 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : C80 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 80'-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_de02.tmp\C80-0_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 =     81.000
Bearing-to-bearing, ft =     80.000
Release span      , ft =     81.000
 
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-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   80.00   Forms
   1    1    DC Line        0.075    0.00       0.075   80.00   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   40.00   Wet Deck
   1    1    DC Trapez      0.017    0.00       0.017   40.00   Haunch
   1    1    DC Trapez      0.060    0.00       0.060   40.00   Additional Wet Deck Overhang
   1    1    DW Trapez      0.342   40.00       0.342   80.00   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   80.00   LL on Walkway
   1    1    DW Point       2.350   38.00      -         -      Screed machine load 1
   1    1    DW Point       2.350   40.00      -         -      Screed machine load 2
   1    1    DW Point       2.350   44.00      -         -      Screed machine load 3
   1    1    DW Point       2.350   46.00      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   40.000
   1    2        0.285   40.000
   1    3        0.285   40.000
   1    4        0.285   40.000
   1    5        0.143   40.000
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:   NO   
  Is Span Post-tensioned:                 NO   
  ADTT (Average Daily Truck Traffic)    : 5000 
  Percent of the specified force effect : 1.00 
  Apply reduction of Moment for skew:     NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  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:
 22 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 32.40 ft from member end )
 
END PATTERN (Ycg = 13.27 in):
 
  6 @  2.000 in 4 @  4.000 in 6 @  6.000 in 2 @ 34.000 in 
  2 @ 38.000 in 2 @ 42.000 in                             
 
MID PATTERN (Ycg = 4.55 in):
(A) Draped:
 
  2 @  2.000 in 2 @  6.000 in 2 @ 10.000 in  
 
(B) Straight:
 
  6 @  2.000 in 4 @  4.000 in 6 @  6.000 in  
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#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  1.6457 No        
       2 US#4[M13]  60.0  0.40    9.00  0.5200  3.5200 No        
       2 US#4[M13]  60.0  0.40   10.50  3.5200  4.3960 No        
       2 US#4[M13]  60.0  0.40   12.00  3.8960  6.8960 Yes       
       2 US#4[M13]  60.0  0.40   12.00  4.3960  6.3960 No        
       2 US#4[M13]  60.0  0.40   13.00  6.3960  7.4800 No        
       2 US#4[M13]  60.0  0.40   14.00  7.4800 10.9800 No        
       2 US#4[M13]  60.0  0.40   14.63 10.9800 12.2001 No        
       2 US#4[M13]  60.0  0.40   17.13 12.2001 13.6280 No        
       2 US#4[M13]  60.0  0.40   19.00 13.6280 21.5420 No        
       2 US#4[M13]  60.0  0.40   14.00  6.8960 11.5630 Yes       
       2 US#4[M13]  60.0  0.40   15.25 11.5630 12.8340 Yes       
       2 US#4[M13]  60.0  0.40   19.00 12.8333 68.1667 Yes       
       2 US#4[M13]  60.0  0.40   15.25 68.1660 69.4370 Yes       
       2 US#4[M13]  60.0  0.40   14.00 69.4370 74.1040 Yes       
       2 US#4[M13]  60.0  0.40   12.00 74.1040 77.1040 Yes       
       2 US#4[M13]  60.0  0.40   19.00 59.4580 67.3720 No        
       2 US#4[M13]  60.0  0.40   17.13 67.3720 68.7999 No        
       2 US#4[M13]  60.0  0.40   14.63 68.7999 70.0200 No        
       2 US#4[M13]  60.0  0.40   14.00 70.0200 73.5200 No        
       2 US#4[M13]  60.0  0.40   13.00 73.5200 74.6040 No        
       2 US#4[M13]  60.0  0.40   12.00 74.6040 76.6040 No        
       2 US#4[M13]  60.0  0.40   10.50 76.6040 77.4800 No        
       2 US#4[M13]  60.0  0.40    9.00 77.4800 80.4800 No        
       2 US#6[M19]  60.0  0.88    4.50 79.3543 80.4800 No        
       2 US#4[M13]  60.0  0.40    9.00 77.1040 80.8543 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 76.0000 81.0000       3.00 
      1 US#8[M25]           2.50 0.790  0.0000  2.6700       3.00 
      1 US#8[M25]           2.50 0.790  0.0000  2.6700       3.00 
      1 US#8[M25]           2.50 0.790 78.3300 81.0000       3.00 
      1 US#8[M25]           2.50 0.790 78.3300 81.0000       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-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   80.00
     DC  Line       0.075      0.00       0.075   80.00
     DC  Trapez     0.726      0.00       0.726   40.00
     DC  Trapez     0.017      0.00       0.017   40.00
     DC  Trapez     0.060      0.00       0.060   40.00
     DW  Trapez     0.342     40.00       0.342   80.00
     DW  Line       0.117      0.00       0.117   80.00
     DW  Point      2.350     38.00      -         -   
     DW  Point      2.350     40.00      -         -   
     DW  Point      2.350     44.00      -         -   
     DW  Point      2.350     46.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    40.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 81.000 ft
Release length = 81.000 ft
Design  length = 80.000 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     7.60    15.70    23.80    31.90    40.00
 
