 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTD105 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 105'-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)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_e37e.tmp\BTD105-0_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 =    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-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      =      7.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5131.520        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      6.000 
Eci ,ksi      =   4877.010
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  105.00   DL Forms
   1    1    DC Line        0.075   52.50       0.075  105.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   52.50   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   52.50   DL Haunch
   1    1    DC Trapez      0.863    0.00       0.863   52.50   Wet Deck
   1    1    DW Trapez      0.406   52.50       0.406  105.00   LL on Beam
   1    1    DW Line        0.117   52.50       0.117  105.00   LL on 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
 
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   0.042*     0.045 NG     
 
Note: The computed  value is the lowest amongst all beams in each span.
MULTIPLIERS:
------------
 
  Trans len mult: Bonded   = 1.00 
                  Debonded = 1.00 
  Dev len mult:   Bonded   = 1.60 
                  Debonded = 2.00 
 
Camber & Deflection Multiplier (PCI ref.)
-----------------------------------------
 
                 Erection Final 
--------------------------------
  Prestress:         1.80  2.45 
  Self. Wt:          1.85  2.70 
  Deck + Haunch:           2.30 
  Diaphragm:               3.00 
  DL-Prec.:                3.00 
  DL-Comp.:                3.00 
 
MOMENT AND SHEAR PROVISIONS:
----------------------------
 
  Ultimate Moment Capacity, Mu-prvd computed:    AASHTO equations 
  Horizontal Shear, Beam and Slab effects in Vu: EXCLUDED         
 
STRESS LIMITS (Art. 5.9.2):
---------------------------
STRESS LIMITS AT RELEASE BEFORE LOSSES:
---------------------------------------
 
                     PRECAST     
---------------------------------
  Strength              6.00 ksi 
  Elasticity          4877.0 ksi 
  Max comp              3.90 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.59 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      7.00 ksi    4.00 ksi 
  Elasticity 5131.52 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.20 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.15 ksi 1.80 ksi 
 
FATIGUE I STRESS LIMITS AT FINAL 3 ( 50% P/S + 50% DL + F_LL ) (Art. 5.5.3.1):
------------------------------------------------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.80 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    6.00        7.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 34 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 42.53 ft from member end )
 
END PATTERN (Ycg = 11.41 in):
 
  12 @  2.000 in 10 @  4.000 in 6 @  6.000 in 2 @ 46.000 in 
  2 @ 48.000 in  2 @ 50.000 in                              
 
MID PATTERN (Ycg = 3.65 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in  
 
(B) Straight:
 
  12 @  2.000 in 10 @  4.000 in 6 @  6.000 in  
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing   Start     End    Extends  
                   (ksi) (in2)   (in)    (ft)     (ft)   into Deck 
-------------------------------------------------------------------
       2 US#6[M19]  60.0  0.88    2.75   0.1250   0.5833 Yes       
       2 US#6[M19]  60.0  0.88    3.50   0.5833   1.7500 Yes       
       2 US#6[M19]  60.0  0.88    5.00   1.7500   2.1670 Yes       
       2 US#6[M19]  60.0  0.88    6.00   2.1670   5.6670 Yes       
       2 US#5[M16]  60.0  0.62    9.00   5.6670  11.6670 Yes       
       2 US#5[M16]  60.0  0.62   12.00  11.6670  17.6670 Yes       
       2 US#5[M16]  60.0  0.62   15.00  17.6670  27.6670 Yes       
       2 US#5[M16]  60.0  0.62   18.00  27.6670  78.6663 Yes       
       2 US#5[M16]  60.0  0.62   15.00  78.6663  88.6663 Yes       
       2 US#5[M16]  60.0  0.62   12.00  88.6663  94.6663 Yes       
       2 US#5[M16]  60.0  0.62    9.00  94.6663 100.6663 Yes       
       2 US#6[M19]  60.0  0.88    6.00 100.6663 104.1663 Yes       
       2 US#6[M19]  60.0  0.88    5.00 104.1663 104.5833 Yes       
       2 US#6[M19]  60.0  0.88    3.50 104.5833 105.7500 Yes       
       2 US#6[M19]  60.0  0.88    2.75 105.7500 106.2083 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 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:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 42.53 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 ( 42.53 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 ( 42.53 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 ( 42.53 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  105.00
     DC  Line       0.075     52.50       0.075  105.00
     DC  Trapez     0.052      0.00       0.052   52.50
     DC  Trapez     0.053      0.00       0.053   52.50
     DC  Trapez     0.863      0.00       0.863   52.50
     DW  Trapez     0.406     52.50       0.406  105.00
     DW  Line       0.117     52.50       0.117  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      -         -   
 
