 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : B59 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 59'-2", girder spacing is 7.5 feet, and deck overhang width is 3 feet 
                     and 1 inch.
                     (2)The structural depth of the deck and sacrificial wearing surface are assumed to 7.75 and 
                     0.75 inches, respectively. The thickness of the overhang tapers from 11 inches at the beam 
                     flange to 10 inches at edge of deck.
                     (3)The structural haunch thickness is 0.5 inches and the haunch thickness for calculating its 
                     dead load is 1.0 inches.
                     (4)One steel diaphragm of 0.285 kips is at the center of span.
                     (5)Dead load of forms: 0.010 ksf on the tributary area of the deck width with a 1.50 load 
                     factor. This load is applied to the full span length.
                     (6)Dead load of edge rail and walkway applied at the edge of the deck form: 0.075 klf [IDOT SS 
                     2403.03, L, 4, d.] with a 1.25 load factor. This load is applied to the full span length.
                     (7)Construction live load on walkway: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on a 2-foot wide 
                     walkway with a 1.50 load factor. This load is applied to the full span length.
                     (8)Construction live load on deck: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on the tributary area 
                     of the deck width with a 1.50 load factor. This load is applied from midspan to end of span.
                     (9)Live load of finishing machine located along the edge of the deck form to maximize the 
                     design condition: 9 kips with a 1.50 load factor. The load is placed as 4 individual point 
                     loads of 2.25 kips spacedon 2-foot centers with one of the middle point loads located at the 
                     center of the span.
                     NOTE:
                     The Final Stress limit for tension in the bottom flange for Service III, is set at zero, per 
                     BDM 5.4.1.4.1.3. 
                     It is permissible for the Service III tensile stress to exceed zero at the top flange near the 
                     beam ends, as long as it is within the 0.24?(f?c)0.5 tension limit at release.    
Design Mode        : AASHTO LRFD - 8th Edition
Units:             : US
Design as:         : Simple span
Flared Girder:     : No
File Name          : c:\users\9925\appdata\local\temp\1\leap_bak\lb_9718.tmp\B59-0_40-Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       36.333
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       36.333
Number of spans         =            1
Number of lanes         =            3
Lane width        , ft  =       12.000
Eff Deck thick    , in  =        0.000
Sacrificial thick , in  =        0.000
Haunch thickness  , in  =        0.000
Haunch width      , in  =        0.000
Bridge c/s,MI(Ixx), in4 =    310000.00
 
SPAN DATA
---------
Precast length    , ft =     60.170
Bearing-to-bearing, ft =     59.170
Release span      , ft =     60.170
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1             IA-Std-B    3.167    382.5    62000.0  39.00  17.06  13.00   6.917
 2             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 3             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 4             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 5             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   6.916
 
 
MATERIAL DATA - Project Level
-----------------------------
 
As defined in Material Tab. For beam level properties look at Beam Specific output.
 
CONCRETE PROPERTIES
-------------------
                   Precast          C.I.P.
f'c ,ksi      =      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 Trapez      0.064    0.00       0.064   29.59   Additional Wet Deck Overhang
   1    1    DC Line        0.068    0.00       0.068   59.17   Forms
   1    1    DC Line        0.075    0.00       0.075   59.17   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   29.59   Wet Deck
   1    1    DC Trapez      0.014    0.00       0.014   29.59   Haunch
   1    1    DW Trapez      0.342   29.59       0.342   59.17   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   59.17   LL on Walkway
   1    1    DW Point       2.350   27.59      -         -      Screed machine load 1
   1    1    DW Point       2.350   29.59      -         -      Screed machine load 2
   1    1    DW Point       2.350   33.59      -         -      Screed machine load 3
   1    1    DW Point       2.350   35.59      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   29.590
   1    2        0.285   29.590
   1    3        0.285   29.590
   1    4        0.285   29.590
   1    5        0.143   29.590
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:   NO   
  Is Span Post-tensioned:                 NO   
  ADTT (Average Daily Truck Traffic)    : 5000 
  Percent of the specified force effect : 1.00 
  Apply reduction of Moment for skew:     NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  1.75    1.25    0.90    1.50    0.65 
 
 
----------
 
  Ductility Factor:  1.00 
  Redundancy Factor: 1.00 
  Importance Factor: 1.00 
 
----------------------------------------------------------------------------------------------------


PROJECT PARAMETERS DATA:
------------------------
MULTIPLIERS:
------------
 
  Trans len mult: Bonded   = 1.00 
                  Debonded = 1.00 
  Dev len mult:   Bonded   = 1.60 
                  Debonded = 2.00 
 
Camber & Deflection Multiplier (PCI ref.)
-----------------------------------------
 
                 Erection Final 
--------------------------------
  Prestress:         1.80  2.45 
  Self. Wt:          1.85  2.70 
  Deck + Haunch:           2.30 
  Diaphragm:               3.00 
  DL-Prec.:                3.00 
  DL-Comp.:                3.00 
 