Precast: (At Release, using Ec =  4592.2 ksi )
  Area    , in2    568.6    589.4    584.2    589.4    589.4    589.4    589.4    589.4
  Yb      ,  in    20.18    19.90    19.97    19.84    19.75    19.66    19.57    19.57
  MI(Ixx) , in4   116561   117790   117451   118342   119405   120694   122210   122210
Composite: (At Final, using Ec =  4877.0 ksi )
  Area    , in2    568.4    587.6    582.8    587.6    587.6    587.6    587.6    587.6
  Yb      ,  in    20.18    19.92    19.99    19.87    19.78    19.70    19.61    19.61
  MI(Ixx) , in4   116547   117694   117377   118209   119201   120404   121819   121819

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:  22 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 32.40 ft from member end )
END PATTERN (Ycg = 13.27 in):
     6 @  2.000 in     4 @  4.000 in     6 @  6.000 in     2 @ 34.000 in
     2 @ 38.000 in     2 @ 42.000 in
 
MID PATTERN (Ycg = 4.55 in):
(A) Draped:
     2 @  2.000 in     2 @  6.000 in     2 @ 10.000 in
(B) Straight:
     6 @  2.000 in     4 @  4.000 in     6 @  6.000 in
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.0 ksi
Total Strand Area     =    4.77 in2      Initial Pull          =      935.8 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.777 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     10.971 ft
Holddown Force        =  20.935 kips     Beam Shrtng (PL/AE)   =      0.339 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)       
--------------------------------------------------------------------------------------
      1783.315         740 1319.653     11.760 47629.793   581.265      43.687        
 