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    =   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 = 0.8314

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     9.97    20.60    31.23    41.87    52.50
 
Precast: (At Release, using Ec =  4877.0 ksi )
  Area    , in2    756.7    784.5    783.5    784.5    784.5    784.5    784.5    784.5
  Yb      ,  in    24.50    24.01    24.03    23.95    23.86    23.77    23.68    23.68
  MI(Ixx) , in4   287260   292333   292147   293709   295846   298241   300892   300892
Composite: (At Final, using Ec =  5131.5 ksi )
  Area    , in2    756.3    782.4    781.5    782.4    782.4    782.4    782.4    782.4
  Yb      ,  in    24.51    24.05    24.06    23.99    23.91    23.82    23.74    23.74
  MI(Ixx) , in4   287177   291962   291787   293259   295274   297532   300031   300031

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       6.00  ksi   
  Elasticity         =     4877.0 ksi   
  Max comp           =       3.90 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.59 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       7.00 ksi           4.00 ksi
  Elasticity         =    5131.52 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       4.20 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       3.15 ksi           1.80 ksi
 
FATIGUE I STRESS LIMITS AT FINAL 3 ( 50% P/S + 50% DL + F_LL ) (Art. 5.5.3.1):
  Max comp           =       2.80 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  34 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 42.53 ft from member end )
END PATTERN (Ycg = 11.41 in):
    12 @  2.000 in    10 @  4.000 in     6 @  6.000 in     2 @ 46.000 in
     2 @ 48.000 in     2 @ 50.000 in
 
MID PATTERN (Ycg = 3.65 in):
(A) Draped:
     2 @  2.000 in     2 @  4.000 in     2 @  6.000 in
(B) Straight:
    12 @  2.000 in    10 @  4.000 in     6 @  6.000 in
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.0 ksi
Total Strand Area     =    7.38 in2      Initial Pull          =     1446.2 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.208 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     10.260 ft
Holddown Force        =  21.920 kips     Beam Shrtng (PL/AE)   =      0.483 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)       
--------------------------------------------------------------------------------------
      3617.215         740 2676.740     20.479 82939.922  1211.088     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       2.75       0.1250      0.5833    Yes
      2      US#6[M19]       60.00        0.88       3.50       0.5833      1.7500    Yes
      2      US#6[M19]       60.00        0.88       5.00       1.7500      2.1670    Yes
      2      US#6[M19]       60.00        0.88       6.00       2.1670      5.6670    Yes
      2      US#5[M16]       60.00        0.62       9.00       5.6670     11.6670    Yes
      2      US#5[M16]       60.00        0.62      12.00      11.6670     17.6670    Yes
      2      US#5[M16]       60.00        0.62      15.00      17.6670     27.6670    Yes
      2      US#5[M16]       60.00        0.62      18.00      27.6670     78.6663    Yes
      2      US#5[M16]       60.00        0.62      15.00      78.6663     88.6663    Yes
      2      US#5[M16]       60.00        0.62      12.00      88.6663     94.6663    Yes
      2      US#5[M16]       60.00        0.62       9.00      94.6663    100.6663    Yes
      2      US#6[M19]       60.00        0.88       6.00     100.6663    104.1663    Yes
      2      US#6[M19]       60.00        0.88       5.00     104.1663    104.5833    Yes
      2      US#6[M19]       60.00        0.88       3.50     104.5833    105.7500    Yes
      2      US#6[M19]       60.00        0.88       2.75     105.7500    106.2083    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 106.3330       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 7.3780 in2       Ycg =  3.65 in
         P_init    =     1446.2 kips  Ecc = 20.99 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4877 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    15.30 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.619 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -6.93 ksi    0.00 ksi
    due to Composite Loads                                 -0.00 ksi    0.00 ksi
    due to Live Loads                                      -0.00 ksi    0.00 ksi
 
