 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : D80 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 80'-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_b38f.tmp\D80-0_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 =     81.000
Bearing-to-bearing, ft =     80.000
Release span      , ft =     81.000
 
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   80.00   Forms
   1    1    DC Line        0.075    0.00       0.075   80.00   Walkway DL
   1    1    DC Trapez      0.056    0.00       0.056   40.00   Additional Wet Deck Overhang
   1    1    DC Trapez      0.021    0.00       0.021   40.00   Haunch
   1    1    DC Trapez      0.726    0.00       0.726   40.00   Wet Deck
   1    1    DW Trapez      0.342   40.00       0.342   80.00   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   80.00   LL on Walkway
   1    1    DW Point       2.350   38.00      -         -      Screed machine load 1
   1    1    DW Point       2.350   40.00      -         -      Screed machine load 2
   1    1    DW Point       2.350   44.00      -         -      Screed machine load 3
   1    1    DW Point       2.350   46.00      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   40.000
   1    2        0.285   40.000
   1    3        0.285   40.000
   1    4        0.285   40.000
   1    5        0.143   40.000
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:   NO   
  Is Span Post-tensioned:                 NO   
  ADTT (Average Daily Truck Traffic)    : 5000 
  Percent of the specified force effect : 1.00 
  Apply reduction of Moment for skew:     NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  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:
 18 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 32.40 ft from member end )
 
END PATTERN (Ycg = 18.39 in):
 
  6 @  2.000 in 4 @  4.000 in 2 @  6.000 in 2 @ 46.500 in 
  2 @ 48.500 in 2 @ 50.500 in                             
 
MID PATTERN (Ycg = 4.22 in):
(A) Draped:
 
  2 @  4.000 in 2 @  6.000 in 2 @  8.000 in  
 
(B) Straight:
 
  6 @  2.000 in 4 @  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#5[M16]  60.0  0.62    3.00  0.1250  0.6250 No        
       2 US#4[M13]  60.0  0.40    9.00  0.1250  3.8750 Yes       
       2 US#5[M16]  60.0  0.62    3.00  0.3750  0.6250 No        
       2 US#5[M16]  60.0  0.62    7.50  0.6250  1.2500 No        
       2 US#5[M16]  60.0  0.62    9.00  1.2500  3.5000 No        
       2 US#5[M16]  60.0  0.62   10.50  3.5000  4.3750 No        
       2 US#5[M16]  60.0  0.62   12.00  4.3750 12.3750 No        
       2 US#4[M13]  60.0  0.40   12.00  3.8750 15.8750 Yes       
       2 US#4[M13]  60.0  0.40   13.50 15.8750 17.0000 Yes       
       2 US#4[M13]  60.0  0.40   15.00 17.0000 23.2500 Yes       
       2 US#4[M13]  60.0  0.40   18.00 23.2500 57.7500 Yes       
       2 US#4[M13]  60.0  0.40   15.00 57.7500 64.0000 Yes       
       2 US#4[M13]  60.0  0.40   13.50 64.0000 65.1250 Yes       
       2 US#4[M13]  60.0  0.40   12.00 65.1250 77.1250 Yes       
       2 US#5[M16]  60.0  0.62   12.00 68.6250 76.6250 No        
       2 US#5[M16]  60.0  0.62   10.50 76.6250 77.5000 No        
       2 US#5[M16]  60.0  0.62    9.00 77.5000 79.7500 No        
       2 US#5[M16]  60.0  0.62    7.50 79.7500 80.3750 No        
       2 US#5[M16]  60.0  0.62    3.00 80.3750 80.6250 No        
       2 US#4[M13]  60.0  0.40    9.00 77.1250 80.8750 Yes       
       2 US#5[M16]  60.0  0.62    3.00 80.3750 80.8750 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 77.0000 81.0000       8.00 
      2 US#5[M16]           2.00 0.620  0.0000 27.3330       3.00 
      2 US#5[M16]           2.00 0.620 53.6670 81.0000       3.00 
      2 US#6[M19]           2.00 0.880 25.4167 56.0837       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   80.00
     DC  Line       0.075      0.00       0.075   80.00
     DC  Trapez     0.056      0.00       0.056   40.00
     DC  Trapez     0.021      0.00       0.021   40.00
     DC  Trapez     0.726      0.00       0.726   40.00
     DW  Trapez     0.342     40.00       0.342   80.00
     DW  Line       0.117      0.00       0.117   80.00
     DW  Point      2.350     38.00      -         -   
     DW  Point      2.350     40.00      -         -   
     DW  Point      2.350     44.00      -         -   
     DW  Point      2.350     46.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    40.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 81.000 ft
Release length = 81.000 ft
Design  length = 80.000 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     7.60    15.70    23.80    31.90    40.00
 
