 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : B55 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_6a12.tmp\B55-0_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 =    310000.00
 
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-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 0.35L
     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    0.00       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:
 11 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 19.60 ft from member end )
 
END PATTERN (Ycg = 11.45 in):
 
  6 @  2.000 in 2 @  6.000 in 1 @ 32.000 in 1 @ 34.000 in 
  1 @ 36.000 in                                           
 
MID PATTERN (Ycg = 3.27 in):
(A) Draped:
 
  1 @  2.000 in 1 @  4.000 in 1 @  6.000 in  
 
(B) Straight:
 
  6 @  2.000 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#5[M16]  60.0  0.62    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   10.50  3.5210  4.3960 No        
       2 US#4[M13]  60.0  0.40   12.00  3.8960  6.8960 Yes       
       2 US#5[M16]  60.0  0.62   12.00  4.3960  6.3960 No        
       2 US#5[M16]  60.0  0.62   12.63  6.3960  7.4485 No        
       2 US#4[M13]  60.0  0.40   13.25  6.8960  8.0098 Yes       
       2 US#5[M16]  60.0  0.62   13.12  7.4485  8.5420 No        
       2 US#5[M16]  60.0  0.62   15.00  8.5420 21.3330 No        
       2 US#4[M13]  60.0  0.40   15.00  8.0098 47.9902 Yes       
       2 US#5[M16]  60.0  0.62   15.00 34.6670 47.4580 No        
       2 US#5[M16]  60.0  0.62   13.12 47.4580 48.5515 No        
       2 US#4[M13]  60.0  0.40   13.25 47.9902 49.1040 Yes       
       2 US#5[M16]  60.0  0.62   12.63 48.5515 49.6040 No        
       2 US#5[M16]  60.0  0.62   12.00 49.6040 51.6040 No        
       2 US#4[M13]  60.0  0.40   12.00 49.1040 52.1040 Yes       
       2 US#5[M16]  60.0  0.62   10.50 51.6040 52.4790 No        
       2 US#5[M16]  60.0  0.62    9.00 52.4790 54.7290 No        
       2 US#5[M16]  60.0  0.62    7.50 54.7290 55.3540 No        
       2 US#5[M16]  60.0  0.62    3.00 55.3540 55.6040 No        
       2 US#4[M13]  60.0  0.40    9.00 52.1040 55.8543 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 0.1458 55.0000       3.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:2
 
PRESTRESSED STEEL:
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   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      0.00       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    =   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     5.10    10.70    16.30    21.90    27.50
 
Precast: (At Release, using Ec =  4877.0 ksi )
  Area    , in2    384.4    394.1    390.7    394.1    394.1    394.1    394.1    394.1
  Yb      ,  in    17.03    16.86    16.92    16.83    16.76    16.69    16.66    16.66
  MI(Ixx) , in4    62065    62528    62338    62708    63186    63787    64133    64133
Composite: (At Final, using Ec =  5131.5 ksi )
  Area    , in2    384.3    393.4    390.2    393.4    393.4    393.4    393.4    393.4
  Yb      ,  in    17.03    16.87    16.93    16.84    16.78    16.71    16.68    16.68
  MI(Ixx) , in4    62061    62497    62318    62667    63117    63683    64009    64009

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:  11 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 19.60 ft from member end )
END PATTERN (Ycg = 11.45 in):
     6 @  2.000 in     2 @  6.000 in     1 @ 32.000 in     1 @ 34.000 in
     1 @ 36.000 in
 
MID PATTERN (Ycg = 3.27 in):
(A) Draped:
     1 @  2.000 in     1 @  4.000 in     1 @  6.000 in
(B) Straight:
     6 @  2.000 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     =    2.39 in2      Initial Pull          =      467.9 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      9.772 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     12.215 ft
Holddown Force        =  16.146 kips     Beam Shrtng (PL/AE)   =      0.165 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)       
-------------------------------------------------------------------------------------
       616.953         740 456.545      5.509 22312.549   505.158     164.278        
 