Time Dependent Losses (Approximate Method (Art.5.9.3.3))
                            Initial                            Final
 
Steel relaxation           0.00 ksi                         2.40 ksi (Eq 5.9.3.3-1)
Concrete shrinkage         0.00 ksi                         8.57 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        13.80 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 15.30 ksi  ( 7.81 %)            17.84 ksi ( 9.10 %)
Total Prestress Losses                                    33.14 ksi (16.90 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 162.9 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    9.97   20.60   31.23   41.87   52.50
Self wt.  : M       0.0    93.4    90.2   369.4   678.1   898.6  1030.8  1074.9
(Max)       V      41.0    39.1    39.2    33.2    24.9    16.6     8.3     0.0
DL-Prec.  : M       0.0   105.0   101.4   405.8   715.5   898.2   953.7   882.1
DC(Max)     V      46.3    43.7    43.8    35.1    23.2    11.2     0.8    12.7
DL-Prec.  : M       0.0    37.0    35.7   153.4   304.4   442.1   566.6   673.2
DW(Max)     V      16.0    15.7    15.7    14.8    13.6    12.3    11.1     7.5
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.3     0.3     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   235.7   227.5   929.8  1700.5  2242.7  2556.4  2636.9
            V     103.4    98.6    98.8    83.2    61.7    40.2    20.3    20.3
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   103.4    98.6    98.8    83.2    61.7    40.2    20.3    20.3
            M       0.0   235.7   227.5   929.8  1700.5  2242.7  2556.4  2636.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    63.13   73.77   84.40   95.03  102.75  102.67  105.00
Self wt.  : M    1030.8   898.6   678.1   369.4    90.2    93.4     0.0
(Max)       V       8.3    16.6    24.9    33.2    39.2    39.1    41.0
DL-Prec.  : M     738.2   576.6   397.4   200.5    46.6    48.3     0.0
DC(Max)     V      14.4    16.0    17.7    19.3    20.5    20.5    20.9
DL-Prec.  : M     672.0   588.1   445.1   243.1    59.4    61.6     0.0
DW(Max)     V       5.1    10.7    16.2    21.8    25.8    25.8    27.0
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     0.3     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+   2446.2  2067.2  1523.2   814.2   196.5   203.6     0.0
            V      27.9    43.4    58.9    74.4    85.7    85.6    89.0
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    27.9    43.4    58.9    74.4    85.7    85.6    89.0
            M    2446.2  2067.2  1523.2   814.2   196.5   203.6     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               41.0             41.0
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           46.3             20.9
DL-Prec.(DW)           16.0             27.0
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    9.97   20.60   31.23   41.87   52.50
Self wt.  : M       0.0    93.4    90.2   369.4   678.1   898.6  1030.8  1074.9
(Max)       V      41.0    39.1    39.2    33.2    24.9    16.6     8.3     0.0
DL-Prec.  : M       0.0   105.0   101.4   405.8   715.5   898.2   953.7   882.1
DC(Max)     V      46.3    43.7    43.8    35.1    23.2    11.2     0.8    12.7
DL-Prec.  : M       0.0    37.0    35.7   153.4   304.4   442.1   566.6   673.2
DW(Max)     V      16.0    15.7    15.7    14.8    13.6    12.3    11.1     7.5
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.3     0.3     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   235.7   227.5   929.8  1700.5  2242.7  2556.4  2636.9
            V     103.4    98.6    98.8    83.2    61.7    40.2    20.3    20.3
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   103.4    98.6    98.8    83.2    61.7    40.2    20.3    20.3
            M       0.0   235.7   227.5   929.8  1700.5  2242.7  2556.4  2636.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    63.13   73.77   84.40   95.03  102.75  102.67  105.00
Self wt.  : M    1030.8   898.6   678.1   369.4    90.2    93.4     0.0
(Max)       V       8.3    16.6    24.9    33.2    39.2    39.1    41.0
