 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : D65 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 65'-0", 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_4e07.tmp\D65-0_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 =   1074870.00
 
SPAN DATA
---------
Precast length    , ft =     66.000
Bearing-to-bearing, ft =     65.000
Release span      , ft =     66.000
 
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-D    3.167    638.7   214974.0  54.00  24.37  20.00   6.917
 2             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   7.500
 3             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   7.500
 4             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   7.500
 5             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   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      =      5.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   4286.830        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      4.500 
Eci ,ksi      =   4066.840
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        0.068    0.00       0.068   65.00   Forms
   1    1    DC Line        0.075    0.00       0.075   65.00   Walkway DL
   1    1    DC Trapez      0.056    0.00       0.056   32.50   Additional Wet Deck Overhang
   1    1    DC Trapez      0.021    0.00       0.021   32.50   Haunch
   1    1    DC Trapez      0.726    0.00       0.726   32.50   Wet Deck
   1    1    DW Trapez      0.342   32.50       0.342   65.00   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   65.00   LL on Walkway
   1    1    DW Point       2.350   30.50      -         -      Screed machine load 1
   1    1    DW Point       2.350   32.50      -         -      Screed machine load 2
   1    1    DW Point       2.350   36.50      -         -      Screed machine load 3
   1    1    DW Point       2.350   38.50      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   32.500
   1    2        0.285   32.500
   1    3        0.285   32.500
   1    4        0.285   32.500
   1    5        0.143   32.500
 
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:  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              4.50 ksi 
  Elasticity          4066.8 ksi 
  Max comp              2.92 ksi 
  Max tens             -0.19 ksi 
  Max tens,  w/reinf   -0.51 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      5.00 ksi    4.00 ksi 
  Elasticity 4286.83 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.00 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.25 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    2.00 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    4.50        5.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 26.40 ft from member end )
 
END PATTERN (Ycg = 18.50 in):
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @ 46.500 in 
  2 @ 50.500 in                                           
 
MID PATTERN (Ycg = 3.67 in):
(A) Draped:
 
  2 @  2.000 in 2 @  6.000 in   
 
(B) Straight:
 
  4 @  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#3[M10]  60.0  0.22    4.50  0.1250  0.8750 No        
       2 US#4[M13]  60.0  0.40    9.00  0.1250  3.1250 Yes       
       2 US#5[M16]  60.0  0.62    9.00  0.5000  2.7500 No        
       2 US#5[M16]  60.0  0.62    9.75  2.7500  3.5630 No        
       2 US#5[M16]  60.0  0.62   11.25  3.5630  4.5098 No        
       2 US#4[M13]  60.0  0.40   10.50  3.1250  4.0000 Yes       
       2 US#4[M13]  60.0  0.40   12.00  4.0000  6.0000 Yes       
       2 US#5[M16]  60.0  0.62   12.00  4.5098  5.5098 No        
       2 US#5[M16]  60.0  0.62   15.00  5.5098  6.7598 No        
       2 US#5[M16]  60.0  0.62   18.00  6.7598 18.7500 No        
       2 US#4[M13]  60.0  0.40   18.00  6.0000 60.0000 Yes       
       2 US#5[M16]  60.0  0.62   18.00 47.2500 59.2402 No        
       2 US#5[M16]  60.0  0.62   15.00 59.2402 60.4902 No        
       2 US#5[M16]  60.0  0.62   12.00 60.4902 61.4902 No        
       2 US#4[M13]  60.0  0.40   12.00 60.0000 62.0000 Yes       
       2 US#4[M13]  60.0  0.40   10.50 62.0000 62.8750 Yes       
       2 US#5[M16]  60.0  0.62   11.25 61.4902 62.4370 No        
       2 US#5[M16]  60.0  0.62    9.75 62.4370 63.2500 No        
       2 US#5[M16]  60.0  0.62    9.00 63.2500 65.5000 No        
       2 US#4[M13]  60.0  0.40    9.00 62.8750 65.8750 Yes       
       2 US#5[M16]  60.0  0.62    4.50 65.5000 65.8750 No        
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  4.0000       8.00 
      1 US#4[M13]           2.00 0.200 62.0000 66.0000       8.00 
      2 US#5[M16]           2.00 0.620  0.0000 23.0000       3.00 
      2 US#5[M16]           2.00 0.620 43.0000 66.0000       3.00 
      2 US#6[M19]           2.00 0.880 20.5000 45.5000       3.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:2
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-Std-D                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 20.000 in    Bot = 22.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  6.000 in    Bot =  8.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  7.000 in                     Interior/Exterior  =   Exterior
            Bot =  7.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  7.000 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  Line       0.068      0.00       0.068   65.00
     DC  Line       0.075      0.00       0.075   65.00
     DC  Trapez     0.056      0.00       0.056   32.50
     DC  Trapez     0.021      0.00       0.021   32.50
     DC  Trapez     0.726      0.00       0.726   32.50
     DW  Trapez     0.342     32.50       0.342   65.00
     DW  Line       0.117      0.00       0.117   65.00
     DW  Point      2.350     30.50      -         -   
     DW  Point      2.350     32.50      -         -   
     DW  Point      2.350     36.50      -         -   
     DW  Point      2.350     38.50      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    32.50 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 66.000 ft
Release length = 66.000 ft
Design  length = 65.000 ft
 
