 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : B63 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 63'-4", 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_b3e3.tmp\B63-0_40-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 =    310000.00
 
SPAN DATA
---------
Precast length    , ft =     64.333
Bearing-to-bearing, ft =     63.333
Release span      , ft =     64.333
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1             IA-Std-B    3.167    382.5    62000.0  39.00  17.06  13.00   6.917
 2             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 3             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 4             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 5             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  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 0.40L
     Strand Diameter       =        0.600 in
     Tensile Strength(fpu) =      270.0 ksi
     Strand Area           =        0.217 in2
Use transformed strand and rebar: Strand Only
 
REINFORCING STEEL: Tension/Shear steel: fy = 60.0 ksi Es =  29000 ksi
 

 
LOADS DATA:
-----------
 
LOADS GENERATED USING PERMANENT LOAD WIZARD: NO
 
LOADS ON PRECAST
----------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
Span Beam DC/DW  Type       Mag.1   Loc.1   Mag.2   Loc.2     Description
   1    1    DC Trapez      0.064    0.00       0.064   31.67   Additional Wet Deck Overhang
   1    1    DC Line        0.068    0.00       0.068   63.33   Forms
   1    1    DC Line        0.075    0.00       0.075   63.33   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   31.67   Wet Deck
   1    1    DC Trapez      0.014    0.00       0.014   31.67   Haunch
   1    1    DW Trapez      0.342   31.67       0.342   63.33   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   63.33   LL on Walkway
   1    1    DW Point       2.350   29.67      -         -      Screed machine load 1
   1    1    DW Point       2.350   31.67      -         -      Screed machine load 2
   1    1    DW Point       2.350   35.67      -         -      Screed machine load 3
   1    1    DW Point       2.350   37.67      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   31.666
   1    2        0.285   31.666
   1    3        0.285   31.666
   1    4        0.285   31.666
   1    5        0.143   31.666
 
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:
 15 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 25.73 ft from member end )
 
END PATTERN (Ycg = 9.47 in):
 
  6 @  2.000 in 4 @  4.000 in 2 @  6.000 in 1 @ 32.000 in 
  1 @ 34.000 in 1 @ 36.000 in                             
 
MID PATTERN (Ycg = 3.47 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 2 @  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#4[M13]  60.0  0.40    9.00  0.1457  3.8960 Yes       
       2 US#4[M13]  60.0  0.40    4.50  0.1457  0.8957 No        
       2 US#4[M13]  60.0  0.40    3.00  0.3960  0.6460 No        
       2 US#5[M16]  60.0  0.62    7.50  0.6460  1.2710 No        
       2 US#5[M16]  60.0  0.62    9.00  1.2710  3.5210 No        
       2 US#5[M16]  60.0  0.62   11.00  3.5210  4.4380 No        
       2 US#5[M16]  60.0  0.62   13.00  4.4380  9.8701 No        
       2 US#5[M16]  60.0  0.62   13.38  9.8701 10.9902 No        
       2 US#5[M16]  60.0  0.62   14.37 10.9902 12.2001 No        
       2 US#5[M16]  60.0  0.62   15.00 12.2001 22.1670 No        
       2 US#4[M13]  60.0  0.40   13.00  3.8960 10.3960 Yes       
       2 US#4[M13]  60.0  0.40   12.75 10.3960 11.5420 Yes       
       2 US#4[M13]  60.0  0.40   15.00 11.5420 52.7910 Yes       
       2 US#4[M13]  60.0  0.40   12.75 52.7910 53.9370 Yes       
       2 US#4[M13]  60.0  0.40   13.00 53.9370 60.4370 Yes       
       2 US#5[M16]  60.0  0.62   15.00 42.1660 52.1329 No        
       2 US#5[M16]  60.0  0.62   14.37 52.1329 53.3428 No        
       2 US#5[M16]  60.0  0.62   13.38 53.3428 54.4629 No        
       2 US#5[M16]  60.0  0.62   13.00 54.4629 59.8950 No        
       2 US#5[M16]  60.0  0.62   11.00 59.8950 60.8120 No        
       2 US#5[M16]  60.0  0.62    9.00 60.8120 63.0620 No        
       2 US#5[M16]  60.0  0.62    7.50 63.0620 63.6870 No        
       2 US#4[M13]  60.0  0.40    3.00 63.6870 63.9370 No        
       2 US#4[M13]  60.0  0.40    4.50 63.4373 64.1873 No        
       2 US#4[M13]  60.0  0.40    9.00 60.4370 64.1873 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#6[M19]           2.00 0.880  0.0000 64.3330       3.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 60.3330 64.3330       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-B                            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 =  5.000 in    Bot =  7.000 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   31.67
     DC  Line       0.068      0.00       0.068   63.33
     DC  Line       0.075      0.00       0.075   63.33
     DC  Trapez     0.726      0.00       0.726   31.67
     DC  Trapez     0.014      0.00       0.014   31.67
     DW  Trapez     0.342     31.67       0.342   63.33
     DW  Line       0.117      0.00       0.117   63.33
     DW  Point      2.350     29.67      -         -   
     DW  Point      2.350     31.67      -         -   
     DW  Point      2.350     35.67      -         -   
     DW  Point      2.350     37.67      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    31.67 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 64.333 ft
Release length = 64.333 ft
Design  length = 63.333 ft
 