DL-Prec.  : M     738.2   576.6   397.4   200.5    46.6    48.3     0.0
DC(Max)     V      14.4    16.0    17.7    19.3    20.5    20.5    20.9
DL-Prec.  : M     672.0   588.1   445.1   243.1    59.4    61.6     0.0
DW(Max)     V       5.1    10.7    16.2    21.8    25.8    25.8    27.0
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     0.3     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+   2446.2  2067.2  1523.2   814.2   196.5   203.6     0.0
            V      27.9    43.4    58.9    74.4    85.7    85.6    89.0
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    27.9    43.4    58.9    74.4    85.7    85.6    89.0
            M    2446.2  2067.2  1523.2   814.2   196.5   203.6     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    2.25    9.97   20.60   31.23   41.87   52.50
Self wt.  : M       0.0   116.8   112.7   461.7   847.6  1123.2  1288.6  1343.7
(Max)       V      51.2    48.9    49.0    41.5    31.1    20.7    10.4     0.0
Self wt.  : M       0.0    84.1    81.1   332.5   610.3   808.7   927.8   967.4
(Min)       V      36.9    35.2    35.3    29.9    22.4    14.9     7.5     0.0
DL-Prec.  : M       0.0   131.3   126.7   507.2   894.4  1122.7  1192.1  1102.7
DC(Max)     V      57.9    54.6    54.7    43.9    28.9    14.0     0.9    15.9
DL-Prec.  : M       0.0    94.5    91.2   365.2   644.0   808.3   858.3   793.9
DC(Min)     V      41.7    39.3    39.4    31.6    20.8    10.1     0.7    11.4
DL-Prec.  : M       0.0    55.4    53.5   230.2   456.5   663.1   849.9  1009.9
DW(Max)     V      24.0    23.6    23.6    22.2    20.4    18.5    16.6    11.2
DL-Prec.  : M       0.0    24.0    23.2    99.7   197.8   287.4   368.3   437.6
DW(Min)     V      10.4    10.2    10.2     9.6     8.8     8.0     7.2     4.9
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
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     0.4     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     0.3     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   303.9   293.2  1200.7  2201.7  2913.9  3337.1  3464.4
            V     133.2   127.2   127.5   107.7    80.6    53.4    28.1    27.3
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   133.2   127.2   127.5   107.7    80.6    53.4    28.1    27.3
            M       0.0   272.4   262.9  1070.2  1943.0  2538.1  2855.5  2892.2
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    63.13   73.77   84.40   95.03  102.75  102.67  105.00
Self wt.  : M    1288.6  1123.2   847.6   461.7   112.7   116.8     0.0
(Max)       V      10.4    20.7    31.1    41.5    49.0    48.9    51.2
Self wt.  : M     927.8   808.7   610.3   332.5    81.1    84.1     0.0
(Min)       V       7.5    14.9    22.4    29.9    35.3    35.2    36.9
DL-Prec.  : M     922.7   720.8   496.7   250.7    58.3    60.4     0.0
DC(Max)     V      18.0    20.0    22.1    24.2    25.7    25.7    26.1
DL-Prec.  : M     664.4   519.0   357.7   180.5    42.0    43.5     0.0
DC(Min)     V      12.9    14.4    15.9    17.4    18.5    18.5    18.8
DL-Prec.  : M    1008.0   882.2   667.7   364.6    89.1    92.3     0.0
DW(Max)     V       7.7    16.0    24.3    32.7    38.7    38.7    40.5
DL-Prec.  : M     436.8   382.3   289.3   158.0    38.6    40.0     0.0
DW(Min)     V       3.3     6.9    10.5    14.2    16.8    16.8    17.5
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     0.4     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     0.3     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+   3225.8  2731.0  2015.2  1078.6   260.5   269.9     0.0
            V      36.1    56.9    77.7    98.5   113.6   113.4   118.0
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    36.1    56.9    77.7    98.5   113.6   113.4   118.0
            M    2654.6  2231.1  1636.9   872.0   210.0   217.6     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               51.2             51.2
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           57.9             26.1
DL-Prec.(DW)           24.0             40.5
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00   10.63   21.27   31.90   42.53   53.17
 
