 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/2/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTB105 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 105'-0", girder spacing is 7.333 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)One steel diaphragm of 0.5 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_f9f7.tmp\BTB105-0_40-Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       36.320
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       36.320
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 =    499900.00
 
SPAN DATA
---------
Precast length    , ft =    106.333
Bearing-to-bearing, ft =    105.000
Release span      , ft =    106.333
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1               IA-BTB    3.500    631.7    99980.0  36.00  17.14  34.00   7.167
 2               IA-BTB    7.333    631.7    99980.0  36.00  17.14  34.00   7.333
 3               IA-BTB    7.333    631.7    99980.0  36.00  17.14  34.00   7.333
 4               IA-BTB    7.333    631.7    99980.0  36.00  17.14  34.00   7.333
 5               IA-BTB    7.333    631.7    99980.0  36.00  17.14  34.00   7.154
 
 
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      =     10.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5772.500        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      8.500 
Eci ,ksi      =   5471.070
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Depressed at 0.40L
     Strand Diameter       =        0.600 in
     Tensile Strength(fpu) =      270.0 ksi
     Strand Area           =        0.217 in2
Use transformed strand and rebar: Strand Only
 
REINFORCING STEEL: Tension/Shear steel: fy = 60.0 ksi Es =  29000 ksi
 

 
LOADS DATA:
-----------
 
LOADS GENERATED USING PERMANENT LOAD WIZARD: NO
 
LOADS ON PRECAST
----------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
Span Beam DC/DW  Type       Mag.1   Loc.1   Mag.2   Loc.2     Description
   1    1    DC Trapez      0.052    0.00       0.052   47.50   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   47.50   DL Haunch
   1    1    DC Trapez      0.761    0.00       0.761   47.50   Wet Deck
   1    1    DC Line        0.072    0.00       0.072  105.00   DL of Forms
   1    1    DC Line        0.075   47.50       0.075  105.00   Walkway
   1    1    DW Point       2.350   50.50      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   52.50      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   56.50      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   58.50      -         -      Screed Machine Load 4
   1    1    DW Trapez      0.358   52.50       0.358  105.00   LL on Beam
   1    1    DW Line        0.117    0.00       0.117  105.00   LL on Walkway
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   52.500
   1    2        0.500   52.500
   1    3        0.500   52.500
   1    4        0.500   52.500
   1    5        0.250   52.500
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:   NO   
  Is Span Post-tensioned:                 NO   
  ADTT (Average Daily Truck Traffic)    : 5000 
  Percent of the specified force effect : 1.00 
  Apply reduction of Moment for skew:     NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  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   0.028*     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  2.20 
  Self. Wt:          1.85  2.40 
  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              8.50 ksi 
  Elasticity          5471.1 ksi 
  Max comp              5.52 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.70 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength     10.00 ksi    4.00 ksi 
  Elasticity 5772.50 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    6.00 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.50 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    4.00 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    8.50       10.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    8.50       10.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    8.50       10.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    8.50       10.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    8.50       10.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 50 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 42.53 ft from member end )
 
END PATTERN (Ycg = 9.68 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 22.000 in  2 @ 24.000 in  2 @ 26.000 in  2 @ 28.000 in 
  2 @ 30.000 in  2 @ 32.000 in                               
 
MID PATTERN (Ycg = 4.88 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
  2 @ 10.000 in 2 @ 12.000 in                             
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 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    2.50   0.1250   0.3333 No        
       2 US#6[M19]  60.0  0.88    2.50   0.3333   0.5417 No        
       2 US#6[M19]  60.0  0.88    2.50   0.5417   0.7500 No        
       2 US#6[M19]  60.0  0.88    4.00   0.7500   1.0833 No        
       2 US#6[M19]  60.0  0.88    4.00   1.0833   1.4167 No        
       2 US#6[M19]  60.0  0.88    4.00   1.4167   1.7500 No        
       2 US#6[M19]  60.0  0.88    6.00   1.7500   3.7500 No        
       2 US#6[M19]  60.0  0.88    8.00   3.7500   4.4167 No        
       2 US#5[M16]  60.0  0.62    9.00   4.4167  11.1667 No        
       2 US#5[M16]  60.0  0.62   12.00  11.1667  24.1667 No        
       2 US#5[M16]  60.0  0.62   15.00  24.1667  36.6667 No        
       2 US#5[M16]  60.0  0.62   18.00  36.6667  69.6667 No        
       2 US#5[M16]  60.0  0.62   15.00  69.6667  82.1667 No        
       2 US#5[M16]  60.0  0.62   12.00  82.1667  95.1667 No        
       2 US#5[M16]  60.0  0.62    9.00  95.1667 101.9167 No        
       2 US#6[M19]  60.0  0.88    8.00 101.9167 102.5833 No        
       2 US#6[M19]  60.0  0.88    6.00 102.5833 104.5833 No        
       2 US#6[M19]  60.0  0.88    4.00 104.5833 104.9167 No        
       2 US#6[M19]  60.0  0.88    4.00 104.9167 105.2500 No        
       2 US#6[M19]  60.0  0.88    4.00 105.2500 105.5833 No        
       2 US#6[M19]  60.0  0.88    2.50 105.5833 105.7917 No        
       2 US#6[M19]  60.0  0.88    2.50 105.7917 106.0000 No        
       2 US#6[M19]  60.0  0.88    2.50 106.0000 106.2083 No        
       2 US#6[M19]  60.0  0.88    1.50 106.1001 106.3330 No        
 