Precast: (At Release, using Ec =  4066.8 ksi )
  Area    , in2    642.6    662.2    660.2    662.2    662.2    662.2    662.2    662.2
  Yb      ,  in    24.33    24.11    24.14    24.03    23.91    23.78    23.66    23.66
  MI(Ixx) , in4   215123   216178   216048   217027   218837   221216   224162   224162
Composite: (At Final, using Ec =  4286.8 ksi )
  Area    , in2    642.4    660.8    658.9    660.8    660.8    660.8    660.8    660.8
  Yb      ,  in    24.33    24.13    24.15    24.05    23.93    23.82    23.70    23.70
  MI(Ixx) , in4   215115   216108   215986   216908   218614   220855   223631   223631

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:  18 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 32.40 ft from member end )
END PATTERN (Ycg = 18.39 in):
     6 @  2.000 in     4 @  4.000 in     2 @  6.000 in     2 @ 46.500 in
     2 @ 48.500 in     2 @ 50.500 in
 
MID PATTERN (Ycg = 4.22 in):
(A) Draped:
     2 @  4.000 in     2 @  6.000 in     2 @  8.000 in
(B) Straight:
     6 @  2.000 in     4 @  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     =    3.91 in2      Initial Pull          =      765.7 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      9.517 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     11.897 ft
Holddown Force        =  27.733 kips     Beam Shrtng (PL/AE)   =      0.277 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)       
--------------------------------------------------------------------------------------
      1460.316         740 1080.634     13.306 53890.430   765.650     212.631        
 
