 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTE130 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 130'-0", girder spacing is 9.25 feet, and deck overhang width is 3 feet 
                     and 6 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 haunch thickness for calculating its dead load is 1.5 inches.
                     (4)Two steel diaphragms of 0.5 kips.
                     (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 from midspan to end of span.
                     (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 to the full span length.
                     (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_7356.tmp\BTE130-0_40-Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       44.000
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       44.000
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 =   2113950.00
 
SPAN DATA
---------
Precast length    , ft =    131.333
Bearing-to-bearing, ft =    130.000
Release span      , ft =    131.333
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1               IA-BTE    3.500    807.4   422790.0  63.00  28.75  34.00   8.125
 2               IA-BTE    9.250    807.4   422790.0  63.00  28.75  34.00   9.250
 3               IA-BTE    9.250    807.4   422790.0  63.00  28.75  34.00   9.250
 4               IA-BTE    9.250    807.4   422790.0  63.00  28.75  34.00   9.250
 5               IA-BTE    9.250    807.4   422790.0  63.00  28.75  34.00   8.125
 
 
MATERIAL DATA - Project Level
-----------------------------
 
As defined in Material Tab. For beam level properties look at Beam Specific output.
 
CONCRETE PROPERTIES
-------------------
                   Precast          C.I.P.
f'c ,ksi      =      7.500           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5249.690        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      6.500 
Eci ,ksi      =   5007.550
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        0.081    0.00       0.081  130.00   DL Forms
   1    1    DC Line        0.075   65.00       0.075  130.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   65.00   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   65.00   DL Haunch
   1    1    DC Trapez      0.863    0.00       0.863   65.00   Wet Deck
   1    1    DW Trapez      0.406   65.00       0.406  130.00   LL on Beam
   1    1    DW Line        0.117   65.00       0.117  130.00   LL on Walkway
   1    1    DW Point       2.350   63.00      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   65.00      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   69.00      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   71.00      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   45.000
   1    1        0.250   85.000
 
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:  0.01    1.25    0.90    1.50    0.65 
 
 
----------
 
  Ductility Factor:  1.00 
  Redundancy Factor: 1.00 
  Importance Factor: 1.00 
 
----------------------------------------------------------------------------------------------------


PROJECT PARAMETERS DATA:
------------------------
SPAN TO DEPTH RATIO (Table 2.5.2.6.3-1):
----------------------------------------
 
  Span Computed Allowable Status 
---------------------------------
     1   0.040*     0.045 NG     
 
Note: The computed  value is the lowest amongst all beams in each span.
MULTIPLIERS:
------------
 
  Trans len mult: Bonded   = 1.00 
                  Debonded = 1.00 
  Dev len mult:   Bonded   = 1.60 
                  Debonded = 2.00 
 
Camber & Deflection Multiplier (PCI ref.)
-----------------------------------------
 
                 Erection Final 
--------------------------------
  Prestress:         1.80  2.45 
  Self. Wt:          1.85  2.70 
  Deck + Haunch:           2.30 
  Diaphragm:               3.00 
  DL-Prec.:                3.00 
  DL-Comp.:                3.00 
 
MOMENT AND SHEAR PROVISIONS:
----------------------------
 
  Ultimate Moment Capacity, Mu-prvd computed:    AASHTO equations 
  Horizontal Shear, Beam and Slab effects in Vu: EXCLUDED         
 
STRESS LIMITS (Art. 5.9.2):
---------------------------
STRESS LIMITS AT RELEASE BEFORE LOSSES:
---------------------------------------
 
                     PRECAST     
---------------------------------
  Strength              6.50 ksi 
  Elasticity          5007.5 ksi 
  Max comp              4.22 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.61 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      7.50 ksi    4.00 ksi 
  Elasticity 5249.69 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.50 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.38 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    3.00 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    6.50        7.50      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 44 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 52.53 ft from member end )
 
END PATTERN (Ycg = 13.64 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @ 54.000 in 
  2 @ 56.000 in  2 @ 58.000 in  2 @ 60.000 in                
 