Top Steel:
 
  #bars Size Dist. from Top  Area  Start    End   Side Cover 
                  (in)      (in2)  (ft)    (ft)      (in)    
-------------------------------------------------------------
      6    5           2.00 1.860 0.0000 106.3330       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:
 50 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 42.53 ft from member end )
 
END PATTERN (Ycg = 9.68 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 22.000 in  2 @ 24.000 in  2 @ 26.000 in  2 @ 28.000 in 
  2 @ 30.000 in  2 @ 32.000 in                               
 
MID PATTERN (Ycg = 4.88 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
  2 @ 10.000 in 2 @ 12.000 in                             
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
                                                             
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
 50 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 42.53 ft from member end )
 
END PATTERN (Ycg = 9.68 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 22.000 in  2 @ 24.000 in  2 @ 26.000 in  2 @ 28.000 in 
  2 @ 30.000 in  2 @ 32.000 in                               
 
MID PATTERN (Ycg = 4.88 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
  2 @ 10.000 in 2 @ 12.000 in                             
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
                                                             
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
 50 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 42.53 ft from member end )
 
END PATTERN (Ycg = 9.68 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 22.000 in  2 @ 24.000 in  2 @ 26.000 in  2 @ 28.000 in 
  2 @ 30.000 in  2 @ 32.000 in                               
 
MID PATTERN (Ycg = 4.88 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
  2 @ 10.000 in 2 @ 12.000 in                             
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
                                                             
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
 50 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 42.53 ft from member end )
 
END PATTERN (Ycg = 9.68 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
  2 @ 22.000 in  2 @ 24.000 in  2 @ 26.000 in  2 @ 28.000 in 
  2 @ 30.000 in  2 @ 32.000 in                               
 
MID PATTERN (Ycg = 4.88 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
  2 @ 10.000 in 2 @ 12.000 in                             
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 2 @  8.000 in 
                                                             
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-BTB                              Bridge Width       =  36.32 ft
Type      : I-Girder                            Curb-to-curb       =  36.32 ft
Flng width: Top = 34.000 in    Bot = 30.000 in  Beam Spac. Lt./Rt. =   3.50/  7.33 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  =  85.998 in (Art. 4.6.2.6.1)
 
GENERAL LOAD DATA:
------------------
Dead loads on precast:
---------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
  DC/DW    Type     Mag.1     Loc.1    Mag.2     Loc.2
     DC  Trapez     0.052      0.00       0.052   47.50
     DC  Trapez     0.053      0.00       0.053   47.50
     DC  Trapez     0.761      0.00       0.761   47.50
     DC  Line       0.072      0.00       0.072  105.00
     DC  Line       0.075     47.50       0.075  105.00
     DW  Point      2.350     50.50      -         -   
     DW  Point      2.350     52.50      -         -   
     DW  Point      2.350     56.50      -         -   
     DW  Point      2.350     58.50      -         -   
     DW  Trapez     0.358     52.50       0.358  105.00
     DW  Line       0.117      0.00       0.117  105.00
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    52.50 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 106.333 ft
Release length = 106.333 ft
Design  length = 105.000 ft
 
Kern points:
------------
Upper    =   26.37 in
Lower    =    8.75 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 0.955   (Calculated) (#)
Live Moment (1  lane  loaded)  : 0.955   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 0.955   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 0.955   (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                  =        631.7 in2            631.7 in2#
Total Height          =        36.00 in             36.00 in  
Mom. of Inertia (Ixx) =        99980 in4            99980 in4#
Ht. of c.g.           =        17.14 in             17.14 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        658.0 plf            658.0 plf   
Mom. of Inertia (Iyy) =      35975.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.7391

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     1.50     9.97    20.60    31.23    41.87    52.50
 
Precast: (At Release, using Ec =  5471.1 ksi )
  Area    , in2    640.2    670.1    659.4    677.4    677.4    677.4    677.4    677.4
  Yb      ,  in    17.05    16.74    16.85    16.56    16.48    16.39    16.31    16.31
  MI(Ixx) , in4   100353   101738   101229   103176   104122   105191   106382   106382
Composite: (At Final, using Ec =  5772.5 ksi )
  Area    , in2    639.7    667.6    657.6    674.4    674.4    674.4    674.4    674.4
  Yb      ,  in    17.06    16.77    16.87    16.59    16.52    16.44    16.36    16.36
  MI(Ixx) , in4   100329   101630   101151   102983   103872   104875   105994   105994