 
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      1.6457     No
      2      US#4[M13]       60.00        0.40       9.00       0.5200      3.5200     No
      2      US#4[M13]       60.00        0.40      10.50       3.5200      4.3960     No
      2      US#4[M13]       60.00        0.40      12.00       3.8960      6.8960    Yes
      2      US#4[M13]       60.00        0.40      12.00       4.3960      6.3960     No
      2      US#4[M13]       60.00        0.40      13.00       6.3960      7.4800     No
      2      US#4[M13]       60.00        0.40      14.00       7.4800     10.9800     No
      2      US#4[M13]       60.00        0.40      14.63      10.9800     12.2001     No
      2      US#4[M13]       60.00        0.40      17.13      12.2001     13.6280     No
      2      US#4[M13]       60.00        0.40      19.00      13.6280     21.5420     No
      2      US#4[M13]       60.00        0.40      14.00       6.8960     11.5630    Yes
      2      US#4[M13]       60.00        0.40      15.25      11.5630     12.8340    Yes
      2      US#4[M13]       60.00        0.40      19.00      12.8333     68.1667    Yes
      2      US#4[M13]       60.00        0.40      15.25      68.1660     69.4370    Yes
      2      US#4[M13]       60.00        0.40      14.00      69.4370     74.1040    Yes
      2      US#4[M13]       60.00        0.40      12.00      74.1040     77.1040    Yes
      2      US#4[M13]       60.00        0.40      19.00      59.4580     67.3720     No
      2      US#4[M13]       60.00        0.40      17.13      67.3720     68.7999     No
      2      US#4[M13]       60.00        0.40      14.63      68.7999     70.0200     No
      2      US#4[M13]       60.00        0.40      14.00      70.0200     73.5200     No
      2      US#4[M13]       60.00        0.40      13.00      73.5200     74.6040     No
      2      US#4[M13]       60.00        0.40      12.00      74.6040     76.6040     No
      2      US#4[M13]       60.00        0.40      10.50      76.6040     77.4800     No
      2      US#4[M13]       60.00        0.40       9.00      77.4800     80.4800     No
      2      US#6[M19]       60.00        0.88       4.50      79.3543     80.4800     No
      2      US#4[M13]       60.00        0.40       9.00      77.1040     80.8543    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 76.0000 81.0000       3.00 
      1 US#8[M25]           2.50 0.790  0.0000  2.6700       3.00 
      1 US#8[M25]           2.50 0.790  0.0000  2.6700       3.00 
      1 US#8[M25]           2.50 0.790 78.3300 81.0000       3.00 
      1 US#8[M25]           2.50 0.790 78.3300 81.0000       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 4.7740 in2       Ycg =  4.55 in
         P_init    =      935.8 kips  Ecc = 15.68 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4592 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    14.72 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.372 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -7.26 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                        13.81 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 14.72 ksi  ( 7.51 %)            18.95 ksi ( 9.67 %)
Total Prestress Losses                                    33.67 ksi (17.18 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 162.3 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    7.60   15.70   23.80   31.90   40.00
Self wt.  : M       0.0    57.0    43.1   161.8   296.8   393.3   451.1   470.4
(Max)       V      23.5    22.1    22.4    19.1    14.3     9.5     4.8     0.0
DL-Prec.  : M       0.0    71.6    54.2   199.3   351.5   441.6   469.7   435.6
DC(Max)     V      29.8    27.4    28.0    22.6    15.0     7.3     0.4     8.0
DL-Prec.  : M       0.0    31.0    23.3    92.0   182.7   265.7   341.1   404.1
DW(Max)     V      12.6    12.3    12.3    11.7    10.7     9.8     8.8     5.5
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     1.1     1.7     2.3     2.9
(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   159.7   120.8   453.6   832.1  1102.3  1264.1  1313.0
            V      66.0    61.8    62.9    53.4    40.0    26.7    14.0    13.6
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    66.0    61.8    62.9    53.4    40.0    26.7    14.0    13.6
            M       0.0   159.7   120.8   453.6   832.1  1102.3  1264.1  1313.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    48.10   56.20   64.30   72.40   78.13   77.50   80.00
Self wt.  : M     451.1   393.3   296.8   161.8    43.1    57.0     0.0
(Max)       V       4.8     9.5    14.3    19.1    22.4    22.1    23.5
DL-Prec.  : M     365.9   286.8   198.3   100.4    25.5    33.9     0.0
DC(Max)     V       9.2    10.3    11.5    12.7    13.5    13.4    13.8
DL-Prec.  : M     400.2   342.8   255.3   137.7    36.4    48.2     0.0
DW(Max)     V       5.2     8.9    12.7    16.4    19.0    18.7    19.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       2.3     1.7     1.1     0.5     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
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+   1219.5  1024.6   751.5   400.4   105.2   139.3     0.0
            V      19.3    28.9    38.5    48.2    55.0    54.2    57.2
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    19.3    28.9    38.5    48.2    55.0    54.2    57.2
            M    1219.5  1024.6   751.5   400.4   105.2   139.3     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               23.5             23.5
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           29.8             13.8