MID PATTERN (Ycg = 4.18 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  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#6[M19]  60.0  0.88    1.50   0.0000   0.1250 No        
       2 US#6[M19]  60.0  0.88    3.00   0.1250   0.3750 No        
       2 US#6[M19]  60.0  0.88    3.00   0.3750   0.6250 No        
       2 US#6[M19]  60.0  0.88    3.00   0.6250   0.8750 No        
       2 US#6[M19]  60.0  0.88    3.00   0.8750   1.1250 No        
       2 US#6[M19]  60.0  0.88    3.00   1.1250   1.3750 No        
       2 US#6[M19]  60.0  0.88    6.00   1.3750   6.3750 No        
       2 US#6[M19]  60.0  0.88    6.50   6.3750   6.9167 No        
       2 US#5[M16]  60.0  0.62    9.00   6.9167  11.4167 No        
       2 US#5[M16]  60.0  0.62   12.00  11.4167  27.4199 No        
       2 US#5[M16]  60.0  0.62   15.00  27.4199  38.6699 No        
       2 US#5[M16]  60.0  0.62   18.00  38.6699  92.6630 No        
       2 US#5[M16]  60.0  0.62   15.00  92.6630 103.9130 No        
       2 US#5[M16]  60.0  0.62   12.00 103.9130 119.9163 No        
       2 US#5[M16]  60.0  0.62    9.00 119.9163 124.4163 No        
       2 US#6[M19]  60.0  0.88    6.50 124.4163 124.9580 No        
       2 US#6[M19]  60.0  0.88    6.00 124.9580 129.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 129.9580 130.2080 No        
       2 US#6[M19]  60.0  0.88    3.00 130.2080 130.4580 No        
       2 US#6[M19]  60.0  0.88    3.00 130.4580 130.7080 No        
       2 US#6[M19]  60.0  0.88    3.00 130.7080 130.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 130.9580 131.2080 No        
       2 US#6[M19]  60.0  0.88    1.50 131.2080 131.3330 No        
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)  (ft)    (ft)      (in)    
------------------------------------------------------------------
      6 US#5[M16]           2.00 1.860 0.0000 131.3300       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-BTE                              Bridge Width       =  44.00 ft
Type      : I-Girder                            Curb-to-curb       =  44.00 ft
Flng width: Top = 34.000 in    Bot = 30.000 in  Beam Spac. Lt./Rt. =   3.50/  9.25 ft
     thick: Top =  3.810 in    Bot =  7.500 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  6.500 in                     Interior/Exterior  =   Exterior
            Bot =  6.500 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  6.500 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  =  97.500 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       0.081      0.00       0.081  130.00
     DC  Line       0.075     65.00       0.075  130.00
     DC  Trapez     0.052      0.00       0.052   65.00
     DC  Trapez     0.053      0.00       0.053   65.00
     DC  Trapez     0.863      0.00       0.863   65.00
     DW  Trapez     0.406     65.00       0.406  130.00
     DW  Line       0.117     65.00       0.117  130.00
     DW  Point      2.350     63.00      -         -   
     DW  Point      2.350     65.00      -         -   
     DW  Point      2.350     69.00      -         -   
     DW  Point      2.350     71.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    45.00 
      0.25    85.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 131.333 ft
Release length = 131.333 ft
Design  length = 130.000 ft
 
Kern points:
------------
Upper    =   46.96 in
Lower    =   13.46 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 1.005   (Calculated) (#)
Live Moment (1  lane  loaded)  : 1.005   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 1.005   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 1.005   (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                  =        807.4 in2            807.4 in2#
Total Height          =        63.00 in             63.00 in  
Mom. of Inertia (Ixx) =       422790 in4           422790 in4#
Ht. of c.g.           =        28.75 in             28.75 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        841.0 plf            841.0 plf   
Mom. of Inertia (Iyy) =      36594.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.8127

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     2.33     2.63    12.47    25.60    38.73    51.87    65.00
 
Precast: (At Release, using Ec =  5007.5 ksi )
  Area    , in2    817.4    852.2    852.2    852.2    852.2    852.2    852.2    852.2
  Yb      ,  in    28.56    27.93    27.92    27.83    27.71    27.58    27.46    27.46
  MI(Ixx) , in4   425071   433189   433259   435753   439497   443714   448406   448406
Composite: (At Final, using Ec =  5249.7 ksi )
  Area    , in2    816.8    849.7    849.7    849.7    849.7    849.7    849.7    849.7
  Yb      ,  in    28.57    27.97    27.97    27.88    27.76    27.64    27.53    27.53
  MI(Ixx) , in4   424945   432636   432702   435064   438608   442602   447044   447044

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       6.50  ksi   
  Elasticity         =     5007.5 ksi   
  Max comp           =       4.23 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.61 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       7.50 ksi           4.00 ksi
  Elasticity         =    5249.69 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       4.50 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       3.38 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           =       3.00 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  44 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 52.53 ft from member end )
END PATTERN (Ycg = 13.64 in):
    12 @  2.000 in    12 @  4.000 in    12 @  6.000 in     2 @ 54.000 in
     2 @ 56.000 in     2 @ 58.000 in     2 @ 60.000 in
 
MID PATTERN (Ycg = 4.18 in):
(A) Draped:
     2 @  2.000 in     2 @  4.000 in     2 @  6.000 in     2 @  8.000 in
(B) Straight:
    12 @  2.000 in    12 @  4.000 in    12 @  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     =    9.55 in2      Initial Pull          =     1871.6 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      7.704 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =      9.630 ft
Holddown Force        =  27.975 kips     Beam Shrtng (PL/AE)   =      0.691 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)       
---------------------------------------------------------------------------------------
      5781.507         740 4278.315     27.273 110456.758  1609.080     831.310        
 