MOMENT AND SHEAR PROVISIONS:
----------------------------
 
  Ultimate Moment Capacity, Mu-prvd computed:    AASHTO equations 
  Horizontal Shear, Beam and Slab effects in Vu: EXCLUDED         
 
STRESS LIMITS (Art. 5.9.2):
---------------------------
STRESS LIMITS AT RELEASE BEFORE LOSSES:
---------------------------------------
 
                     PRECAST     
---------------------------------
  Strength              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:
 13 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 24.07 ft from member end )
 
END PATTERN (Ycg = 10.31 in):
 
  6 @  2.000 in 2 @  4.000 in 2 @  6.000 in 1 @ 32.000 in 
  1 @ 34.000 in 1 @ 36.000 in                             
 
MID PATTERN (Ycg = 3.38 in):
(A) Draped:
 
  1 @  2.000 in 1 @  4.000 in 1 @  6.000 in  
 
(B) Straight:
 
  6 @  2.000 in 2 @  4.000 in 2 @  6.000 in  
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1457  3.8960 Yes       
       2 US#5[M16]  60.0  0.62    3.00  0.3960  0.6460 No        
       2 US#5[M16]  60.0  0.62    7.50  0.6460  1.2710 No        
       2 US#5[M16]  60.0  0.62    9.00  1.2710  3.5210 No        
       2 US#5[M16]  60.0  0.62   10.87  3.5210  4.4268 No        
       2 US#5[M16]  60.0  0.62   12.87  4.4268  5.5000 No        
       2 US#5[M16]  60.0  0.62   13.00  5.5000  7.6670 No        
       2 US#5[M16]  60.0  0.62   14.00  7.6670  8.8350 No        
       2 US#5[M16]  60.0  0.62   15.00  8.8350 21.3330 No        
       2 US#4[M13]  60.0  0.40   12.75  3.8960  4.9600 Yes       
       2 US#4[M13]  60.0  0.40   13.00  4.9600  8.2201 Yes       
       2 US#4[M13]  60.0  0.40   15.00  8.2201 51.9469 Yes       
       2 US#4[M13]  60.0  0.40   13.00 51.9469 55.2070 Yes       
       2 US#4[M13]  60.0  0.40   12.75 55.2070 56.2710 Yes       
       2 US#5[M16]  60.0  0.62   15.00 38.8340 51.3320 No        
       2 US#5[M16]  60.0  0.62   14.00 51.3320 52.5000 No        
       2 US#5[M16]  60.0  0.62   13.00 52.5000 54.6670 No        
       2 US#5[M16]  60.0  0.62   12.87 54.6670 55.7402 No        
       2 US#5[M16]  60.0  0.62   10.87 55.7402 56.6460 No        
       2 US#5[M16]  60.0  0.62    9.00 56.6460 58.8960 No        
       2 US#5[M16]  60.0  0.62    7.50 58.8960 59.5210 No        
       2 US#5[M16]  60.0  0.62    3.00 59.5210 59.7710 No        
       2 US#4[M13]  60.0  0.40    9.00 56.2710 60.0213 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#6[M19]           2.00 0.880  0.0000 60.1600       3.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 56.1600 60.1600       6.50 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:2
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-Std-B                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 13.000 in    Bot = 17.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  5.000 in    Bot =  7.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  6.000 in                     Interior/Exterior  =   Exterior
            Bot =  6.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  6.000 in                     
Minimum Thickness Criteria, Article 5.12.3.2 checked: OK.
 
TOPPING DATA:
-------------
Effective Deck Thickness   =   0.000 in
Sacrificial Deck Thickness   =   0.000 in
Haunch:
       Thickness =   0.000 in
       Width     =   0.000 in
Effective width  =  83.004 in (Art. 4.6.2.6.1)
 
GENERAL LOAD DATA:
------------------
Dead loads on precast:
---------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
  DC/DW    Type     Mag.1     Loc.1    Mag.2     Loc.2
     DC  Trapez     0.064      0.00       0.064   29.59
     DC  Line       0.068      0.00       0.068   59.17
     DC  Line       0.075      0.00       0.075   59.17
     DC  Trapez     0.726      0.00       0.726   29.59
     DC  Trapez     0.014      0.00       0.014   29.59
     DW  Trapez     0.342     29.59       0.342   59.17
     DW  Line       0.117      0.00       0.117   59.17
     DW  Point      2.350     27.59      -         -   
     DW  Point      2.350     29.59      -         -   
     DW  Point      2.350     33.59      -         -   
     DW  Point      2.350     35.59      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    29.59 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 60.170 ft
Release length = 60.170 ft
Design  length = 59.170 ft
 