DL-Prec.(DW)           12.6             19.9
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.88    7.60   15.70   23.80   31.90   40.00
Self wt.  : M       0.0    57.0    43.1   161.8   296.8   393.3   451.1   470.4
(Max)       V      23.5    22.1    22.4    19.1    14.3     9.5     4.8     0.0
DL-Prec.  : M       0.0    71.6    54.2   199.3   351.5   441.6   469.7   435.6
DC(Max)     V      29.8    27.4    28.0    22.6    15.0     7.3     0.4     8.0
DL-Prec.  : M       0.0    31.0    23.3    92.0   182.7   265.7   341.1   404.1
DW(Max)     V      12.6    12.3    12.3    11.7    10.7     9.8     8.8     5.5
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     1.1     1.7     2.3     2.9
(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   159.7   120.8   453.6   832.1  1102.3  1264.1  1313.0
            V      66.0    61.8    62.9    53.4    40.0    26.7    14.0    13.6
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    66.0    61.8    62.9    53.4    40.0    26.7    14.0    13.6
            M       0.0   159.7   120.8   453.6   832.1  1102.3  1264.1  1313.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    48.10   56.20   64.30   72.40   78.13   77.50   80.00
Self wt.  : M     451.1   393.3   296.8   161.8    43.1    57.0     0.0
(Max)       V       4.8     9.5    14.3    19.1    22.4    22.1    23.5
DL-Prec.  : M     365.9   286.8   198.3   100.4    25.5    33.9     0.0
DC(Max)     V       9.2    10.3    11.5    12.7    13.5    13.4    13.8
DL-Prec.  : M     400.2   342.8   255.3   137.7    36.4    48.2     0.0
DW(Max)     V       5.2     8.9    12.7    16.4    19.0    18.7    19.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       2.3     1.7     1.1     0.5     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
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+   1219.5  1024.6   751.5   400.4   105.2   139.3     0.0
            V      19.3    28.9    38.5    48.2    55.0    54.2    57.2
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    19.3    28.9    38.5    48.2    55.0    54.2    57.2
            M    1219.5  1024.6   751.5   400.4   105.2   139.3     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    1.88    7.60   15.70   23.80   31.90   40.00
Self wt.  : M       0.0    71.2    53.8   202.2   371.0   491.6   563.9   588.0
(Max)       V      29.4    27.6    28.0    23.8    17.9    11.9     6.0     0.0
Self wt.  : M       0.0    51.3    38.8   145.6   267.1   353.9   406.0   423.4
(Min)       V      21.2    19.8    20.2    17.1    12.9     8.6     4.3     0.0
DL-Prec.  : M       0.0    89.5    67.8   249.1   439.3   552.0   587.1   544.5
DC(Max)     V      37.3    34.3    35.0    28.3    18.7     9.1     0.5    10.0
DL-Prec.  : M       0.0    64.4    48.8   179.3   316.3   397.4   422.7   392.1
DC(Min)     V      26.8    24.7    25.2    20.4    13.5     6.6     0.3     7.2
DL-Prec.  : M       0.0    46.5    35.0   138.0   274.0   398.6   511.6   606.1
DW(Max)     V      18.8    18.4    18.5    17.5    16.1    14.7    13.2     8.3
DL-Prec.  : M       0.0    20.2    15.2    59.8   118.8   172.7   221.7   262.6
DW(Min)     V       8.2     8.0     8.0     7.6     7.0     6.4     5.7     3.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.2     0.7     1.4     2.1     2.9     3.6
(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     0.5     1.0     1.5     2.1     2.6
(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   207.4   156.8   590.0  1085.8  1444.3  1665.4  1742.2
            V      85.6    80.4    81.7    69.7    52.7    35.8    19.7    18.4
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    85.6    80.4    81.7    69.7    52.7    35.8    19.7    18.4
            M       0.0   181.1   137.0   511.8   930.5  1218.4  1375.5  1398.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    48.10   56.20   64.30   72.40   78.13   77.50   80.00
Self wt.  : M     563.9   491.6   371.0   202.2    53.8    71.2     0.0
(Max)       V       6.0    11.9    17.9    23.8    28.0    27.6    29.4
Self wt.  : M     406.0   353.9   267.1   145.6    38.8    51.3     0.0
(Min)       V       4.3     8.6    12.9    17.1    20.2    19.8    21.2
DL-Prec.  : M     457.4   358.5   247.8   125.5    31.9    42.4     0.0
DC(Max)     V      11.5    12.9    14.4    15.8    16.9    16.7    17.2
DL-Prec.  : M     329.3   258.1   178.4    90.3    23.0    30.5     0.0
DC(Min)     V       8.3     9.3    10.4    11.4    12.1    12.1    12.4
DL-Prec.  : M     600.4   514.2   383.0   206.6    54.7    72.3     0.0
DW(Max)     V       7.8    13.4    19.0    24.6    28.5    28.1    29.8
DL-Prec.  : M     260.2   222.8   166.0    89.5    23.7    31.3     0.0
DW(Min)     V       3.4     5.8     8.2    10.6    12.4    12.2    12.9
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       2.9     2.1     1.4     0.7     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       2.1     1.5     1.0     0.5     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+   1624.5  1366.4  1003.2   534.9   140.6   186.2     0.0
            V      25.4    38.4    51.3    64.3    73.5    72.5    76.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    25.4    38.4    51.3    64.3    73.5    72.5    76.5
            M    1284.3  1075.0   786.2   417.9   109.6   145.2     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               29.4             29.4
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           37.3             17.2
DL-Prec.(DW)           18.8             29.8
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    8.10   16.20   24.30   32.40   40.50
 