 
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#6[M19]       60.00        0.88       1.50       0.0000      0.1250     No
      2      US#6[M19]       60.00        0.88       3.00       0.1250      0.3750     No
      2      US#6[M19]       60.00        0.88       3.00       0.3750      0.6250     No
      2      US#6[M19]       60.00        0.88       3.00       0.6250      0.8750     No
      2      US#6[M19]       60.00        0.88       3.00       0.8750      1.1250     No
      2      US#6[M19]       60.00        0.88       3.00       1.1250      1.3750     No
      2      US#6[M19]       60.00        0.88       6.00       1.3750      6.3750     No
      2      US#6[M19]       60.00        0.88       6.50       6.3750      6.9167     No
      2      US#5[M16]       60.00        0.62       9.00       6.9167     11.4167     No
      2      US#5[M16]       60.00        0.62      12.00      11.4167     27.4199     No
      2      US#5[M16]       60.00        0.62      15.00      27.4199     38.6699     No
      2      US#5[M16]       60.00        0.62      18.00      38.6699     92.6630     No
      2      US#5[M16]       60.00        0.62      15.00      92.6630    103.9130     No
      2      US#5[M16]       60.00        0.62      12.00     103.9130    119.9163     No
      2      US#5[M16]       60.00        0.62       9.00     119.9163    124.4163     No
      2      US#6[M19]       60.00        0.88       6.50     124.4163    124.9580     No
      2      US#6[M19]       60.00        0.88       6.00     124.9580    129.9580     No
      2      US#6[M19]       60.00        0.88       3.00     129.9580    130.2080     No
      2      US#6[M19]       60.00        0.88       3.00     130.2080    130.4580     No
      2      US#6[M19]       60.00        0.88       3.00     130.4580    130.7080     No
      2      US#6[M19]       60.00        0.88       3.00     130.7080    130.9580     No
      2      US#6[M19]       60.00        0.88       3.00     130.9580    131.2080     No
      2      US#6[M19]       60.00        0.88       1.50     131.2080    131.3330     No
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)  (ft)    (ft)      (in)    
------------------------------------------------------------------
      6 US#5[M16]           2.00 1.860 0.0000 131.3300       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 9.5480 in2       Ycg =  4.18 in
         P_init    =     1871.6 kips  Ecc = 24.57 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   5008 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    16.88 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.966 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -7.88 ksi    0.00 ksi
    due to Composite Loads                                 -0.00 ksi    0.00 ksi
    due to Live Loads                                      -0.00 ksi    0.00 ksi
 
Time Dependent Losses (Approximate Method (Art.5.9.3.3))
                            Initial                            Final
 
