 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTD130 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 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_d087.tmp\BTD130-0_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 =   1429300.00
 
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-BTD    3.500    748.8   285860.0  54.00  24.64  34.00   8.125
 2               IA-BTD    9.250    748.8   285860.0  54.00  24.64  34.00   9.250
 3               IA-BTD    9.250    748.8   285860.0  54.00  24.64  34.00   9.250
 4               IA-BTD    9.250    748.8   285860.0  54.00  24.64  34.00   9.250
 5               IA-BTD    9.250    748.8   285860.0  54.00  24.64  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      =      9.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5575.240        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      7.500 
Eci ,ksi      =   5249.690
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
   1    2        0.500   45.000
   1    2        0.500   85.000
   1    3        0.500   45.000
   1    3        0.500   85.000
   1    4        0.500   45.000
   1    4        0.500   85.000
   1    5        0.250   45.000
   1    5        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   0.034*     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              7.50 ksi 
  Elasticity          5249.7 ksi 
  Max comp              4.88 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.66 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      9.00 ksi    4.00 ksi 
  Elasticity 5575.24 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    5.40 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.05 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    3.60 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    7.50        9.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    7.50        9.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    7.50        9.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    7.50        9.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    7.50        9.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 54 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 52.53 ft from member end )
 
END PATTERN (Ycg = 13.55 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 6 @  8.000 in 
  2 @ 40.000 in  2 @ 42.000 in  2 @ 44.000 in  2 @ 46.000 in 
  2 @ 48.000 in  2 @ 50.000 in                               
 
MID PATTERN (Ycg = 5.11 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 6 @  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    2.75   0.1250   1.5000 Yes       
       2 US#6[M19]  60.0  0.88    3.00   1.5000   2.7500 Yes       
       2 US#6[M19]  60.0  0.88    5.00   2.7500   3.1670 Yes       
       2 US#6[M19]  60.0  0.88    6.00   3.1670   5.6670 Yes       
       2 US#5[M16]  60.0  0.62    9.00   5.6670  17.6670 Yes       
       2 US#5[M16]  60.0  0.62   12.00  17.6670  26.6670 Yes       
       2 US#5[M16]  60.0  0.62   15.00  26.6670  34.1670 Yes       
       2 US#5[M16]  60.0  0.62   18.00  34.1670  97.1663 Yes       
       2 US#5[M16]  60.0  0.62   15.00  97.1663 104.6663 Yes       
       2 US#5[M16]  60.0  0.62   12.00 104.6663 113.6663 Yes       
       2 US#5[M16]  60.0  0.62    9.00 113.6663 125.6663 Yes       
       2 US#6[M19]  60.0  0.88    6.00 125.6663 128.1663 Yes       
       2 US#6[M19]  60.0  0.88    5.00 128.1663 128.5833 Yes       
       2 US#6[M19]  60.0  0.88    3.00 128.5833 129.8333 Yes       
       2 US#6[M19]  60.0  0.88    2.75 129.8333 131.2083 Yes       
 
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:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 52.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 52.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 52.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 52.53 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 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-BTD                              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    =   40.13 in
Lower    =   11.64 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                  =        748.8 in2            748.8 in2#
Total Height          =        54.00 in             54.00 in  
Mom. of Inertia (Ixx) =       285860 in4           285860 in4#
Ht. of c.g.           =        24.64 in             24.64 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        780.0 plf            780.0 plf   
Mom. of Inertia (Iyy) =      36372.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.7652

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     2.25    12.47    25.60    38.73    51.87    65.00
 
Precast: (At Release, using Ec =  5249.7 ksi )
  Area    , in2    759.9    798.8    797.4    800.7    800.7    800.7    800.7    800.7
  Yb      ,  in    24.48    23.94    23.96    23.78    23.65    23.51    23.37    23.37
  MI(Ixx) , in4   287143   291758   291589   294315   297235   300587   304371   304371
Composite: (At Final, using Ec =  5575.2 ksi )
  Area    , in2    759.1    795.2    793.9    797.0    797.0    797.0    797.0    797.0
  Yb      ,  in    24.49    23.99    24.00    23.84    23.71    23.59    23.46    23.46
  MI(Ixx) , in4   287053   291360   291203   293747   296470   299597   303127   303127

