 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : C71 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 71'-8", 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_a7c2.tmp\C71-0_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 =    581770.00
 
SPAN DATA
---------
Precast length    , ft =     72.670
Bearing-to-bearing, ft =     71.670
Release span      , ft =     72.670
 
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-C    3.167    564.5   116354.0  45.00  20.23  16.00   6.917
 2             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 3             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 4             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 5             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   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      =      6.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   4877.010        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      5.000 
Eci ,ksi      =   4592.230
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Depressed at 0.40L
     Strand Diameter       =        0.600 in
     Tensile Strength(fpu) =      270.0 ksi
     Strand Area           =        0.217 in2
Use transformed strand and rebar: Strand Only
 
REINFORCING STEEL: Tension/Shear steel: fy = 60.0 ksi Es =  29000 ksi
 

 
LOADS DATA:
-----------
 
LOADS GENERATED USING PERMANENT LOAD WIZARD: NO
 
LOADS ON PRECAST
----------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
Span Beam DC/DW  Type       Mag.1   Loc.1   Mag.2   Loc.2     Description
   1    1    DC Line        0.068    0.00       0.068   71.67   Forms
   1    1    DC Line        0.075    0.00       0.075   71.67   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   35.83   Wet Deck
   1    1    DC Trapez      0.017    0.00       0.017   35.83   Haunch
   1    1    DC Trapez      0.060    0.00       0.060   35.83   Additional Wet Deck Overhang
   1    1    DW Trapez      0.342   35.83       0.342   71.67   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   71.67   LL on Walkway
   1    1    DW Point       2.350   33.83      -         -      Screed machine load 1
   1    1    DW Point       2.350   35.83      -         -      Screed machine load 2
   1    1    DW Point       2.350   39.83      -         -      Screed machine load 3
   1    1    DW Point       2.350   41.83      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   35.835
   1    2        0.285   35.835
   1    3        0.285   35.835
   1    4        0.285   35.835
   1    5        0.143   33.750
 
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              5.00 ksi 
  Elasticity          4592.2 ksi 
  Max comp              3.25 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.54 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      6.00 ksi    4.00 ksi 
  Elasticity 4877.01 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.60 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.70 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    2.40 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    5.00        6.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    5.00        6.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    5.00        6.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    5.00        6.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    5.00        6.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 18 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 29.07 ft from member end )
 
END PATTERN (Ycg = 11.78 in):
 
  6 @  2.000 in 4 @  4.000 in 4 @  6.000 in 2 @ 38.000 in 
  2 @ 42.000 in                                           
 
MID PATTERN (Ycg = 4.22 in):
(A) Draped:
 
  2 @  4.000 in 2 @  8.000 in   
 
(B) Straight:
 