Beam-Self
Precast-top    0.176   0.443   0.783   1.021   1.156   1.204 
Bottom        -0.139  -0.349  -0.613  -0.792  -0.890  -0.927 
 
Prestress
Precast-top    0.105  -0.153  -0.558  -0.953  -1.338  -1.338 
Bottom         2.764   2.961   3.266   3.559   3.839   3.839 
 
Total
Precast-top    0.281   0.289   0.225   0.067  -0.182  -0.133 
Bottom         2.624   2.612   2.654   2.768   2.949   2.912 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.37 %)
             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    7.60   15.70   23.80   31.90   40.00
 
Prestress
Precast-top    0.035   0.091   0.095  -0.133  -0.483  -0.826  -1.159  -1.159
Bottom         0.402   2.394   1.900   2.565   2.830   3.083   3.326   3.326
 
Self wt.
Precast-top   -0.000   0.146   0.110   0.413   0.753   0.991   1.127   1.175
Bottom        -0.000  -0.116  -0.088  -0.326  -0.589  -0.769  -0.867  -0.904
 
DL-Prec (DC)
Precast-top   -0.000   0.183   0.139   0.508   0.892   1.113   1.173   1.088
Bottom        -0.000  -0.145  -0.111  -0.401  -0.698  -0.863  -0.902  -0.837
 
DL-Prec (DW)
Precast-top   -0.000   0.079   0.060   0.235   0.464   0.669   0.852   1.009
Bottom        -0.000  -0.063  -0.048  -0.185  -0.363  -0.519  -0.655  -0.776
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.006   0.007
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    0.035   0.499   0.404   1.024   1.628   1.951   1.998   2.120 
Bottom         0.402   2.070   1.653   1.653   1.178   0.929   0.897   0.803 
 
Final 2 (P/S + DL)
Precast-top    0.035   0.499   0.404   1.024   1.628   1.951   1.998   2.120 
Bottom         0.402   2.070   1.653   1.653   1.178   0.929   0.897   0.803 
 

 
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    8.10   16.20   24.30   32.40   40.50
 
Beam-Self
Precast-top    0.176   0.443   0.783   1.021   1.156   1.204 
Bottom        -0.139  -0.349  -0.613  -0.792  -0.890  -0.927 
 
Prestress
Precast-top    0.105  -0.153  -0.558  -0.953  -1.338  -1.338 
Bottom         2.764   2.961   3.266   3.559   3.839   3.839 
 
Total
Precast-top    0.281   0.289   0.225   0.067  -0.182  -0.133 
Bottom         2.624   2.612   2.654   2.768   2.949   2.912 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  0.440   0.000   0.000   0.000   0.000   0.000 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.37 %)
             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    7.60   15.70   23.80   31.90   40.00
 
Prestress
Precast-top    0.035   0.091   0.095  -0.133  -0.483  -0.826  -1.159  -1.159
Bottom         0.402   2.394   1.900   2.565   2.830   3.083   3.326   3.326
 
