8
            M     516.1   427.1   308.1   160.1    44.2    81.5     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    2.50    1.33    5.10   10.70   16.30   21.90   27.50
Self wt.  : M       0.0    26.6    14.5    51.6    96.1   127.9   147.0   153.4
(Max)       V      11.2    10.1    10.6     9.1     6.8     4.5     2.3     0.0
Self wt.  : M       0.0    19.2    10.4    37.2    69.2    92.1   105.8   110.4
(Min)       V       8.0     7.3     7.6     6.5     4.9     3.3     1.6     0.0
DL-Prec.  : M       0.0    60.3    33.1   115.3   206.4   260.5   277.5   257.4
DC(Max)     V      25.6    22.7    24.0    19.6    13.0     6.3     0.3     6.9
DL-Prec.  : M       0.0    43.5    23.8    83.0   148.6   187.5   199.8   185.3
DC(Min)     V      18.4    16.3    17.3    14.1     9.3     4.6     0.2     5.0
DL-Prec.  : M       0.0    36.6    19.7    73.6   149.2   219.3   283.9   335.9
DW(Max)     V      14.9    14.4    14.6    14.0    13.0    12.0    11.0     6.5
DL-Prec.  : M       0.0    15.9     8.5    31.9    64.6    95.0   123.0   145.6
DW(Min)     V       6.4     6.3     6.3     6.1     5.6     5.2     4.8     2.8
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     0.2     0.1     0.5     1.0     1.5     2.0     2.5
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       0.0     0.2     0.1     0.3     0.7     1.0     1.4     1.8
(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   123.8    67.4   240.9   452.7   609.1   710.3   749.1
            V      51.7    47.3    49.4    42.7    32.9    23.0    13.7    13.5
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    51.7    47.3    49.4    42.7    32.9    23.0    13.7    13.5
            M       0.0   103.1    56.3   199.2   368.1   484.9   549.4   558.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    33.10   38.70   44.30   49.90   53.67   52.50   55.00
Self wt.  : M     147.0   127.9    96.1    51.6    14.5    26.6     0.0
(Max)       V       2.3     4.5     6.8     9.1    10.6    10.1    11.2
Self wt.  : M     105.8    92.1    69.2    37.2    10.4    19.2     0.0
(Min)       V       1.6     3.3     4.9     6.5     7.6     7.3     8.0
DL-Prec.  : M     215.9   168.9   116.2    57.9    15.6    29.0     0.0
DC(Max)     V       7.9     8.9     9.9    10.9    11.6    11.4    11.8
DL-Prec.  : M     155.5   121.6    83.7    41.7    11.2    20.9     0.0
DC(Min)     V       5.7     6.4     7.1     7.9     8.3     8.2     8.5
DL-Prec.  : M     336.4   282.8   206.3   108.1    30.0    55.2     0.0
DW(Max)     V       4.4    11.7    15.6    19.4    22.0    21.2    23.0
DL-Prec.  : M     145.8   122.5    89.4    46.9    13.0    23.9     0.0
DW(Min)     V       1.9     5.1     6.8     8.4     9.6     9.2     9.9
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
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       2.0     1.5     1.0     0.5     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       1.4     1.0     0.7     0.3     0.1     0.2     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+    701.2   581.0   419.5   218.1    60.2   111.1     0.0
            V      14.6    25.3    32.4    39.5    44.3    42.8    46.0
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    14.6    25.3    32.4    39.5    44.3    42.8    46.0
            M     510.6   420.8   302.7   156.9    43.2    79.8     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               11.2             11.2
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           25.6             11.8
DL-Prec.(DW)           14.9             23.0
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    5.60   11.20   16.80   22.40   28.00   19.60
 
Beam-Self
Precast-top    0.163   0.289   0.510   0.665   0.757   0.788   0.718 
Bottom        -0.123  -0.217  -0.381  -0.493  -0.558  -0.582  -0.531 
 
Prestress
Precast-top   -0.105  -0.297  -0.706  -1.105  -1.301  -1.301  -1.301 
Bottom         3.066   3.205   3.498   3.780   3.916   3.916   3.916 
 
Total
Precast-top    0.058  -0.009  -0.196  -0.440  -0.544  -0.513  -0.582 
Bottom         2.943   2.988   3.117   3.287   3.357   3.334   3.385 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.07 %)
             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    2.50    1.33    5.10   10.70   16.30   21.90   27.50
 
Prestress
Precast-top    0.012  -0.092  -0.010  -0.261  -0.621  -0.972  -1.144  -1.144
Bottom         0.450   2.696   1.649   2.819   3.076   3.324   3.443   3.443
 
Self wt.
Precast-top   -0.000   0.134   0.073   0.260   0.482   0.637   0.729   0.760
Bottom        -0.000  -0.102  -0.056  -0.196  -0.360  -0.472  -0.538  -0.561
 