  6 @  2.000 in 4 @  4.000 in 4 @  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#6[M19]  60.0  0.88    4.50  0.5200  1.6460 No        
       2 US#4[M13]  60.0  0.40    9.00  0.5200  3.5200 No        
       2 US#4[M13]  60.0  0.40   11.50  3.5200  4.4790 No        
       2 US#4[M13]  60.0  0.40   14.00  4.4790  6.8130 No        
       2 US#4[M13]  60.0  0.40   14.63  6.8130  8.0351 No        
       2 US#4[M13]  60.0  0.40   17.12  8.0351  9.4619 No        
       2 US#4[M13]  60.0  0.40   19.00  9.4619 17.3750 No        
       2 US#4[M13]  60.0  0.40   14.00  3.8960  7.3960 Yes       
       2 US#4[M13]  60.0  0.40   15.25  7.3960  8.6670 Yes       
       2 US#4[M13]  60.0  0.40   19.00  8.6670 64.0000 Yes       
       2 US#4[M13]  60.0  0.40   15.25 64.0000 65.2710 Yes       
       2 US#4[M13]  60.0  0.40   14.00 65.2710 68.7710 Yes       
       2 US#4[M13]  60.0  0.40   19.00 55.2920 63.2051 No        
       2 US#4[M13]  60.0  0.40   17.12 63.2051 64.6319 No        
       2 US#4[M13]  60.0  0.40   14.63 64.6319 65.8540 No        
       2 US#4[M13]  60.0  0.40   14.00 65.8540 68.1880 No        
       2 US#4[M13]  60.0  0.40   11.50 68.1880 69.1470 No        
       2 US#4[M13]  60.0  0.40    9.00 69.1470 72.1470 No        
       2 US#6[M19]  60.0  0.88    4.50 71.0210 72.1470 No        
       2 US#4[M13]  60.0  0.40    9.00 68.7710 72.5213 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#6[M19]           2.50 0.440  0.0000  5.0000       3.00 
      1 US#6[M19]           2.50 0.440 67.6670 72.6670       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-C                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 16.000 in    Bot = 20.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  5.000 in    Bot =  8.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  9.000 in                     Interior/Exterior  =   Exterior
            Bot =  9.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  9.000 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  Line       0.068      0.00       0.068   71.67
     DC  Line       0.075      0.00       0.075   71.67
     DC  Trapez     0.726      0.00       0.726   35.83
     DC  Trapez     0.017      0.00       0.017   35.83
     DC  Trapez     0.060      0.00       0.060   35.83
     DW  Trapez     0.342     35.83       0.342   71.67
     DW  Line       0.117      0.00       0.117   71.67
     DW  Point      2.350     33.83      -         -   
     DW  Point      2.350     35.83      -         -   
     DW  Point      2.350     39.83      -         -   
     DW  Point      2.350     41.83      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    35.83 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 72.670 ft
Release length = 72.670 ft
Design  length = 71.670 ft
 
Kern points:
------------
Upper    =   30.42 in
Lower    =   11.91 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                  =        564.5 in2            564.5 in2#
Total Height          =        45.00 in             45.00 in  
Mom. of Inertia (Ixx) =       116354 in4           116354 in4#
Ht. of c.g.           =        20.23 in             20.23 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        588.0 plf            588.0 plf   
Mom. of Inertia (Iyy) =      10478.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.8748

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     1.88     6.77    14.03    21.30    28.57    35.83
 
Precast: (At Release, using Ec =  4592.2 ksi )
  Area    , in2    567.9    584.8    580.6    584.8    584.8    584.8    584.8    584.8
  Yb      ,  in    20.18    19.91    19.98    19.87    19.80    19.74    19.67    19.67
  MI(Ixx) , in4   116602   118027   117642   118453   119290   120267   121384   121384
Composite: (At Final, using Ec =  4877.0 ksi )
  Area    , in2    567.7    583.4    579.5    583.4    583.4    583.4    583.4    583.4
  Yb      ,  in    20.18    19.93    20.00    19.89    19.83    19.77    19.71    19.71
  MI(Ixx) , in4   116585   117914   117554   118312   119092   120003   121045   121045

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       5.00  ksi   
  Elasticity         =     4592.2 ksi   
  Max comp           =       3.25 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.54 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       6.00 ksi           4.00 ksi
  Elasticity         =    4877.01 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       3.60 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       2.70 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           =       2.40 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  18 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 29.07 ft from member end )
END PATTERN (Ycg = 11.78 in):
     6 @  2.000 in     4 @  4.000 in     4 @  6.000 in     2 @ 38.000 in
     2 @ 42.000 in
 
MID PATTERN (Ycg = 4.22 in):
(A) Draped:
     2 @  4.000 in     2 @  8.000 in
(B) Straight:
     6 @  2.000 in     4 @  4.000 in     4 @  6.000 in
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.0 ksi
Total Strand Area     =    3.91 in2      Initial Pull          =      765.7 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      9.338 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     11.673 ft
Holddown Force        =  16.506 kips     Beam Shrtng (PL/AE)   =      0.250 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)       
-------------------------------------------------------------------------------------
      1309.162         740 968.780     10.551 42731.570   495.051      14.974        
 