Steel relaxation           0.00 ksi                         2.40 ksi (Eq 5.9.3.3-1)
Concrete shrinkage         0.00 ksi                         8.00 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        15.45 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 16.88 ksi  ( 8.61 %)            17.97 ksi ( 9.17 %)
Total Prestress Losses                                    34.85 ksi (17.78 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 161.2 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    2.33    2.63   12.47   25.60   38.73   51.87   65.00
Self wt.  : M       0.0   125.3   140.6   616.2  1123.9  1486.6  1704.2  1776.7
(Max)       V      54.7    52.7    52.5    44.2    33.1    22.1    11.0     0.0
DL-Prec.  : M       0.0   130.7   146.6   627.5  1099.5  1377.7  1461.9  1352.2
DC(Max)     V      57.3    54.7    54.4    43.3    28.6    13.8     1.0    15.7
DL-Prec.  : M       0.0    43.4    48.8   224.5   441.5   638.3   814.9   966.8
DW(Max)     V      18.7    18.5    18.4    17.3    15.8    14.2    12.7     8.8
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.6     0.7     3.1     6.4     9.7    11.3    11.3
(Max)       V       0.3     0.3     0.3     0.3     0.3     0.3     0.0     0.0
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   300.0   336.7  1471.3  2671.3  3512.2  3992.2  4106.9
            V     131.0   126.1   125.5   105.0    77.7    50.4    24.7    24.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx   131.0   126.1   125.5   105.0    77.7    50.4    24.7    24.5
            M       0.0   300.0   336.7  1471.3  2671.3  3512.2  3992.2  4106.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    78.13   91.27  104.40  117.53  127.38  127.67  130.00
Self wt.  : M    1704.2  1486.6  1123.9   616.2   140.6   125.3     0.0
(Max)       V      11.0    22.1    33.1    44.2    52.5    52.7    54.7
DL-Prec.  : M    1132.1   885.1   611.2   310.4    67.4    60.0     0.0
DC(Max)     V      17.8    19.8    21.9    23.9    25.5    25.5    25.9
DL-Prec.  : M     968.2   856.0   653.6   361.1    82.8    73.8     0.0
DW(Max)     V       5.1    12.0    18.8    25.7    30.9    31.0    32.2
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      11.3     9.7     6.4     3.1     0.7     0.6     0.0
(Max)       V       0.0     0.3     0.3     0.3     0.3     0.3     0.3
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+   3815.8  3237.4  2395.2  1290.8   291.4   259.6     0.0
            V      33.9    54.1    74.1    94.1   109.0   109.5   113.0
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    33.9    54.1    74.1    94.1   109.0   109.5   113.0
            M    3815.8  3237.4  2395.2  1290.8   291.4   259.6     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               54.7             54.7
Deck+Haunch             0.0              0.0
Diaphragm               0.3              0.3
DL-Prec.(DC)           57.3             25.9
DL-Prec.(DW)           18.7             32.2
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
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    2.33    2.63   12.47   25.60   38.73   51.87   65.00
Self wt.  : M       0.0   125.3   140.6   616.2  1123.9  1486.6  1704.2  1776.7
(Max)       V      54.7    52.7    52.5    44.2    33.1    22.1    11.0     0.0
DL-Prec.  : M       0.0   130.7   146.6   627.5  1099.5  1377.7  1461.9  1352.2
DC(Max)     V      57.3    54.7    54.4    43.3    28.6    13.8     1.0    15.7
DL-Prec.  : M       0.0    43.4    48.8   224.5   441.5   638.3   814.9   966.8
DW(Max)     V      18.7    18.5    18.4    17.3    15.8    14.2    12.7     8.8
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.6     0.7     3.1     6.4     9.7    11.3    11.3
(Max)       V       0.3     0.3     0.3     0.3     0.3     0.3     0.0     0.0
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   300.0   336.7  1471.3  2671.3  3512.2  3992.2  4106.9
            V     131.0   126.1   125.5   105.0    77.7    50.4    24.7    24.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx   131.0   126.1   125.5   105.0    77.7    50.4    24.7    24.5
            M       0.0   300.0   336.7  1471.3  2671.3  3512.2  3992.2  4106.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    78.13   91.27  104.40  117.53  127.38  127.67  130.00
Self wt.  : M    1704.2  1486.6  1123.9   616.2   140.6   125.3     0.0
(Max)       V      11.0    22.1    33.1    44.2    52.5    52.7    54.7
DL-Prec.  : M    1132.1   885.1   611.2   310.4    67.4    60.0     0.0
DC(Max)     V      17.8    19.8    21.9    23.9    25.5    25.5    25.9
DL-Prec.  : M     968.2   856.0   653.6   361.1    82.8    73.8     0.0
DW(Max)     V       5.1    12.0    18.8    25.7    30.9    31.0    32.2
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      11.3     9.7     6.4     3.1     0.7     0.6     0.0
(Max)       V       0.0     0.3     0.3     0.3     0.3     0.3     0.3
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+   3815.8  3237.4  2395.2  1290.8   291.4   259.6     0.0
            V      33.9    54.1    74.1    94.1   109.0   109.5   113.0
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    33.9    54.1    74.1    94.1   109.0   109.5   113.0
            M    3815.8  3237.4  2395.2  1290.8   291.4   259.6     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    2.33    2.63   12.47   25.60   38.73   51.87   65.00
Self wt.  : M       0.0   156.6   175.8   770.2  1404.9  1858.2  2130.2  2220.9
(Max)       V      68.3    65.9    65.6    55.2    41.4    27.6    13.8     0.0
Self wt.  : M       0.0   112.7   126.5   554.6  1011.5  1337.9  1533.8  1599.0
(Min)       V      49.2    47.4    47.2    39.8    29.8    19.9     9.9     0.0
DL-Prec.  : M       0.0   163.4   183.3   784.4  1374.4  1722.1  1827.4  1690.3
DC(Max)     V      71.7    68.4    68.0    54.2    35.7    17.2     1.2    19.7
DL-Prec.  : M       0.0   117.7   132.0   564.7   989.6  1239.9  1315.7  1217.0
DC(Min)     V      51.6    49.2    48.9    39.0    25.7    12.4     0.9    14.2
DL-Prec.  : M       0.0    65.1    73.2   336.8   662.2   957.4  1222.4  1450.1
DW(Max)     V      28.1    27.7    27.6    25.9    23.6    21.3    19.0    13.2
DL-Prec.  : M       0.0    28.2    31.7   146.0   287.0   414.9   529.7   628.4
DW(Min)     V      12.2    12.0    12.0    11.2    10.2     9.2     8.2     5.7
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     0.7     0.8     3.9     8.0    12.1    14.1    14.1
(Max)       V       0.3     0.3     0.3     0.3     0.3     0.3     0.0     0.0
Diaphragm : M       0.0     0.5     0.6     2.8     5.8     8.7    10.1    10.1
(Min)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.0     0.0
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   385.9   433.1  1895.3  3449.5  4549.8  5194.0  5375.4
            V     168.4   162.3   161.5   135.6   101.1    66.5    34.0    32.9
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   168.4   162.3   161.5   135.6   101.1    66.5    34.0    32.9
            M       0.0   349.0   391.6  1704.4  3074.2  4007.3  4501.3  4553.6
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    78.13   91.27  104.40  117.53  127.38  127.67  130.00
Self wt.  : M    2130.2  1858.2  1404.9   770.2   175.8   156.6     0.0
(Max)       V      13.8    27.6    41.4    55.2    65.6    65.9    68.3
Self wt.  : M    1533.8  1337.9  1011.5   554.6   126.5   112.7     0.0
(Min)       V       9.9    19.9    29.8    39.8    47.2    47.4    49.2
DL-Prec.  : M    1415.2  1106.4   764.0   388.0    84.2    74.9     0.0
DC(Max)     V      22.2    24.8    27.3    29.9    31.8    31.9    32.3
DL-Prec.  : M    1018.9   796.6   550.1   279.4    60.6    54.0     0.0
DC(Min)     V      16.0    17.8    19.7    21.5    22.9    23.0    23.3
DL-Prec.  : M    1452.3  1284.0   980.4   541.6   124.2   110.7     0.0
DW(Max)     V       7.7    18.0    28.3    38.6    46.3    46.5    48.3
DL-Prec.  : M     629.3   556.4   424.9   234.7    53.8    47.9     0.0
DW(Min)     V       3.3     7.8    12.2    16.7    20.1    20.2    20.9
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      14.1    12.1     8.0     3.9     0.8     0.7     0.0
(Max)       V       0.0     0.3     0.3     0.3     0.3     0.3     0.3
Diaphragm : M      10.1     8.7     5.8     2.8     0.6     0.5     0.0
(Min)       V       0.0     0.2     0.2     0.2     0.2     0.2     0.2
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+   5011.7  4260.7  3157.4  1703.8   385.0   342.9     0.0
            V      43.7    70.7    97.3   124.0   144.0   144.6   149.3
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    43.7    70.7    97.3   124.0   144.0   144.6   149.3
            M    4188.8  3533.1  2601.8  1396.9   314.6   280.2     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               68.3             68.3
Deck+Haunch             0.0              0.0
Diaphragm               0.3              0.3
DL-Prec.(DC)           71.7             32.3
DL-Prec.(DW)           28.1             48.3
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.