Kern points:
------------
Upper    =   38.18 in
Lower    =   13.01 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                  =        638.7 in2            638.7 in2#
Total Height          =        54.00 in             54.00 in  
Mom. of Inertia (Ixx) =       214974 in4           214974 in4#
Ht. of c.g.           =        24.37 in             24.37 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        665.3 plf            665.3 plf   
Mom. of Inertia (Iyy) =      14667.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.9952

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     2.25     6.10    12.70    19.30    25.90    32.50
 
Precast: (At Release, using Ec =  4066.8 ksi )
  Area    , in2    641.3    654.3    653.0    654.3    654.3    654.3    654.3    654.3
  Yb      ,  in    24.34    24.19    24.21    24.14    24.05    23.96    23.88    23.88
  MI(Ixx) , in4   215072   215846   215745   216375   217670   219385   221519   221519
Composite: (At Final, using Ec =  4286.8 ksi )
  Area    , in2    641.2    653.4    652.2    653.4    653.4    653.4    653.4    653.4
  Yb      ,  in    24.35    24.20    24.22    24.15    24.07    23.99    23.90    23.90
  MI(Ixx) , in4   215066   215795   215700   216293   217512   219127   221136   221136

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       4.50  ksi   
  Elasticity         =     4066.8 ksi   
  Max comp           =       2.93 ksi   
  Max tens           =      -0.19 ksi   
  Max tens,w/reinf   =      -0.51 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       5.00 ksi           4.00 ksi
  Elasticity         =    4286.83 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       3.00 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       2.25 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           =       2.00 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  12 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 26.40 ft from member end )
END PATTERN (Ycg = 18.50 in):
     4 @  2.000 in     2 @  4.000 in     2 @  6.000 in     2 @ 46.500 in
     2 @ 50.500 in
 
MID PATTERN (Ycg = 3.67 in):
(A) Draped:
     2 @  2.000 in     2 @  6.000 in
(B) Straight:
     4 @  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     =    2.60 in2      Initial Pull          =      510.4 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =     10.649 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     13.311 ft
Holddown Force        =  23.667 kips     Beam Shrtng (PL/AE)   =      0.152 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)       
-------------------------------------------------------------------------------------
       794.073         740 587.614     10.842 43910.723   616.738     177.374        
 