 
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#6[M19]       60.00        0.88       4.50       0.5200      1.6460     No
      2      US#4[M13]       60.00        0.40       9.00       0.5200      3.5200     No
      2      US#4[M13]       60.00        0.40      11.50       3.5200      4.4790     No
      2      US#4[M13]       60.00        0.40      14.00       4.4790      6.8130     No
      2      US#4[M13]       60.00        0.40      14.63       6.8130      8.0351     No
      2      US#4[M13]       60.00        0.40      17.12       8.0351      9.4619     No
      2      US#4[M13]       60.00        0.40      19.00       9.4619     17.3750     No
      2      US#4[M13]       60.00        0.40      14.00       3.8960      7.3960    Yes
      2      US#4[M13]       60.00        0.40      15.25       7.3960      8.6670    Yes
      2      US#4[M13]       60.00        0.40      19.00       8.6670     64.0000    Yes
      2      US#4[M13]       60.00        0.40      15.25      64.0000     65.2710    Yes
      2      US#4[M13]       60.00        0.40      14.00      65.2710     68.7710    Yes
      2      US#4[M13]       60.00        0.40      19.00      55.2920     63.2051     No
      2      US#4[M13]       60.00        0.40      17.12      63.2051     64.6319     No
      2      US#4[M13]       60.00        0.40      14.63      64.6319     65.8540     No
      2      US#4[M13]       60.00        0.40      14.00      65.8540     68.1880     No
      2      US#4[M13]       60.00        0.40      11.50      68.1880     69.1470     No
      2      US#4[M13]       60.00        0.40       9.00      69.1470     72.1470     No
      2      US#6[M19]       60.00        0.88       4.50      71.0210     72.1470     No
      2      US#4[M13]       60.00        0.40       9.00      68.7710     72.5213    Yes
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#6[M19]           2.50 0.440  0.0000  5.0000       3.00 
      1 US#6[M19]           2.50 0.440 67.6670 72.6670       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 3.9060 in2       Ycg =  4.22 in
         P_init    =      765.7 kips  Ecc = 16.01 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4592 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    12.75 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.055 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -6.17 ksi    0.00 ksi
    due to Composite Loads                                 -0.00 ksi    0.00 ksi
    due to Live Loads                                      -0.00 ksi    0.00 ksi
 
Time Dependent Losses (Approximate Method (Art.5.9.3.3))
                            Initial                            Final
 
Steel relaxation           0.00 ksi                         2.40 ksi (Eq 5.9.3.3-1)
Concrete shrinkage         0.00 ksi                        10.00 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        11.30 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 12.75 ksi  ( 6.50 %)            17.53 ksi ( 8.94 %)
Total Prestress Losses                                    30.28 ksi (15.45 %)
 