Beam-Self
Precast-top    0.149   0.487   0.863   1.126   1.280   1.333 
Bottom        -0.119  -0.388  -0.683  -0.886  -1.000  -1.041 
 
Prestress
Precast-top   -0.107  -0.299  -0.563  -0.822  -1.076  -1.076 
Bottom         3.405   3.551   3.748   3.940   4.124   4.124 
 
Total
Precast-top    0.042   0.188   0.300   0.304   0.203   0.257 
Bottom         3.286   3.162   3.065   3.054   3.125   3.083 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.64 %)
             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    9.97   20.60   31.23   41.87   52.50
 
Prestress
Precast-top   -0.010  -0.094  -0.089  -0.261  -0.492  -0.718  -0.940  -0.940
Bottom         0.687   2.975   2.896   3.102   3.275   3.442   3.603   3.603
 
Self wt.
Precast-top   -0.000   0.115   0.111   0.454   0.829   1.093   1.246   1.300
Bottom        -0.000  -0.092  -0.089  -0.361  -0.656  -0.859  -0.974  -1.015
 
DL-Prec (DC)
Precast-top   -0.000   0.129   0.125   0.498   0.875   1.092   1.153   1.067
Bottom        -0.000  -0.104  -0.100  -0.397  -0.692  -0.859  -0.901  -0.833
 
DL-Prec (DW)
Precast-top   -0.000   0.046   0.044   0.188   0.372   0.538   0.685   0.814
Bottom        -0.000  -0.036  -0.035  -0.150  -0.295  -0.423  -0.535  -0.636
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.002   0.003   0.005   0.006   0.008
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.004  -0.005  -0.006
 
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   -0.010   0.196   0.191   0.880   1.587   2.010   2.151   2.248 
Bottom         0.687   2.743   2.672   2.192   1.629   1.297   1.189   1.113 
 
Final 2 (P/S + DL)
Precast-top   -0.010   0.196   0.191   0.880   1.587   2.010   2.151   2.248 
Bottom         0.687   2.743   2.672   2.192   1.629   1.297   1.189   1.113 
 

 
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    0.149   0.487   0.863   1.126   1.280   1.333 
Bottom        -0.119  -0.388  -0.683  -0.886  -1.000  -1.041 
 
Prestress
Precast-top   -0.107  -0.299  -0.563  -0.822  -1.076  -1.076 
Bottom         3.405   3.551   3.748   3.940   4.124   4.124 
 
Total
Precast-top    0.042   0.188   0.300   0.304   0.203   0.257 
Bottom         3.286   3.162   3.065   3.054   3.125   3.083 
 
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 = 12.64 %)
             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    9.97   20.60   31.23   41.87   52.50
 
Prestress
Precast-top   -0.010  -0.094  -0.089  -0.261  -0.492  -0.718  -0.940  -0.940
Bottom         0.687   2.975   2.896   3.102   3.275   3.442   3.603   3.603
 
Self wt.
Precast-top   -0.000   0.115   0.111   0.454   0.829   1.093   1.246   1.300
Bottom        -0.000  -0.092  -0.089  -0.361  -0.656  -0.859  -0.974  -1.015
 