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       8.50  ksi   
  Elasticity         =     5471.1 ksi   
  Max comp           =       5.53 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.70 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =      10.00 ksi           4.00 ksi
  Elasticity         =    5772.50 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       6.00 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       4.50 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           =       4.00 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  50 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 42.53 ft from member end )
END PATTERN (Ycg = 9.68 in):
    12 @  2.000 in    12 @  4.000 in    12 @  6.000 in     2 @  8.000 in
     2 @ 22.000 in     2 @ 24.000 in     2 @ 26.000 in     2 @ 28.000 in
     2 @ 30.000 in     2 @ 32.000 in
 
MID PATTERN (Ycg = 4.88 in):
(A) Draped:
     2 @  2.000 in     2 @  4.000 in     2 @  6.000 in     2 @  8.000 in
     2 @ 10.000 in     2 @ 12.000 in
(B) Straight:
    12 @  2.000 in    12 @  4.000 in    12 @  6.000 in     2 @  8.000 in

SHIELDING AND REDUCED INITIAL PULLS:
Group Strands      Heights          Shielding         Distance          Initial Pull
                 End      Mid      End      Mid       to center      Frac     Pull/Str
11      2     6.00 in  6.00 in   3.00 ft    0.00 ft   9.00 in      73.0  %  42.8 kips
13      2     6.00 in  6.00 in   3.00 ft    0.00 ft   5.00 in      73.0  %  42.8 kips
16      2     4.00 in  4.00 in   6.00 ft    0.00 ft  11.00 in      73.0  %  42.8 kips
18      2     4.00 in  4.00 in   6.00 ft    0.00 ft   7.00 in      73.0  %  42.8 kips
---------------------------------------------------------------------------------------
Check for Art. 5.11.4.3 (debond termination distances): OK
---------------------------------------------------------------------------------------
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.2 ksi
Total Strand Area     =   10.85 in2      Initial Pull          =     2128.7 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      6.268 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =      7.835 ft
Holddown Force        =  19.986 kips     Beam Shrtng (PL/AE)   =      0.753 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)       
--------------------------------------------------------------------------------------
      5317.433         740 3934.901     17.276 69969.477   760.001     673.081        
 
 
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       2.50       0.1250      0.3333     No
      2      US#6[M19]       60.00        0.88       2.50       0.3333      0.5417     No
      2      US#6[M19]       60.00        0.88       2.50       0.5417      0.7500     No
      2      US#6[M19]       60.00        0.88       4.00       0.7500      1.0833     No
      2      US#6[M19]       60.00        0.88       4.00       1.0833      1.4167     No
      2      US#6[M19]       60.00        0.88       4.00       1.4167      1.7500     No
      2      US#6[M19]       60.00        0.88       6.00       1.7500      3.7500     No
      2      US#6[M19]       60.00        0.88       8.00       3.7500      4.4167     No
      2      US#5[M16]       60.00        0.62       9.00       4.4167     11.1667     No
      2      US#5[M16]       60.00        0.62      12.00      11.1667     24.1667     No
      2      US#5[M16]       60.00        0.62      15.00      24.1667     36.6667     No
      2      US#5[M16]       60.00        0.62      18.00      36.6667     69.6667     No
      2      US#5[M16]       60.00        0.62      15.00      69.6667     82.1667     No
      2      US#5[M16]       60.00        0.62      12.00      82.1667     95.1667     No
      2      US#5[M16]       60.00        0.62       9.00      95.1667    101.9167     No
      2      US#6[M19]       60.00        0.88       8.00     101.9167    102.5833     No
      2      US#6[M19]       60.00        0.88       6.00     102.5833    104.5833     No
      2      US#6[M19]       60.00        0.88       4.00     104.5833    104.9167     No
      2      US#6[M19]       60.00        0.88       4.00     104.9167    105.2500     No
      2      US#6[M19]       60.00        0.88       4.00     105.2500    105.5833     No
      2      US#6[M19]       60.00        0.88       2.50     105.5833    105.7917     No
      2      US#6[M19]       60.00        0.88       2.50     105.7917    106.0000     No
      2      US#6[M19]       60.00        0.88       2.50     106.0000    106.2083     No
      2      US#6[M19]       60.00        0.88       1.50     106.1001    106.3330     No
 
Top Steel:
 