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    1.88    6.77   14.03   21.30   28.57   35.83
Self wt.  : M       0.0    50.8    38.5   129.1   237.8   315.4   362.0   377.6
(Max)       V      21.1    19.6    20.0    17.1    12.8     8.5     4.3     0.0
DL-Prec.  : M       0.0    63.8    48.4   159.1   281.7   354.3   376.9   349.6
DC(Max)     V      26.7    24.3    24.9    20.3    13.4     6.6     0.3     7.2
DL-Prec.  : M       0.0    28.8    21.7    76.4   152.5   222.4   286.2   339.0
DW(Max)     V      11.7    11.4    11.5    10.9    10.0     9.2     8.3     5.2
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     0.5     1.0     1.5     2.0     2.6
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   143.7   108.7   365.1   673.0   893.6  1027.2  1068.8
            V      59.5    55.4    56.4    48.4    36.4    24.4    13.0    12.4
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    59.5    55.4    56.4    48.4    36.4    24.4    13.0    12.4
            M       0.0   143.7   108.7   365.1   673.0   893.6  1027.2  1068.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    43.10   50.37   57.64   64.90   69.79   69.17   71.67
Self wt.  : M     362.0   315.4   237.8   129.1    38.5    50.8     0.0
(Max)       V       4.3     8.5    12.8    17.1    20.0    19.6    21.1
DL-Prec.  : M     293.6   230.0   158.8    80.1    22.8    30.4     0.0
DC(Max)     V       8.2     9.3    10.3    11.4    12.1    12.0    12.3
DL-Prec.  : M     336.6   286.5   212.2   113.6    33.6    44.4     0.0
DW(Max)     V       5.2     8.6    11.9    15.2    17.5    17.2    18.3
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       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
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+    994.3   833.4   609.8   323.3    95.0   125.8     0.0
            V      17.8    26.5    35.1    43.7    49.6    48.8    51.8
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    17.8    26.5    35.1    43.7    49.6    48.8    51.8
            M     994.3   833.4   609.8   323.3    95.0   125.8     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               21.1             21.1
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           26.7             12.3
DL-Prec.(DW)           11.7             18.3
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    1.88    6.77   14.03   21.30   28.57   35.83
Self wt.  : M       0.0    50.8    38.5   129.1   237.8   315.4   362.0   377.6
(Max)       V      21.1    19.6    20.0    17.1    12.8     8.5     4.3     0.0
DL-Prec.  : M       0.0    63.8    48.4   159.1   281.7   354.3   376.9   349.6
DC(Max)     V      26.7    24.3    24.9    20.3    13.4     6.6     0.3     7.2
DL-Prec.  : M       0.0    28.8    21.7    76.4   152.5   222.4   286.2   339.0
DW(Max)     V      11.7    11.4    11.5    10.9    10.0     9.2     8.3     5.2
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     0.5     1.0     1.5     2.0     2.6
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   143.7   108.7   365.1   673.0   893.6  1027.2  1068.8
            V      59.5    55.4    56.4    48.4    36.4    24.4    13.0    12.4
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    59.5    55.4    56.4    48.4    36.4    24.4    13.0    12.4
            M       0.0   143.7   108.7   365.1   673.0   893.6  1027.2  1068.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    43.10   50.37   57.64   64.90   69.79   69.17   71.67
Self wt.  : M     362.0   315.4   237.8   129.1    38.5    50.8     0.0
(Max)       V       4.3     8.5    12.8    17.1    20.0    19.6    21.1
DL-Prec.  : M     293.6   230.0   158.8    80.1    22.8    30.4     0.0
DC(Max)     V       8.2     9.3    10.3    11.4    12.1    12.0    12.3
DL-Prec.  : M     336.6   286.5   212.2   113.6    33.6    44.4     0.0
DW(Max)     V       5.2     8.6    11.9    15.2    17.5    17.2    18.3
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       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
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+    994.3   833.4   609.8   323.3    95.0   125.8     0.0
            V      17.8    26.5    35.1    43.7    49.6    48.8    51.8
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    17.8    26.5    35.1    43.7    49.6    48.8    51.8
            M     994.3   833.4   609.8   323.3    95.0   125.8     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    1.88    6.77   14.03   21.30   28.57   35.83
Self wt.  : M       0.0    63.6    48.1   161.4   297.3   394.3   452.5   471.9
(Max)       V      26.3    24.5    25.0    21.4    16.0    10.7     5.3     0.0
Self wt.  : M       0.0    45.8    34.6   116.2   214.0   283.9   325.8   339.8
(Min)       V      19.0    17.6    18.0    15.4    11.5     7.7     3.8     0.0
DL-Prec.  : M       0.0    79.8    60.5   198.8   352.1   442.9   471.2   437.1
DC(Max)     V      33.4    30.4    31.2    25.4    16.8     8.2     0.4     9.0
DL-Prec.  : M       0.0    57.4    43.6   143.2   253.5   318.9   339.2   314.7
DC(Min)     V      24.0    21.9    22.4    18.3    12.1     5.9     0.3     6.5
DL-Prec.  : M       0.0    43.3    32.6   114.6   228.7   333.6   429.2   508.6
DW(Max)     V      17.5    17.1    17.2    16.3    15.1    13.8    12.5     7.7
DL-Prec.  : M       0.0    18.7    14.1    49.7    99.1   144.6   186.0   220.4
DW(Min)     V       7.6     7.4     7.5     7.1     6.5     6.0     5.4     3.3
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     0.2     0.6     1.3     1.9     2.6     3.2
(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     0.9     1.4     1.8     2.3
(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   186.8   141.3   475.4   879.3  1172.7  1355.5  1420.8
            V      77.3    72.1    73.4    63.2    48.0    32.8    18.4    16.8
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    77.3    72.1    73.4    63.2    48.0    32.8    18.4    16.8
            M       0.0   162.3   122.9   410.5   749.7   983.6  1112.3  1132.6
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    43.10   50.37   57.64   64.90   69.79   69.17   71.67
Self wt.  : M     452.5   394.3   297.3   161.4    48.1    63.6     0.0
(Max)       V       5.3    10.7    16.0    21.4    25.0    24.5    26.3
Self wt.  : M     325.8   283.9   214.0   116.2    34.6    45.8     0.0
(Min)       V       3.8     7.7    11.5    15.4    18.0    17.6    19.0
DL-Prec.  : M     367.0   287.5   198.5   100.1    28.6    37.9     0.0
DC(Max)     V      10.3    11.6    12.9    14.2    15.1    15.0    15.4
DL-Prec.  : M     264.2   207.0   142.9    72.1    20.6    27.3     0.0
DC(Min)     V       7.4     8.3     9.3    10.2    10.8    10.8    11.1
DL-Prec.  : M     505.0   429.8   318.2   170.4    50.4    66.6     0.0
DW(Max)     V       7.8    12.8    17.8    22.8    26.2    25.8    27.5
DL-Prec.  : M     218.8   186.2   137.9    73.8    21.8    28.9     0.0
DW(Min)     V       3.4     5.6     7.7     9.9    11.4    11.2    11.9
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       2.6     1.9     1.3     0.6     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       1.8     1.4     0.9     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+   1327.0  1113.4   815.3   432.5   127.2   168.3     0.0
            V      23.6    35.2    46.9    58.5    66.3    65.3    69.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    23.6    35.2    46.9    58.5    66.3    65.3    69.3
            M    1040.9   869.9   634.9   336.0    98.6   130.6     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               26.3             26.3
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           33.4             15.4
DL-Prec.(DW)           17.5             27.5
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    7.27   14.53   21.80   29.07   36.33
 