 
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#3[M10]       60.00        0.22       4.50       0.1250      0.8750     No
      2      US#4[M13]       60.00        0.40       9.00       0.1250      3.1250    Yes
      2      US#5[M16]       60.00        0.62       9.00       0.5000      2.7500     No
      2      US#5[M16]       60.00        0.62       9.75       2.7500      3.5630     No
      2      US#5[M16]       60.00        0.62      11.25       3.5630      4.5098     No
      2      US#4[M13]       60.00        0.40      10.50       3.1250      4.0000    Yes
      2      US#4[M13]       60.00        0.40      12.00       4.0000      6.0000    Yes
      2      US#5[M16]       60.00        0.62      12.00       4.5098      5.5098     No
      2      US#5[M16]       60.00        0.62      15.00       5.5098      6.7598     No
      2      US#5[M16]       60.00        0.62      18.00       6.7598     18.7500     No
      2      US#4[M13]       60.00        0.40      18.00       6.0000     60.0000    Yes
      2      US#5[M16]       60.00        0.62      18.00      47.2500     59.2402     No
      2      US#5[M16]       60.00        0.62      15.00      59.2402     60.4902     No
      2      US#5[M16]       60.00        0.62      12.00      60.4902     61.4902     No
      2      US#4[M13]       60.00        0.40      12.00      60.0000     62.0000    Yes
      2      US#4[M13]       60.00        0.40      10.50      62.0000     62.8750    Yes
      2      US#5[M16]       60.00        0.62      11.25      61.4902     62.4370     No
      2      US#5[M16]       60.00        0.62       9.75      62.4370     63.2500     No
      2      US#5[M16]       60.00        0.62       9.00      63.2500     65.5000     No
      2      US#4[M13]       60.00        0.40       9.00      62.8750     65.8750    Yes
      2      US#5[M16]       60.00        0.62       4.50      65.5000     65.8750     No
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  4.0000       8.00 
      1 US#4[M13]           2.00 0.200 62.0000 66.0000       8.00 
      2 US#5[M16]           2.00 0.620  0.0000 23.0000       3.00 
      2 US#5[M16]           2.00 0.620 43.0000 66.0000       3.00 
      2 US#6[M19]           2.00 0.880 20.5000 45.5000       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 2.6040 in2       Ycg =  3.67 in
         P_init    =      510.4 kips  Ecc = 20.70 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4067 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **     8.82 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.259 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -4.22 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                        10.91 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                         7.27 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                  8.82 ksi  ( 4.50 %)            16.35 ksi ( 8.34 %)
Total Prestress Losses                                    25.17 ksi (12.84 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 170.9 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    2.50    2.25    6.10   12.70   19.30   25.90   32.50
Self wt.  : M       0.0    52.0    47.0   119.5   221.0   293.4   336.9   351.4
(Max)       V      21.6    20.0    20.1    17.6    13.2     8.8     4.4     0.0
DL-Prec.  : M       0.0    57.6    52.1   130.2   231.3   291.3   310.1   287.6
DC(Max)     V      24.2    21.9    22.1    18.5    12.2     6.0     0.3     6.5
DL-Prec.  : M       0.0    27.1    24.4    64.8   130.1   190.2   245.3   290.6
DW(Max)     V      11.0    10.7    10.7    10.3     9.5     8.7     8.0     4.8
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.2     0.4     0.9     1.4     1.9     2.3
(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   136.8   123.6   314.9   583.3   776.3   894.1   931.9
            V      56.9    52.6    53.0    46.4    35.0    23.5    12.7    11.4
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    56.9    52.6    53.0    46.4    35.0    23.5    12.7    11.4
            M       0.0   136.8   123.6   314.9   583.3   776.3   894.1   931.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    39.10   45.70   52.30   58.90   62.75   62.50   65.00
Self wt.  : M     336.9   293.4   221.0   119.5    47.0    52.0     0.0
(Max)       V       4.4     8.8    13.2    17.6    20.1    20.0    21.6
DL-Prec.  : M     241.4   189.0   130.4    65.5    24.8    27.5     0.0
DC(Max)     V       7.5     8.4     9.4    10.3    10.9    10.8    11.2
DL-Prec.  : M     289.5   245.0   180.4    95.9    37.4    41.4     0.0
DW(Max)     V       5.2     8.3    11.3    14.3    16.1    16.0    17.1
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       1.9     1.4     0.9     0.4     0.2     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+    869.7   728.7   532.6   281.3   109.3   121.0     0.0
            V      17.2    25.5    33.9    42.3    47.1    46.8    50.0
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    17.2    25.5    33.9    42.3    47.1    46.8    50.0
            M     869.7   728.7   532.6   281.3   109.3   121.0     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               21.6             21.6
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           24.2             11.2
DL-Prec.(DW)           11.0             17.1
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    2.25    6.10   12.70   19.30   25.90   32.50