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       7.50  ksi   
  Elasticity         =     5249.7 ksi   
  Max comp           =       4.88 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.66 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       9.00 ksi           4.00 ksi
  Elasticity         =    5575.24 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       5.40 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       4.05 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           =       3.60 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  54 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 52.53 ft from member end )
END PATTERN (Ycg = 13.55 in):
    12 @  2.000 in    12 @  4.000 in    12 @  6.000 in     6 @  8.000 in
     2 @ 40.000 in     2 @ 42.000 in     2 @ 44.000 in     2 @ 46.000 in
     2 @ 48.000 in     2 @ 50.000 in
 
MID PATTERN (Ycg = 5.11 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     6 @  8.000 in

SHIELDING AND REDUCED INITIAL PULLS:
Group Strands      Heights          Shielding         Distance          Initial Pull
                 End      Mid      End      Mid       to center      Frac     Pull/Str
18      2     4.00 in  4.00 in   6.00 ft    0.00 ft  11.00 in      73.0  %  42.8 kips
24      2     2.00 in  2.00 in   0.00 ft    0.00 ft  11.00 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 =   196.1 ksi
Total Strand Area     =   11.72 in2      Initial Pull          =     2297.9 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      6.872 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =      8.591 ft
Holddown Force        =  30.713 kips     Beam Shrtng (PL/AE)   =      0.865 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)       
---------------------------------------------------------------------------------------
      7094.271         740 5249.761     25.294 102439.953  1569.160     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       2.75       0.1250      1.5000    Yes
      2      US#6[M19]       60.00        0.88       3.00       1.5000      2.7500    Yes
      2      US#6[M19]       60.00        0.88       5.00       2.7500      3.1670    Yes
      2      US#6[M19]       60.00        0.88       6.00       3.1670      5.6670    Yes
      2      US#5[M16]       60.00        0.62       9.00       5.6670     17.6670    Yes
      2      US#5[M16]       60.00        0.62      12.00      17.6670     26.6670    Yes
      2      US#5[M16]       60.00        0.62      15.00      26.6670     34.1670    Yes
      2      US#5[M16]       60.00        0.62      18.00      34.1670     97.1663    Yes
      2      US#5[M16]       60.00        0.62      15.00      97.1663    104.6663    Yes
      2      US#5[M16]       60.00        0.62      12.00     104.6663    113.6663    Yes
      2      US#5[M16]       60.00        0.62       9.00     113.6663    125.6663    Yes
      2      US#6[M19]       60.00        0.88       6.00     125.6663    128.1663    Yes
      2      US#6[M19]       60.00        0.88       5.00     128.1663    128.5833    Yes
      2      US#6[M19]       60.00        0.88       3.00     128.5833    129.8333    Yes
      2      US#6[M19]       60.00        0.88       2.75     129.8333    131.2083    Yes
 
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 = 11.7180 in2       Ycg =  5.11 in
         P_init    =     2297.9 kips  Ecc = 19.53 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   5250 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    19.84 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 3.655 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -8.58 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                         7.06 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        18.05 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 19.84 ksi  (10.12 %)            18.93 ksi ( 9.65 %)
Total Prestress Losses                                    38.78 ksi (19.77 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.1 ksi < 0.75 fpu, OK 
     initial fpe = 157.3 ksi < 0.80 fpy, OK 
 
 
** Since the transformed section properties option has been selected, even though ES losses
have been calculated explicitly here, they are not included as a part of stress calculations.
Please see theory section for complete explanation.
 
---------------------------------------------------------------------------------------