DL-Prec (DC)
Precast-top   -0.000   0.129   0.125   0.498   0.875   1.092   1.153   1.067
Bottom        -0.000  -0.104  -0.100  -0.397  -0.692  -0.859  -0.901  -0.833
 
DL-Prec (DW)
Precast-top   -0.000   0.046   0.044   0.188   0.372   0.538   0.685   0.814
Bottom        -0.000  -0.036  -0.035  -0.150  -0.295  -0.423  -0.535  -0.636
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.002   0.003   0.005   0.006   0.008
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.004  -0.005  -0.006
 
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   -0.010*  0.196   0.191   0.880   1.587   2.010   2.151   2.248 
Bottom         0.687   2.743   2.672   2.192   1.629   1.297   1.189   1.113 
 

 
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
    133.2    6.5   50.4    1.068   4.3   6.00e-3 50.0    120.2     0.578    3.017      0.00
      0.0    1.7   49.6     42.0 0.064      23.5 0.87    24.00     0.109    3.839 
Transfer:   3.00
    127.2    6.5   50.4    4.808  19.2  -0.34e-3 27.8      0.0     0.109    1.760      0.00
    272.4   17.9   45.4    189.0 0.059     158.4 6.42    24.00     0.109    3.787 
Critical:   4.45
    123.5    6.5   50.4    5.161  19.2  -0.36e-3 27.7      0.0     0.109    1.760      0.00
    423.2   19.1   45.4    189.0 0.057     162.5 6.58    24.00     0.109    3.901 
0.1L    :  10.63
    107.7    6.5   50.4    6.076  19.2  -0.37e-3 27.7      0.0     0.109    0.827      0.00
   1070.2   24.3   45.4    189.0 0.049     164.1 6.65    24.00     0.109    4.473 
0.2L    :  21.27
     80.6    6.5   47.8    6.944  19.2  -0.33e-3 27.8      0.0     0.109    0.496      0.00
   1943.0   24.6   43.0    189.0 0.036     149.7 6.41    24.00     0.109    4.141 
0.3L    :  31.90
     53.4    6.5   48.4    7.378  19.2  -0.31e-3 27.9      0.0     0.109    0.413      0.00
   2538.1   24.9   43.6    189.0 0.020     148.2 6.26    24.00     0.109    5.686 
0.4L    :  42.53
     28.1    6.5   50.4    7.378   0.0  -0.29e-3 28.0      0.0     0.109    0.413      0.00
   2855.5   25.2   45.3    189.0 0.015     150.6 6.11    24.00     0.109   10.464 
0.5L    :  53.17
     27.3    6.5   50.4    7.378   0.0  -0.28e-3 28.0      0.0     0.109    0.413      0.00
   2892.2   25.2   45.3    189.0 0.015     150.0 6.09    24.00     0.109   10.752 
0.6L    :  63.80
     36.1    6.5   50.4    7.378   0.0  -0.31e-3 27.9      0.0     0.109    0.413      0.00
   2654.6   25.2   45.3    189.0 0.019     153.7 6.24    24.00     0.109    8.227 
0.7L    :  74.43
     56.9    6.5   48.4    7.378  19.2  -0.35e-3 27.8      0.0     0.109    0.413      0.00
   2231.1   24.9   43.6    189.0 0.022     153.9 6.50    24.00     0.109    5.438 
0.8L    :  85.07
     77.7    6.5   47.8    6.944  19.2  -0.38e-3 27.7      0.0     0.109    0.496      0.00
   1636.9   24.6   43.0    189.0 0.034     156.2 6.69    24.00     0.109    4.384 
0.9L    :  95.70
     98.5    6.5   50.4    6.076  19.2  -0.40e-3 27.6      0.0     0.109    0.827      0.00
    872.0   24.3   45.4    189.0 0.044     169.2 6.86    24.00     0.109    4.893 
Critical: 101.88
    110.6    6.5   50.4    5.161  19.2  -0.38e-3 27.7      0.0     0.109    1.760      0.00
    341.4   19.1   45.4    189.0 0.050     166.2 6.74    24.00     0.109    4.358 
Transfer: 103.33
    113.4    6.5   50.4    4.808  19.2  -0.35e-3 27.8      0.0     0.109    1.760      0.00
    217.6   17.9   45.4    189.0 0.052     160.6 6.51    24.00     0.109    4.250 
Bearing : 105.67
    118.0    6.5   50.4    1.068   4.3   6.00e-3 50.0    103.3     0.496    3.017      0.00
      0.0    1.7   49.6     42.0 0.056      23.5 0.87    24.00     0.109    4.335 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 1446.24
fs,         ksi =   20.00
h/4,         in =   13.50
Abrst_rqrd, in2 =    2.89