  #bars Size Dist. from Top  Area  Start    End   Side Cover 
                  (in)      (in2)  (ft)    (ft)      (in)    
-------------------------------------------------------------
      6    5           2.00 1.860 0.0000 106.3330       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 10.8500 in2       Ycg =  4.88 in
         P_init    =     2128.7 kips  Ecc = 12.26 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   5471 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    20.73 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 3.979 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -8.52 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                         6.32 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        17.74 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 20.73 ksi  (10.56 %)            17.93 ksi ( 9.14 %)
Total Prestress Losses                                    38.66 ksi (19.70 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.2 ksi < 0.75 fpu, OK 
     initial fpe = 157.5 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    1.50    9.97   20.60   31.23   41.87   52.50
Self wt.  : M       0.0    78.8    51.1   311.6   572.0   758.0   869.6   906.8
(Max)       V      34.5    33.0    33.6    28.0    21.0    14.0     7.0     0.0
DL-Prec.  : M       0.0    89.5    58.2   343.9   599.9   741.3   768.1   691.2
DC(Max)     V      39.6    37.2    38.0    29.5    18.7     7.9     2.9     9.3
DL-Prec.  : M       0.0    35.5    22.9   147.2   291.4   422.4   540.2   640.2
DW(Max)     V      15.3    15.1    15.2    14.2    12.9    11.7    10.5     6.9
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     0.3     0.2     1.2     2.6     3.9     5.2     6.6
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   204.2   132.3   804.0  1465.8  1925.6  2183.2  2244.7
            V      89.6    85.4    86.9    71.8    52.7    33.7    20.4    16.3
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    89.6    85.4    86.9    71.8    52.7    33.7    20.4    16.3
            M       0.0   204.2   132.3   804.0  1465.8  1925.6  2183.2  2244.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    63.13   73.77   84.40   95.03  103.50  102.67  105.00
Self wt.  : M     869.6   758.0   572.0   311.6    51.1    78.8     0.0
(Max)       V       7.0    14.0    21.0    28.0    33.6    33.0    34.5
DL-Prec.  : M     583.9   460.0   319.5   162.4    25.4    39.3     0.0
DC(Max)     V      10.9    12.4    14.0    15.6    16.8    16.7    17.0
DL-Prec.  : M     634.9   552.5   416.4   226.6    37.1    57.3     0.0
DW(Max)     V       5.2    10.3    15.3    20.4    24.4    24.0    25.1
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       5.2     3.9     2.6     1.2     0.2     0.3     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+   2093.7  1774.4  1310.5   701.9   113.8   175.7     0.0
            V      23.2    36.8    50.4    64.0    74.9    73.8    76.8
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    23.2    36.8    50.4    64.0    74.9    73.8    76.8
            M    2093.7  1774.4  1310.5   701.9   113.8   175.7     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               34.5             34.5
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           39.6             17.0
DL-Prec.(DW)           15.3             25.1
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    1.50    9.97   20.60   31.23   41.87   52.50
Self wt.  : M       0.0    78.8    51.1   311.6   572.0   758.0   869.6   906.8
(Max)       V      34.5    33.0    33.6    28.0    21.0    14.0     7.0     0.0
DL-Prec.  : M       0.0    89.5    58.2   343.9   599.9   741.3   768.1   691.2
DC(Max)     V      39.6    37.2    38.0    29.5    18.7     7.9     2.9     9.3
DL-Prec.  : M       0.0    35.5    22.9   147.2   291.4   422.4   540.2   640.2
DW(Max)     V      15.3    15.1    15.2    14.2    12.9    11.7    10.5     6.9
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     0.3     0.2     1.2     2.6     3.9     5.2     6.6
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   204.2   132.3   804.0  1465.8  1925.6  2183.2  2244.7
            V      89.6    85.4    86.9    71.8    52.7    33.7    20.4    16.3
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    89.6    85.4    86.9    71.8    52.7    33.7    20.4    16.3
            M       0.0   204.2   132.3   804.0  1465.8  1925.6  2183.2  2244.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    63.13   73.77   84.40   95.03  103.50  102.67  105.00
Self wt.  : M     869.6   758.0   572.0   311.6    51.1    78.8     0.0
(Max)       V       7.0    14.0    21.0    28.0    33.6    33.0    34.5
DL-Prec.  : M     583.9   460.0   319.5   162.4    25.4    39.3     0.0
DC(Max)     V      10.9    12.4    14.0    15.6    16.8    16.7    17.0
DL-Prec.  : M     634.9   552.5   416.4   226.6    37.1    57.3     0.0
DW(Max)     V       5.2    10.3    15.3    20.4    24.4    24.0    25.1
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       5.2     3.9     2.6     1.2     0.2     0.3     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+   2093.7  1774.4  1310.5   701.9   113.8   175.7     0.0
            V      23.2    36.8    50.4    64.0    74.9    73.8    76.8
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    23.2    36.8    50.4    64.0    74.9    73.8    76.8
            M    2093.7  1774.4  1310.5   701.9   113.8   175.7     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    1.50    9.97   20.60   31.23   41.87   52.50
Self wt.  : M       0.0    98.5    63.8   389.5   715.0   947.5  1087.0  1133.5
(Max)       V      43.2    41.3    41.9    35.0    26.2    17.5     8.7     0.0
Self wt.  : M       0.0    70.9    46.0   280.5   514.8   682.2   782.7   816.2
(Min)       V      31.1    29.7    30.2    25.2    18.9    12.6     6.3     0.0
DL-Prec.  : M       0.0   111.9    72.7   429.9   749.8   926.6   960.1   864.0
DC(Max)     V      49.4    46.5    47.5    36.8    23.4     9.9     3.6    11.6
DL-Prec.  : M       0.0    80.6    52.4   309.5   539.9   667.1   691.3   622.1
DC(Min)     V      35.6    33.5    34.2    26.5    16.8     7.1     2.6     8.4
DL-Prec.  : M       0.0    53.2    34.3   220.7   437.1   633.6   810.3   960.2
DW(Max)     V      23.0    22.6    22.8    21.3    19.4    17.6    15.7    10.3
DL-Prec.  : M       0.0    23.1    14.9    95.7   189.4   274.6   351.1   416.1
DW(Min)     V      10.0     9.8     9.9     9.2     8.4     7.6     6.8     4.5
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
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     0.4     0.2     1.6     3.2     4.9     6.5     8.2
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       0.0     0.3     0.2     1.1     2.3     3.5     4.7     5.9
(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   264.1   171.2  1041.7  1905.2  2512.6  2864.0  2966.0
            V     115.8   110.5   112.4    93.2    69.2    45.1    28.2    22.1
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   115.8   110.5   112.4    93.2    69.2    45.1    28.2    22.1
            M       0.0   233.9   151.7   916.6  1657.5  2153.5  2404.8  2421.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    63.13   73.77   84.40   95.03  103.50  102.67  105.00
Self wt.  : M    1087.0   947.5   715.0   389.5    63.8    98.5     0.0
(Max)       V       8.7    17.5    26.2    35.0    41.9    41.3    43.2
Self wt.  : M     782.7   682.2   514.8   280.5    46.0    70.9     0.0
(Min)       V       6.3    12.6    18.9    25.2    30.2    29.7    31.1
DL-Prec.  : M     729.9   575.0   399.4   203.0    31.7    49.2     0.0
DC(Max)     V      13.6    15.5    17.5    19.4    21.0    20.9    21.3
DL-Prec.  : M     525.5   414.0   287.6   146.1    22.8    35.4     0.0
DC(Min)     V       9.8    11.2    12.6    14.0    15.1    15.0    15.3
DL-Prec.  : M     952.4   828.7   624.6   339.9    55.7    85.9     0.0
DW(Max)     V       7.8    15.4    23.0    30.6    36.6    36.0    37.7
DL-Prec.  : M     412.7   359.1   270.6   147.3    24.1    37.2     0.0
DW(Min)     V       3.4     6.7    10.0    13.2    15.9    15.6    16.3
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
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       6.5     4.9     3.2     1.6     0.2     0.4     0.0
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       4.7     3.5     2.3     1.1     0.2     0.3     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+   2775.8  2356.2  1742.2   934.0   151.5   234.0     0.0
            V      30.3    48.6    66.9    85.1    99.7    98.3   102.3
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    30.3    48.6    66.9    85.1    99.7    98.3   102.3
            M    2236.2  1886.6  1388.3   741.4   119.9   185.3     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               43.2             43.2
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           49.4             21.3
DL-Prec.(DW)           23.0             37.7
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   10.63   21.27   31.90   42.53   53.17
 