 
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#5[M16]       60.00        0.62       3.00       0.1250      0.6250     No
      2      US#4[M13]       60.00        0.40       9.00       0.1250      3.8750    Yes
      2      US#5[M16]       60.00        0.62       3.00       0.3750      0.6250     No
      2      US#5[M16]       60.00        0.62       7.50       0.6250      1.2500     No
      2      US#5[M16]       60.00        0.62       9.00       1.2500      3.5000     No
      2      US#5[M16]       60.00        0.62      10.50       3.5000      4.3750     No
      2      US#5[M16]       60.00        0.62      12.00       4.3750     12.3750     No
      2      US#4[M13]       60.00        0.40      12.00       3.8750     15.8750    Yes
      2      US#4[M13]       60.00        0.40      13.50      15.8750     17.0000    Yes
      2      US#4[M13]       60.00        0.40      15.00      17.0000     23.2500    Yes
      2      US#4[M13]       60.00        0.40      18.00      23.2500     57.7500    Yes
      2      US#4[M13]       60.00        0.40      15.00      57.7500     64.0000    Yes
      2      US#4[M13]       60.00        0.40      13.50      64.0000     65.1250    Yes
      2      US#4[M13]       60.00        0.40      12.00      65.1250     77.1250    Yes
      2      US#5[M16]       60.00        0.62      12.00      68.6250     76.6250     No
      2      US#5[M16]       60.00        0.62      10.50      76.6250     77.5000     No
      2      US#5[M16]       60.00        0.62       9.00      77.5000     79.7500     No
      2      US#5[M16]       60.00        0.62       7.50      79.7500     80.3750     No
      2      US#5[M16]       60.00        0.62       3.00      80.3750     80.6250     No
      2      US#4[M13]       60.00        0.40       9.00      77.1250     80.8750    Yes
      2      US#5[M16]       60.00        0.62       3.00      80.3750     80.8750     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 77.0000 81.0000       8.00 
      2 US#5[M16]           2.00 0.620  0.0000 27.3330       3.00 
      2 US#5[M16]           2.00 0.620 53.6670 81.0000       3.00 
      2 US#6[M19]           2.00 0.880 25.4167 56.0837       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 3.9060 in2       Ycg =  4.22 in
         P_init    =      765.7 kips  Ecc = 20.15 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4067 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    12.19 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.740 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -5.83 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                        10.90 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 12.19 ksi  ( 6.22 %)            18.38 ksi ( 9.38 %)
Total Prestress Losses                                    30.57 ksi (15.60 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 165.4 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    7.60   15.70   23.80   31.90   40.00
Self wt.  : M       0.0    64.5    58.2   183.0   335.8   444.9   510.4   532.3
(Max)       V      26.6    24.9    25.1    21.6    16.2    10.8     5.4     0.0
DL-Prec.  : M       0.0    71.6    64.7   199.3   351.5   441.6   469.7   435.6
DC(Max)     V      29.8    27.4    27.7    22.6    15.0     7.3     0.4     8.0
DL-Prec.  : M       0.0    31.0    27.9    92.0   182.7   265.7   341.1   404.1
DW(Max)     V      12.6    12.3    12.3    11.7    10.7     9.8     8.8     5.5
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     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
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   167.2   151.0   474.9   871.1  1154.0  1323.4  1374.8
            V      69.1    64.7    65.2    55.9    41.9    27.9    14.7    13.6
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    69.1    64.7    65.2    55.9    41.9    27.9    14.7    13.6
            M       0.0   167.2   151.0   474.9   871.1  1154.0  1323.4  1374.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    48.10   56.20   64.30   72.40   77.75   77.50   80.00
Self wt.  : M     510.4   444.9   335.8   183.0    58.2    64.5     0.0
(Max)       V       5.4    10.8    16.2    21.6    25.1    24.9    26.6
DL-Prec.  : M     365.9   286.8   198.3   100.4    30.6    33.9     0.0
DC(Max)     V       9.2    10.3    11.5    12.7    13.4    13.4    13.8
DL-Prec.  : M     400.2   342.8   255.3   137.7    43.5    48.2     0.0
DW(Max)     V       5.2     8.9    12.7    16.4    18.8    18.7    19.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
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
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+   1278.8  1076.2   790.5   421.7   132.5   146.8     0.0
            V      19.9    30.1    40.4    50.7    57.4    57.1    60.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    19.9    30.1    40.4    50.7    57.4    57.1    60.3
            M    1278.8  1076.2   790.5   421.7   132.5   146.8     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               26.6             26.6
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           29.8             13.8
DL-Prec.(DW)           12.6             19.9
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    7.60   15.70   23.80   31.90   40.00
Self wt.  : M       0.0    64.5    58.2   183.0   335.8   444.9   510.4   532.3