DL-Prec (DC)
Precast-top   -0.000   0.305   0.167   0.581   1.035   1.297   1.375   1.276
Bottom        -0.000  -0.230  -0.128  -0.438  -0.773  -0.961  -1.015  -0.942
 
DL-Prec (DW)
Precast-top   -0.000   0.154   0.083   0.309   0.623   0.909   1.172   1.387
Bottom        -0.000  -0.117  -0.064  -0.233  -0.466  -0.674  -0.865  -1.024
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.002   0.005   0.007   0.010   0.012
Bottom        -0.000  -0.001  -0.000  -0.002  -0.004  -0.005  -0.007  -0.009
 
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    0.012   0.502   0.314   0.891   1.524   1.878   2.142   2.292 
Bottom         0.450   2.246   1.401   1.950   1.474   1.212   1.018   0.908 
 
Final 2 (P/S + DL)
Precast-top    0.012   0.502   0.314   0.891   1.524   1.878   2.142   2.292 
Bottom         0.450   2.246   1.401   1.950   1.474   1.212   1.018   0.908 
 

 
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    5.60   11.20   16.80   22.40   28.00   19.60
 
Beam-Self
Precast-top    0.163   0.289   0.510   0.665   0.757   0.788   0.718 
Bottom        -0.123  -0.217  -0.381  -0.493  -0.558  -0.582  -0.531 
 
Prestress
Precast-top   -0.105  -0.297  -0.706  -1.105  -1.301  -1.301  -1.301 
Bottom         3.066   3.205   3.498   3.780   3.916   3.916   3.916 
 
Total
Precast-top    0.058  -0.009  -0.196  -0.440  -0.544  -0.513  -0.582 
Bottom         2.943   2.988   3.117   3.287   3.357   3.334   3.385 
 
As_top  , in2  0.000   0.000   0.000   0.361   0.525   0.473   0.470 
Ast_prvd, in2  0.820   0.620   0.620   0.620   0.620   0.620   0.620 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.07 %)
             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    2.50    1.33    5.10   10.70   16.30   21.90   27.50
 
Prestress
Precast-top    0.012  -0.092  -0.010  -0.261  -0.621  -0.972  -1.144  -1.144
Bottom         0.450   2.696   1.649   2.819   3.076   3.324   3.443   3.443
 
Self wt.
Precast-top   -0.000   0.134   0.073   0.260   0.482   0.637   0.729   0.760
Bottom        -0.000  -0.102  -0.056  -0.196  -0.360  -0.472  -0.538  -0.561
 
DL-Prec (DC)
Precast-top   -0.000   0.305   0.167   0.581   1.035   1.297   1.375   1.276
Bottom        -0.000  -0.230  -0.128  -0.438  -0.773  -0.961  -1.015  -0.942
 
DL-Prec (DW)
Precast-top   -0.000   0.154   0.083   0.309   0.623   0.909   1.172   1.387
Bottom        -0.000  -0.117  -0.064  -0.233  -0.466  -0.674  -0.865  -1.024
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.002   0.005   0.007   0.010   0.012
Bottom        -0.000  -0.001  -0.000  -0.002  -0.004  -0.005  -0.007  -0.009
 
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    0.012   0.502   0.314   0.891   1.524   1.878   2.142   2.292 
Bottom         0.450   2.246   1.401   1.950   1.474   1.212   1.018   0.908 
 