Beam-Self
Precast-top    0.232   0.757   1.339   1.747   1.983   2.065 
Bottom        -0.201  -0.645  -1.130  -1.461  -1.643  -1.711 
 
Prestress
Precast-top    0.443  -0.098  -0.529  -0.950  -1.361  -1.361 
Bottom         4.598   5.902   6.240   6.565   6.875   6.875 
 
Total
Precast-top    0.675   0.659   0.811   0.797   0.621   0.704 
Bottom         4.397   5.257   5.110   5.104   5.232   5.163 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.48 %)
             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    1.50    9.97   20.60   31.23   41.87   52.50
 
Prestress
Precast-top    0.110   0.384   0.305  -0.085  -0.457  -0.822  -1.178  -1.178
Bottom         0.920   3.978   2.914   5.106   5.399   5.680   5.948   5.948
 
Self wt.
Precast-top   -0.000   0.179   0.116   0.705   1.287   1.695   1.931   2.014
Bottom        -0.000  -0.156  -0.102  -0.600  -1.086  -1.418  -1.600  -1.669
 
DL-Prec (DC)
Precast-top   -0.000   0.203   0.132   0.778   1.350   1.658   1.706   1.535
Bottom        -0.000  -0.177  -0.116  -0.662  -1.139  -1.386  -1.413  -1.272
 
DL-Prec (DW)
Precast-top   -0.000   0.081   0.052   0.333   0.656   0.945   1.200   1.422
Bottom        -0.000  -0.070  -0.046  -0.283  -0.553  -0.790  -0.994  -1.178
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.003   0.006   0.009   0.012   0.015
Bottom        -0.000  -0.001  -0.000  -0.002  -0.005  -0.007  -0.010  -0.012
 
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    0.110   0.847   0.606   1.733   2.841   3.485   3.670   3.807 
Bottom         0.920   3.575   2.649   3.558   2.616   2.078   1.930   1.817 
 