Self wt.
Precast-top   -0.000   0.146   0.110   0.413   0.753   0.991   1.127   1.175
Bottom        -0.000  -0.116  -0.088  -0.326  -0.589  -0.769  -0.867  -0.904
 
DL-Prec (DC)
Precast-top   -0.000   0.183   0.139   0.508   0.892   1.113   1.173   1.088
Bottom        -0.000  -0.145  -0.111  -0.401  -0.698  -0.863  -0.902  -0.837
 
DL-Prec (DW)
Precast-top   -0.000   0.079   0.060   0.235   0.464   0.669   0.852   1.009
Bottom        -0.000  -0.063  -0.048  -0.185  -0.363  -0.519  -0.655  -0.776
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.006   0.007
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    0.035   0.499   0.404   1.024   1.628   1.951   1.998   2.120 
Bottom         0.402   2.070   1.653   1.653   1.178   0.929   0.897   0.803 
 

 
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
     85.6    9.0   41.0    0.442   3.0   6.00e-3 50.0     67.7     0.403    0.533      0.00
      0.0    2.0   40.0     31.5 0.043      24.3 0.87    24.00     0.139    1.229 
Transfer:   3.00
     80.4    9.0   41.0    2.651  18.1  -0.26e-3 28.1      0.0     0.139    1.067      0.00
    181.1   14.1   36.9    189.0 0.036     153.2 5.96    24.00     0.139    5.783 
Critical:   3.58
     79.2    9.0   41.0    2.733  18.1  -0.26e-3 28.1      0.0     0.139    0.990      0.00
    215.5   14.5   36.9    189.0 0.035     153.2 5.96    24.00     0.139    5.840 
0.1L    :   8.10
     69.7    9.0   41.0    3.376  18.1  -0.29e-3 28.0      0.0     0.139    0.686      0.00
    511.8   18.0   36.9    189.0 0.030     157.0 6.11    24.00     0.139    5.335 
0.2L    :  16.20
     52.7    9.0   37.8    4.340  18.1  -0.30e-3 27.9      0.0     0.139    0.505      0.00
    930.5   18.8   34.0    189.0 0.022     147.5 6.22    24.00     0.139    5.594 
0.3L    :  24.30
     35.8    9.0   38.3    4.774  18.1  -0.30e-3 27.9      0.0     0.139    0.253      0.00
   1218.4   19.0   34.4    189.0 0.012     149.3 6.22    24.00     0.139    6.275 
0.4L    :  32.40
     19.7    9.0   40.5    4.774   0.0  -0.28e-3 28.0      0.0     0.139    0.253      0.00
   1375.5   19.2   36.4    189.0 0.011     154.7 6.10    24.00     0.139   10.991 
0.5L    :  40.50
     18.4    9.0   40.5    4.774   0.0  -0.28e-3 28.0      0.0     0.139    0.253      0.00
   1398.8   19.2   36.4    189.0 0.010     154.1 6.07    24.00     0.139   11.744 
0.6L    :  48.60
     25.4    9.0   40.5    4.774   0.0  -0.30e-3 28.0      0.0     0.139    0.253      0.00
   1284.3   19.2   36.4    189.0 0.014     157.1 6.19    24.00     0.139    8.647 
0.7L    :  56.70
     38.4    9.0   38.3    4.774  18.1  -0.34e-3 27.8      0.0     0.139    0.253      0.00
   1075.0   19.0   34.4    189.0 0.013     154.0 6.41    24.00     0.139    5.973 
0.8L    :  64.80
     51.3    9.0   37.8    4.340  18.1  -0.34e-3 27.8      0.0     0.139    0.505      0.00
    786.2   18.8   34.0    189.0 0.021     152.7 6.44    24.00     0.139    5.853 
0.9L    :  72.90
     64.3    9.0   41.0    3.376  18.1  -0.31e-3 27.9      0.0     0.139    0.686      0.00
    417.9   18.0   36.9    189.0 0.027     160.8 6.25    24.00     0.139    5.846 
Critical:  77.43
     71.5    9.0   41.0    2.733  18.1  -0.27e-3 28.1      0.0     0.139    0.990      0.00
    174.2   14.5   36.9    189.0 0.031     154.7 6.01    24.00     0.139    6.486 
Transfer:  78.00
     72.5    9.0   41.0    2.651  18.1  -0.27e-3 28.1      0.0     0.139    1.067      0.00
    145.2   14.1   36.9    189.0 0.031     154.8 6.02    24.00     0.139    6.412 
Bearing :  80.50
     76.5    9.0   41.0    0.442   3.0   6.00e-3 50.0     57.6     0.343    0.533      0.00
      0.0    2.0   40.0     31.5 0.038      24.3 0.87    24.00     0.139    1.376 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  935.80
fs,         ksi =   20.00
h/4,         in =   11.25
Abrst_rqrd, in2 =    1.87