Self wt.  : M       0.0    52.0    47.0   119.5   221.0   293.4   336.9   351.4
(Max)       V      21.6    20.0    20.1    17.6    13.2     8.8     4.4     0.0
DL-Prec.  : M       0.0    57.6    52.1   130.2   231.3   291.3   310.1   287.6
DC(Max)     V      24.2    21.9    22.1    18.5    12.2     6.0     0.3     6.5
DL-Prec.  : M       0.0    27.1    24.4    64.8   130.1   190.2   245.3   290.6
DW(Max)     V      11.0    10.7    10.7    10.3     9.5     8.7     8.0     4.8
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.2     0.4     0.9     1.4     1.9     2.3
(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   136.8   123.6   314.9   583.3   776.3   894.1   931.9
            V      56.9    52.6    53.0    46.4    35.0    23.5    12.7    11.4
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    56.9    52.6    53.0    46.4    35.0    23.5    12.7    11.4
            M       0.0   136.8   123.6   314.9   583.3   776.3   894.1   931.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    39.10   45.70   52.30   58.90   62.75   62.50   65.00
Self wt.  : M     336.9   293.4   221.0   119.5    47.0    52.0     0.0
(Max)       V       4.4     8.8    13.2    17.6    20.1    20.0    21.6
DL-Prec.  : M     241.4   189.0   130.4    65.5    24.8    27.5     0.0
DC(Max)     V       7.5     8.4     9.4    10.3    10.9    10.8    11.2
DL-Prec.  : M     289.5   245.0   180.4    95.9    37.4    41.4     0.0
DW(Max)     V       5.2     8.3    11.3    14.3    16.1    16.0    17.1
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       1.9     1.4     0.9     0.4     0.2     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+    869.7   728.7   532.6   281.3   109.3   121.0     0.0
            V      17.2    25.5    33.9    42.3    47.1    46.8    50.0
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    17.2    25.5    33.9    42.3    47.1    46.8    50.0
            M     869.7   728.7   532.6   281.3   109.3   121.0     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    2.25    6.10   12.70   19.30   25.90   32.50
Self wt.  : M       0.0    65.0    58.7   149.4   276.2   366.8   421.1   439.2
(Max)       V      27.0    24.9    25.2    22.0    16.5    11.0     5.5     0.0
Self wt.  : M       0.0    46.8    42.3   107.6   198.9   264.1   303.2   316.2
(Min)       V      19.5    18.0    18.1    15.8    11.9     7.9     4.0     0.0
DL-Prec.  : M       0.0    72.0    65.1   162.7   289.2   364.1   387.6   359.5
DC(Max)     V      30.3    27.3    27.6    23.1    15.3     7.5     0.4     8.2
DL-Prec.  : M       0.0    51.8    46.9   117.1   208.2   262.2   279.0   258.8
DC(Min)     V      21.8    19.7    19.9    16.6    11.0     5.4     0.3     5.9
DL-Prec.  : M       0.0    40.6    36.6    97.2   195.1   285.3   367.9   435.9
DW(Max)     V      16.5    16.0    16.1    15.4    14.3    13.1    11.9     7.3
DL-Prec.  : M       0.0    17.6    15.9    42.1    84.5   123.6   159.4   188.9
DW(Min)     V       7.1     6.9     7.0     6.7     6.2     5.7     5.2     3.1
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     0.2     0.5     1.1     1.7     2.3     2.9
(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     0.8     1.2     1.7     2.1
(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   177.8   160.7   409.9   761.6  1017.9  1178.9  1237.5
            V      73.9    68.4    68.9    60.5    46.1    31.6    17.9    15.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    73.9    68.4    68.9    60.5    46.1    31.6    17.9    15.5
            M       0.0   154.8   139.9   354.8   651.0   856.3   970.4   990.5
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    39.10   45.70   52.30   58.90   62.75   62.50   65.00
Self wt.  : M     421.1   366.8   276.2   149.4    58.7    65.0     0.0
(Max)       V       5.5    11.0    16.5    22.0    25.2    24.9    27.0
Self wt.  : M     303.2   264.1   198.9   107.6    42.3    46.8     0.0
(Min)       V       4.0     7.9    11.9    15.8    18.1    18.0    19.5
DL-Prec.  : M     301.8   236.2   163.0    81.9    31.0    34.4     0.0
DC(Max)     V       9.3    10.5    11.7    12.9    13.6    13.5    14.0
DL-Prec.  : M     217.3   170.1   117.3    58.9    22.3    24.7     0.0
DC(Min)     V       6.7     7.6     8.4     9.3     9.8     9.7    10.1
DL-Prec.  : M     434.3   367.4   270.6   143.8    56.0    62.0     0.0
DW(Max)     V       7.9    12.4    16.9    21.5    24.1    24.0    25.7
DL-Prec.  : M     188.2   159.2   117.3    62.3    24.3    26.9     0.0
DW(Min)     V       3.4     5.4     7.3     9.3    10.5    10.4    11.1
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
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       2.3     1.7     1.1     0.5     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       1.7     1.2     0.8     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+   1159.4   972.2   710.9   375.6   145.9   161.6     0.0
            V      22.8    34.0    45.2    56.4    62.9    62.5    66.8
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    22.8    34.0    45.2    56.4    62.9    62.5    66.8
            M     913.4   764.0   557.5   294.1   114.2   126.4     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               27.0             27.0
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           30.3             14.0
DL-Prec.(DW)           16.5             25.7
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    6.60   13.20   19.80   26.40   33.00
 