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    2.25   12.47   25.60   38.73   51.87   65.00
Self wt.  : M       0.0   116.2   112.1   571.5  1042.3  1378.7  1580.5  1647.8
(Max)       V      50.7    48.9    48.9    41.0    30.7    20.5    10.2     0.0
DL-Prec.  : M       0.0   130.7   126.2   627.5  1099.5  1377.7  1461.9  1352.2
DC(Max)     V      57.3    54.7    54.8    43.3    28.6    13.8     1.0    15.7
DL-Prec.  : M       0.0    43.4    41.9   224.5   441.5   638.3   814.9   966.8
DW(Max)     V      18.7    18.5    18.5    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     0.6     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   290.9   280.7  1426.6  2589.7  3404.3  3868.5  3978.0
            V     127.0   122.3   122.5   101.8    75.3    48.8    23.9    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   127.0   122.3   122.5   101.8    75.3    48.8    23.9    24.5
            M       0.0   290.9   280.7  1426.6  2589.7  3404.3  3868.5  3978.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    78.13   91.27  104.40  117.53  127.75  127.67  130.00
Self wt.  : M    1580.5  1378.7  1042.3   571.5   112.1   116.2     0.0
(Max)       V      10.2    20.5    30.7    41.0    48.9    48.9    50.7
DL-Prec.  : M    1132.1   885.1   611.2   310.4    57.8    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    71.2    73.8     0.0
DW(Max)     V       5.1    12.0    18.8    25.7    31.0    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     0.6     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+   3692.1  3129.5  2313.6  1246.1   241.7   250.5     0.0
            V      33.1    52.5    71.7    90.9   105.8   105.6   109.0
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    33.1    52.5    71.7    90.9   105.8   105.6   109.0
            M    3692.1  3129.5  2313.6  1246.1   241.7   250.5     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               50.7             50.7
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    2.25   12.47   25.60   38.73   51.87   65.00
Self wt.  : M       0.0   116.2   112.1   571.5  1042.3  1378.7  1580.5  1647.8
(Max)       V      50.7    48.9    48.9    41.0    30.7    20.5    10.2     0.0
DL-Prec.  : M       0.0   130.7   126.2   627.5  1099.5  1377.7  1461.9  1352.2
DC(Max)     V      57.3    54.7    54.8    43.3    28.6    13.8     1.0    15.7
DL-Prec.  : M       0.0    43.4    41.9   224.5   441.5   638.3   814.9   966.8
DW(Max)     V      18.7    18.5    18.5    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     0.6     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   290.9   280.7  1426.6  2589.7  3404.3  3868.5  3978.0
            V     127.0   122.3   122.5   101.8    75.3    48.8    23.9    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   127.0   122.3   122.5   101.8    75.3    48.8    23.9    24.5
            M       0.0   290.9   280.7  1426.6  2589.7  3404.3  3868.5  3978.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    78.13   91.27  104.40  117.53  127.75  127.67  130.00
Self wt.  : M    1580.5  1378.7  1042.3   571.5   112.1   116.2     0.0
(Max)       V      10.2    20.5    30.7    41.0    48.9    48.9    50.7
DL-Prec.  : M    1132.1   885.1   611.2   310.4    57.8    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    71.2    73.8     0.0
DW(Max)     V       5.1    12.0    18.8    25.7    31.0    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     0.6     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+   3692.1  3129.5  2313.6  1246.1   241.7   250.5     0.0
            V      33.1    52.5    71.7    90.9   105.8   105.6   109.0
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    33.1    52.5    71.7    90.9   105.8   105.6   109.0
            M    3692.1  3129.5  2313.6  1246.1   241.7   250.5     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    2.25   12.47   25.60   38.73   51.87   65.00
Self wt.  : M       0.0   145.2   140.1   714.3  1302.9  1723.3  1975.6  2059.7
(Max)       V      63.4    61.1    61.2    51.2    38.4    25.6    12.8     0.0
Self wt.  : M       0.0   104.6   100.9   514.3   938.1  1240.8  1422.4  1483.0
(Min)       V      45.6    44.0    44.1    36.9    27.7    18.4     9.2     0.0
DL-Prec.  : M       0.0   163.4   157.7   784.4  1374.4  1722.1  1827.4  1690.3
DC(Max)     V      71.7    68.4    68.5    54.2    35.7    17.2     1.2    19.7
DL-Prec.  : M       0.0   117.7   113.6   564.7   989.6  1239.9  1315.7  1217.0
DC(Min)     V      51.6    49.2    49.3    39.0    25.7    12.4     0.9    14.2
DL-Prec.  : M       0.0    65.1    62.8   336.8   662.2   957.4  1222.4  1450.1
DW(Max)     V      28.1    27.7    27.7    25.9    23.6    21.3    19.0    13.2
DL-Prec.  : M       0.0    28.2    27.2   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     0.7     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     0.5     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   374.5   361.3  1839.4  3347.5  4414.9  5039.4  5214.2
            V     163.5   157.5   157.7   131.6    98.1    64.5    33.0    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   163.5   157.5   157.7   131.6    98.1    64.5    33.0    32.9
            M       0.0   337.6   325.8  1648.5  2972.3  3872.4  4346.7  4392.4
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    78.13   91.27  104.40  117.53  127.75  127.67  130.00
Self wt.  : M    1975.6  1723.3  1302.9   714.3   140.1   145.2     0.0
(Max)       V      12.8    25.6    38.4    51.2    61.2    61.1    63.4
Self wt.  : M    1422.4  1240.8   938.1   514.3   100.9   104.6     0.0
(Min)       V       9.2    18.4    27.7    36.9    44.1    44.0    45.6
DL-Prec.  : M    1415.2  1106.4   764.0   388.0    72.3    74.9     0.0
DC(Max)     V      22.2    24.8    27.3    29.9    31.9    31.9    32.3
DL-Prec.  : M    1018.9   796.6   550.1   279.4    52.0    54.0     0.0
DC(Min)     V      16.0    17.8    19.7    21.5    23.0    23.0    23.3
DL-Prec.  : M    1452.3  1284.0   980.4   541.6   106.8   110.7     0.0
DW(Max)     V       7.7    18.0    28.3    38.6    46.6    46.5    48.3
DL-Prec.  : M     629.3   556.4   424.9   234.7    46.3    47.9     0.0
DW(Min)     V       3.3     7.8    12.2    16.7    20.2    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     0.7     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     0.5     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+   4857.1  4125.9  3055.4  1647.9   319.9   331.6     0.0
            V      42.7    68.7    94.3   120.0   140.0   139.8   144.4
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    42.7    68.7    94.3   120.0   140.0   139.8   144.4
            M    4034.2  3398.3  2499.8  1341.0   259.4   268.8     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               63.4             63.4
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    0.186   0.746   1.319   1.719   1.949   2.031 
Bottom        -0.148  -0.587  -1.028  -1.326  -1.488  -1.550 
 