Final 2 (P/S + DL)
Precast-top    0.110   0.847   0.606   1.733   2.841   3.485   3.670   3.807 
Bottom         0.920   3.575   2.649   3.558   2.616   2.078   1.930   1.817 
 

 
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   10.63   21.27   31.90   42.53   53.17
 
Beam-Self
Precast-top    0.232   0.757   1.339   1.747   1.983   2.065 
Bottom        -0.201  -0.645  -1.130  -1.461  -1.643  -1.711 
 
Prestress
Precast-top    0.443  -0.098  -0.529  -0.950  -1.361  -1.361 
Bottom         4.598   5.902   6.240   6.565   6.875   6.875 
 
Total
Precast-top    0.675   0.659   0.811   0.797   0.621   0.704 
Bottom         4.397   5.257   5.110   5.104   5.232   5.163 
 
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 = 13.48 %)
             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    1.50    9.97   20.60   31.23   41.87   52.50
 
Prestress
Precast-top    0.110   0.384   0.305  -0.085  -0.457  -0.822  -1.178  -1.178
Bottom         0.920   3.978   2.914   5.106   5.399   5.680   5.948   5.948
 
Self wt.
Precast-top   -0.000   0.179   0.116   0.705   1.287   1.695   1.931   2.014
Bottom        -0.000  -0.156  -0.102  -0.600  -1.086  -1.418  -1.600  -1.669
 
DL-Prec (DC)
Precast-top   -0.000   0.203   0.132   0.778   1.350   1.658   1.706   1.535
Bottom        -0.000  -0.177  -0.116  -0.662  -1.139  -1.386  -1.413  -1.272
 
DL-Prec (DW)
Precast-top   -0.000   0.081   0.052   0.333   0.656   0.945   1.200   1.422
Bottom        -0.000  -0.070  -0.046  -0.283  -0.553  -0.790  -0.994  -1.178
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.003   0.006   0.009   0.012   0.015
Bottom        -0.000  -0.001  -0.000  -0.002  -0.005  -0.007  -0.010  -0.012
 
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    0.110   0.847   0.606   1.733   2.841   3.485   3.670   3.807 
Bottom         0.920   3.575   2.649   3.558   2.616   2.078   1.930   1.817 
 

 
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
    115.8    6.5   32.0    1.289   3.8   4.62e-3 45.2    103.1     0.665    4.224      0.00
      0.0    1.6   31.2     42.0 0.062      21.8 1.07    24.00     0.130    3.968 
Transfer:   3.00
    110.5    6.5   31.8    6.575  17.3  -0.40e-3 27.6      0.0     0.130    1.760      0.00
    233.9   14.2   28.6    189.0 0.057     127.4 6.86    22.87     0.130    3.924 
Critical:   3.05
    110.4    6.5   31.8    6.591  17.3  -0.40e-3 27.6      0.0     0.130    1.760      0.00
    233.0   14.2   28.6    189.0 0.057     127.4 6.86    22.87     0.130    3.929 
0.1L    :  10.63
     93.2    6.5   31.1    8.680  17.3  -0.40e-3 27.6      0.0     0.130    0.827      0.00
    916.6   20.0   28.0    189.0 0.047     124.9 6.86    22.43     0.130    3.512 
0.2L    :  21.27
     69.2    6.5   30.5    9.548  17.3  -0.40e-3 27.6      0.0     0.130    0.620      0.00
   1657.5   20.6   27.4    189.0 0.033     122.1 6.86    21.93     0.130    3.929 
0.3L    :  31.90
     45.1    6.5   29.9   10.850  17.3  -0.40e-3 27.6      0.0     0.130    0.496      0.00
   2153.5   20.9   26.9    189.0 0.019     120.0 6.86    21.54     0.130    5.290 
0.4L    :  42.53
     28.2    6.5   31.1   10.850   0.0  -0.40e-3 27.6      0.0     0.130    0.413      0.00
   2404.8   21.3   28.0    189.0 0.017     124.8 6.86    22.41     0.130    7.523 
0.5L    :  53.17
     22.1    6.5   31.1   10.850   0.0  -0.40e-3 27.6      0.0     0.130    0.413      0.00
   2421.8   21.3   28.0    189.0 0.013     124.8 6.86    22.41     0.130    9.593 
0.6L    :  63.80
     30.3    6.5   31.1   10.850   0.0  -0.40e-3 27.6      0.0     0.130    0.413      0.00
   2236.2   21.3   28.0    189.0 0.019     124.8 6.86    22.41     0.130    6.988 
0.7L    :  74.43
     48.6    6.5   29.9   10.850  17.3  -0.40e-3 27.6      0.0     0.130    0.496      0.00
   1886.6   20.9   26.9    189.0 0.021     120.0 6.86    21.54     0.130    4.907 
0.8L    :  85.07
     66.9    6.5   30.5    9.548  17.3  -0.40e-3 27.6      0.0     0.130    0.620      0.00
   1388.3   20.6   27.4    189.0 0.032     122.1 6.86    21.93     0.130    4.063 
0.9L    :  95.70
     85.1    6.5   31.1    8.680  17.3  -0.40e-3 27.6      0.0     0.130    0.827      0.00
    741.4   20.0   28.0    189.0 0.042     124.9 6.86    22.43     0.130    3.846 
Critical: 103.28
     98.2    6.5   31.8    6.587  17.3  -0.40e-3 27.6      0.0     0.130    1.760      0.00
    184.7   14.2   28.6    189.0 0.049     127.4 6.86    22.87     0.130    4.417 
Transfer: 103.33
     98.3    6.5   31.8    6.575  17.3  -0.40e-3 27.6      0.0     0.130    1.760      0.00
    185.3   14.2   28.6    189.0 0.049     127.4 6.86    22.87     0.130    4.413 
Bearing : 105.67
    102.3    6.5   32.0    1.289   3.8   3.89e-3 42.6     84.9     0.501    4.224      0.00
      0.0    1.6   31.2     42.0 0.054      24.8 1.23    24.00     0.130    4.493 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 1786.53
fs,         ksi =   20.00
h/4,         in =    9.00
Abrst_rqrd, in2 =    3.57