 
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 :   0.50
     51.7    6.0   29.2    0.281   1.8   6.00e-3 50.0     43.2     0.360    0.533      0.00
      0.0    1.2   28.6     31.5 0.046      12.5 0.87    22.86     0.100    1.362 
Transfer:   3.00
     47.3    6.0   29.2    1.683  10.9  -0.28e-3 28.0      0.0     0.100    1.360      0.00
    103.1    9.4   26.3    189.0 0.038      79.9 6.06    21.02     0.100    5.455 
Critical:   2.69
     47.8    6.0   29.2    1.537  10.0  -0.21e-3 28.3      0.0     0.100    1.360      0.00
     90.6    8.3   26.3    172.5 0.039      75.3 5.71    21.02     0.100    5.384 
0.1L    :   5.60
     42.7    6.0   29.2    1.908  10.9  -0.28e-3 28.0      0.0     0.100    0.942      0.00
    199.2   10.9   26.3    189.0 0.033      80.0 6.07    21.02     0.100    6.040 
0.2L    :  11.20
     32.9    6.0   26.6    2.821  10.9  -0.37e-3 27.7      0.0     0.100    0.874      0.00
    368.1   12.6   24.0    189.0 0.025      80.1 6.66    19.19     0.100    7.193 
0.3L    :  16.80
     23.0    6.0   28.2    2.821  10.9  -0.33e-3 27.8      0.0     0.100    0.874      0.00
    484.9   12.8   25.3    189.0 0.014      81.3 6.39    20.28     0.100   10.842 
0.4L    :  22.40
     13.7    6.0   28.9    2.821   0.0  -0.30e-3 27.9      0.0     0.100    0.874      0.00
    549.4   12.9   26.0    189.0 0.014      81.1 6.21    20.82     0.100   17.977 
0.5L    :  28.00
     13.5    6.0   28.9    2.821   0.0  -0.30e-3 28.0      0.0     0.100    0.343      0.00
    558.7   12.9   26.0    189.0 0.014      80.7 6.18    20.82     0.100   10.964 
0.6L    :  33.60
     14.6    6.0   28.9    2.821   0.0  -0.32e-3 27.9      0.0     0.100    0.874      0.00
    510.6   12.9   26.0    189.0 0.015      82.7 6.33    20.82     0.100   16.818 
0.7L    :  39.20
     25.3    6.0   28.2    2.821  10.9  -0.36e-3 27.7      0.0     0.100    0.874      0.00
    420.8   12.8   25.3    189.0 0.016      83.9 6.60    20.28     0.100    9.866 
0.8L    :  44.80
     32.4    6.0   26.6    2.821  10.9  -0.40e-3 27.6      0.0     0.100    0.874      0.00
    302.7   12.6   24.0    189.0 0.025      82.5 6.86    19.19     0.100    7.298 
0.9L    :  50.40
     39.5    6.0   29.2    1.908  10.9  -0.31e-3 27.9      0.0     0.100    0.942      0.00
    156.9   10.9   26.3    189.0 0.030      82.1 6.22    21.02     0.100    6.531 
Critical:  53.31
     43.2    6.0   29.2    1.537  10.0  -0.24e-3 28.2      0.0     0.100    1.360      0.00
     70.5    8.3   26.3    172.5 0.034      76.9 5.83    21.02     0.100    5.961 
Transfer:  53.00
     42.8    6.0   29.2    1.683  10.9  -0.29e-3 28.0      0.0     0.100    1.360      0.00
     79.8    9.4   26.3    189.0 0.033      80.7 6.12    21.02     0.100    6.027 
Bearing :  55.50
     46.0    6.0   29.2    0.281   1.8   6.00e-3 50.0     36.8     0.307    0.533      0.00
      0.0    1.2   28.6     31.5 0.041      12.5 0.87    22.86     0.100    1.531 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  552.97
fs,         ksi =   20.00
h/4,         in =    8.00
Abrst_rqrd, in2 =    1.11

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 5.10 ft
Prestress      :       0.597  1.80      1.074  2.45      1.462
Self Wt.       :      -0.133  1.85     -0.246  2.70     -0.359
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.200  3.00     -0.599
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.173  3.00     -0.520
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.464            0.454           -0.019
 
At 0.2 x L = 10.70 ft
Prestress      :       1.082  1.80      1.947  2.45      2.650
Self Wt.       :      -0.249  1.85     -0.461  2.70     -0.673
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.388  3.00     -1.165
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.346  3.00     -1.037
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.832            0.749           -0.233
 
At 0.3 x L = 16.30 ft
Prestress      :       1.431  1.80      2.576  2.45      3.506
Self Wt.       :      -0.338  1.85     -0.625  2.70     -0.912
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.524  3.00     -1.573
Diaphragm      :                       -0.004  3.00     -0.011
DL-Prec. (DW)  :                       -0.485  3.00     -1.455
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.093            0.939           -0.444
 
At 0.4 x L = 21.90 ft
Prestress      :       1.644  1.80      2.959  2.45      4.028
Self Wt.       :      -0.393  1.85     -0.727  2.70     -1.062
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.599  3.00     -1.798
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.581  3.00     -1.742
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.251            1.047           -0.587
 
At 0.5 x L = 27.50 ft
Prestress      :       1.719  1.80      3.095  2.45      4.212
Self Wt.       :      -0.413  1.85     -0.764  2.70     -1.115
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.613  3.00     -1.838
Diaphragm      :                       -0.005  3.00     -0.014
DL-Prec. (DW)  :                       -0.623  3.00     -1.870
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.307            1.090           -0.625
 
At 0.6 x L = 33.10 ft
Prestress      :       1.644  1.80      2.959  2.45      4.028
Self Wt.       :      -0.393  1.85     -0.727  2.70     -1.062
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.565  3.00     -1.696
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.601  3.00     -1.803
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.251            1.061           -0.546
 