Kern points:
------------
Upper    =   26.56 in
Lower    =    9.67 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Moment (1  lane  loaded)  : 0.907   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 0.907   (Calculated) (#)
(#) Lever rule (C4.6.2.2.1)
The LL distribution computation is using the effective slab depth (ts = 0.00in).
Include sacrificial deck thick in ts:  NO
 
Dead Loads and Pedestrian Load distributed equally to all beams (Art. 4.6.2.2.1)
 
Pedestrian : 0.200   (Calculated)
 
Comp.  DC  : 0.200   (Calculated)
Comp.  DW  : 0.200   (Calculated)
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
Flexure Reinforced:
   Compression controlled sections : 0.75
   Tension controlled sections     : 0.90
Flexure Prestressed:
   Compression controlled sections : 0.75
   Tension controlled sections     : 1.00
Shear                              : 0.90
 

Span: 1, Beam: 1
 
SECTION PROPERTIES:
-------------------
                             PRECAST          COMPOSITE
                             -------          ---------
Area                  =        382.5 in2            382.5 in2#
Total Height          =        39.00 in             39.00 in  
Mom. of Inertia (Ixx) =        62000 in4            62000 in4#
Ht. of c.g.           =        17.06 in             17.06 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        398.4 plf            398.4 plf   
Mom. of Inertia (Iyy) =       5157.0 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     2.50     1.63     5.52    11.53    17.55    23.57    29.58
 
Precast: (At Release, using Ec =  4877.0 ksi )
  Area    , in2    384.8    396.2    392.2    396.2    396.2    396.2    396.2    396.2
  Yb      ,  in    17.02    16.80    16.88    16.77    16.71    16.65    16.59    16.59
  MI(Ixx) , in4    62108    62765    62512    62949    63376    63882    64467    64467
Composite: (At Final, using Ec =  5131.5 ksi )
  Area    , in2    384.6    395.3    391.6    395.3    395.3    395.3    395.3    395.3
  Yb      ,  in    17.02    16.81    16.89    16.78    16.73    16.67    16.62    16.62
  MI(Ixx) , in4    62101    62721    62482    62894    63297    63773    64324    64324

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:  13 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 24.07 ft from member end )
END PATTERN (Ycg = 10.31 in):
     6 @  2.000 in     2 @  4.000 in     2 @  6.000 in     1 @ 32.000 in
     1 @ 34.000 in     1 @ 36.000 in
 
MID PATTERN (Ycg = 3.38 in):
(A) Draped:
     1 @  2.000 in     1 @  4.000 in     1 @  6.000 in
(B) Straight:
     6 @  2.000 in     2 @  4.000 in     2 @  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     =    2.82 in2      Initial Pull          =      553.0 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      9.291 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     11.614 ft
Holddown Force        =  13.184 kips     Beam Shrtng (PL/AE)   =      0.209 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)       
-------------------------------------------------------------------------------------
       782.987         740 579.410      5.920 23974.037   520.132     185.613        
 
 
REINFORCING STEEL: Tension steel: fy = 60.0 ksi Es =  29000 ksi
Stirrups:
    # legs     Size          fy         Area      Spacing       Start       End     Extends
                            (ksi)       (in2)       (in)         (ft)       (ft)    into Deck
   -------  ----------    --------    --------    --------     --------   --------- ----------
      2      US#4[M13]       60.00        0.40       9.00       0.1457      3.8960    Yes
      2      US#5[M16]       60.00        0.62       3.00       0.3960      0.6460     No
      2      US#5[M16]       60.00        0.62       7.50       0.6460      1.2710     No
      2      US#5[M16]       60.00        0.62       9.00       1.2710      3.5210     No
      2      US#5[M16]       60.00        0.62      10.87       3.5210      4.4268     No
      2      US#5[M16]       60.00        0.62      12.87       4.4268      5.5000     No
      2      US#5[M16]       60.00        0.62      13.00       5.5000      7.6670     No
      2      US#5[M16]       60.00        0.62      14.00       7.6670      8.8350     No
      2      US#5[M16]       60.00        0.62      15.00       8.8350     21.3330     No
      2      US#4[M13]       60.00        0.40      12.75       3.8960      4.9600    Yes
      2      US#4[M13]       60.00        0.40      13.00       4.9600      8.2201    Yes
      2      US#4[M13]       60.00        0.40      15.00       8.2201     51.9469    Yes
      2      US#4[M13]       60.00        0.40      13.00      51.9469     55.2070    Yes
      2      US#4[M13]       60.00        0.40      12.75      55.2070     56.2710    Yes
      2      US#5[M16]       60.00        0.62      15.00      38.8340     51.3320     No
      2      US#5[M16]       60.00        0.62      14.00      51.3320     52.5000     No
      2      US#5[M16]       60.00        0.62      13.00      52.5000     54.6670     No
      2      US#5[M16]       60.00        0.62      12.87      54.6670     55.7402     No
      2      US#5[M16]       60.00        0.62      10.87      55.7402     56.6460     No
      2      US#5[M16]       60.00        0.62       9.00      56.6460     58.8960     No
      2      US#5[M16]       60.00        0.62       7.50      58.8960     59.5210     No
      2      US#5[M16]       60.00        0.62       3.00      59.5210     59.7710     No
      2      US#4[M13]       60.00        0.40       9.00      56.2710     60.0213    Yes
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#6[M19]           2.00 0.880  0.0000 60.1600       3.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 56.1600 60.1600       6.50 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 2.8210 in2       Ycg =  3.38 in
         P_init    =      553.0 kips  Ecc = 13.68 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4877 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    13.25 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.267 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -6.71 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                        10.33 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 13.25 ksi  ( 6.76 %)            14.59 ksi ( 7.44 %)
Total Prestress Losses                                    27.84 ksi (14.20 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 168.2 ksi < 0.80 fpy, OK 
 