Kern points:
------------
Upper    =   26.56 in
Lower    =    9.67 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                  =        382.5 in2            382.5 in2#
Total Height          =        39.00 in             39.00 in  
Mom. of Inertia (Ixx) =        62000 in4            62000 in4#
Ht. of c.g.           =        17.06 in             17.06 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        398.4 plf            398.4 plf   
Mom. of Inertia (Iyy) =       5157.0 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     1.63     5.93    12.37    18.80    25.23    31.67
 
Precast: (At Release, using Ec =  4877.0 ksi )
  Area    , in2    385.1    398.3    393.7    398.3    398.3    398.3    398.3    398.3
  Yb      ,  in    17.01    16.73    16.83    16.70    16.64    16.58    16.52    16.52
  MI(Ixx) , in4    62155    63041    62710    63252    63699    64215    64798    64798
Composite: (At Final, using Ec =  5131.5 ksi )
  Area    , in2    385.0    397.3    393.0    397.3    397.3    397.3    397.3    397.3
  Yb      ,  in    17.01    16.75    16.84    16.72    16.66    16.61    16.55    16.55
  MI(Ixx) , in4    62146    62981    62669    63180    63601    64087    64637    64637

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:  15 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 25.73 ft from member end )
END PATTERN (Ycg = 9.47 in):
     6 @  2.000 in     4 @  4.000 in     2 @  6.000 in     1 @ 32.000 in
     1 @ 34.000 in     1 @ 36.000 in
 
MID PATTERN (Ycg = 3.47 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     2 @  6.000 in
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.0 ksi
Total Strand Area     =    3.25 in2      Initial Pull          =      638.0 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.842 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     11.053 ft
Holddown Force        =  12.339 kips     Beam Shrtng (PL/AE)   =      0.257 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)       
-------------------------------------------------------------------------------------
       965.722         740 714.634      6.329 25632.734   566.643     198.110        
 