Beam-Self
Precast-top    0.104   0.216   0.383   0.500   0.568   0.591 
Bottom        -0.085  -0.175  -0.307  -0.399  -0.450  -0.469 
 
Prestress
Precast-top    0.260   0.122  -0.131  -0.379  -0.623  -0.623 
Bottom         1.202   1.313   1.512   1.705   1.892   1.892 
 
Total
Precast-top    0.364   0.337   0.252   0.121  -0.055  -0.032 
Bottom         1.117   1.138   1.204   1.306   1.442   1.423 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.50 %)
             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    2.25    6.10   12.70   19.30   25.90   32.50
 
Prestress
Precast-top    0.054   0.233   0.222   0.109  -0.117  -0.339  -0.557  -0.557
Bottom         0.172   1.076   0.982   1.175   1.353   1.526   1.693   1.693
 
Self wt.
Precast-top   -0.000   0.086   0.078   0.198   0.365   0.482   0.550   0.573
Bottom        -0.000  -0.070  -0.063  -0.160  -0.293  -0.385  -0.436  -0.454
 
DL-Prec (DC)
Precast-top   -0.000   0.095   0.086   0.216   0.382   0.479   0.506   0.469
Bottom        -0.000  -0.077  -0.070  -0.174  -0.307  -0.382  -0.401  -0.372
 
DL-Prec (DW)
Precast-top   -0.000   0.045   0.040   0.107   0.215   0.313   0.400   0.474
Bottom        -0.000  -0.036  -0.033  -0.087  -0.172  -0.249  -0.317  -0.376
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.001   0.002   0.003   0.004
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.002  -0.003
 
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    0.054   0.460   0.427   0.630   0.846   0.936   0.902   0.963 
Bottom         0.172   0.892   0.816   0.753   0.580   0.508   0.537   0.488 
 
Final 2 (P/S + DL)
Precast-top    0.054   0.460   0.427   0.630   0.846   0.936   0.902   0.963 
Bottom         0.172   0.892   0.816   0.753   0.580   0.508   0.537   0.488 
 

 
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    6.60   13.20   19.80   26.40   33.00
 