 
** Since the transformed section properties option has been selected, even though ES losses
have been calculated explicitly here, they are not included as a part of stress calculations.
Please see theory section for complete explanation.
 
---------------------------------------------------------------------------------------

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.63    5.52   11.53   17.55   23.57   29.58
Self wt.  : M       0.0    28.2    18.6    59.0   109.5   145.5   167.2   174.4
(Max)       V      11.8    10.8    11.1     9.6     7.2     4.8     2.4     0.0
DL-Prec.  : M       0.0    52.2    34.6   107.3   191.4   241.3   257.0   238.4
DC(Max)     V      22.1    19.7    20.5    16.8    11.1     5.4     0.2     5.9
DL-Prec.  : M       0.0    25.5    16.7    55.4   111.8   163.9   211.8   250.8
DW(Max)     V      10.4    10.1    10.2     9.7     9.0     8.3     7.6     4.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.4     0.8     1.3     1.7     2.1
(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   106.1    70.0   222.0   413.4   552.0   637.6   665.7
            V      44.3    40.6    41.9    36.2    27.4    18.6    10.3    10.6
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    44.3    40.6    41.9    36.2    27.4    18.6    10.3    10.6
            M       0.0   106.1    70.0   222.0   413.4   552.0   637.6   665.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    35.60   41.62   47.64   53.65   57.54   56.67   59.17
Self wt.  : M     167.2   145.5   109.5    59.0    18.6    28.2     0.0
(Max)       V       2.4     4.8     7.2     9.6    11.1    10.8    11.8
DL-Prec.  : M     200.0   156.5   107.8    53.9    16.3    25.0     0.0
DC(Max)     V       6.8     7.7     8.5     9.4     9.9     9.8    10.2
DL-Prec.  : M     251.1   211.2   154.7    81.6    25.5    38.7     0.0
DW(Max)     V       5.2     8.0    10.8    13.5    15.3    14.9    16.1
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       1.7     1.3     0.8     0.4     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    619.9   514.5   372.8   194.9    60.6    92.1     0.0
            V      14.5    20.5    26.6    32.6    36.5    35.6    38.1
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    14.5    20.5    26.6    32.6    36.5    35.6    38.1
            M     619.9   514.5   372.8   194.9    60.6    92.1     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               11.8             11.8
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           22.1             10.2
DL-Prec.(DW)           10.4             16.1
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.63    5.52   11.53   17.55   23.57   29.58
Self wt.  : M       0.0    28.2    18.6    59.0   109.5   145.5   167.2   174.4
(Max)       V      11.8    10.8    11.1     9.6     7.2     4.8     2.4     0.0
DL-Prec.  : M       0.0    52.2    34.6   107.3   191.4   241.3   257.0   238.4
DC(Max)     V      22.1    19.7    20.5    16.8    11.1     5.4     0.2     5.9
DL-Prec.  : M       0.0    25.5    16.7    55.4   111.8   163.9   211.8   250.8
DW(Max)     V      10.4    10.1    10.2     9.7     9.0     8.3     7.6     4.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.4     0.8     1.3     1.7     2.1
(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   106.1    70.0   222.0   413.4   552.0   637.6   665.7
            V      44.3    40.6    41.9    36.2    27.4    18.6    10.3    10.6
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    44.3    40.6    41.9    36.2    27.4    18.6    10.3    10.6
            M       0.0   106.1    70.0   222.0   413.4   552.0   637.6   665.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    35.60   41.62   47.64   53.65   57.54   56.67   59.17
Self wt.  : M     167.2   145.5   109.5    59.0    18.6    28.2     0.0
(Max)       V       2.4     4.8     7.2     9.6    11.1    10.8    11.8
DL-Prec.  : M     200.0   156.5   107.8    53.9    16.3    25.0     0.0
DC(Max)     V       6.8     7.7     8.5     9.4     9.9     9.8    10.2
DL-Prec.  : M     251.1   211.2   154.7    81.6    25.5    38.7     0.0
DW(Max)     V       5.2     8.0    10.8    13.5    15.3    14.9    16.1
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       1.7     1.3     0.8     0.4     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    619.9   514.5   372.8   194.9    60.6    92.1     0.0
            V      14.5    20.5    26.6    32.6    36.5    35.6    38.1
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    14.5    20.5    26.6    32.6    36.5    35.6    38.1