 
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   13.13   26.27   39.40   52.53   65.67
 
Beam-Self
Precast-top    0.157   0.632   1.118   1.459   1.656   1.725 
Bottom        -0.125  -0.500  -0.878  -1.136  -1.279  -1.332 
 
Prestress
Precast-top   -0.051  -0.305  -0.629  -0.947  -1.257  -1.257 
Bottom         3.986   4.176   4.414   4.644   4.864   4.864 
 
Total
Precast-top    0.106   0.327   0.489   0.512   0.399   0.468 
Bottom         3.860   3.675   3.536   3.508   3.585   3.531 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.19 %)
             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    2.33    2.63   12.47   25.60   38.73   51.87   65.00
 
Prestress
Precast-top    0.002  -0.044  -0.051  -0.265  -0.546  -0.822  -1.091  -1.091
Bottom         0.807   3.460   3.465   3.625   3.832   4.031   4.222   4.222
 
Self wt.
Precast-top   -0.000   0.122   0.137   0.597   1.083   1.424   1.621   1.690
Bottom        -0.000  -0.097  -0.109  -0.472  -0.850  -1.109  -1.252  -1.306
 
DL-Prec (DC)
Precast-top   -0.000   0.127   0.142   0.608   1.060   1.320   1.390   1.286
Bottom        -0.000  -0.101  -0.113  -0.481  -0.832  -1.028  -1.074  -0.994
 
DL-Prec (DW)
Precast-top   -0.000   0.042   0.047   0.217   0.425   0.611   0.775   0.920
Bottom        -0.000  -0.034  -0.038  -0.172  -0.334  -0.476  -0.599  -0.710
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.003   0.006   0.009   0.011   0.011
Bottom        -0.000  -0.000  -0.001  -0.002  -0.005  -0.007  -0.008  -0.008
 
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    0.002   0.247   0.276   1.160   2.028   2.542   2.706   2.815 
Bottom         0.807   3.228   3.204   2.497   1.811   1.411   1.289   1.205 
 
Final 2 (P/S + DL)
Precast-top    0.002   0.247   0.276   1.160   2.028   2.542   2.706   2.815 
Bottom         0.807   3.228   3.204   2.497   1.811   1.411   1.289   1.205 
 

 
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   13.13   26.27   39.40   52.53   65.67
 
Beam-Self
Precast-top    0.157   0.632   1.118   1.459   1.656   1.725 
Bottom        -0.125  -0.500  -0.878  -1.136  -1.279  -1.332 
 
Prestress
Precast-top   -0.051  -0.305  -0.629  -0.947  -1.257  -1.257 
Bottom         3.986   4.176   4.414   4.644   4.864   4.864 
 