Beam-Self
Precast-top    0.157   0.356   0.630   0.822   0.933   0.972 
Bottom        -0.124  -0.281  -0.495  -0.642  -0.725  -0.755 
 
Prestress
Precast-top   -0.141  -0.312  -0.600  -0.882  -1.159  -1.159 
Bottom         2.460   2.591   2.810   3.022   3.227   3.227 
 
Total
Precast-top    0.016   0.044   0.030  -0.061  -0.226  -0.187 
Bottom         2.336   2.310   2.315   2.380   2.502   2.472 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.09 %)
             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    1.88    6.77   14.03   21.30   28.57   35.83
 
Prestress
Precast-top   -0.006  -0.124  -0.082  -0.274  -0.527  -0.776  -1.019  -1.019
Bottom         0.363   2.163   1.716   2.278   2.470   2.656   2.836   2.836
 
Self wt.
Precast-top   -0.000   0.130   0.098   0.329   0.603   0.795   0.906   0.945
Bottom        -0.000  -0.103  -0.078  -0.260  -0.474  -0.621  -0.704  -0.734
 
DL-Prec (DC)
Precast-top   -0.000   0.163   0.124   0.405   0.714   0.893   0.944   0.875
Bottom        -0.000  -0.129  -0.099  -0.320  -0.561  -0.698  -0.733  -0.680
 
DL-Prec (DW)
Precast-top   -0.000   0.074   0.055   0.194   0.386   0.561   0.716   0.849
Bottom        -0.000  -0.058  -0.044  -0.154  -0.304  -0.438  -0.557  -0.659
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.005   0.006
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.003  -0.004  -0.005
 
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   -0.006   0.242   0.196   0.655   1.178   1.477   1.553   1.657 
Bottom         0.363   1.872   1.494   1.543   1.129   0.896   0.839   0.758 
 
Final 2 (P/S + DL)
Precast-top   -0.006   0.242   0.196   0.655   1.178   1.477   1.553   1.657 
Bottom         0.363   1.872   1.494   1.543   1.129   0.896   0.839   0.758 
 

 
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    7.27   14.53   21.80   29.07   36.33
 
Beam-Self
Precast-top    0.157   0.356   0.630   0.822   0.933   0.972 
Bottom        -0.124  -0.281  -0.495  -0.642  -0.725  -0.755 
 
Prestress
Precast-top   -0.141  -0.312  -0.600  -0.882  -1.159  -1.159 
Bottom         2.460   2.591   2.810   3.022   3.227   3.227 
 