 
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#5[M16]       60.00        0.62       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      10.50       3.5210      4.3960     No
      2      US#4[M13]       60.00        0.40      12.00       3.8960      6.8960    Yes
      2      US#5[M16]       60.00        0.62      12.00       4.3960      6.3960     No
      2      US#5[M16]       60.00        0.62      12.63       6.3960      7.4485     No
      2      US#4[M13]       60.00        0.40      13.25       6.8960      8.0098    Yes
      2      US#5[M16]       60.00        0.62      13.12       7.4485      8.5420     No
      2      US#5[M16]       60.00        0.62      15.00       8.5420     21.3330     No
      2      US#4[M13]       60.00        0.40      15.00       8.0098     47.9902    Yes
      2      US#5[M16]       60.00        0.62      15.00      34.6670     47.4580     No
      2      US#5[M16]       60.00        0.62      13.12      47.4580     48.5515     No
      2      US#4[M13]       60.00        0.40      13.25      47.9902     49.1040    Yes
      2      US#5[M16]       60.00        0.62      12.63      48.5515     49.6040     No
      2      US#5[M16]       60.00        0.62      12.00      49.6040     51.6040     No
      2      US#4[M13]       60.00        0.40      12.00      49.1040     52.1040    Yes
      2      US#5[M16]       60.00        0.62      10.50      51.6040     52.4790     No
      2      US#5[M16]       60.00        0.62       9.00      52.4790     54.7290     No
      2      US#5[M16]       60.00        0.62       7.50      54.7290     55.3540     No
      2      US#5[M16]       60.00        0.62       3.00      55.3540     55.6040     No
      2      US#4[M13]       60.00        0.40       9.00      52.1040     55.8543    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 0.1458 55.0000       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 2.3870 in2       Ycg =  3.27 in
         P_init    =      467.9 kips  Ecc = 13.79 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4877 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    11.51 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.970 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -6.01 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                         8.74 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 11.51 ksi  ( 5.87 %)            13.70 ksi ( 6.99 %)
Total Prestress Losses                                    25.22 ksi (12.86 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 170.8 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    5.10   10.70   16.30   21.90   27.50
Self wt.  : M       0.0    26.1    17.3    50.7    94.4   125.7   144.4   150.7
(Max)       V      11.0    10.0    10.3     8.9     6.7     4.5     2.2     0.0
DL-Prec.  : M       0.0    48.3    32.1    92.2   165.1   208.4   222.0   205.9
DC(Max)     V      20.5    18.1    19.0    15.7    10.4     5.1     0.2     5.5
DL-Prec.  : M       0.0    24.4    16.0    49.1    99.4   146.2   189.2   223.9
DW(Max)     V       9.9     9.6     9.7     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    99.0    65.4   192.4   359.8   481.4   557.2   582.5
            V      41.4    37.8    39.1    34.0    25.8    17.6     9.9    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    41.4    37.8    39.1    34.0    25.8    17.6     9.9    10.0
            M       0.0    99.0    65.4   192.4   359.8   481.4   557.2   582.5
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    33.10   38.70   44.30   49.90   53.38   52.50   55.00
Self wt.  : M     144.4   125.7    94.4    50.7    17.3    26.1     0.0
(Max)       V       2.2     4.5     6.7     8.9    10.3    10.0    11.0
DL-Prec.  : M     172.7   135.1    93.0    46.4    15.2    23.2     0.0
DC(Max)     V       6.3     7.1     7.9     8.7     9.2     9.1     9.5
DL-Prec.  : M     224.2   188.5   137.5    72.1    24.3    36.8     0.0
DW(Max)     V       2.9     7.8    10.4    13.0    14.6    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+    542.9   450.5   325.7   169.5    56.8    86.3     0.0
            V      11.5    19.5    25.1    30.7    34.2    33.3    35.8
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    11.5    19.5    25.1    30.7    34.2    33.3    35.8
            M     542.9   450.5   325.7   169.5    56.8    86.3     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               11.0             11.0