            M     619.9   514.5   372.8   194.9    60.6    92.1     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.63    5.52   11.53   17.55   23.57   29.58
Self wt.  : M       0.0    35.3    23.3    73.7   136.8   181.9   208.9   218.0
(Max)       V      14.7    13.5    13.9    12.0     9.0     6.0     3.0     0.0
Self wt.  : M       0.0    25.4    16.8    53.1    98.5   131.0   150.4   156.9
(Min)       V      10.6     9.7    10.0     8.6     6.5     4.3     2.2     0.0
DL-Prec.  : M       0.0    65.2    43.2   134.1   239.3   301.6   321.2   297.9
DC(Max)     V      27.6    24.6    25.6    21.0    13.9     6.8     0.3     7.4
DL-Prec.  : M       0.0    47.0    31.1    96.5   172.3   217.2   231.3   214.5
DC(Min)     V      19.8    17.7    18.5    15.1    10.0     4.9     0.2     5.3
DL-Prec.  : M       0.0    38.3    25.0    83.1   167.6   245.9   317.7   376.2
DW(Max)     V      15.5    15.1    15.3    14.6    13.5    12.5    11.4     6.8
DL-Prec.  : M       0.0    16.6    10.8    36.0    72.6   106.5   137.7   163.0
DW(Min)     V       6.7     6.5     6.6     6.3     5.9     5.4     4.9     3.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.5     1.0     1.6     2.1     2.6
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       0.0     0.2     0.1     0.4     0.7     1.1     1.5     1.9
(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   139.0    91.7   291.4   544.7   730.9   850.0   894.8
            V      57.9    53.3    54.9    47.7    36.5    25.4    14.8    14.4
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    57.9    53.3    54.9    47.7    36.5    25.4    14.8    14.4
            M       0.0   117.3    77.5   244.3   449.8   591.6   669.9   681.6
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    35.60   41.62   47.64   53.65   57.54   56.67   59.17
Self wt.  : M     208.9   181.9   136.8    73.7    23.3    35.3     0.0
(Max)       V       3.0     6.0     9.0    12.0    13.9    13.5    14.7
Self wt.  : M     150.4   131.0    98.5    53.1    16.8    25.4     0.0
(Min)       V       2.2     4.3     6.5     8.6    10.0     9.7    10.6
DL-Prec.  : M     250.0   195.6   134.8    67.4    20.4    31.2     0.0
DC(Max)     V       8.5     9.6    10.7    11.7    12.4    12.3    12.7
DL-Prec.  : M     180.0   140.9    97.0    48.5    14.7    22.5     0.0
DC(Min)     V       6.1     6.9     7.7     8.4     8.9     8.8     9.2
DL-Prec.  : M     376.6   316.8   232.1   122.4    38.2    58.1     0.0
DW(Max)     V       7.9    12.0    16.2    20.3    23.0    22.4    24.1
DL-Prec.  : M     163.2   137.3   100.6    53.1    16.6    25.2     0.0
DW(Min)     V       3.4     5.2     7.0     8.8    10.0     9.7    10.4
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       2.1     1.6     1.0     0.5     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       1.5     1.1     0.7     0.4     0.1     0.2     0.0
(Min)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    837.7   695.9   504.7   264.1    82.1   124.8     0.0
            V      19.5    27.7    35.9    44.1    49.4    48.2    51.6
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    19.5    27.7    35.9    44.1    49.4    48.2    51.6
            M     624.3   516.4   373.2   194.7    60.4    91.9     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               14.7             14.7
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           27.6             12.7
DL-Prec.(DW)           15.5             24.1
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
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    6.02   12.03   18.05   24.07   30.08
 
Beam-Self
Precast-top    0.145   0.275   0.487   0.636   0.722   0.752 
Bottom        -0.110  -0.207  -0.365  -0.474  -0.534  -0.557 
 
Prestress
Precast-top   -0.042  -0.204  -0.522  -0.836  -1.142  -1.142 
Bottom         2.484   2.602   2.833   3.058   3.275   3.275 
 
Total
Precast-top    0.103   0.071  -0.035  -0.200  -0.420  -0.390 
Bottom         2.374   2.395   2.468   2.584   2.740   2.718 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.87 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    1.63    5.52   11.53   17.55   23.57   29.58
 
Prestress
Precast-top    0.014  -0.038   0.003  -0.182  -0.466  -0.745  -1.018  -1.018
Bottom         0.368   2.214   1.567   2.319   2.526   2.726   2.919   2.919
 
Self wt.
Precast-top   -0.000   0.120   0.079   0.250   0.462   0.611   0.697   0.727
Bottom        -0.000  -0.091  -0.060  -0.188  -0.346  -0.455  -0.516  -0.538
 