Prestress
Precast-top    0.372  -0.042  -0.490  -0.927  -1.353  -1.353 
Bottom         4.679   5.162   5.487   5.798   6.093   6.093 
 
Total
Precast-top    0.558   0.704   0.829   0.792   0.596   0.678 
Bottom         4.531   4.575   4.460   4.472   4.605   4.543 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 14.03 %)
             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    2.25   12.47   25.60   38.73   51.87   65.00
 
Prestress
Precast-top    0.092   0.320   0.314  -0.036  -0.421  -0.797  -1.163  -1.163
Bottom         0.941   4.023   3.918   4.438   4.717   4.984   5.238   5.238
 
Self wt.
Precast-top   -0.000   0.144   0.139   0.704   1.277   1.678   1.908   1.990
Bottom        -0.000  -0.114  -0.111  -0.554  -0.995  -1.294  -1.456  -1.518
 
DL-Prec (DC)
Precast-top   -0.000   0.162   0.156   0.773   1.347   1.677   1.765   1.633
Bottom        -0.000  -0.129  -0.124  -0.609  -1.050  -1.293  -1.347  -1.246
 
DL-Prec (DW)
Precast-top   -0.000   0.054   0.052   0.277   0.541   0.777   0.984   1.167
Bottom        -0.000  -0.043  -0.041  -0.218  -0.421  -0.599  -0.751  -0.891
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.004   0.008   0.012   0.014   0.014
Bottom        -0.000  -0.001  -0.001  -0.003  -0.006  -0.009  -0.010  -0.010
 
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    0.092   0.680   0.661   1.721   2.752   3.347   3.508   3.640 
Bottom         0.941   3.736   3.641   3.054   2.245   1.789   1.673   1.572 
 
Final 2 (P/S + DL)
Precast-top    0.092   0.680   0.661   1.721   2.752   3.347   3.508   3.640 
Bottom         0.941   3.736   3.641   3.054   2.245   1.789   1.673   1.572 
 

 
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    0.186   0.746   1.319   1.719   1.949   2.031 
Bottom        -0.148  -0.587  -1.028  -1.326  -1.488  -1.550 
 
Prestress
Precast-top    0.372  -0.042  -0.490  -0.927  -1.353  -1.353 
Bottom         4.679   5.162   5.487   5.798   6.093   6.093 
 
Total
Precast-top    0.558   0.704   0.829   0.792   0.596   0.678 
Bottom         4.531   4.575   4.460   4.472   4.605   4.543 
 
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 = 14.03 %)
             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    2.25   12.47   25.60   38.73   51.87   65.00
 
Prestress
Precast-top    0.092   0.320   0.314  -0.036  -0.421  -0.797  -1.163  -1.163
Bottom         0.941   4.023   3.918   4.438   4.717   4.984   5.238   5.238
 