(Max)       V      26.6    24.9    25.1    21.6    16.2    10.8     5.4     0.0
DL-Prec.  : M       0.0    71.6    64.7   199.3   351.5   441.6   469.7   435.6
DC(Max)     V      29.8    27.4    27.7    22.6    15.0     7.3     0.4     8.0
DL-Prec.  : M       0.0    31.0    27.9    92.0   182.7   265.7   341.1   404.1
DW(Max)     V      12.6    12.3    12.3    11.7    10.7     9.8     8.8     5.5
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     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
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   167.2   151.0   474.9   871.1  1154.0  1323.4  1374.8
            V      69.1    64.7    65.2    55.9    41.9    27.9    14.7    13.6
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    69.1    64.7    65.2    55.9    41.9    27.9    14.7    13.6
            M       0.0   167.2   151.0   474.9   871.1  1154.0  1323.4  1374.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    48.10   56.20   64.30   72.40   77.75   77.50   80.00
Self wt.  : M     510.4   444.9   335.8   183.0    58.2    64.5     0.0
(Max)       V       5.4    10.8    16.2    21.6    25.1    24.9    26.6
DL-Prec.  : M     365.9   286.8   198.3   100.4    30.6    33.9     0.0
DC(Max)     V       9.2    10.3    11.5    12.7    13.4    13.4    13.8
DL-Prec.  : M     400.2   342.8   255.3   137.7    43.5    48.2     0.0
DW(Max)     V       5.2     8.9    12.7    16.4    18.8    18.7    19.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
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
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+   1278.8  1076.2   790.5   421.7   132.5   146.8     0.0
            V      19.9    30.1    40.4    50.7    57.4    57.1    60.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    19.9    30.1    40.4    50.7    57.4    57.1    60.3
            M    1278.8  1076.2   790.5   421.7   132.5   146.8     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    7.60   15.70   23.80   31.90   40.00
Self wt.  : M       0.0    80.6    72.7   228.8   419.8   556.2   638.0   665.3
(Max)       V      33.3    31.2    31.4    26.9    20.2    13.5     6.7     0.0
Self wt.  : M       0.0    58.0    52.4   164.7   302.2   400.5   459.4   479.0
(Min)       V      24.0    22.5    22.6    19.4    14.6     9.7     4.9     0.0
DL-Prec.  : M       0.0    89.5    80.9   249.1   439.3   552.0   587.1   544.5
DC(Max)     V      37.3    34.3    34.6    28.3    18.7     9.1     0.5    10.0
DL-Prec.  : M       0.0    64.4    58.2   179.3   316.3   397.4   422.7   392.1
DC(Min)     V      26.8    24.7    24.9    20.4    13.5     6.6     0.3     7.2
DL-Prec.  : M       0.0    46.5    41.9   138.0   274.0   398.6   511.6   606.1
DW(Max)     V      18.8    18.4    18.4    17.5    16.1    14.7    13.2     8.3
DL-Prec.  : M       0.0    20.2    18.2    59.8   118.8   172.7   221.7   262.6
DW(Min)     V       8.2     8.0     8.0     7.6     7.0     6.4     5.7     3.6
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
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     0.7     1.4     2.1     2.9     3.6
(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     0.5     1.0     1.5     2.1     2.6
(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   216.8   195.7   616.6  1134.6  1508.9  1739.5  1819.5
            V      89.5    84.0    84.5    72.8    55.1    37.3    20.5    18.4
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    89.5    84.0    84.5    72.8    55.1    37.3    20.5    18.4
            M       0.0   190.4   172.0   538.4   979.3  1283.0  1449.6  1476.1
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    48.10   56.20   64.30   72.40   77.75   77.50   80.00
Self wt.  : M     638.0   556.2   419.8   228.8    72.7    80.6     0.0
(Max)       V       6.7    13.5    20.2    26.9    31.4    31.2    33.3
Self wt.  : M     459.4   400.5   302.2   164.7    52.4    58.0     0.0
(Min)       V       4.9     9.7    14.6    19.4    22.6    22.5    24.0
DL-Prec.  : M     457.4   358.5   247.8   125.5    38.2    42.4     0.0
DC(Max)     V      11.5    12.9    14.4    15.8    16.8    16.7    17.2
DL-Prec.  : M     329.3   258.1   178.4    90.3    27.5    30.5     0.0
DC(Min)     V       8.3     9.3    10.4    11.4    12.1    12.1    12.4
DL-Prec.  : M     600.4   514.2   383.0   206.6    65.3    72.3     0.0
DW(Max)     V       7.8    13.4    19.0    24.6    28.2    28.1    29.8
DL-Prec.  : M     260.2   222.8   166.0    89.5    28.3    31.3     0.0
DW(Min)     V       3.4     5.8     8.2    10.6    12.2    12.2    12.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       2.9     2.1     1.4     0.7     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       2.1     1.5     1.0     0.5     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+   1698.6  1431.0  1052.0   561.5   176.5   195.5     0.0
            V      26.2    39.9    53.7    67.4    76.5    76.1    80.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    26.2    39.9    53.7    67.4    76.5    76.1    80.3
            M    1358.4  1139.6   835.0   444.5   139.5   154.5     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               33.3             33.3
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           37.3             17.2
DL-Prec.(DW)           18.8             29.8
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    8.10   16.20   24.30   32.40   40.50
 