At 0.7 x L = 38.70 ft
Prestress      :       1.431  1.80      2.576  2.45      3.506
Self Wt.       :      -0.338  1.85     -0.625  2.70     -0.912
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.470  3.00     -1.409
Diaphragm      :                       -0.004  3.00     -0.011
DL-Prec. (DW)  :                       -0.516  3.00     -1.548
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.093            0.962           -0.374
 
At 0.8 x L = 44.30 ft
Prestress      :       1.082  1.80      1.947  2.45      2.650
Self Wt.       :      -0.249  1.85     -0.461  2.70     -0.673
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.334  3.00     -1.003
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.376  3.00     -1.128
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.832            0.773           -0.161
 
At 0.9 x L = 49.90 ft
Prestress      :       0.597  1.80      1.074  2.45      1.462
Self Wt.       :      -0.133  1.85     -0.246  2.70     -0.359
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.167  3.00     -0.502
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.191  3.00     -0.573
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.464            0.469            0.025
 

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:   2.50
   123.8    24.4  2.188  228.9   13.3   9.36    773.8  0.004I 0.90       -       -     -     -  
H/2     :   1.33
    67.4    24.1  1.337  249.2    6.6   4.67    609.5  0.011T 1.00       -       -     -     -  
0.1L    :   5.10
   240.9    25.1  2.481  223.6   15.4  10.87    785.6  0.003I 0.82       -       -     -     -  
0.2L    :  10.70
   452.7    26.6  2.821  219.1   17.9  12.65    831.9  0.002I 0.75    937.5   602.1    0.89  1.84 
0.3L    :  16.30
   609.1    28.2  2.821  221.2   18.2  12.81    894.5  0.002C 0.75   1010.4   810.1    0.89  1.47 
0.4L    :  21.90
   710.3    28.9  2.821  222.2   18.3  12.89    926.9  0.002C 0.75   1047.2   944.7    0.89  1.31*
0.5L    :  27.50
   749.1    28.9  2.821  222.2   18.3  12.89    926.9  0.002C 0.75   1047.2   996.3    0.89  1.24*
0.6L    :  33.10
   701.2    28.9  2.821  222.2   18.3  12.89    926.9  0.002C 0.75   1047.0   932.6    0.89  1.32*
0.7L    :  38.70
   581.0    28.2  2.821  221.2   18.2  12.81    894.5  0.002C 0.75   1010.1   772.8    0.89  1.54 
0.8L    :  44.30
   419.5    26.6  2.821  219.1   17.9  12.65    831.9  0.002I 0.75    937.3   558.0    0.89  1.98 
0.9L    :  49.90
   218.1    25.1  2.481  223.6   15.4  10.87    785.6  0.003I 0.82       -       -     -     -  
H/2     :  53.67
    60.2    24.1  1.337  249.2    6.6   4.67    609.5  0.011T 1.00       -       -     -     -  
Transfer:  52.50
   111.1    24.4  2.188  228.9   13.3   9.36    773.8  0.004I 0.90       -       -     -     -  

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 1-8; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.103
        M   2.00 Fb     0.537
 
  2   1 E  29.00 Ft     0.290
        M   6.00 Fb     0.470
 
  3   1 E  27.00 Ft     0.638
        M   4.00 Fb     0.436
 
  4   1 E  25.00 Ft     0.941
        M   2.00 Fb     0.437
 
  5   2 E   4.00 Ft     0.765
        M   4.00 Fb     1.029
 
  6   2 E   4.00 Ft     0.589
        M   4.00 Fb     1.622
 
  7   2 E   2.00 Ft     0.324
        M   2.00 Fb     2.282
 
  8   2 E   2.00 Ft     0.058
        M   2.00 Fb     2.942
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-A       
Precast Length, ft: 56.00            Release Length, ft: 56.00
Strand Pattern: Straight/Draped       Depr. Point: 0.35 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  13
No. of strands, Draped:   3           No. of strands, Straight:  10
Concrete Strength, f'ci:   6.0  ksi        f'c:   7.0 ksi  f'ct   4.0 ksi
Initial losses:  8.06 %               Final losses: 15.80 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.900       3.385     Depress     OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.582     Depress
      Precast Top w/ reinf. (tension)      -0.590           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                   926.93      749.09     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                  40.00 %       0.00 %               OK
      Max. Debond Total                    25.00 %       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:   4.200   2.292     Midspan    3.150   2.292     Midspan
    Pre.Bot:   4.200   2.246    Transfer    3.150   2.246    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.012     Bearing
    Pre.Bot:  -0.000   0.450     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  27.50 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       1.719  1.80      3.095  2.45      4.212
Self Wt.       :      -0.413  1.85     -0.764  2.70     -1.115
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.613  3.00     -1.838
Diaphragm      :                       -0.005  3.00     -0.014
DL-Prec. (DW)  :                       -0.623  3.00     -1.870
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       1.307            1.090           -0.625
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