DL-Prec (DC)
Precast-top   -0.000   0.221   0.147   0.455   0.808   1.013   1.072   0.994
Bottom        -0.000  -0.168  -0.112  -0.343  -0.606  -0.755  -0.793  -0.736
 
DL-Prec (DW)
Precast-top   -0.000   0.108   0.071   0.235   0.472   0.688   0.884   1.046
Bottom        -0.000  -0.082  -0.054  -0.177  -0.354  -0.513  -0.654  -0.774
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.003   0.005   0.007   0.009
Bottom        -0.000  -0.001  -0.000  -0.001  -0.003  -0.004  -0.005  -0.007
 
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    0.014   0.413   0.300   0.759   1.280   1.573   1.642   1.759 
Bottom         0.368   1.873   1.340   1.610   1.218   0.999   0.950   0.863 
 
Final 2 (P/S + DL)
Precast-top    0.014   0.413   0.300   0.759   1.280   1.573   1.642   1.759 
Bottom         0.368   1.873   1.340   1.610   1.218   0.999   0.950   0.863 
 

 
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    6.02   12.03   18.05   24.07   30.08
 
Beam-Self
Precast-top    0.145   0.275   0.487   0.636   0.722   0.752 
Bottom        -0.110  -0.207  -0.365  -0.474  -0.534  -0.557 
 
Prestress
Precast-top   -0.042  -0.204  -0.522  -0.836  -1.142  -1.142 
Bottom         2.484   2.602   2.833   3.058   3.275   3.275 
 
Total
Precast-top    0.103   0.071  -0.035  -0.200  -0.420  -0.390 
Bottom         2.374   2.395   2.468   2.584   2.740   2.718 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.472   0.414 
Ast_prvd, in2  1.080   0.880   0.880   0.880   0.880   0.880 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.87 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    1.63    5.52   11.53   17.55   23.57   29.58
 
Prestress
Precast-top    0.014  -0.038   0.003  -0.182  -0.466  -0.745  -1.018  -1.018
Bottom         0.368   2.214   1.567   2.319   2.526   2.726   2.919   2.919
 
Self wt.
Precast-top   -0.000   0.120   0.079   0.250   0.462   0.611   0.697   0.727
Bottom        -0.000  -0.091  -0.060  -0.188  -0.346  -0.455  -0.516  -0.538
 
DL-Prec (DC)
Precast-top   -0.000   0.221   0.147   0.455   0.808   1.013   1.072   0.994
Bottom        -0.000  -0.168  -0.112  -0.343  -0.606  -0.755  -0.793  -0.736
 
DL-Prec (DW)
Precast-top   -0.000   0.108   0.071   0.235   0.472   0.688   0.884   1.046
Bottom        -0.000  -0.082  -0.054  -0.177  -0.354  -0.513  -0.654  -0.774
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.002   0.003   0.005   0.007   0.009
Bottom        -0.000  -0.001  -0.000  -0.001  -0.003  -0.004  -0.005  -0.007
 
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    0.014   0.413   0.300   0.759   1.280   1.573   1.642   1.759 
Bottom         0.368   1.873   1.340   1.610   1.218   0.999   0.950   0.863 
 

 
VERTICAL SHEAR (Art. 5.8) - Span : 1, Beam : 1,  STRENGTH I
Using General Beta Theta Equation procedure - Art.5.7.3.4
Location (ft)
     Vu      bv    de     Aps      Vp    eps_x  Theta  Vs-reqd    Av/s    Av-prvd   Al_reqd
   (kips)   (in)  (in)   (in2)   (kips)                 (kips)  (in2/ft)  (in2/ft)   (in2)