 
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       0.1457      3.8960    Yes
      2      US#4[M13]       60.00        0.40       4.50       0.1457      0.8957     No
      2      US#4[M13]       60.00        0.40       3.00       0.3960      0.6460     No
      2      US#5[M16]       60.00        0.62       7.50       0.6460      1.2710     No
      2      US#5[M16]       60.00        0.62       9.00       1.2710      3.5210     No
      2      US#5[M16]       60.00        0.62      11.00       3.5210      4.4380     No
      2      US#5[M16]       60.00        0.62      13.00       4.4380      9.8701     No
      2      US#5[M16]       60.00        0.62      13.38       9.8701     10.9902     No
      2      US#5[M16]       60.00        0.62      14.37      10.9902     12.2001     No
      2      US#5[M16]       60.00        0.62      15.00      12.2001     22.1670     No
      2      US#4[M13]       60.00        0.40      13.00       3.8960     10.3960    Yes
      2      US#4[M13]       60.00        0.40      12.75      10.3960     11.5420    Yes
      2      US#4[M13]       60.00        0.40      15.00      11.5420     52.7910    Yes
      2      US#4[M13]       60.00        0.40      12.75      52.7910     53.9370    Yes
      2      US#4[M13]       60.00        0.40      13.00      53.9370     60.4370    Yes
      2      US#5[M16]       60.00        0.62      15.00      42.1660     52.1329     No
      2      US#5[M16]       60.00        0.62      14.37      52.1329     53.3428     No
      2      US#5[M16]       60.00        0.62      13.38      53.3428     54.4629     No
      2      US#5[M16]       60.00        0.62      13.00      54.4629     59.8950     No
      2      US#5[M16]       60.00        0.62      11.00      59.8950     60.8120     No
      2      US#5[M16]       60.00        0.62       9.00      60.8120     63.0620     No
      2      US#5[M16]       60.00        0.62       7.50      63.0620     63.6870     No
      2      US#4[M13]       60.00        0.40       3.00      63.6870     63.9370     No
      2      US#4[M13]       60.00        0.40       4.50      63.4373     64.1873     No
      2      US#4[M13]       60.00        0.40       9.00      60.4370     64.1873    Yes
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#6[M19]           2.00 0.880  0.0000 64.3330       3.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 60.3330 64.3330       6.50 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 3.2550 in2       Ycg =  3.47 in
         P_init    =      638.0 kips  Ecc = 13.59 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4877 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    14.89 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.548 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -7.44 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                        11.91 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 14.89 ksi  ( 7.59 %)            15.44 ksi ( 7.88 %)
Total Prestress Losses                                    30.33 ksi (15.47 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 165.7 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    2.50    1.63    5.93   12.37   18.80   25.23   31.67
Self wt.  : M       0.0    30.3    20.0    67.8   125.6   166.8   191.5   199.8
(Max)       V      12.6    11.6    12.0    10.3     7.7     5.1     2.6     0.0
DL-Prec.  : M       0.0    56.0    37.1   123.4   219.5   276.5   294.3   273.0
DC(Max)     V      23.6    21.2    22.1    18.0    11.9     5.8     0.3     6.4
DL-Prec.  : M       0.0    26.7    17.4    62.1   124.7   182.5   235.5   279.0
DW(Max)     V      10.8    10.5    10.6    10.1     9.4     8.6     7.9     2.4
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     0.9     1.3     1.8     2.3
(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   113.2    74.6   253.7   470.7   627.2   723.2   754.0
            V      47.1    43.4    44.7    38.4    29.0    19.6    10.8     8.8
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    47.1    43.4    44.7    38.4    29.0    19.6    10.8     8.8
            M       0.0   113.2    74.6   253.7   470.7   627.2   723.2   754.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    38.10   44.53   50.97   57.40   61.71   60.83   63.33
Self wt.  : M     191.5   166.8   125.6    67.8    20.0    30.3     0.0
(Max)       V       2.6     5.1     7.7    10.3    12.0    11.6    12.6
DL-Prec.  : M     229.1   179.4   123.7    62.1    17.5    26.8     0.0
DC(Max)     V       7.3     8.2     9.1    10.0    10.7    10.5    10.9
DL-Prec.  : M     278.3   235.1   172.9    91.7    26.7    40.6     0.0
DW(Max)     V       5.2     8.2    11.1    14.1    16.1    15.7    16.8
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       1.8     1.3     0.9     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+    700.7   582.6   423.0   222.0    64.3    97.8     0.0
            V      15.2    21.6    28.0    34.5    38.8    37.9    40.4
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    15.2    21.6    28.0    34.5    38.8    37.9    40.4
            M     700.7   582.6   423.0   222.0    64.3    97.8     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               12.6             12.6
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           23.6             10.9
DL-Prec.(DW)           10.8             16.8
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.