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 9.97 ft
Prestress      :       2.741  1.80      4.933  2.20      6.029
Self Wt.       :      -1.053  1.85     -1.947  2.40     -2.526
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.688            2.986            3.503
 
At 0.2 x L = 20.60 ft
Prestress      :       4.928  1.80      8.871  2.20     10.842
Self Wt.       :      -1.973  1.85     -3.651  2.40     -4.736
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.955            5.220            6.106
 
At 0.3 x L = 31.23 ft
Prestress      :       6.488  1.80     11.678  2.20     14.273
Self Wt.       :      -2.674  1.85     -4.947  2.40     -6.418
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       3.813            6.730            7.854
 
At 0.4 x L = 41.87 ft
Prestress      :       7.374  1.80     13.273  2.20     16.222
Self Wt.       :      -3.097  1.85     -5.729  2.40     -7.433
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       4.277            7.543            8.790
 
At 0.5 x L = 52.50 ft
Prestress      :       7.714  1.80     13.886  2.20     16.971
Self Wt.       :      -3.252  1.85     -6.016  2.40     -7.805
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       4.462            7.869            9.166
 
At 0.6 x L = 63.13 ft
Prestress      :       7.374  1.80     13.273  2.20     16.222
Self Wt.       :      -3.097  1.85     -5.729  2.40     -7.433
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       4.277            7.543            8.790
 
At 0.7 x L = 73.77 ft
Prestress      :       6.488  1.80     11.678  2.20     14.273
Self Wt.       :      -2.674  1.85     -4.947  2.40     -6.418
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       3.813            6.730            7.854
 
At 0.8 x L = 84.40 ft
Prestress      :       4.928  1.80      8.871  2.20     10.842
Self Wt.       :      -1.973  1.85     -3.651  2.40     -4.736
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.955            5.220            6.106
 
At 0.9 x L = 95.03 ft
Prestress      :       2.741  1.80      4.933  2.20      6.029
Self Wt.       :      -1.053  1.85     -1.947  2.40     -2.526
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.688            2.986            3.503
 

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
   264.1    25.8  8.116  206.2   21.8  14.17   2249.1  0.002C 0.75       -       -     -     -  
H/2     :   1.50
   171.2    25.7  5.861  231.7   13.0   8.46   2568.8  0.005I 0.99       -       -     -     -  
0.1L    :   9.97
  1041.7    27.3 10.786  184.8   30.7  19.96   2602.6  0.000C 0.75   3536.2  1385.5    0.74  2.50 
0.2L    :  20.60
  1905.2    28.7 10.850  186.8   31.6  20.56   2801.9  0.000C 0.75   3754.8  2533.9    0.75  1.47 
0.3L    :  31.23
  2512.6    29.9 10.850  188.6   32.2  20.93   2965.5  0.000C 0.75   3975.6  3341.7    0.75  1.18*
0.4L    :  41.87
  2864.0    31.1 10.850  190.5   32.7  21.28   3131.2  0.000C 0.75   4198.2  3809.2    0.75  1.09*
0.5L    :  52.50
  2966.0    31.1 10.850  190.5   32.7  21.28   3131.2  0.000C 0.75   4197.9  3944.7    0.75  1.06*
0.6L    :  63.13
  2775.8    31.1 10.850  190.5   32.7  21.28   3131.2  0.000C 0.75   4196.9  3691.9    0.75  1.13*
0.7L    :  73.77
  2356.2    29.9 10.850  188.6   32.2  20.93   2965.5  0.000C 0.75   3974.0  3133.7    0.75  1.26*
0.8L    :  84.40
  1742.2    28.7 10.850  186.8   31.6  20.56   2801.9  0.000C 0.75   3753.5  2317.1    0.75  1.61 
0.9L    :  95.03
   934.0    27.3 10.786  184.8   30.7  19.96   2602.6  0.000C 0.75   3535.5  1242.2    0.74  2.79 
H/2     : 103.50
   151.5    25.7  5.861  231.7   13.0   8.46   2568.8  0.005I 0.99       -       -     -     -  
Transfer: 102.67
   234.0    25.8  8.116  206.2   21.8  14.17   2249.1  0.002C 0.75       -       -     -     -  