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      :       1.299  1.80      2.339  2.45      3.183
Self Wt.       :      -0.492  1.85     -0.910  2.70     -1.328
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          :       0.808            1.429            1.856
 
At 0.2 x L = 20.60 ft
Prestress      :       2.336  1.80      4.205  2.45      5.724
Self Wt.       :      -0.924  1.85     -1.709  2.70     -2.494
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          :       1.413            2.497            3.230
 
At 0.3 x L = 31.23 ft
Prestress      :       3.083  1.80      5.550  2.45      7.554
Self Wt.       :      -1.254  1.85     -2.320  2.70     -3.386
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          :       1.829            3.230            4.168
 
At 0.4 x L = 41.87 ft
Prestress      :       3.518  1.80      6.333  2.45      8.620
Self Wt.       :      -1.456  1.85     -2.694  2.70     -3.931
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          :       2.062            3.639            4.689
 
At 0.5 x L = 52.50 ft
Prestress      :       3.679  1.80      6.622  2.45      9.014
Self Wt.       :      -1.529  1.85     -2.829  2.70     -4.128
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          :       2.150            3.794            4.886
 
At 0.6 x L = 63.13 ft
Prestress      :       3.518  1.80      6.333  2.45      8.620
Self Wt.       :      -1.456  1.85     -2.694  2.70     -3.931
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          :       2.062            3.639            4.689
 
At 0.7 x L = 73.77 ft
Prestress      :       3.083  1.80      5.550  2.45      7.554
Self Wt.       :      -1.254  1.85     -2.320  2.70     -3.386
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          :       1.829            3.230            4.168
 
At 0.8 x L = 84.40 ft
Prestress      :       2.336  1.80      4.205  2.45      5.724
Self Wt.       :      -0.924  1.85     -1.709  2.70     -2.494
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          :       1.413            2.497            3.230
 
At 0.9 x L = 95.03 ft
Prestress      :       1.299  1.80      2.339  2.45      3.183
Self Wt.       :      -0.492  1.85     -0.910  2.70     -1.328
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          :       0.808            1.429            1.856
 