Total
Precast-top    0.016   0.044   0.030  -0.061  -0.226  -0.187 
Bottom         2.336   2.310   2.315   2.380   2.502   2.472 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.225   0.000 
Ast_prvd, in2  0.440   0.000   0.000   0.000   0.000*  0.000 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.09 %)
             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    1.88    6.77   14.03   21.30   28.57   35.83
 
Prestress
Precast-top   -0.006  -0.124  -0.082  -0.274  -0.527  -0.776  -1.019  -1.019
Bottom         0.363   2.163   1.716   2.278   2.470   2.656   2.836   2.836
 
Self wt.
Precast-top   -0.000   0.130   0.098   0.329   0.603   0.795   0.906   0.945
Bottom        -0.000  -0.103  -0.078  -0.260  -0.474  -0.621  -0.704  -0.734
 
DL-Prec (DC)
Precast-top   -0.000   0.163   0.124   0.405   0.714   0.893   0.944   0.875
Bottom        -0.000  -0.129  -0.099  -0.320  -0.561  -0.698  -0.733  -0.680
 
DL-Prec (DW)
Precast-top   -0.000   0.074   0.055   0.194   0.386   0.561   0.716   0.849
Bottom        -0.000  -0.058  -0.044  -0.154  -0.304  -0.438  -0.557  -0.659
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.005   0.006
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.003  -0.004  -0.005
 
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   -0.006*  0.242   0.196   0.655   1.178   1.477   1.553   1.657 
Bottom         0.363   1.872   1.494   1.543   1.129   0.896   0.839   0.758 
 

 
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
     77.3    9.0   41.3    0.377   2.4   6.00e-3 50.0     58.9     0.347    0.533      0.00
      0.0    1.6   40.5     31.5 0.038      24.6 0.87    24.00     0.139    1.369 
Transfer:   3.00
     72.1    9.0   41.3    2.264  14.5  -0.22e-3 28.2      0.0     0.139    1.067      0.00
    162.3   11.2   37.2    189.0 0.033     148.4 5.73    24.00     0.139    6.442 
Critical:   3.60
     70.9    9.0   41.3    2.337  14.5  -0.22e-3 28.2      0.0     0.139    0.951      0.00
    194.7   11.6   37.2    189.0 0.032     148.6 5.74    24.00     0.139    6.249 
0.1L    :   7.27
     63.2    9.0   41.3    2.785  14.5  -0.24e-3 28.2      0.0     0.139    0.671      0.00
    410.5   14.0   37.2    189.0 0.028     151.2 5.84    24.00     0.139    5.676 
0.2L    :  14.53
     48.0    9.0   39.1    3.472  14.5  -0.25e-3 28.1      0.0     0.139    0.505      0.00
    749.7   15.5   35.2    189.0 0.020     144.8 5.90    24.00     0.139    6.111 
0.3L    :  21.80
     32.8    9.0   38.9    3.906  14.5  -0.26e-3 28.1      0.0     0.139    0.253      0.00
    983.6   15.7   35.0    189.0 0.012     145.1 5.95    24.00     0.139    6.658 
0.4L    :  29.07
     18.4    9.0   40.8    3.906   0.0  -0.24e-3 28.2      0.0     0.139    0.253      0.00
   1112.3   15.8   36.7    189.0 0.010     149.6 5.85    24.00     0.139   11.583 
0.5L    :  36.33
     16.8    9.0   40.8    3.906   0.0  -0.24e-3 28.2      0.0     0.139    0.253      0.00
   1132.6   15.8   36.7    189.0 0.009     149.2 5.83    24.00     0.139   12.619 
0.6L    :  43.60
     23.6    9.0   40.8    3.906   0.0  -0.25e-3 28.1      0.0     0.139    0.253      0.00
   1040.9   15.8   36.7    189.0 0.013     151.3 5.92    24.00     0.139    9.090 
0.7L    :  50.87
     35.2    9.0   38.9    3.906  14.5  -0.28e-3 28.0      0.0     0.139    0.253      0.00
    869.9   15.7   35.0    189.0 0.013     148.4 6.09    24.00     0.139    6.289 
0.8L    :  58.14
     46.9    9.0   39.1    3.472  14.5  -0.28e-3 28.0      0.0     0.139    0.505      0.00
    634.9   15.5   35.2    189.0 0.020     148.6 6.05    24.00     0.139    6.342 
0.9L    :  65.40
     58.5    9.0   41.3    2.785  14.5  -0.26e-3 28.1      0.0     0.139    0.671      0.00
    336.0   14.0   37.2    189.0 0.025     153.9 5.95    24.00     0.139    6.184 
Critical:  69.07
     64.4    9.0   41.3    2.337  14.5  -0.23e-3 28.2      0.0     0.139    0.951      0.00
    157.9   11.6   37.2    189.0 0.028     149.8 5.78    24.00     0.139    6.901 
Transfer:  69.67
     65.3    9.0   41.3    2.264  14.5  -0.23e-3 28.2      0.0     0.139    1.067      0.00
    130.6   11.2   37.2    189.0 0.029     149.7 5.78    24.00     0.139    7.111 
Bearing :  72.17
     69.3    9.0   41.3    0.377   2.4   6.00e-3 50.0     50.0     0.294    0.533      0.00
      0.0    1.6   40.5     31.5 0.034      24.6 0.87    24.00     0.139    1.527 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  765.65
fs,         ksi =   20.00
h/4,         in =   11.25
Abrst_rqrd, in2 =    1.53