Beam-Self
Precast-top    0.104   0.216   0.383   0.500   0.568   0.591 
Bottom        -0.085  -0.175  -0.307  -0.399  -0.450  -0.469 
 
Prestress
Precast-top    0.260   0.122  -0.131  -0.379  -0.623  -0.623 
Bottom         1.202   1.313   1.512   1.705   1.892   1.892 
 
Total
Precast-top    0.364   0.337   0.252   0.121  -0.055  -0.032 
Bottom         1.117   1.138   1.204   1.306   1.442   1.423 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  0.820   0.620   0.620   0.620   0.880   0.880 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.50 %)
             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    2.25    6.10   12.70   19.30   25.90   32.50
 
Prestress
Precast-top    0.054   0.233   0.222   0.109  -0.117  -0.339  -0.557  -0.557
Bottom         0.172   1.076   0.982   1.175   1.353   1.526   1.693   1.693
 
Self wt.
Precast-top   -0.000   0.086   0.078   0.198   0.365   0.482   0.550   0.573
Bottom        -0.000  -0.070  -0.063  -0.160  -0.293  -0.385  -0.436  -0.454
 
DL-Prec (DC)
Precast-top   -0.000   0.095   0.086   0.216   0.382   0.479   0.506   0.469
Bottom        -0.000  -0.077  -0.070  -0.174  -0.307  -0.382  -0.401  -0.372
 
DL-Prec (DW)
Precast-top   -0.000   0.045   0.040   0.107   0.215   0.313   0.400   0.474
Bottom        -0.000  -0.036  -0.033  -0.087  -0.172  -0.249  -0.317  -0.376
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.001   0.002   0.003   0.004
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.002  -0.003
 
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    0.054   0.460   0.427   0.630   0.846   0.936   0.902   0.963 
Bottom         0.172   0.892   0.816   0.753   0.580   0.508   0.537   0.488 
 

 
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
     73.9    7.0   50.5    0.203   3.5   6.00e-3 50.0     56.9     0.271    1.947      0.00
      0.0    1.0   50.0     31.5 0.045      21.6 0.87    24.00     0.099    5.284 
Transfer:   3.00
     68.4    7.0   50.5    1.219  21.2  -0.10e-3 28.7      0.0     0.099    1.296      0.00
    154.8    5.5   47.7    189.0 0.033     122.3 5.18    24.00     0.099    5.776 
Critical:   4.45
     65.1    7.0   50.5    1.320  21.2  -0.10e-3 28.7      0.0     0.099    1.061      0.00
    237.4    6.3   47.3    189.0 0.031     121.5 5.19    24.00     0.099    6.018 
0.1L    :   6.60
     60.5    7.0   50.5    1.462  21.2  -0.10e-3 28.6      0.0     0.099    0.763      0.00
    354.8    7.4   46.8    189.0 0.028     120.4 5.20    24.00     0.099    6.402 
0.2L    :  13.20
     46.1    7.0   46.4    2.170  21.2  -0.14e-3 28.5      0.0     0.099    0.680      0.00
    651.0   10.5   41.7    189.0 0.021     110.5 5.36    24.00     0.099    7.545 
0.3L    :  19.80
     31.6    7.0   46.6    2.604  21.2  -0.16e-3 28.4      0.0     0.099    0.267      0.00
    856.3   10.6   42.0    189.0 0.009     113.6 5.47    24.00     0.099    6.781 
0.4L    :  26.40
     17.9    7.0   50.3    2.604   0.0  -0.15e-3 28.5      0.0     0.099    0.267      0.00
    970.4   10.7   45.3    189.0 0.013     121.3 5.41    24.00     0.099   11.717 
0.5L    :  33.00
     15.5    7.0   50.3    2.604   0.0  -0.15e-3 28.5      0.0     0.099    0.267      0.00
    990.5   10.7   45.3    189.0 0.011     121.1 5.40    24.00     0.099   13.490 
0.6L    :  39.60
     22.8    7.0   50.3    2.604   0.0  -0.16e-3 28.4      0.0     0.099    0.267      0.00
    913.4   10.7   45.3    189.0 0.016     122.0 5.44    24.00     0.099    9.228 
0.7L    :  46.20
     34.0    7.0   46.6    2.604  21.2  -0.18e-3 28.4      0.0     0.099    0.267      0.00
    764.0   10.6   42.0    189.0 0.011     115.3 5.55    24.00     0.099    6.359 
0.8L    :  52.80
     45.2    7.0   46.4    2.170  21.2  -0.16e-3 28.4      0.0     0.099    0.680      0.00
    557.5   10.5   41.7    189.0 0.020     112.4 5.44    24.00     0.099    7.691 
0.9L    :  59.40
     56.4    7.0   50.5    1.462  21.2  -0.12e-3 28.6      0.0     0.099    0.763      0.00
    294.1    7.4   46.8    189.0 0.025     121.8 5.26    24.00     0.099    6.869 
Critical:  61.55
     60.0    7.0   50.5    1.320  21.2  -0.11e-3 28.6      0.0     0.099    1.061      0.00
    195.8    6.3   47.3    189.0 0.027     122.3 5.22    24.00     0.099    6.535 
Transfer:  63.00
     62.5    7.0   50.5    1.219  21.2  -0.11e-3 28.6      0.0     0.099    1.296      0.00
    126.4    5.5   47.7    189.0 0.029     123.1 5.21    24.00     0.099    6.320 
Bearing :  65.50
     66.8    7.0   50.5    0.203   3.5   6.00e-3 50.0     49.0     0.234    1.360      0.00
      0.0    1.0   50.0     31.5 0.040      21.6 0.87    24.00     0.099    4.186 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  510.44
fs,         ksi =   20.00
h/4,         in =   13.50
Abrst_rqrd, in2 =    1.02