    Mcor     a     dv      fpo   vu/fc   Vc-com  Beta  Max.spc.  min.Av/s  pVn/Vu       
    (kft)   (in)  (in)    (ksi)          (kips)          (in)    (in2/ft)             
*******************************************************************************************
Bearing :   0.50
     57.9    6.0   35.8    0.272   2.0   6.00e-3 50.0     47.0     0.318    3.013      0.00
      0.0    1.2   35.2     31.5 0.042      15.4 0.87    24.00     0.100    5.771 
Transfer:   3.00
     53.3    6.0   35.8    1.632  11.8  -0.21e-3 28.3      0.0     0.100    1.360      0.00
    117.3    8.4   32.2    189.0 0.035      91.9 5.69    24.00     0.100    5.912 
Critical:   3.19
     52.8    6.0   35.8    1.656  11.8  -0.21e-3 28.3      0.0     0.100    1.360      0.00
    127.0    8.6   32.2    189.0 0.035      92.4 5.71    24.00     0.100    5.970 
0.1L    :   6.02
     47.7    6.0   35.8    1.890  11.8  -0.22e-3 28.2      0.0     0.100    0.942      0.00
    244.3   10.3   32.2    189.0 0.030      93.1 5.76    24.00     0.100    6.606 
0.2L    :  12.03
     36.5    6.0   33.3    2.604  11.8  -0.27e-3 28.0      0.0     0.100    0.816      0.00
    449.8   12.3   30.0    189.0 0.023      90.8 6.03    24.00     0.100    8.051 
0.3L    :  18.05
     25.4    6.0   33.9    2.821  11.8  -0.27e-3 28.1      0.0     0.100    0.816      0.00
    591.6   12.4   30.5    189.0 0.013      92.1 6.02    24.00     0.100   11.779 
0.4L    :  24.07
     14.8    6.0   35.6    2.821   0.0  -0.25e-3 28.1      0.0     0.100    0.320      0.00
    669.9   12.5   32.1    189.0 0.012      95.2 5.92    24.00     0.100   11.617 
0.5L    :  30.08
     14.4    6.0   35.6    2.821   0.0  -0.25e-3 28.1      0.0     0.100    0.320      0.00
    681.6   12.5   32.1    189.0 0.012      94.9 5.90    24.00     0.100   11.966 
0.6L    :  36.10
     19.5    6.0   35.6    2.821   0.0  -0.26e-3 28.1      0.0     0.100    0.320      0.00
    624.3   12.5   32.1    189.0 0.016      96.2 5.98    24.00     0.100    8.897 
0.7L    :  42.12
     27.7    6.0   33.9    2.821  11.8  -0.30e-3 28.0      0.0     0.100    0.816      0.00
    516.4   12.4   30.5    189.0 0.015      94.4 6.17    24.00     0.100   10.796 
0.8L    :  48.14
     35.9    6.0   33.3    2.604  11.8  -0.30e-3 27.9      0.0     0.100    0.816      0.00
    373.2   12.3   30.0    189.0 0.022      93.4 6.21    24.00     0.100    8.195 
0.9L    :  54.15
     44.1    6.0   35.8    1.890  11.8  -0.24e-3 28.1      0.0     0.100    0.942      0.00
    194.7   10.3   32.2    189.0 0.028      95.0 5.87    24.00     0.100    7.145 
Critical:  56.98
     47.8    6.0   35.8    1.656  11.8  -0.22e-3 28.2      0.0     0.100    1.360      0.00
    100.2    8.6   32.2    189.0 0.031      93.2 5.76    24.00     0.100    6.586 
Transfer:  57.17
     48.2    6.0   35.8    1.632  11.8  -0.23e-3 28.2      0.0     0.100    1.360      0.00
     91.9    8.4   32.2    189.0 0.031      93.7 5.80    24.00     0.100    6.534 
Bearing :  59.67
     51.6    6.0   35.8    0.272   2.0   6.00e-3 50.0     40.0     0.271    3.013      0.00
      0.0    1.2   35.2     31.5 0.037      15.4 0.87    24.00     0.100    6.476 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  552.97
fs,         ksi =   20.00
h/4,         in =    9.75
Abrst_rqrd, in2 =    1.11

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 5.52 ft
Prestress      :       0.460  1.80      0.828  2.45      1.127
Self Wt.       :      -0.120  1.85     -0.222  2.70     -0.324
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          :       0.340            0.606            0.803
 
At 0.2 x L = 11.53 ft
Prestress      :       0.837  1.80      1.506  2.45      2.050
Self Wt.       :      -0.226  1.85     -0.418  2.70     -0.610
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          :       0.611            1.088            1.440
 
At 0.3 x L = 17.55 ft
Prestress      :       1.113  1.80      2.004  2.45      2.728
Self Wt.       :      -0.307  1.85     -0.567  2.70     -0.828
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          :       0.807            1.437            1.900
 
At 0.4 x L = 23.57 ft
Prestress      :       1.276  1.80      2.298  2.45      3.127
Self Wt.       :      -0.356  1.85     -0.658  2.70     -0.961
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          :       0.920            1.639            2.166
 
At 0.5 x L = 29.58 ft
Prestress      :       1.337  1.80      2.406  2.45      3.275
Self Wt.       :      -0.374  1.85     -0.691  2.70     -1.009
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          :       0.963            1.715            2.266
 
At 0.6 x L = 35.60 ft
Prestress      :       1.276  1.80      2.298  2.45      3.127
Self Wt.       :      -0.356  1.85     -0.658  2.70     -0.961
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          :       0.920            1.639            2.166
 
At 0.7 x L = 41.62 ft
Prestress      :       1.113  1.80      2.004  2.45      2.728
Self Wt.       :      -0.307  1.85     -0.567  2.70     -0.828
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          :       0.807            1.437            1.900
 
At 0.8 x L = 47.64 ft
Prestress      :       0.837  1.80      1.506  2.45      2.050
Self Wt.       :      -0.226  1.85     -0.418  2.70     -0.610
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          :       0.611            1.088            1.440
 