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 6.77 ft
Prestress      :       0.624  1.80      1.123  2.45      1.528
Self Wt.       :      -0.213  1.85     -0.394  2.70     -0.575
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.181  3.00     -0.542
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.140  3.00     -0.421
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.411            0.407           -0.012
 
At 0.2 x L = 14.03 ft
Prestress      :       1.131  1.80      2.036  2.45      2.771
Self Wt.       :      -0.400  1.85     -0.740  2.70     -1.080
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.348  3.00     -1.045
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.277  3.00     -0.831
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.731            0.668           -0.191
 
At 0.3 x L = 21.30 ft
Prestress      :       1.501  1.80      2.703  2.45      3.678
Self Wt.       :      -0.543  1.85     -1.005  2.70     -1.467
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.470  3.00     -1.409
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.388  3.00     -1.163
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.958            0.838           -0.368
 
At 0.4 x L = 28.57 ft
Prestress      :       1.719  1.80      3.094  2.45      4.212
Self Wt.       :      -0.630  1.85     -1.166  2.70     -1.702
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.534  3.00     -1.603
Diaphragm      :                       -0.003  3.00     -0.009
DL-Prec. (DW)  :                       -0.462  3.00     -1.386
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.089            0.929           -0.488
 
At 0.5 x L = 35.83 ft
Prestress      :       1.800  1.80      3.240  2.45      4.410
Self Wt.       :      -0.662  1.85     -1.225  2.70     -1.787
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.546  3.00     -1.638
Diaphragm      :                       -0.003  3.00     -0.010
DL-Prec. (DW)  :                       -0.496  3.00     -1.487
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.138            0.970           -0.513
 
At 0.6 x L = 43.10 ft
Prestress      :       1.719  1.80      3.094  2.45      4.212
Self Wt.       :      -0.630  1.85     -1.166  2.70     -1.702
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.504  3.00     -1.513
Diaphragm      :                       -0.003  3.00     -0.009
DL-Prec. (DW)  :                       -0.478  3.00     -1.434
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.089            0.943           -0.446
 
At 0.7 x L = 50.37 ft
Prestress      :       1.501  1.80      2.703  2.45      3.678
Self Wt.       :      -0.543  1.85     -1.005  2.70     -1.467
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.421  3.00     -1.263
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.413  3.00     -1.239
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.958            0.861           -0.297
 
At 0.8 x L = 57.64 ft
Prestress      :       1.131  1.80      2.036  2.45      2.771
Self Wt.       :      -0.400  1.85     -0.740  2.70     -1.080
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.300  3.00     -0.900
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.301  3.00     -0.904
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.731            0.692           -0.119
 