 
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    1.63    5.93   12.37   18.80   25.23   31.67
Self wt.  : M       0.0    30.3    20.0    67.8   125.6   166.8   191.5   199.8
(Max)       V      12.6    11.6    12.0    10.3     7.7     5.1     2.6     0.0
DL-Prec.  : M       0.0    56.0    37.1   123.4   219.5   276.5   294.3   273.0
DC(Max)     V      23.6    21.2    22.1    18.0    11.9     5.8     0.3     6.4
DL-Prec.  : M       0.0    26.7    17.4    62.1   124.7   182.5   235.5   279.0
DW(Max)     V      10.8    10.5    10.6    10.1     9.4     8.6     7.9     2.4
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     0.9     1.3     1.8     2.3
(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   113.2    74.6   253.7   470.7   627.2   723.2   754.0
            V      47.1    43.4    44.7    38.4    29.0    19.6    10.8     8.8
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    47.1    43.4    44.7    38.4    29.0    19.6    10.8     8.8
            M       0.0   113.2    74.6   253.7   470.7   627.2   723.2   754.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    38.10   44.53   50.97   57.40   61.71   60.83   63.33
Self wt.  : M     191.5   166.8   125.6    67.8    20.0    30.3     0.0
(Max)       V       2.6     5.1     7.7    10.3    12.0    11.6    12.6
DL-Prec.  : M     229.1   179.4   123.7    62.1    17.5    26.8     0.0
DC(Max)     V       7.3     8.2     9.1    10.0    10.7    10.5    10.9
DL-Prec.  : M     278.3   235.1   172.9    91.7    26.7    40.6     0.0
DW(Max)     V       5.2     8.2    11.1    14.1    16.1    15.7    16.8
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       1.8     1.3     0.9     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+    700.7   582.6   423.0   222.0    64.3    97.8     0.0
            V      15.2    21.6    28.0    34.5    38.8    37.9    40.4
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    15.2    21.6    28.0    34.5    38.8    37.9    40.4
            M     700.7   582.6   423.0   222.0    64.3    97.8     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.63    5.93   12.37   18.80   25.23   31.67
Self wt.  : M       0.0    37.9    25.0    84.8   157.0   208.5   239.4   249.7
(Max)       V      15.8    14.5    15.0    12.8     9.6     6.4     3.2     0.0
Self wt.  : M       0.0    27.3    18.0    61.1   113.0   150.1   172.4   179.8
(Min)       V      11.4    10.5    10.8     9.2     6.9     4.6     2.3     0.0
DL-Prec.  : M       0.0    70.1    46.4   154.2   274.4   345.6   367.9   341.2
DC(Max)     V      29.5    26.5    27.6    22.5    14.9     7.3     0.3     7.9
DL-Prec.  : M       0.0    50.4    33.4   111.0   197.6   248.8   264.9   245.7
DC(Min)     V      21.2    19.1    19.9    16.2    10.7     5.2     0.2     5.7
DL-Prec.  : M       0.0    40.0    26.1    93.1   187.1   273.8   353.3   418.5
DW(Max)     V      16.2    15.8    15.9    15.2    14.0    12.9    11.8     3.6
DL-Prec.  : M       0.0    17.3    11.3    40.3    81.1   118.6   153.1   181.3
DW(Min)     V       7.0     6.8     6.9     6.6     6.1     5.6     5.1     1.6
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     1.1     1.7     2.3     2.8
(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     0.4     0.8     1.2     1.6     2.0
(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   148.1    97.6   332.6   619.5   829.6   962.8  1012.3
            V      61.6    56.9    58.6    50.6    38.6    26.7    15.4    11.7
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    61.6    56.9    58.6    50.6    38.6    26.7    15.4    11.7
            M       0.0   125.5    82.8   279.9   513.5   674.4   762.7   775.1
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    38.10   44.53   50.97   57.40   61.71   60.83   63.33
Self wt.  : M     239.4   208.5   157.0    84.8    25.0    37.9     0.0
(Max)       V       3.2     6.4     9.6    12.8    15.0    14.5    15.8
Self wt.  : M     172.4   150.1   113.0    61.1    18.0    27.3     0.0
(Min)       V       2.3     4.6     6.9     9.2    10.8    10.5    11.4
DL-Prec.  : M     286.4   224.2   154.6    77.6    21.9    33.5     0.0
DC(Max)     V       9.1    10.2    11.4    12.5    13.3    13.2    13.6
DL-Prec.  : M     206.2   161.4   111.3    55.9    15.7    24.1     0.0
DC(Min)     V       6.5     7.4     8.2     9.0     9.6     9.5     9.8
DL-Prec.  : M     417.4   352.6   259.3   137.5    40.1    60.9     0.0
DW(Max)     V       7.9    12.3    16.7    21.1    24.1    23.5    25.2
DL-Prec.  : M     180.9   152.8   112.4    59.6    17.4    26.4     0.0
DW(Min)     V       3.4     5.3     7.2     9.2    10.4    10.2    10.9
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       2.3     1.7     1.1     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       1.6     1.2     0.8     0.4     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+    945.5   787.0   572.0   300.5    87.1   132.5     0.0
            V      20.2    29.0    37.8    46.6    52.5    51.3    54.7
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    20.2    29.0    37.8    46.6    52.5    51.3    54.7
            M     709.0   587.2   425.0   222.5    64.4    97.9     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               15.8             15.8
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           29.5             13.6
DL-Prec.(DW)           16.2             25.2
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    6.43   12.87   19.30   25.73   32.17
 