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    1.63    5.10   10.70   16.30   21.90   27.50
Self wt.  : M       0.0    26.1    17.3    50.7    94.4   125.7   144.4   150.7
(Max)       V      11.0    10.0    10.3     8.9     6.7     4.5     2.2     0.0
DL-Prec.  : M       0.0    48.3    32.1    92.2   165.1   208.4   222.0   205.9
DC(Max)     V      20.5    18.1    19.0    15.7    10.4     5.1     0.2     5.5
DL-Prec.  : M       0.0    24.4    16.0    49.1    99.4   146.2   189.2   223.9
DW(Max)     V       9.9     9.6     9.7     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    99.0    65.4   192.4   359.8   481.4   557.2   582.5
            V      41.4    37.8    39.1    34.0    25.8    17.6     9.9    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    41.4    37.8    39.1    34.0    25.8    17.6     9.9    10.0
            M       0.0    99.0    65.4   192.4   359.8   481.4   557.2   582.5
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    33.10   38.70   44.30   49.90   53.38   52.50   55.00
Self wt.  : M     144.4   125.7    94.4    50.7    17.3    26.1     0.0
(Max)       V       2.2     4.5     6.7     8.9    10.3    10.0    11.0
DL-Prec.  : M     172.7   135.1    93.0    46.4    15.2    23.2     0.0
DC(Max)     V       6.3     7.1     7.9     8.7     9.2     9.1     9.5
DL-Prec.  : M     224.2   188.5   137.5    72.1    24.3    36.8     0.0
DW(Max)     V       2.9     7.8    10.4    13.0    14.6    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+    542.9   450.5   325.7   169.5    56.8    86.3     0.0
            V      11.5    19.5    25.1    30.7    34.2    33.3    35.8
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    11.5    19.5    25.1    30.7    34.2    33.3    35.8
            M     542.9   450.5   325.7   169.5    56.8    86.3     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    5.10   10.70   16.30   21.90   27.50
Self wt.  : M       0.0    32.7    21.6    63.4   118.0   157.1   180.5   188.3
(Max)       V      13.7    12.5    12.9    11.2     8.4     5.6     2.8     0.0
Self wt.  : M       0.0    23.5    15.6    45.6    85.0   113.1   130.0   135.6
(Min)       V       9.9     9.0     9.3     8.0     6.0     4.0     2.0     0.0
DL-Prec.  : M       0.0    60.3    40.1   115.3   206.4   260.5   277.5   257.4
DC(Max)     V      25.6    22.7    23.7    19.6    13.0     6.3     0.3     6.9
DL-Prec.  : M       0.0    43.5    28.8    83.0   148.6   187.5   199.8   185.3
DC(Min)     V      18.4    16.3    17.1    14.1     9.3     4.6     0.2     5.0
DL-Prec.  : M       0.0    36.6    23.9    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    10.4    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   129.9    85.8   252.7   474.6   638.3   743.8   784.0
            V      54.3    49.6    51.3    44.8    34.4    24.0    14.2    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    54.3    49.6    51.3    44.8    34.4    24.0    14.2    13.5
            M       0.0   109.1    72.2   211.0   390.1   514.0   582.9   593.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    33.10   38.70   44.30   49.90   53.38   52.50   55.00
Self wt.  : M     180.5   157.1   118.0    63.4    21.6    32.7     0.0
(Max)       V       2.8     5.6     8.4    11.2    12.9    12.5    13.7
Self wt.  : M     130.0   113.1    85.0    45.6    15.6    23.5     0.0
(Min)       V       2.0     4.0     6.0     8.0     9.3     9.0     9.9
DL-Prec.  : M     215.9   168.9   116.2    57.9    19.0    29.0     0.0
DC(Max)     V       7.9     8.9     9.9    10.9    11.5    11.4    11.8
DL-Prec.  : M     155.5   121.6    83.7    41.7    13.7    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    36.4    55.2     0.0
DW(Max)     V       4.4    11.7    15.6    19.4    21.8    21.2    23.0
DL-Prec.  : M     145.8   122.5    89.4    46.9    15.8    23.9     0.0
DW(Min)     V       1.9     5.1     6.8     8.4     9.5     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+    734.7   610.2   441.5   229.9    77.1   117.1     0.0
            V      15.1    26.3    34.0    41.6    46.3    45.1    48.6
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    15.1    26.3    34.0    41.6    46.3    45.1    48.6
            M     544.1   450.0   324.6   168.6    56.5    85.8     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               13.7             13.7
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    0.135   0.239   0.422   0.551   0.627   0.653   0.595 
Bottom        -0.102  -0.181  -0.318  -0.412  -0.467  -0.487  -0.444 
 