Self wt.
Precast-top   -0.000   0.144   0.139   0.704   1.277   1.678   1.908   1.990
Bottom        -0.000  -0.114  -0.111  -0.554  -0.995  -1.294  -1.456  -1.518
 
DL-Prec (DC)
Precast-top   -0.000   0.162   0.156   0.773   1.347   1.677   1.765   1.633
Bottom        -0.000  -0.129  -0.124  -0.609  -1.050  -1.293  -1.347  -1.246
 
DL-Prec (DW)
Precast-top   -0.000   0.054   0.052   0.277   0.541   0.777   0.984   1.167
Bottom        -0.000  -0.043  -0.041  -0.218  -0.421  -0.599  -0.751  -0.891
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.004   0.008   0.012   0.014   0.014
Bottom        -0.000  -0.001  -0.001  -0.003  -0.006  -0.009  -0.010  -0.010
 
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    0.092   0.680   0.661   1.721   2.752   3.347   3.508   3.640 
Bottom         0.941   3.736   3.641   3.054   2.245   1.789   1.673   1.572 
 

 
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
    163.5    6.5   49.4    1.645   5.9   5.25e-3 47.4    146.8     0.660    3.840      0.00
      0.0    2.2   48.3     42.0 0.062      29.0 0.97    24.00     0.123    3.923 
Transfer:   3.00
    157.5    6.5   49.4    7.406  26.4  -0.40e-3 27.6      0.0     0.123    2.112      0.00
    337.6   23.3   44.5    189.0 0.057     187.9 6.86    24.00     0.123    3.866 
Critical:   4.37
    154.0    6.5   49.4    7.857  26.4  -0.40e-3 27.6      0.0     0.123    1.760      0.00
    514.1   24.0   44.5    189.0 0.056     187.9 6.86    24.00     0.123    3.954 
0.1L    :  13.13
    131.6    6.5   49.4    9.114  26.4  -0.40e-3 27.6      0.0     0.123    0.827      0.00
   1648.5   28.8   44.5    189.0 0.046     188.0 6.86    24.00     0.123    3.871 
0.2L    :  26.27
     98.1    6.5   46.3   10.850  26.4  -0.40e-3 27.6      0.0     0.123    0.620      0.00
   2972.3   29.4   41.7    189.0 0.034     176.2 6.86    24.00     0.123    4.129 
0.3L    :  39.40
     64.5    6.5   46.8   11.718  26.4  -0.40e-3 27.6      0.0     0.123    0.413      0.00
   3872.4   30.0   42.1    189.0 0.018     177.9 6.86    24.00     0.123    5.174 
0.4L    :  52.53
     33.0    6.5   48.9   11.718   0.0  -0.40e-3 27.6      0.0     0.123    0.413      0.00
   4346.7   30.4   44.0    189.0 0.014     186.0 6.86    24.00     0.123    9.803 
0.5L    :  65.67
     32.9    6.5   48.9   11.718   0.0  -0.40e-3 27.6      0.0     0.123    0.413      0.00
   4392.4   30.4   44.0    189.0 0.014     186.0 6.86    24.00     0.123    9.854 
0.6L    :  78.80
     42.7    6.5   48.9   11.718   0.0  -0.40e-3 27.6      0.0     0.123    0.413      0.00
   4034.2   30.4   44.0    189.0 0.018     186.0 6.86    24.00     0.123    7.586 
0.7L    :  91.93
     68.7    6.5   46.8   11.718  26.4  -0.40e-3 27.6      0.0     0.123    0.413      0.00
   3398.3   30.0   42.1    189.0 0.020     177.9 6.86    24.00     0.123    4.859 
0.8L    : 105.07
     94.3    6.5   46.3   10.850  26.4  -0.40e-3 27.6      0.0     0.123    0.620      0.00
   2499.8   29.4   41.7    189.0 0.032     176.2 6.86    24.00     0.123    4.291 
0.9L    : 118.20
    120.0    6.5   49.4    9.114  26.4  -0.40e-3 27.6      0.0     0.123    0.827      0.00
   1341.0   28.8   44.5    189.0 0.041     188.0 6.86    24.00     0.123    4.246 
Critical: 126.96
    137.1    6.5   49.4    7.857  26.4  -0.40e-3 27.6      0.0     0.123    1.760      0.00
    413.4   24.0   44.5    189.0 0.048     187.9 6.86    24.00     0.123    4.441 
Transfer: 128.33
    139.8    6.5   49.4    7.406  26.4  -0.40e-3 27.6      0.0     0.123    2.112      0.00
    268.8   23.3   44.5    189.0 0.050     187.9 6.86    24.00     0.123    4.356 
Bearing : 130.67
    144.4    6.5   49.4    1.645   5.9   4.43e-3 44.5    121.5     0.494    3.840      0.00
      0.0    2.2   48.3     42.0 0.055      33.1 1.11    24.00     0.123    4.442 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 2212.36
fs,         ksi =   20.00
h/4,         in =   13.50
Abrst_rqrd, in2 =    4.42