Beam-Self
Precast-top    0.155   0.314   0.556   0.725   0.824   0.858 
Bottom        -0.117  -0.235  -0.414  -0.537  -0.605  -0.631 
 
Prestress
Precast-top   -0.193  -0.362  -0.677  -0.985  -1.288  -1.288 
Bottom         2.951   3.073   3.298   3.516   3.726   3.726 
 
Total
Precast-top   -0.038  -0.049  -0.121  -0.260  -0.464  -0.429 
Bottom         2.834   2.838   2.884   2.979   3.120   3.095 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.68 %)
             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    1.63    5.93   12.37   18.80   25.23   31.67
 
Prestress
Precast-top   -0.011  -0.170  -0.095  -0.320  -0.598  -0.870  -1.137  -1.137
Bottom         0.441   2.606   1.856   2.714   2.913   3.105   3.291   3.291
 
Self wt.
Precast-top   -0.000   0.128   0.085   0.287   0.529   0.699   0.797   0.832
Bottom        -0.000  -0.096  -0.064  -0.215  -0.394  -0.517  -0.586  -0.611
 
DL-Prec (DC)
Precast-top   -0.000   0.238   0.157   0.522   0.925   1.158   1.225   1.136
Bottom        -0.000  -0.178  -0.119  -0.391  -0.688  -0.857  -0.901  -0.835
 
DL-Prec (DW)
Precast-top   -0.000   0.113   0.074   0.263   0.525   0.765   0.980   1.161
Bottom        -0.000  -0.085  -0.056  -0.197  -0.391  -0.566  -0.721  -0.854
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.004   0.006   0.008   0.009
Bottom        -0.000  -0.001  -0.000  -0.001  -0.003  -0.004  -0.006  -0.007
 
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   -0.011   0.309   0.221   0.753   1.385   1.757   1.873   2.002 
Bottom         0.441   2.246   1.616   1.911   1.437   1.162   1.078   0.984 
 
Final 2 (P/S + DL)
Precast-top   -0.011   0.309   0.221   0.753   1.385   1.757   1.873   2.002 
Bottom         0.441   2.246   1.616   1.911   1.437   1.162   1.078   0.984 
 

 
Span : 1, Beam : 1, SERVICE III
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    6.43   12.87   19.30   25.73   32.17
 
Beam-Self
Precast-top    0.155   0.314   0.556   0.725   0.824   0.858 
Bottom        -0.117  -0.235  -0.414  -0.537  -0.605  -0.631 
 
Prestress
Precast-top   -0.193  -0.362  -0.677  -0.985  -1.288  -1.288 
Bottom         2.951   3.073   3.298   3.516   3.726   3.726 
 
Total
Precast-top   -0.038  -0.049  -0.121  -0.260  -0.464  -0.429 
Bottom         2.834   2.838   2.884   2.979   3.120   3.095 
 
As_top  , in2  0.000   0.000   0.000   0.176   0.507   0.442 
Ast_prvd, in2  1.080   0.880   0.880   0.880   0.880   0.880 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.68 %)
             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    1.63    5.93   12.37   18.80   25.23   31.67
 