Prestress
Precast-top    0.084  -0.088  -0.456  -0.817  -0.994  -0.994  -0.994 
Bottom         2.027   2.155   2.426   2.687   2.814   2.814   2.814 
 
Total
Precast-top    0.219   0.150  -0.034  -0.266  -0.367  -0.341  -0.399 
Bottom         1.925   1.974   2.108   2.275   2.346   2.327   2.369 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.05 %)
             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    5.10   10.70   16.30   21.90   27.50
 
Prestress
Precast-top    0.039   0.076   0.092  -0.079  -0.410  -0.735  -0.894  -0.894
Bottom         0.294   1.823   1.277   1.939   2.182   2.417   2.531   2.531
 
Self wt.
Precast-top   -0.000   0.111   0.073   0.215   0.399   0.527   0.604   0.630
Bottom        -0.000  -0.085  -0.056  -0.163  -0.301  -0.395  -0.450  -0.470
 
DL-Prec (DC)
Precast-top   -0.000   0.205   0.136   0.391   0.698   0.875   0.928   0.861
Bottom        -0.000  -0.156  -0.104  -0.297  -0.526  -0.654  -0.692  -0.642
 
DL-Prec (DW)
Precast-top   -0.000   0.104   0.068   0.208   0.420   0.614   0.791   0.936
Bottom        -0.000  -0.079  -0.052  -0.158  -0.317  -0.459  -0.590  -0.698
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.003   0.005   0.007   0.008
Bottom        -0.000  -0.001  -0.000  -0.001  -0.002  -0.004  -0.005  -0.006
 
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    0.039   0.497   0.370   0.737   1.109   1.286   1.435   1.541 
Bottom         0.294   1.503   1.064   1.319   1.037   0.905   0.794   0.716 
 
Final 2 (P/S + DL)
Precast-top    0.039   0.497   0.370   0.737   1.109   1.286   1.435   1.541 
Bottom         0.294   1.503   1.064   1.319   1.037   0.905   0.794   0.716 
 

 
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    0.135   0.239   0.422   0.551   0.627   0.653   0.595 
Bottom        -0.102  -0.181  -0.318  -0.412  -0.467  -0.487  -0.444 
 
Prestress
Precast-top    0.084  -0.088  -0.456  -0.817  -0.994  -0.994  -0.994 
Bottom         2.027   2.155   2.426   2.687   2.814   2.814   2.814 
 
Total
Precast-top    0.219   0.150  -0.034  -0.266  -0.367  -0.341  -0.399 
Bottom         1.925   1.974   2.108   2.275   2.346   2.327   2.369 
 
As_top  , in2  0.000   0.000   0.000   0.236   0.420   0.369   0.358 
Ast_prvd, in2  0.880   0.880   0.880   0.880   0.880   0.880   0.880 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.05 %)
             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    5.10   10.70   16.30   21.90   27.50
 
Prestress
Precast-top    0.039   0.076   0.092  -0.079  -0.410  -0.735  -0.894  -0.894
Bottom         0.294   1.823   1.277   1.939   2.182   2.417   2.531   2.531
 
Self wt.
Precast-top   -0.000   0.111   0.073   0.215   0.399   0.527   0.604   0.630
Bottom        -0.000  -0.085  -0.056  -0.163  -0.301  -0.395  -0.450  -0.470
 
DL-Prec (DC)
Precast-top   -0.000   0.205   0.136   0.391   0.698   0.875   0.928   0.861
Bottom        -0.000  -0.156  -0.104  -0.297  -0.526  -0.654  -0.692  -0.642
 
DL-Prec (DW)
Precast-top   -0.000   0.104   0.068   0.208   0.420   0.614   0.791   0.936
Bottom        -0.000  -0.079  -0.052  -0.158  -0.317  -0.459  -0.590  -0.698
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.003   0.005   0.007   0.008
Bottom        -0.000  -0.001  -0.000  -0.001  -0.002  -0.004  -0.005  -0.006
 
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    0.039   0.497   0.370   0.737   1.109   1.286   1.435   1.541 
Bottom         0.294   1.503   1.064   1.319   1.037   0.905   0.794   0.716 
 