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 6.10 ft
Prestress      :       0.249  1.80      0.449  2.45      0.611
Self Wt.       :      -0.101  1.85     -0.187  2.70     -0.274
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.076  3.00     -0.227
Diaphragm      :                       -0.000  3.00     -0.001
DL-Prec. (DW)  :                       -0.061  3.00     -0.183
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.148            0.124           -0.075
 
At 0.2 x L = 12.70 ft
Prestress      :       0.461  1.80      0.829  2.45      1.129
Self Wt.       :      -0.191  1.85     -0.353  2.70     -0.515
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.147  3.00     -0.440
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.121  3.00     -0.364
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.270            0.208           -0.192
 
At 0.3 x L = 19.30 ft
Prestress      :       0.621  1.80      1.118  2.45      1.521
Self Wt.       :      -0.259  1.85     -0.479  2.70     -0.699
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.198  3.00     -0.594
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.170  3.00     -0.511
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.362            0.269           -0.286
 
At 0.4 x L = 25.90 ft
Prestress      :       0.717  1.80      1.291  2.45      1.757
Self Wt.       :      -0.300  1.85     -0.555  2.70     -0.811
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.225  3.00     -0.676
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.203  3.00     -0.609
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.417            0.306           -0.343
 
At 0.5 x L = 32.50 ft
Prestress      :       0.753  1.80      1.355  2.45      1.845
Self Wt.       :      -0.315  1.85     -0.583  2.70     -0.851
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.230  3.00     -0.691
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.218  3.00     -0.653
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.438            0.323           -0.355
 
At 0.6 x L = 39.10 ft
Prestress      :       0.717  1.80      1.291  2.45      1.757
Self Wt.       :      -0.300  1.85     -0.555  2.70     -0.811
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.213  3.00     -0.638
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.210  3.00     -0.630
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.417            0.311           -0.326
 
At 0.7 x L = 45.70 ft
Prestress      :       0.621  1.80      1.118  2.45      1.521
Self Wt.       :      -0.259  1.85     -0.479  2.70     -0.699
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.178  3.00     -0.533
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.181  3.00     -0.544
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.362            0.279           -0.258
 
At 0.8 x L = 52.30 ft
Prestress      :       0.461  1.80      0.829  2.45      1.129
Self Wt.       :      -0.191  1.85     -0.353  2.70     -0.515
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.126  3.00     -0.379
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.132  3.00     -0.396
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.270            0.218           -0.163
 