Prestress
Precast-top   -0.011  -0.170  -0.095  -0.320  -0.598  -0.870  -1.137  -1.137
Bottom         0.441   2.606   1.856   2.714   2.913   3.105   3.291   3.291
 
Self wt.
Precast-top   -0.000   0.128   0.085   0.287   0.529   0.699   0.797   0.832
Bottom        -0.000  -0.096  -0.064  -0.215  -0.394  -0.517  -0.586  -0.611
 
DL-Prec (DC)
Precast-top   -0.000   0.238   0.157   0.522   0.925   1.158   1.225   1.136
Bottom        -0.000  -0.178  -0.119  -0.391  -0.688  -0.857  -0.901  -0.835
 
DL-Prec (DW)
Precast-top   -0.000   0.113   0.074   0.263   0.525   0.765   0.980   1.161
Bottom        -0.000  -0.085  -0.056  -0.197  -0.391  -0.566  -0.721  -0.854
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.004   0.006   0.008   0.009
Bottom        -0.000  -0.001  -0.000  -0.001  -0.003  -0.004  -0.006  -0.007
 
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   -0.011*  0.309   0.221   0.753   1.385   1.757   1.873   2.002 
Bottom         0.441   2.246   1.616   1.911   1.437   1.162   1.078   0.984 
 

 
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
     61.6    6.0   35.7    0.333   1.8   6.00e-3 50.0     51.3     0.350    3.200      0.00
      0.0    1.4   35.0     31.5 0.045      15.3 0.87    24.00     0.100    5.391 
Transfer:   3.00
     56.9    6.0   35.7    1.999  10.9  -0.26e-3 28.1      0.0     0.100    1.360      0.00
    125.5   10.5   32.1    189.0 0.039      96.5 5.99    24.00     0.100    5.501 
Critical:   3.17
     56.6    6.0   35.7    2.020  10.9  -0.27e-3 28.1      0.0     0.100    1.360      0.00
    132.2   10.6   32.1    189.0 0.039      96.9 6.01    24.00     0.100    5.538 
0.1L    :   6.43
     50.6    6.0   35.7    2.354  10.9  -0.29e-3 28.0      0.0     0.100    0.942      0.00
    279.9   12.8   32.1    189.0 0.034      98.5 6.12    24.00     0.100    6.194 
0.2L    :  12.87
     38.6    6.0   33.6    3.038  10.9  -0.32e-3 27.9      0.0     0.100    0.816      0.00
    513.5   14.4   30.2    189.0 0.025      95.8 6.32    24.00     0.100    7.647 
0.3L    :  19.30
     26.7    6.0   34.0    3.255  10.9  -0.31e-3 27.9      0.0     0.100    0.816      0.00
    674.4   14.6   30.6    189.0 0.015      96.3 6.27    24.00     0.100   11.215 
0.4L    :  25.73
     15.4    6.0   35.5    3.255   0.0  -0.29e-3 28.0      0.0     0.100    0.320      0.00
    762.7   14.7   32.0    189.0 0.013      98.6 6.15    24.00     0.100   11.374 
0.5L    :  32.17
     11.7    6.0   35.5    3.255   0.0  -0.29e-3 28.0      0.0     0.100    0.320      0.00
    775.1   14.7   32.0    189.0 0.010      98.5 6.14    24.00     0.100   15.051 
0.6L    :  38.60
     20.2    6.0   35.5    3.255   0.0  -0.31e-3 27.9      0.0     0.100    0.320      0.00
    709.0   14.7   32.0    189.0 0.017     100.0 6.23    24.00     0.100    8.734 
0.7L    :  45.03
     29.0    6.0   34.0    3.255  10.9  -0.34e-3 27.8      0.0     0.100    0.816      0.00
    587.2   14.6   30.6    189.0 0.017      99.2 6.45    24.00     0.100   10.309 
0.8L    :  51.47
     37.8    6.0   33.6    3.038  10.9  -0.35e-3 27.8      0.0     0.100    0.816      0.00
    425.0   14.4   30.2    189.0 0.025      99.1 6.54    24.00     0.100    7.811 
0.9L    :  57.90
     46.6    6.0   35.7    2.354  10.9  -0.31e-3 27.9      0.0     0.100    0.942      0.00
    222.5   12.8   32.1    189.0 0.030     100.8 6.26    24.00     0.100    6.721 
Critical:  61.16
     51.0    6.0   35.7    2.020  10.9  -0.29e-3 28.0      0.0     0.100    1.360      0.00
    104.0   10.6   32.1    189.0 0.034      98.8 6.14    24.00     0.100    6.141 
Transfer:  61.33
     51.3    6.0   35.7    1.999  10.9  -0.29e-3 28.0      0.0     0.100    1.360      0.00
     97.9   10.5   32.1    189.0 0.034      98.4 6.11    24.00     0.100    6.107 
Bearing :  63.83
     54.7    6.0   35.7    0.333   1.8   6.00e-3 50.0     43.6     0.298    3.200      0.00
      0.0    1.4   35.0     31.5 0.040      15.3 0.87    24.00     0.100    6.070 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  638.05
fs,         ksi =   20.00
h/4,         in =    9.75
Abrst_rqrd, in2 =    1.28