At 0.9 x L = 53.65 ft
Prestress      :       0.460  1.80      0.828  2.45      1.127
Self Wt.       :      -0.120  1.85     -0.222  2.70     -0.324
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          :       0.340            0.606            0.803
 

ULTIMATE - Span : 1, Beam : 1,  STRENGTH I
(Mr-prvd computed by AASHTO equations, Art. 5.7.3.2/5.7.3.3)
 

Location (ft)
    Mu       dp    Aps    fps     c      a    Mr-prvd eps_t   Phi   Mcr    min Mr  Crkg  Mu-p/r
   k.ft      in    in2    ksi     in     in    k.ft                 k.ft    k.ft   Ratio Ratio
**********************************************************************************************
Transfer:   2.50
   139.0    29.6  2.122  239.5   11.9   8.40   1103.3  0.006T 1.00       -       -     -     -  
H/2     :   1.63
    91.7    29.3  1.503  252.1    6.9   4.90    847.8  0.013T 1.00       -       -     -     -  
0.1L    :   5.52
   291.4    30.4  2.457  233.8   14.5  10.26   1217.8  0.005I 0.97       -       -     -     -  
0.2L    :  11.53
   544.7    32.2  2.821  229.1   17.4  12.27   1266.7  0.003I 0.87   1197.1   724.5    1.06    -  
0.3L    :  17.55
   730.9    33.9  2.821  230.8   17.6  12.40   1345.8  0.003I 0.86   1280.8   972.2    1.05    -  
0.4L    :  23.57
   850.0    35.6  2.821  232.3   17.8  12.52   1425.2  0.003I 0.85   1365.2  1130.5    1.04    -  
0.5L    :  29.58
   894.8    35.6  2.821  232.3   17.8  12.52   1425.2  0.003I 0.85   1365.1  1190.1    1.04    -  
0.6L    :  35.60
   837.7    35.6  2.821  232.3   17.8  12.52   1425.2  0.003I 0.85   1365.0  1114.1    1.04    -  
0.7L    :  41.62
   695.9    33.9  2.821  230.8   17.6  12.40   1345.8  0.003I 0.86   1280.5   925.5    1.05    -  
0.8L    :  47.64
   504.7    32.2  2.821  229.1   17.4  12.27   1266.7  0.003I 0.87   1196.9   671.2    1.06    -  
0.9L    :  53.65
   264.1    30.4  2.457  233.8   14.5  10.26   1217.8  0.005I 0.97       -       -     -     -  
H/2     :  57.54
    82.1    29.3  1.503  252.1    6.9   4.90    847.8  0.013T 1.00       -       -     -     -  
Transfer:  56.67
   124.8    29.6  2.122  239.5   11.9   8.40   1103.3  0.006T 1.00       -       -     -     -  

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 1-8; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.085
        M   2.00 Fb     0.442
 
  2   1 E  36.00 Ft     0.255
        M   6.00 Fb     0.373
 
  3   1 E  34.00 Ft     0.565
        M   4.00 Fb     0.327
 
  4   1 E  32.00 Ft     0.845
        M   2.00 Fb     0.304
 
  5   2 E   6.00 Ft     0.734
        M   6.00 Fb     0.765
 
  6   2 E   4.00 Ft     0.564
        M   4.00 Fb     1.271
 
  7   2 E   2.00 Ft     0.333
        M   2.00 Fb     1.822
 
  8   2 E   2.00 Ft     0.103
        M   2.00 Fb     2.374
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-B       
Precast Length, ft: 60.17            Release Length, ft: 60.17
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  13
No. of strands, Draped:   3           No. of strands, Straight:  10
Concrete Strength, f'ci:   6.0  ksi        f'c:   7.0 ksi  f'ct   4.0 ksi
Initial losses:  6.76 %               Final losses: 14.20 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.900       2.740   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.420   0.4L/0.6L
      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)                  1425.17      894.78     Midspan     OK
Debonding Limits (Art. 5.9.4.3.3)         Allowable    Computed              Status
      Max. Debond per Row                  40.00 %       0.00 %               OK
      Max. Debond Total                    25.00 %       0.00 %               OK
 
                       Final 1                     Final 2                     Final 3
Specification  Allow.  Comp.      Loc.     Allow.   Comp.      Loc.     Allow.   Comp.      Loc.
-------------  -----------------------     -------------------------     ------------------------
Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.2.3.2)
  Service I Limit State - Compressive Stresses Only
    Pre.Top:   4.200   1.759     Midspan    3.150   1.759     Midspan
    Pre.Bot:   4.200   1.873    Transfer    3.150   1.873    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.014     Bearing
    Pre.Bot:  -0.000   0.368     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  29.58 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       1.337  1.80      2.406  2.45      3.275
Self Wt.       :      -0.374  1.85     -0.691  2.70     -1.009
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          :       0.963            1.715            2.266
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