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 1-25; Units: ksi )
 
Grp Str    Ys,in       3.00ft   6.00ft   9.00ft

  1   2 E   2.00 Ft     0.122    0.340    0.545
        M   2.00 Fb     0.132   -0.058   -0.232
 
  2   2 E  32.00 Ft     0.472    0.668    0.850
        M  12.00 Fb     0.065   -0.105   -0.260
 
  3   2 E  30.00 Ft     0.789    0.963    1.123
        M  10.00 Fb     0.026   -0.125   -0.260
 
  4   2 E  28.00 Ft     1.075    1.227    1.364
        M   8.00 Fb     0.015   -0.116   -0.233
 
  5   2 E  26.00 Ft     1.328    1.458    1.573
        M   6.00 Fb     0.032   -0.080   -0.178
 
  6   2 E  24.00 Ft     1.549    1.657    1.750
        M   4.00 Fb     0.077   -0.017   -0.096
 
  7   2 E  22.00 Ft     1.738    1.823    1.895
        M   2.00 Fb     0.150    0.075    0.013
 
  8   2 E   8.00 Ft     1.725    1.810    1.883
        M   8.00 Fb     0.400    0.321    0.256
 
  9   2 E   6.00 Ft     1.678    1.765    1.839
        M   6.00 Fb     0.677    0.595    0.526
 
 10   2 E   6.00 Ft     1.632    1.720    1.795
        M   6.00 Fb     0.954    0.869    0.796
 
 11   2 E   6.00 Ft     1.632    1.675    1.751
        M   6.00 Fb     0.954    1.144    1.068
 
 12   2 E   6.00 Ft     1.586    1.630    1.707
        M   6.00 Fb     1.232    1.418    1.338
 
 13   2 E   6.00 Ft     1.586    1.584    1.663
        M   6.00 Fb     1.232    1.693    1.609
 
 14   2 E   6.00 Ft     1.540    1.539    1.619
        M   6.00 Fb     1.509    1.967    1.880
 
 15   2 E   4.00 Ft     1.462    1.462    1.543
        M   4.00 Fb     1.814    2.269    2.177
 
 16   2 E   4.00 Ft     1.462    1.462    1.467
        M   4.00 Fb     1.814    2.269    2.476
 
 17   2 E   4.00 Ft     1.384    1.385    1.391
        M   4.00 Fb     2.119    2.571    2.774
 
 18   2 E   4.00 Ft     1.384    1.385    1.314
        M   4.00 Fb     2.119    2.571    3.073
 
 19   2 E   4.00 Ft     1.306    1.307    1.238
        M   4.00 Fb     2.425    2.872    3.370
 
 20   2 E   4.00 Ft     1.228    1.230    1.162
        M   4.00 Fb     2.730    3.174    3.668
 
 21   2 E   2.00 Ft     1.117    1.120    1.054
        M   2.00 Fb     3.063    3.503    3.993
 
 22   2 E   2.00 Ft     1.007    1.011    0.946
        M   2.00 Fb     3.397    3.833    4.318
 
 23   2 E   2.00 Ft     0.896    0.902    0.838
        M   2.00 Fb     3.730    4.162    4.643
 
 24   2 E   2.00 Ft     0.786    0.792    0.730
        M   2.00 Fb     4.063    4.491    4.967
 
 25   2 E   2.00 Ft     0.675    0.683    0.621
        M   2.00 Fb     4.397    4.821    5.292
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTB         
Precast Length, ft: 106.33            Release Length, ft: 106.33
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  50
No. of strands, Draped:  12           No. of strands, Straight:  38
Concrete Strength, f'ci:   8.5  ksi        f'c:  10.0 ksi  f'ct   4.0 ksi
Initial losses: 10.56 %               Final losses: 19.70 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             5.530       5.257   0.1L/0.9L     OK
      Precast Top w/ no reinf. (tension)   -0.200       0.621   0.4L/0.6L
      Precast Top w/ reinf. (tension)      -0.700           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  3131.16     2965.96     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                  45.00 %      33.33 %               OK
      Max. Debond Total                    25.00 %      16.00 %               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:   6.000   3.807     Midspan    4.500   3.807     Midspan
    Pre.Bot:   6.000   3.575    Transfer    4.500   3.575    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.110     Bearing
    Pre.Bot:  -0.000   0.920     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  52.50 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       7.714  1.80     13.886  2.20     16.971
Self Wt.       :      -3.252  1.85     -6.016  2.40     -7.805
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       4.462            7.869            9.166
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