 
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
     54.3    6.0   36.0    0.213   2.4   6.00e-3 50.0     42.3     0.284    3.013      0.00
      0.0    1.0   35.5     31.5 0.039      15.5 0.87    24.00     0.100    6.220 
Transfer:   3.00
     49.6    6.0   36.0    1.278  14.5  -0.15e-3 28.5      0.0     0.100    1.360      0.00
    109.1    6.3   32.8    189.0 0.029      89.5 5.43    24.00     0.100    6.516 
Critical:   3.23
     49.0    6.0   36.0    1.300  14.5  -0.16e-3 28.4      0.0     0.100    1.360      0.00
    120.3    6.5   32.8    189.0 0.029      89.6 5.45    24.00     0.100    6.580 
0.1L    :   5.60
     44.8    6.0   36.0    1.454  14.5  -0.16e-3 28.4      0.0     0.100    1.020      0.00
    211.0    7.7   32.4    189.0 0.026      88.9 5.47    24.00     0.100    7.123 
0.2L    :  11.20
     34.4    6.0   32.2    2.387  14.5  -0.26e-3 28.1      0.0     0.100    0.816      0.00
    390.1   10.0   29.0    189.0 0.019      86.5 5.95    23.20     0.100    8.340 
0.3L    :  16.80
     24.0    6.0   34.6    2.387  14.5  -0.23e-3 28.2      0.0     0.100    0.816      0.00
    514.0   10.1   31.1    189.0 0.009      90.7 5.81    24.00     0.100   12.772 
0.4L    :  22.40
     14.2    6.0   35.7    2.387   0.0  -0.21e-3 28.3      0.0     0.100    0.320      0.00
    582.9   10.2   32.2    189.0 0.012      91.8 5.69    24.00     0.100   11.884 
0.5L    :  28.00
     13.5    6.0   35.7    2.387   0.0  -0.21e-3 28.3      0.0     0.100    0.320      0.00
    593.7   10.2   32.2    189.0 0.011      91.6 5.68    24.00     0.100   12.454 
0.6L    :  33.60
     15.1    6.0   35.7    2.387   0.0  -0.22e-3 28.2      0.0     0.100    0.320      0.00
    544.1   10.2   32.2    189.0 0.012      92.9 5.76    24.00     0.100   11.218 
0.7L    :  39.20
     26.3    6.0   34.6    2.387  14.5  -0.25e-3 28.1      0.0     0.100    0.816      0.00
    450.0   10.1   31.1    189.0 0.011      92.5 5.93    24.00     0.100   11.667 
0.8L    :  44.80
     34.0    6.0   32.2    2.387  14.5  -0.28e-3 28.0      0.0     0.100    0.816      0.00
    324.6   10.0   29.0    189.0 0.019      88.7 6.10    23.20     0.100    8.455 
0.9L    :  50.40
     41.6    6.0   36.0    1.454  14.5  -0.18e-3 28.4      0.0     0.100    1.020      0.00
    168.6    7.7   32.4    189.0 0.023      90.3 5.55    24.00     0.100    7.675 
Critical:  52.77
     44.7    6.0   36.0    1.300  14.5  -0.17e-3 28.4      0.0     0.100    1.360      0.00
     95.3    6.5   32.8    189.0 0.026      90.3 5.49    24.00     0.100    7.218 
Transfer:  53.00
     45.1    6.0   36.0    1.278  14.5  -0.16e-3 28.4      0.0     0.100    1.360      0.00
     85.8    6.3   32.8    189.0 0.026      90.1 5.47    24.00     0.100    7.165 
Bearing :  55.50
     48.6    6.0   36.0    0.213   2.4   6.00e-3 50.0     36.0     0.242    3.013      0.00
      0.0    1.0   35.5     31.5 0.035      15.5 0.87    24.00     0.100    6.953 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  467.90
fs,         ksi =   20.00
h/4,         in =    9.75
Abrst_rqrd, in2 =    0.94

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      :       0.342  1.80      0.616  2.45      0.839
Self Wt.       :      -0.090  1.85     -0.167  2.70     -0.244
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.111  3.00     -0.332
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.096  3.00     -0.288
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.252            0.242           -0.028
 
At 0.2 x L = 10.70 ft
Prestress      :       0.627  1.80      1.128  2.45      1.536
Self Wt.       :      -0.170  1.85     -0.314  2.70     -0.459
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.216  3.00     -0.647
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.192  3.00     -0.576
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.457            0.405           -0.150
 
At 0.3 x L = 16.30 ft
Prestress      :       0.836  1.80      1.505  2.45      2.048
Self Wt.       :      -0.230  1.85     -0.426  2.70     -0.622
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.291  3.00     -0.874
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.269  3.00     -0.808
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.606            0.516           -0.262
 
At 0.4 x L = 21.90 ft
Prestress      :       0.964  1.80      1.736  2.45      2.363
Self Wt.       :      -0.268  1.85     -0.497  2.70     -0.725
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.333  3.00     -1.000
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.323  3.00     -0.969
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.696            0.581           -0.338
 
At 0.5 x L = 27.50 ft
Prestress      :       1.010  1.80      1.817  2.45      2.473
Self Wt.       :      -0.282  1.85     -0.521  2.70     -0.761
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.341  3.00     -1.022
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.347  3.00     -1.040
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.728            0.606           -0.357
 
At 0.6 x L = 33.10 ft
Prestress      :       0.964  1.80      1.736  2.45      2.363
Self Wt.       :      -0.268  1.85     -0.497  2.70     -0.725
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.314  3.00     -0.943
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.334  3.00     -1.002
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.696            0.588           -0.315
 