At 0.9 x L = 64.90 ft
Prestress      :       0.624  1.80      1.123  2.45      1.528
Self Wt.       :      -0.213  1.85     -0.394  2.70     -0.575
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.152  3.00     -0.455
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.155  3.00     -0.464
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.411            0.422            0.031
 

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
   186.8    34.0  2.911  237.1   14.8  11.15   1681.1  0.006T 1.00       -       -     -     -  
H/2     :   1.88
   141.3    33.8  2.305  245.1   11.2   8.42   1420.1  0.009T 1.00       -       -     -     -  
0.1L    :   6.77
   475.4    35.1  3.581  229.9   18.6  14.05   1816.2  0.004I 0.91       -       -     -     -  
0.2L    :  14.03
   879.3    37.0  3.906  228.0   20.6  15.51   1925.1  0.003I 0.86   1831.8  1169.5    1.05    -  
0.3L    :  21.30
  1172.7    38.9  3.906  229.7   20.7  15.66   2044.5  0.003I 0.85   1956.2  1559.6    1.05    -  
0.4L    :  28.57
  1355.5    40.8  3.906  231.2   20.9  15.79   2164.5  0.003I 0.85   2081.5  1802.8    1.04    -  
0.5L    :  35.83
  1420.8    40.8  3.906  231.2   20.9  15.79   2164.5  0.003I 0.85   2081.5  1889.6    1.04    -  
0.6L    :  43.10
  1327.0    40.8  3.906  231.2   20.9  15.79   2164.5  0.003I 0.85   2081.1  1764.9    1.04    -  
0.7L    :  50.37
  1113.4    38.9  3.906  229.7   20.7  15.66   2044.5  0.003I 0.85   1955.7  1480.9    1.05    -  
0.8L    :  57.64
   815.3    37.0  3.906  228.0   20.6  15.51   1925.1  0.003I 0.86   1831.4  1084.3    1.05    -  
0.9L    :  64.90
   432.5    35.1  3.581  229.9   18.6  14.05   1816.2  0.004I 0.91       -       -     -     -  
H/2     :  69.79
   127.2    33.8  2.305  245.1   11.2   8.42   1420.1  0.009T 1.00       -       -     -     -  
Transfer:  69.17
   168.3    34.0  2.911  237.1   14.8  11.15   1681.1  0.006T 1.00       -       -     -     -  

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

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

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

  1   2 E   2.00 Ft    -0.021
        M   2.00 Fb     0.278
 
  2   2 E  42.00 Ft     0.460
        M   8.00 Fb     0.157
 
  3   2 E  38.00 Ft     0.869
        M   4.00 Fb     0.093
 
  4   2 E   6.00 Ft     0.763
        M   6.00 Fb     0.438
 
  5   2 E   6.00 Ft     0.657
        M   6.00 Fb     0.783
 
  6   2 E   4.00 Ft     0.515
        M   4.00 Fb     1.157
 
  7   2 E   4.00 Ft     0.373
        M   4.00 Fb     1.531
 
  8   2 E   2.00 Ft     0.194
        M   2.00 Fb     1.933
 
  9   2 E   2.00 Ft     0.016
        M   2.00 Fb     2.336
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-C       
Precast Length, ft: 72.67            Release Length, ft: 72.67
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  18
No. of strands, Draped:   4           No. of strands, Straight:  14
Concrete Strength, f'ci:   5.0  ksi        f'c:   6.0 ksi  f'ct   4.0 ksi
Initial losses:  6.50 %               Final losses: 15.45 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.250       2.502   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.226   0.4L/0.6L
      Precast Top w/ reinf. (tension)      -0.540           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  2164.46     1420.77     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:   3.600   1.657     Midspan    2.700   1.657     Midspan
    Pre.Bot:   3.600   1.872    Transfer    2.700   1.872    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.006     Bearing
    Pre.Bot:  -0.000   0.363     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  35.83 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       1.800  1.80      3.240  2.45      4.410
Self Wt.       :      -0.662  1.85     -1.225  2.70     -1.787
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.546  3.00     -1.638
Diaphragm      :                       -0.003  3.00     -0.010
DL-Prec. (DW)  :                       -0.496  3.00     -1.487
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       1.138            0.970           -0.513
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