Total
Precast-top    0.106   0.327   0.489   0.512   0.399   0.468 
Bottom         3.860   3.675   3.536   3.508   3.585   3.531 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  1.860   1.860   1.860   1.860   1.860   1.860 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.19 %)
             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    2.33    2.63   12.47   25.60   38.73   51.87   65.00
 
Prestress
Precast-top    0.002  -0.044  -0.051  -0.265  -0.546  -0.822  -1.091  -1.091
Bottom         0.807   3.460   3.465   3.625   3.832   4.031   4.222   4.222
 
Self wt.
Precast-top   -0.000   0.122   0.137   0.597   1.083   1.424   1.621   1.690
Bottom        -0.000  -0.097  -0.109  -0.472  -0.850  -1.109  -1.252  -1.306
 
DL-Prec (DC)
Precast-top   -0.000   0.127   0.142   0.608   1.060   1.320   1.390   1.286
Bottom        -0.000  -0.101  -0.113  -0.481  -0.832  -1.028  -1.074  -0.994
 
DL-Prec (DW)
Precast-top   -0.000   0.042   0.047   0.217   0.425   0.611   0.775   0.920
Bottom        -0.000  -0.034  -0.038  -0.172  -0.334  -0.476  -0.599  -0.710
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.003   0.006   0.009   0.011   0.011
Bottom        -0.000  -0.000  -0.001  -0.002  -0.005  -0.007  -0.008  -0.008
 
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    0.002   0.247   0.276   1.160   2.028   2.542   2.706   2.815 
Bottom         0.807   3.228   3.204   2.497   1.811   1.411   1.289   1.205 
 

 
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 :   0.67
    168.4    6.5   59.0    1.411   5.4   6.00e-3 50.0    153.3     0.631    3.520      0.00
      0.0    2.1   57.9     42.0 0.064      28.5 0.87    24.00     0.113    3.802 
Transfer:   3.00
    162.3    6.5   59.0    6.350  24.3  -0.40e-3 27.6      0.0     0.113    1.760      0.00
    349.0   24.3   53.1    189.0 0.060     204.9 6.86    24.00     0.113    3.724 
Critical:   5.09
    156.8    6.5   59.0    7.000  24.3  -0.40e-3 27.6      0.0     0.113    1.760      0.00
    631.7   25.8   53.1    189.0 0.058     204.9 6.86    24.00     0.113    3.854 
0.1L    :  13.13
    135.6    6.5   59.0    7.812  24.3  -0.40e-3 27.6      0.0     0.113    0.620      0.00
   1704.4   30.8   53.1    189.0 0.049     204.9 6.86    24.00     0.113    3.610 
0.2L    :  26.27
    101.1    6.5   56.5    8.680  24.3  -0.35e-3 27.8      0.0     0.113    0.620      0.00
   3074.2   31.3   50.8    189.0 0.036     187.0 6.54    24.00     0.113    4.549 
0.3L    :  39.40
     66.5    6.5   56.5    9.548  24.3  -0.34e-3 27.8      0.0     0.113    0.413      0.00
   4007.3   31.7   50.8    189.0 0.020     184.4 6.45    24.00     0.113    5.519 
0.4L    :  52.53
     34.0    6.5   58.8    9.548   0.0  -0.31e-3 27.9      0.0     0.113    0.413      0.00
   4501.3   32.1   52.9    189.0 0.015     187.0 6.28    24.00     0.113   10.404 
0.5L    :  65.67
     32.9    6.5   58.8    9.548   0.0  -0.31e-3 27.9      0.0     0.113    0.413      0.00
   4553.6   32.1   52.9    189.0 0.014     186.1 6.25    24.00     0.113   10.750 
0.6L    :  78.80
     43.7    6.5   58.8    9.548   0.0  -0.34e-3 27.8      0.0     0.113    0.413      0.00
   4188.8   32.1   52.9    189.0 0.019     191.8 6.44    24.00     0.113    8.220 
0.7L    :  91.93
     70.7    6.5   56.5    9.548  24.3  -0.39e-3 27.6      0.0     0.113    0.413      0.00
   3533.1   31.7   50.8    189.0 0.022     193.2 6.76    24.00     0.113    5.322 
0.8L    : 105.07
     97.3    6.5   56.5    8.680  24.3  -0.40e-3 27.6      0.0     0.113    0.620      0.00
   2601.8   31.3   50.8    189.0 0.034     196.2 6.86    24.00     0.113    4.826 
0.9L    : 118.20
    124.0    6.5   59.0    7.812  24.3  -0.40e-3 27.6      0.0     0.113    0.620      0.00
   1396.9   30.8   53.1    189.0 0.044     204.9 6.86    24.00     0.113    3.948 
Critical: 126.24
    140.3    6.5   59.0    7.000  24.3  -0.40e-3 27.6      0.0     0.113    1.760      0.00
    512.5   25.8   53.1    189.0 0.051     204.9 6.86    24.00     0.113    4.306 
Transfer: 128.33
    144.6    6.5   59.0    6.350  24.3  -0.40e-3 27.6      0.0     0.113    1.760      0.00
    280.2   24.3   53.1    189.0 0.053     204.9 6.86    24.00     0.113    4.180 
Bearing : 130.67
    149.3    6.5   59.0    1.411   5.4   5.69e-3 48.9    130.8     0.518    3.520      0.00
      0.0    2.1   57.9     42.0 0.057      29.7 0.91    24.00     0.113    4.289 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 1871.60
fs,         ksi =   20.00
h/4,         in =   15.75
Abrst_rqrd, in2 =    3.74