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 7.60 ft
Prestress      :       0.894  1.80      1.610  2.45      2.191
Self Wt.       :      -0.329  1.85     -0.609  2.70     -0.888
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.283  3.00     -0.848
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.210  3.00     -0.630
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.565            0.507           -0.179
 
At 0.2 x L = 15.70 ft
Prestress      :       1.624  1.80      2.924  2.45      3.979
Self Wt.       :      -0.617  1.85     -1.141  2.70     -1.666
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.541  3.00     -1.623
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.412  3.00     -1.237
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.007            0.826           -0.554
 
At 0.3 x L = 23.80 ft
Prestress      :       2.156  1.80      3.882  2.45      5.283
Self Wt.       :      -0.836  1.85     -1.546  2.70     -2.256
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.727  3.00     -2.181
Diaphragm      :                       -0.004  3.00     -0.011
DL-Prec. (DW)  :                       -0.575  3.00     -1.725
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.321            1.031           -0.889
 
At 0.4 x L = 31.90 ft
Prestress      :       2.464  1.80      4.435  2.45      6.036
Self Wt.       :      -0.966  1.85     -1.788  2.70     -2.609
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.824  3.00     -2.472
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.682  3.00     -2.047
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.497            1.136           -1.105
 
At 0.5 x L = 40.00 ft
Prestress      :       2.582  1.80      4.648  2.45      6.326
Self Wt.       :      -1.015  1.85     -1.877  2.70     -2.740
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.842  3.00     -2.526
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.732  3.00     -2.196
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.567            1.192           -1.149
 
At 0.6 x L = 48.10 ft
Prestress      :       2.464  1.80      4.435  2.45      6.036
Self Wt.       :      -0.966  1.85     -1.788  2.70     -2.609
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.778  3.00     -2.333
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.706  3.00     -2.118
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.497            1.159           -1.036
 
At 0.7 x L = 56.20 ft
Prestress      :       2.156  1.80      3.882  2.45      5.283
Self Wt.       :      -0.836  1.85     -1.546  2.70     -2.256
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.652  3.00     -1.955
Diaphragm      :                       -0.004  3.00     -0.011
DL-Prec. (DW)  :                       -0.612  3.00     -1.837
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.321            1.068           -0.775
 
At 0.8 x L = 64.30 ft
Prestress      :       1.624  1.80      2.924  2.45      3.979
Self Wt.       :      -0.617  1.85     -1.141  2.70     -1.666
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.466  3.00     -1.398
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.449  3.00     -1.347
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.007            0.865           -0.439
 
At 0.9 x L = 72.40 ft
Prestress      :       0.894  1.80      1.610  2.45      2.191
Self Wt.       :      -0.329  1.85     -0.609  2.70     -0.888
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.237  3.00     -0.711
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.232  3.00     -0.696
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.565            0.531           -0.108
 