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 5.93 ft
Prestress      :       0.614  1.80      1.105  2.45      1.504
Self Wt.       :      -0.156  1.85     -0.289  2.70     -0.422
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.195  3.00     -0.584
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.159  3.00     -0.477
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.458            0.461            0.018
 
At 0.2 x L = 12.37 ft
Prestress      :       1.111  1.80      2.000  2.45      2.722
Self Wt.       :      -0.294  1.85     -0.543  2.70     -0.793
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.377  3.00     -1.131
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.316  3.00     -0.947
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.817            0.762           -0.155
 
At 0.3 x L = 18.80 ft
Prestress      :       1.473  1.80      2.651  2.45      3.608
Self Wt.       :      -0.399  1.85     -0.738  2.70     -1.076
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.509  3.00     -1.528
Diaphragm      :                       -0.003  3.00     -0.009
DL-Prec. (DW)  :                       -0.443  3.00     -1.328
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.074            0.958           -0.334
 
At 0.4 x L = 25.23 ft
Prestress      :       1.684  1.80      3.032  2.45      4.127
Self Wt.       :      -0.463  1.85     -0.856  2.70     -1.249
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.580  3.00     -1.740
Diaphragm      :                       -0.004  3.00     -0.011
DL-Prec. (DW)  :                       -0.528  3.00     -1.584
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.222            1.064           -0.458
 
At 0.5 x L = 31.67 ft
Prestress      :       1.763  1.80      3.173  2.45      4.319
Self Wt.       :      -0.486  1.85     -0.899  2.70     -1.312
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.593  3.00     -1.778
Diaphragm      :                       -0.004  3.00     -0.012
DL-Prec. (DW)  :                       -0.567  3.00     -1.700
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.277            1.111           -0.483
 
At 0.6 x L = 38.10 ft
Prestress      :       1.684  1.80      3.032  2.45      4.127
Self Wt.       :      -0.463  1.85     -0.856  2.70     -1.249
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.547  3.00     -1.642
Diaphragm      :                       -0.004  3.00     -0.011
DL-Prec. (DW)  :                       -0.546  3.00     -1.639
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.222            1.079           -0.414
 
At 0.7 x L = 44.53 ft
Prestress      :       1.473  1.80      2.651  2.45      3.608
Self Wt.       :      -0.399  1.85     -0.738  2.70     -1.076
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.457  3.00     -1.370
Diaphragm      :                       -0.003  3.00     -0.009
DL-Prec. (DW)  :                       -0.471  3.00     -1.414
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.074            0.982           -0.261
 
At 0.8 x L = 50.97 ft
Prestress      :       1.111  1.80      2.000  2.45      2.722
Self Wt.       :      -0.294  1.85     -0.543  2.70     -0.793
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.325  3.00     -0.974
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.343  3.00     -1.030
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.817            0.787           -0.081
 