At 0.7 x L = 38.70 ft
Prestress      :       0.836  1.80      1.505  2.45      2.048
Self Wt.       :      -0.230  1.85     -0.426  2.70     -0.622
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.261  3.00     -0.783
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.287  3.00     -0.860
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.606            0.529           -0.224
 
At 0.8 x L = 44.30 ft
Prestress      :       0.627  1.80      1.128  2.45      1.536
Self Wt.       :      -0.170  1.85     -0.314  2.70     -0.459
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.186  3.00     -0.557
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.209  3.00     -0.626
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.457            0.418           -0.110
 
At 0.9 x L = 49.90 ft
Prestress      :       0.342  1.80      0.616  2.45      0.839
Self Wt.       :      -0.090  1.85     -0.167  2.70     -0.244
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.093  3.00     -0.278
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.106  3.00     -0.317
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.252            0.250           -0.003
 

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
   129.9    28.8  1.757  246.5    8.9   6.30    937.3  0.009T 1.00       -       -     -     -  
H/2     :   1.63
    85.8    28.4  1.245  254.6    5.8   4.10    696.7  0.016T 1.00       -       -     -     -  
0.1L    :   5.10
   252.7    29.9  1.999  242.3   11.0   7.73   1073.7  0.007T 1.00       -       -     -     -  
0.2L    :  10.70
   474.6    32.2  2.387  236.7   14.2  10.00   1306.7  0.005I 0.99   1071.6   631.2    1.22    -  
0.3L    :  16.30
   638.3    34.6  2.387  238.6   14.4  10.12   1412.6  0.005I 0.98   1167.8   848.9    1.21    -  
0.4L    :  21.90
   743.8    35.7  2.387  239.5   14.4  10.18   1465.7  0.005I 0.97   1216.4   989.2    1.20    -  
0.5L    :  27.50
   784.0    35.7  2.387  239.5   14.4  10.18   1465.7  0.005I 0.97   1216.4  1042.8    1.20    -  
0.6L    :  33.10
   734.7    35.7  2.387  239.5   14.4  10.18   1465.7  0.005I 0.97   1216.2   977.2    1.21    -  
0.7L    :  38.70
   610.2    34.6  2.387  238.6   14.4  10.12   1412.6  0.005I 0.98   1167.6   811.6    1.21    -  
0.8L    :  44.30
   441.5    32.2  2.387  236.7   14.2  10.00   1306.7  0.005I 0.99   1071.4   587.1    1.22    -  
0.9L    :  49.90
   229.9    29.9  1.999  242.3   11.0   7.73   1073.7  0.007T 1.00       -       -     -     -  
H/2     :  53.38
    77.1    28.4  1.245  254.6    5.8   4.10    696.7  0.016T 1.00       -       -     -     -  
Transfer:  52.50
   117.1    28.8  1.757  246.5    8.9   6.30    937.3  0.009T 1.00       -       -     -     -  

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

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

Consider Bottom Tension Steel Contribution : NO

 
 
DETENSIONING ( Span : 1, Beam : 1; Groups 1-7; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.097
        M   2.00 Fb     0.454
 
  2   1 E  36.00 Ft     0.230
        M   6.00 Fb     0.395
 
  3   1 E  34.00 Ft     0.527
        M   4.00 Fb     0.359
 
  4   1 E  32.00 Ft     0.794
        M   2.00 Fb     0.346
 
  5   2 E   6.00 Ft     0.683
        M   6.00 Fb     0.811
 
  6   2 E   2.00 Ft     0.451
        M   2.00 Fb     1.368
 
  7   2 E   2.00 Ft     0.219
        M   2.00 Fb     1.925
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-B       
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:  11
No. of strands, Draped:   3           No. of strands, Straight:   8
Concrete Strength, f'ci:   6.0  ksi        f'c:   7.0 ksi  f'ct   4.0 ksi
Initial losses:  5.87 %               Final losses: 12.86 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.900       2.369     Depress     OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.399     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)                  1465.68      784.05     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   1.541     Midspan    3.150   1.541     Midspan
    Pre.Bot:   4.200   1.503    Transfer    3.150   1.503    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.039     Bearing
    Pre.Bot:  -0.000   0.294     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      :       1.010  1.80      1.817  2.45      2.473
Self Wt.       :      -0.282  1.85     -0.521  2.70     -0.761
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.341  3.00     -1.022
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.347  3.00     -1.040
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.728            0.606           -0.357
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