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
   207.4    32.5  3.646  226.6   18.7  14.11   1654.7  0.004I 0.91       -       -     -     -  
H/2     :   1.88
   156.8    32.4  2.886  236.1   14.5  10.96   1571.1  0.006T 1.00       -       -     -     -  
0.1L    :   7.60
   590.0    33.9  4.642  216.7   23.9  18.03   1710.5  0.002I 0.78       -       -     -     -  
0.2L    :  15.70
  1085.8    36.1  4.774  217.9   24.9  18.77   1850.1  0.002I 0.77   2037.2  1444.1    0.91  1.70 
0.3L    :  23.80
  1444.3    38.3  4.774  220.2   25.2  19.02   1994.2  0.002I 0.76   2210.3  1920.9    0.90  1.38 
0.4L    :  31.90
  1665.4    40.5  4.774  222.4   25.5  19.24   2139.2  0.002I 0.75   2385.3  2215.0    0.90  1.28*
0.5L    :  40.00
  1742.2    40.5  4.774  222.4   25.5  19.24   2139.2  0.002I 0.75   2385.2  2317.2    0.90  1.23*
0.6L    :  48.10
  1624.5    40.5  4.774  222.4   25.5  19.24   2139.2  0.002I 0.75   2384.8  2160.6    0.90  1.32*
0.7L    :  56.20
  1366.4    38.3  4.774  220.2   25.2  19.02   1994.2  0.002I 0.76   2209.6  1817.3    0.90  1.46 
0.8L    :  64.30
  1003.2    36.1  4.774  217.9   24.9  18.77   1850.1  0.002I 0.77   2036.7  1334.3    0.91  1.84 
0.9L    :  72.40
   534.9    33.9  4.642  216.7   23.9  18.03   1710.5  0.002I 0.78       -       -     -     -  
H/2     :  78.13
   140.6    32.4  2.886  236.1   14.5  10.96   1571.1  0.006T 1.00       -       -     -     -  
Transfer:  77.50
   186.2    32.5  3.646  226.6   18.7  14.11   1654.7  0.004I 0.91       -       -     -     -  

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 1-11; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.004
        M   2.00 Fb     0.262
 
  2   2 E  42.00 Ft     0.487
        M  10.00 Fb     0.131
 
  3   2 E  38.00 Ft     0.906
        M   6.00 Fb     0.058
 
  4   2 E  34.00 Ft     1.252
        M   2.00 Fb     0.042
 
  5   2 E   6.00 Ft     1.144
        M   6.00 Fb     0.387
 
  6   2 E   6.00 Ft     1.037
        M   6.00 Fb     0.731
 
  7   2 E   6.00 Ft     0.929
        M   6.00 Fb     1.075
 
  8   2 E   4.00 Ft     0.785
        M   4.00 Fb     1.448
 
  9   2 E   4.00 Ft     0.641
        M   4.00 Fb     1.821
 
 10   2 E   2.00 Ft     0.461
        M   2.00 Fb     2.223
 
 11   2 E   2.00 Ft     0.281
        M   2.00 Fb     2.624
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-C       
Precast Length, ft: 81.00            Release Length, ft: 81.00
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  22
No. of strands, Draped:   6           No. of strands, Straight:  16
Concrete Strength, f'ci:   5.0  ksi        f'c:   6.0 ksi  f'ct   4.0 ksi
Initial losses:  7.51 %               Final losses: 17.18 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.250       2.949   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.182   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)                  2139.23     1742.24     Midspan     OK
Note: Check minimum reinforcement criteria
(LRFD Art. 5.6.3.3) in Ultimate Moment detailed report.
Debonding Limits (Art. 5.9.4.3.3)         Allowable    Computed              Status
      Max. Debond per Row                  40.00 %       0.00 %               OK
      Max. Debond Total                    25.00 %       0.00 %               OK
 
                       Final 1                     Final 2                     Final 3
Specification  Allow.  Comp.      Loc.     Allow.   Comp.      Loc.     Allow.   Comp.      Loc.
-------------  -----------------------     -------------------------     ------------------------
Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.2.3.2)
  Service I Limit State - Compressive Stresses Only
    Pre.Top:   3.600   2.120     Midspan    2.700   2.120     Midspan
    Pre.Bot:   3.600   2.070    Transfer    2.700   2.070    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.035     Bearing
    Pre.Bot:  -0.000   0.402     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  40.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       2.582  1.80      4.648  2.45      6.326
Self Wt.       :      -1.015  1.85     -1.877  2.70     -2.740
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.842  3.00     -2.526
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.732  3.00     -2.196
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       1.567            1.192           -1.149
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