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      :       2.610  1.80      4.698  2.45      6.395
Self Wt.       :      -1.061  1.85     -1.963  2.70     -2.864
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          :       1.549            2.736            3.531
 
At 0.2 x L = 25.60 ft
Prestress      :       4.688  1.80      8.438  2.45     11.485
Self Wt.       :      -1.987  1.85     -3.677  2.70     -5.366
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          :       2.701            4.762            6.119
 
At 0.3 x L = 38.73 ft
Prestress      :       6.170  1.80     11.106  2.45     15.116
Self Wt.       :      -2.690  1.85     -4.977  2.70     -7.264
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          :       3.479            6.128            7.852
 
At 0.4 x L = 51.87 ft
Prestress      :       7.008  1.80     12.614  2.45     17.169
Self Wt.       :      -3.112  1.85     -5.757  2.70     -8.402
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          :       3.896            6.857            8.767
 
At 0.5 x L = 65.00 ft
Prestress      :       7.334  1.80     13.201  2.45     17.968
Self Wt.       :      -3.268  1.85     -6.045  2.70     -8.823
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          :       4.066            7.156            9.145
 
At 0.6 x L = 78.13 ft
Prestress      :       7.008  1.80     12.614  2.45     17.169
Self Wt.       :      -3.112  1.85     -5.757  2.70     -8.402
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          :       3.896            6.857            8.767
 
At 0.7 x L = 91.27 ft
Prestress      :       6.170  1.80     11.106  2.45     15.116
Self Wt.       :      -2.690  1.85     -4.977  2.70     -7.264
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          :       3.479            6.128            7.852
 
At 0.8 x L = 104.40 ft
Prestress      :       4.688  1.80      8.438  2.45     11.485
Self Wt.       :      -1.987  1.85     -3.677  2.70     -5.366
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          :       2.701            4.762            6.119
 
At 0.9 x L = 117.53 ft
Prestress      :       2.610  1.80      4.698  2.45      6.395
Self Wt.       :      -1.061  1.85     -1.963  2.70     -2.864
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          :       1.549            2.736            3.531
 

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
   374.5    40.6  9.626  203.4   35.8  23.25   4029.7  0.001C 0.75       -       -     -     -  
H/2     :   2.25
   361.3    40.6  9.358  205.4   34.7  22.54   3988.7  0.001C 0.75       -       -     -     -  
0.1L    :  12.47
  1839.4    42.5 11.702  191.0   44.4  28.84   4548.5  0.001C 0.75   6200.1  2446.4    0.73  2.47 
0.2L    :  25.60
  3347.5    44.7 11.718  193.3   45.3  29.44   4882.6  0.000C 0.75   6617.9  4452.2    0.74  1.46 
0.3L    :  38.73
  4414.9    46.8 11.718  195.5   46.1  29.96   5208.7  0.000C 0.75   7041.0  5871.8    0.74  1.18*
0.4L    :  51.87
  5039.4    48.9 11.718  197.6   46.8  30.44   5539.0  0.000C 0.75   7468.3  6702.4    0.74  1.10*
0.5L    :  65.00
  5214.2    48.9 11.718  197.6   46.8  30.44   5539.0  0.000C 0.75   7468.0  6934.8    0.74  1.06*
0.6L    :  78.13
  4857.1    48.9 11.718  197.6   46.8  30.44   5539.0  0.000C 0.75   7465.8  6460.0    0.74  1.14*
0.7L    :  91.27
  4125.9    46.8 11.718  195.5   46.1  29.96   5208.7  0.000C 0.75   7037.8  5487.4    0.74  1.26*
0.8L    : 104.40
  3055.4    44.7 11.718  193.3   45.3  29.44   4882.6  0.000C 0.75   6615.3  4063.7    0.74  1.60 
0.9L    : 117.53
  1647.9    42.5 11.702  191.0   44.4  28.84   4548.5  0.001C 0.75   6198.7  2191.7    0.73  2.76 
H/2     : 127.75
   319.9    40.6  9.358  205.4   34.7  22.54   3988.7  0.001C 0.75       -       -     -     -  
Transfer: 127.67
   331.6    40.6  9.626  203.4   35.8  23.25   4029.7  0.001C 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 1-27; Units: ksi )
 