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
   303.9    43.1  5.838  225.5   25.4  17.92   3477.8  0.003I 0.85       -       -     -     -  
H/2     :   2.25
   293.2    43.1  5.676  227.2   24.4  17.22   3511.9  0.003I 0.87       -       -     -     -  
0.1L    :   9.97
  1200.7    44.5  7.378  211.6   34.4  24.25   3560.3  0.002C 0.75   4513.8  1596.9    0.79  2.97 
0.2L    :  20.60
  2201.7    46.5  7.378  213.3   34.8  24.57   3766.9  0.001C 0.75   4758.9  2928.3    0.79  1.71 
0.3L    :  31.23
  2913.9    48.4  7.378  214.9   35.3  24.88   3975.3  0.001C 0.75   5006.0  3875.5    0.79  1.36 
0.4L    :  41.87
  3337.1    50.4  7.378  216.4   35.7  25.17   4185.4  0.001C 0.75   5254.9  4438.4    0.80  1.25*
0.5L    :  52.50
  3464.4    50.4  7.378  216.4   35.7  25.17   4185.4  0.001C 0.75   5254.8  4607.7    0.80  1.21*
0.6L    :  63.13
  3225.8    50.4  7.378  216.4   35.7  25.17   4185.4  0.001C 0.75   5253.8  4290.3    0.80  1.30*
0.7L    :  73.77
  2731.0    48.4  7.378  214.9   35.3  24.88   3975.3  0.001C 0.75   5004.6  3632.2    0.79  1.46 
0.8L    :  84.40
  2015.2    46.5  7.378  213.3   34.8  24.57   3766.9  0.001C 0.75   4757.7  2680.3    0.79  1.87 
0.9L    :  95.03
  1078.6    44.5  7.378  211.6   34.4  24.25   3560.3  0.002C 0.75   4513.2  1434.5    0.79  3.30 
H/2     : 102.75
   260.5    43.1  5.676  227.2   24.4  17.22   3511.9  0.003I 0.87       -       -     -     -  
Transfer: 102.67
   269.9    43.1  5.838  225.5   25.4  17.92   3477.8  0.003I 0.85       -       -     -     -  

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 1-17; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.065
        M   2.00 Fb     0.143
 
  2   2 E  50.00 Ft     0.373
        M   6.00 Fb     0.091
 
  3   2 E  48.00 Ft     0.664
        M   4.00 Fb     0.054
 
  4   2 E  46.00 Ft     0.937
        M   2.00 Fb     0.030
 
  5   2 E   6.00 Ft     0.889
        M   6.00 Fb     0.265
 
  6   2 E   6.00 Ft     0.840
        M   6.00 Fb     0.499
 
  7   2 E   6.00 Ft     0.791
        M   6.00 Fb     0.733
 
  8   2 E   4.00 Ft     0.725
        M   4.00 Fb     0.982
 
  9   2 E   4.00 Ft     0.659
        M   4.00 Fb     1.230
 
 10   2 E   4.00 Ft     0.593
        M   4.00 Fb     1.478
 
 11   2 E   4.00 Ft     0.526
        M   4.00 Fb     1.726
 
 12   2 E   4.00 Ft     0.460
        M   4.00 Fb     1.975
 
 13   2 E   2.00 Ft     0.376
        M   2.00 Fb     2.237
 
 14   2 E   2.00 Ft     0.293
        M   2.00 Fb     2.499
 
 15   2 E   2.00 Ft     0.209
        M   2.00 Fb     2.762
 
 16   2 E   2.00 Ft     0.125
        M   2.00 Fb     3.024
 
 17   2 E   2.00 Ft     0.042
        M   2.00 Fb     3.286
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTD         
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:  34
No. of strands, Draped:   6           No. of strands, Straight:  28
Concrete Strength, f'ci:   6.0  ksi        f'c:   7.0 ksi  f'ct   4.0 ksi
Initial losses:  7.81 %               Final losses: 16.90 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.900       3.286     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200       0.042       Trans
      Precast Top w/ reinf. (tension)      -0.590           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  4185.36     3464.40     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                   0.00 %       0.00 %               OK
      Max. Debond Total                     0.00 %       0.00 %               OK
 
                       Final 1                     Final 2                     Final 3
Specification  Allow.  Comp.      Loc.     Allow.   Comp.      Loc.     Allow.   Comp.      Loc.
-------------  -----------------------     -------------------------     ------------------------
Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.2.3.2)
  Service I Limit State - Compressive Stresses Only
    Pre.Top:   4.200   2.248     Midspan    3.150   2.248     Midspan
    Pre.Bot:   4.200   2.743    Transfer    3.150   2.743    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.010     Bearing
    Pre.Bot:  -0.000   0.687     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      :       3.679  1.80      6.622  2.45      9.014
Self Wt.       :      -1.529  1.85     -2.829  2.70     -4.128
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          :       2.150            3.794            4.886
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