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 12.47 ft
Prestress      :       1.950  1.80      3.511  2.45      4.778
Self Wt.       :      -0.810  1.85     -1.498  2.70     -2.187
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.591  3.00     -1.773
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.341  3.00     -1.024
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.140            1.075           -0.219
 
At 0.2 x L = 25.60 ft
Prestress      :       3.501  1.80      6.302  2.45      8.578
Self Wt.       :      -1.519  1.85     -2.811  2.70     -4.102
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.125  3.00     -3.374
Diaphragm      :                       -0.009  3.00     -0.026
DL-Prec. (DW)  :                       -0.667  3.00     -2.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.982            1.691           -0.924
 
At 0.3 x L = 38.73 ft
Prestress      :       4.613  1.80      8.303  2.45     11.301
Self Wt.       :      -2.060  1.85     -3.811  2.70     -5.563
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.509  3.00     -4.527
Diaphragm      :                       -0.012  3.00     -0.036
DL-Prec. (DW)  :                       -0.929  3.00     -2.787
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.552            2.041           -1.612
 
At 0.4 x L = 51.87 ft
Prestress      :       5.252  1.80      9.454  2.45     12.867
Self Wt.       :      -2.388  1.85     -4.417  2.70     -6.447
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.712  3.00     -5.136
Diaphragm      :                       -0.014  3.00     -0.042
DL-Prec. (DW)  :                       -1.105  3.00     -3.314
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.864            2.206           -2.071
 
At 0.5 x L = 65.00 ft
Prestress      :       5.493  1.80      9.887  2.45     13.458
Self Wt.       :      -2.507  1.85     -4.638  2.70     -6.770
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.747  3.00     -5.242
Diaphragm      :                       -0.015  3.00     -0.044
DL-Prec. (DW)  :                       -1.187  3.00     -3.561
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.986            2.300           -2.159
 
At 0.6 x L = 78.13 ft
Prestress      :       5.252  1.80      9.454  2.45     12.867
Self Wt.       :      -2.388  1.85     -4.417  2.70     -6.447
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.613  3.00     -4.839
Diaphragm      :                       -0.014  3.00     -0.042
DL-Prec. (DW)  :                       -1.149  3.00     -3.447
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.864            2.260           -1.907
 
At 0.7 x L = 91.27 ft
Prestress      :       4.613  1.80      8.303  2.45     11.301
Self Wt.       :      -2.060  1.85     -3.811  2.70     -5.563
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.349  3.00     -4.048
Diaphragm      :                       -0.012  3.00     -0.036
DL-Prec. (DW)  :                       -1.000  3.00     -2.999
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.552            2.130           -1.345
 
At 0.8 x L = 104.40 ft
Prestress      :       3.501  1.80      6.302  2.45      8.578
Self Wt.       :      -1.519  1.85     -2.811  2.70     -4.102
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.965  3.00     -2.896
Diaphragm      :                       -0.009  3.00     -0.026
DL-Prec. (DW)  :                       -0.737  3.00     -2.211
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.982            1.781           -0.656
 
At 0.9 x L = 117.53 ft
Prestress      :       1.950  1.80      3.511  2.45      4.778
Self Wt.       :      -0.810  1.85     -1.498  2.70     -2.187
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.493  3.00     -1.480
Diaphragm      :                       -0.004  3.00     -0.013
DL-Prec. (DW)  :                       -0.384  3.00     -1.152
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.140            1.130           -0.055
 