At 0.9 x L = 58.90 ft
Prestress      :       0.249  1.80      0.449  2.45      0.611
Self Wt.       :      -0.101  1.85     -0.187  2.70     -0.274
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.064  3.00     -0.191
Diaphragm      :                       -0.000  3.00     -0.001
DL-Prec. (DW)  :                       -0.067  3.00     -0.202
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.148            0.130           -0.057
 

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
   177.8    37.2  1.828  256.1    6.9   5.51   1343.0  0.020T 1.00       -       -     -     -  
H/2     :   2.25
   160.7    37.0  1.676  257.1    6.3   5.07   1239.0  0.022T 1.00       -       -     -     -  
0.1L    :   6.10
   409.9    39.2  2.193  252.1    9.3   7.44   1655.2  0.014T 1.00       -       -     -     -  
0.2L    :  12.70
   761.6    42.9  2.604  247.0   13.0  10.48   2081.6  0.009T 1.00   1767.9  1012.9    1.18    -  
0.3L    :  19.30
  1017.9    46.6  2.604  248.6   13.2  10.62   2292.5  0.009T 1.00   1932.8  1353.9    1.19    -  
0.4L    :  25.90
  1178.9    50.3  2.604  249.9   13.4  10.73   2504.2  0.009T 1.00   2099.8  1568.0    1.19    -  
0.5L    :  32.50
  1237.5    50.3  2.604  249.9   13.4  10.73   2504.2  0.009T 1.00   2099.7  1645.9    1.19    -  
0.6L    :  39.10
  1159.4    50.3  2.604  249.9   13.4  10.73   2504.2  0.009T 1.00   2099.6  1542.1    1.19    -  
0.7L    :  45.70
   972.2    46.6  2.604  248.6   13.2  10.62   2292.5  0.009T 1.00   1932.6  1293.0    1.19    -  
0.8L    :  52.30
   710.9    42.9  2.604  247.0   13.0  10.48   2081.6  0.009T 1.00   1767.8   945.5    1.18    -  
0.9L    :  58.90
   375.6    39.2  2.193  252.1    9.3   7.44   1655.2  0.014T 1.00       -       -     -     -  
H/2     :  62.75
   145.9    37.0  1.676  257.1    6.3   5.07   1239.0  0.022T 1.00       -       -     -     -  
Transfer:  62.50
   161.6    37.2  1.828  256.1    6.9   5.51   1343.0  0.020T 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 1-6; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.026
        M   2.00 Fb     0.257
 
  2   2 E  50.50 Ft     0.353
        M   6.00 Fb     0.184
 
  3   2 E  46.50 Ft     0.686
        M   2.00 Fb     0.150
 
  4   2 E   6.00 Ft     0.602
        M   6.00 Fb     0.453
 
  5   2 E   4.00 Ft     0.495
        M   4.00 Fb     0.776
 
  6   2 E   2.00 Ft     0.364
        M   2.00 Fb     1.117
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-D       
Precast Length, ft: 66.00            Release Length, ft: 66.00
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  12
No. of strands, Draped:   4           No. of strands, Straight:   8
Concrete Strength, f'ci:   4.5  ksi        f'c:   5.0 ksi  f'ct   4.0 ksi
Initial losses:  4.50 %               Final losses: 12.84 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.930       1.442   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.190      -0.055   0.4L/0.6L
      Precast Top w/ reinf. (tension)      -0.510           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  2504.23     1237.49     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:   3.000   0.963     Midspan    2.250   0.963     Midspan
    Pre.Bot:   3.000   0.892    Transfer    2.250   0.892    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.054     Bearing
    Pre.Bot:  -0.000   0.172     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  32.50 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       0.753  1.80      1.355  2.45      1.845
Self Wt.       :      -0.315  1.85     -0.583  2.70     -0.851
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.230  3.00     -0.691
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.218  3.00     -0.653
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.438            0.323           -0.355
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