At 0.9 x L = 57.40 ft
Prestress      :       0.614  1.80      1.105  2.45      1.504
Self Wt.       :      -0.156  1.85     -0.289  2.70     -0.422
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.163  3.00     -0.490
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.175  3.00     -0.526
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.458            0.476            0.063
 

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
   148.1    30.2  2.498  232.9   14.8  10.47   1205.1  0.004I 0.96       -       -     -     -  
H/2     :   1.63
    97.6    30.0  1.770  247.1    9.1   6.42    989.7  0.009T 1.00       -       -     -     -  
0.1L    :   5.93
   332.6    31.0  2.943  225.8   18.1  12.78   1208.4  0.003I 0.84       -       -     -     -  
0.2L    :  12.37
   619.5    32.5  3.255  222.4   20.5  14.44   1262.9  0.002I 0.78   1343.2   824.0    0.94  2.04 
0.3L    :  18.80
   829.6    34.0  3.255  224.0   20.7  14.59   1332.9  0.002I 0.78   1426.6  1103.3    0.93  1.61 
0.4L    :  25.23
   962.8    35.5  3.255  225.6   20.9  14.73   1403.1  0.002I 0.78   1510.7  1280.6    0.93  1.46 
0.5L    :  31.67
  1012.3    35.5  3.255  225.6   20.9  14.73   1403.1  0.002I 0.78   1510.6  1346.3    0.93  1.39 
0.6L    :  38.10
   945.5    35.5  3.255  225.6   20.9  14.73   1403.1  0.002I 0.78   1510.4  1257.5    0.93  1.48 
0.7L    :  44.53
   787.0    34.0  3.255  224.0   20.7  14.59   1332.9  0.002I 0.78   1426.3  1046.7    0.93  1.69 
0.8L    :  50.97
   572.0    32.5  3.255  222.4   20.5  14.44   1262.9  0.002I 0.78   1342.9   760.7    0.94  2.21 
0.9L    :  57.40
   300.5    31.0  2.943  225.8   18.1  12.78   1208.4  0.003I 0.84       -       -     -     -  
H/2     :  61.71
    87.1    30.0  1.770  247.1    9.1   6.42    989.7  0.009T 1.00       -       -     -     -  
Transfer:  60.83
   132.5    30.2  2.498  232.9   14.8  10.47   1205.1  0.004I 0.96       -       -     -     -  

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

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

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

  1   2 E   2.00 Ft    -0.074
        M   2.00 Fb     0.429
 
  2   1 E  36.00 Ft     0.270
        M   6.00 Fb     0.358
 
  3   1 E  34.00 Ft     0.584
        M   4.00 Fb     0.309
 
  4   1 E  32.00 Ft     0.868
        M   2.00 Fb     0.283
 
  5   2 E   6.00 Ft     0.759
        M   6.00 Fb     0.739
 
  6   2 E   4.00 Ft     0.590
        M   4.00 Fb     1.240
 
  7   2 E   4.00 Ft     0.421
        M   4.00 Fb     1.741
 
  8   2 E   2.00 Ft     0.192
        M   2.00 Fb     2.288
 
  9   2 E   2.00 Ft    -0.037
        M   2.00 Fb     2.834
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-B       
Precast Length, ft: 64.33            Release Length, ft: 64.33
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  15
No. of strands, Draped:   3           No. of strands, Straight:  12
Concrete Strength, f'ci:   6.0  ksi        f'c:   7.0 ksi  f'ct   4.0 ksi
Initial losses:  7.59 %               Final losses: 15.47 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.900       3.120   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.464   0.4L/0.6L
      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)                  1403.12     1012.26     Midspan     OK
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   2.002     Midspan    3.150   2.002     Midspan
    Pre.Bot:   4.200   2.246    Transfer    3.150   2.246    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.011     Bearing
    Pre.Bot:  -0.000   0.441     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  31.67 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       1.763  1.80      3.173  2.45      4.319
Self Wt.       :      -0.486  1.85     -0.899  2.70     -1.312
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.593  3.00     -1.778
Diaphragm      :                       -0.004  3.00     -0.012
DL-Prec. (DW)  :                       -0.567  3.00     -1.700
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       1.277            1.111           -0.483
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