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:   2.33
   385.9    49.9  7.761  215.9   35.7  24.31   4440.4  0.002I 0.76       -       -     -     -  
H/2     :   2.63
   433.1    50.0  7.872  215.0   36.3  24.73   4431.6  0.002I 0.75       -       -     -     -  
0.1L    :  12.47
  1895.3    51.7  9.548  203.8   45.3  30.84   4979.6  0.001C 0.75   6556.8  2520.7    0.76  2.63 
0.2L    :  25.60
  3449.5    54.1  9.548  205.7   46.0  31.29   5294.0  0.001C 0.75   6943.0  4587.8    0.76  1.53 
0.3L    :  38.73
  4549.8    56.5  9.548  207.6   46.6  31.72   5611.8  0.001C 0.75   7333.1  6051.2    0.77  1.23*
0.4L    :  51.87
  5194.0    58.8  9.548  209.3   47.2  32.12   5932.7  0.001C 0.75   7726.6  6908.1    0.77  1.14*
0.5L    :  65.00
  5375.4    58.8  9.548  209.3   47.2  32.12   5932.7  0.001C 0.75   7726.4  7149.2    0.77  1.10*
0.6L    :  78.13
  5011.7    58.8  9.548  209.3   47.2  32.12   5932.7  0.001C 0.75   7724.8  6665.6    0.77  1.18*
0.7L    :  91.27
  4260.7    56.5  9.548  207.6   46.6  31.72   5611.8  0.001C 0.75   7330.8  5666.8    0.77  1.32*
0.8L    : 104.40
  3157.4    54.1  9.548  205.7   46.0  31.29   5294.0  0.001C 0.75   6941.0  4199.3    0.76  1.68 
0.9L    : 117.53
  1703.8    51.7  9.548  203.8   45.3  30.84   4979.6  0.001C 0.75   6555.8  2266.0    0.76  2.92 
H/2     : 127.38
   385.0    50.0  7.872  215.0   36.3  24.73   4431.6  0.002I 0.75       -       -     -     -  
Transfer: 127.67
   342.9    49.9  7.761  215.9   35.7  24.31   4440.4  0.002I 0.76       -       -     -     -  

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 1-22; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.079
        M   2.00 Fb     0.117
 
  2   2 E  60.00 Ft     0.379
        M   8.00 Fb     0.057
 
  3   2 E  58.00 Ft     0.666
        M   6.00 Fb     0.008
 
  4   2 E  56.00 Ft     0.938
        M   4.00 Fb    -0.030
 
  5   2 E  54.00 Ft     1.197
        M   2.00 Fb    -0.057
 
  6   2 E   6.00 Ft     1.146
        M   6.00 Fb     0.163
 
  7   2 E   6.00 Ft     1.095
        M   6.00 Fb     0.383
 
  8   2 E   6.00 Ft     1.044
        M   6.00 Fb     0.604
 
  9   2 E   6.00 Ft     0.992
        M   6.00 Fb     0.824
 
 10   2 E   6.00 Ft     0.941
        M   6.00 Fb     1.044
 
 11   2 E   6.00 Ft     0.890
        M   6.00 Fb     1.264
 
 12   2 E   4.00 Ft     0.825
        M   4.00 Fb     1.495
 
 13   2 E   4.00 Ft     0.760
        M   4.00 Fb     1.726
 
 14   2 E   4.00 Ft     0.695
        M   4.00 Fb     1.957
 
 15   2 E   4.00 Ft     0.630
        M   4.00 Fb     2.188
 
 16   2 E   4.00 Ft     0.565
        M   4.00 Fb     2.419
 
 17   2 E   4.00 Ft     0.500
        M   4.00 Fb     2.650
 
 18   2 E   2.00 Ft     0.421
        M   2.00 Fb     2.892
 
 19   2 E   2.00 Ft     0.343
        M   2.00 Fb     3.134
 
 20   2 E   2.00 Ft     0.264
        M   2.00 Fb     3.376
 
 21   2 E   2.00 Ft     0.185
        M   2.00 Fb     3.618
 
 22   2 E   2.00 Ft     0.106
        M   2.00 Fb     3.860
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTE         
Precast Length, ft: 131.33            Release Length, ft: 131.33
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  44
No. of strands, Draped:   8           No. of strands, Straight:  36
Concrete Strength, f'ci:   6.5  ksi        f'c:   7.5 ksi  f'ct   4.0 ksi
Initial losses:  8.61 %               Final losses: 17.78 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             4.230       3.860     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200       0.106       Trans
      Precast Top w/ reinf. (tension)      -0.610           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  5932.68     5375.35     Midspan     OK
Note: Check minimum reinforcement criteria
(LRFD Art. 5.6.3.3) in Ultimate Moment detailed report.
Debonding Limits (Art. 5.9.4.3.3)         Allowable    Computed              Status
      Max. Debond per Row                  40.00 %       0.00 %               OK
      Max. Debond Total                    25.00 %       0.00 %               OK
 
                       Final 1                     Final 2                     Final 3
Specification  Allow.  Comp.      Loc.     Allow.   Comp.      Loc.     Allow.   Comp.      Loc.
-------------  -----------------------     -------------------------     ------------------------
Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.2.3.2)
  Service I Limit State - Compressive Stresses Only
    Pre.Top:   4.500   2.815     Midspan    3.380   2.815     Midspan
    Pre.Bot:   4.500   3.228    Transfer    3.380   3.228    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.002     Bearing
    Pre.Bot:  -0.000   0.807     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  65.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       5.493  1.80      9.887  2.45     13.458
Self Wt.       :      -2.507  1.85     -4.638  2.70     -6.770
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.747  3.00     -5.242
Diaphragm      :                       -0.015  3.00     -0.044
DL-Prec. (DW)  :                       -1.187  3.00     -3.561
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       2.986            2.300           -2.159
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