Grp Str    Ys,in       3.00ft   9.00ft

  1   2 E   2.00 Ft     0.100    0.446
        M   2.00 Fb     0.112   -0.162
 
  2   2 E  50.00 Ft     0.416    0.724
        M  12.00 Fb     0.051   -0.191
 
  3   2 E  48.00 Ft     0.714    0.985
        M  10.00 Fb     0.005   -0.207
 
  4   2 E  46.00 Ft     0.995    1.228
        M   8.00 Fb    -0.027   -0.209
 
  5   2 E  44.00 Ft     1.259    1.454
        M   6.00 Fb    -0.046   -0.197
 
  6   2 E  42.00 Ft     1.504    1.662
        M   4.00 Fb    -0.050   -0.171
 
  7   2 E  40.00 Ft     1.733    1.853
        M   2.00 Fb    -0.041   -0.132
 
  8   2 E   8.00 Ft     1.700    1.820
        M   8.00 Fb     0.177    0.084
 
  9   2 E   8.00 Ft     1.666    1.788
        M   8.00 Fb     0.395    0.299
 
 10   2 E   8.00 Ft     1.633    1.756
        M   8.00 Fb     0.613    0.515
 
 11   2 E   6.00 Ft     1.582    1.706
        M   6.00 Fb     0.844    0.744
 
 12   2 E   6.00 Ft     1.532    1.657
        M   6.00 Fb     1.076    0.973
 
 13   2 E   6.00 Ft     1.481    1.607
        M   6.00 Fb     1.308    1.203
 
 14   2 E   6.00 Ft     1.430    1.557
        M   6.00 Fb     1.540    1.432
 
 15   2 E   6.00 Ft     1.379    1.508
        M   6.00 Fb     1.771    1.662
 
 16   2 E   6.00 Ft     1.329    1.458
        M   6.00 Fb     2.003    1.891
 
 17   2 E   4.00 Ft     1.260    1.391
        M   4.00 Fb     2.249    2.134
 
 18   2 E   4.00 Ft     1.260    1.323
        M   4.00 Fb     2.249    2.379
 
 19   2 E   4.00 Ft     1.192    1.256
        M   4.00 Fb     2.494    2.622
 
 20   2 E   4.00 Ft     1.124    1.189
        M   4.00 Fb     2.740    2.865
 
 21   2 E   4.00 Ft     1.056    1.122
        M   4.00 Fb     2.986    3.108
 
 22   2 E   4.00 Ft     0.987    1.055
        M   4.00 Fb     3.231    3.352
 
 23   2 E   2.00 Ft     0.902    0.970
        M   2.00 Fb     3.491    3.609
 
 24   2 E   2.00 Ft     0.815    0.885
        M   2.00 Fb     3.752    3.867
 
 25   2 E   2.00 Ft     0.729    0.800
        M   2.00 Fb     4.012    4.124
 
 26   2 E   2.00 Ft     0.644    0.716
        M   2.00 Fb     4.271    4.381
 
 27   2 E   2.00 Ft     0.558    0.631
        M   2.00 Fb     4.531    4.638
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTD         
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:  54
No. of strands, Draped:  12           No. of strands, Straight:  42
Concrete Strength, f'ci:   7.5  ksi        f'c:   9.0 ksi  f'ct   4.0 ksi
Initial losses: 10.12 %               Final losses: 19.77 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             4.880       4.605   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.200       0.558       Trans
      Precast Top w/ reinf. (tension)      -0.660           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  5539.04     5214.16     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 %      16.67 %               OK
      Max. Debond Total                    25.00 %       3.70 %               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:   5.400   3.640     Midspan    4.050   3.640     Midspan
    Pre.Bot:   5.400   3.736    Transfer    4.050   3.736    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.092     Bearing
    Pre.Bot:  -0.000   0.941     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      :       7.334  1.80     13.201  2.45     17.968
Self Wt.       :      -3.268  1.85     -6.045  2.70     -8.823
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          :       4.066            7.156            9.145
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