Beam-Self
Precast-top    0.129   0.325   0.576   0.751   0.851   0.886 
Bottom        -0.104  -0.261  -0.458  -0.591  -0.663  -0.691 
 
Prestress
Precast-top    0.412   0.185  -0.170  -0.519  -0.858  -0.858 
Bottom         1.757   1.935   2.210   2.475   2.727   2.727 
 
Total
Precast-top    0.541   0.511   0.406   0.232  -0.007   0.028 
Bottom         1.653   1.674   1.753   1.883   2.063   2.036 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.35 %)
             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    7.60   15.70   23.80   31.90   40.00
 
Prestress
Precast-top    0.079   0.361   0.341   0.162  -0.149  -0.455  -0.752  -0.752
Bottom         0.252   1.540   1.409   1.696   1.937   2.169   2.390   2.390
 
Self wt.
Precast-top   -0.000   0.107   0.097   0.303   0.554   0.729   0.829   0.865
Bottom        -0.000  -0.086  -0.078  -0.243  -0.440  -0.574  -0.646  -0.674
 
DL-Prec (DC)
Precast-top   -0.000   0.119   0.107   0.330   0.580   0.724   0.763   0.708
Bottom        -0.000  -0.096  -0.087  -0.265  -0.461  -0.570  -0.595  -0.552
 
DL-Prec (DW)
Precast-top   -0.000   0.051   0.046   0.152   0.301   0.436   0.554   0.656
Bottom        -0.000  -0.042  -0.037  -0.122  -0.240  -0.343  -0.432  -0.512
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.002   0.003   0.004   0.005
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.003  -0.004
 
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    0.079   0.638   0.591   0.949   1.288   1.437   1.398   1.481 
Bottom         0.252   1.316   1.207   1.065   0.795   0.680   0.714   0.649 
 
Final 2 (P/S + DL)
Precast-top    0.079   0.638   0.591   0.949   1.288   1.437   1.398   1.481 
Bottom         0.252   1.316   1.207   1.065   0.795   0.680   0.714   0.649 
 

 
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    8.10   16.20   24.30   32.40   40.50
 
Beam-Self
Precast-top    0.129   0.325   0.576   0.751   0.851   0.886 
Bottom        -0.104  -0.261  -0.458  -0.591  -0.663  -0.691 
 
Prestress
Precast-top    0.412   0.185  -0.170  -0.519  -0.858  -0.858 
Bottom         1.757   1.935   2.210   2.475   2.727   2.727 
 
Total
Precast-top    0.541   0.511   0.406   0.232  -0.007   0.028 
Bottom         1.653   1.674   1.753   1.883   2.063   2.036 
 
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 = 12.35 %)
             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    7.60   15.70   23.80   31.90   40.00
 
Prestress
Precast-top    0.079   0.361   0.341   0.162  -0.149  -0.455  -0.752  -0.752
Bottom         0.252   1.540   1.409   1.696   1.937   2.169   2.390   2.390
 
Self wt.
Precast-top   -0.000   0.107   0.097   0.303   0.554   0.729   0.829   0.865
Bottom        -0.000  -0.086  -0.078  -0.243  -0.440  -0.574  -0.646  -0.674
 
DL-Prec (DC)
Precast-top   -0.000   0.119   0.107   0.330   0.580   0.724   0.763   0.708
Bottom        -0.000  -0.096  -0.087  -0.265  -0.461  -0.570  -0.595  -0.552
 
DL-Prec (DW)
Precast-top   -0.000   0.051   0.046   0.152   0.301   0.436   0.554   0.656
Bottom        -0.000  -0.042  -0.037  -0.122  -0.240  -0.343  -0.432  -0.512
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.002   0.003   0.004   0.005
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.003  -0.004
 
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    0.079   0.638   0.591   0.949   1.288   1.437   1.398   1.481 
Bottom         0.252   1.316   1.207   1.065   0.795   0.680   0.714   0.649 
 

 
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
     89.5    7.0   50.7    0.320   4.1   6.00e-3 50.0     73.8     0.352    5.493      0.00
      0.0    1.5   49.9     31.5 0.055      21.6 0.87    24.00     0.099    4.435 
Transfer:   3.00
     84.0    7.0   50.7    1.919  24.3  -0.17e-3 28.4      0.0     0.099    1.360      0.00
    190.4   12.0   45.6    189.0 0.043     124.2 5.51    24.00     0.099    4.537 
Critical:   4.30
     81.1    7.0   50.7    2.055  24.3  -0.18e-3 28.4      0.0     0.099    1.109      0.00
    278.1   13.3   45.6    189.0 0.041     124.7 5.53    24.00     0.099    4.696 
0.1L    :   8.10
     72.8    7.0   50.7    2.455  24.3  -0.19e-3 28.3      0.0     0.099    1.020      0.00
    538.4   17.2   45.6    189.0 0.035     126.3 5.60    24.00     0.099    5.232 
0.2L    :  16.20
     55.1    7.0   47.5    3.038  24.3  -0.18e-3 28.4      0.0     0.099    0.356      0.00
    979.3   18.9   42.8    189.0 0.025     117.9 5.57    24.00     0.099    4.627 
0.3L    :  24.30
     37.3    7.0   46.2    3.906  24.3  -0.24e-3 28.2      0.0     0.099    0.267      0.00
   1283.0   19.2   41.6    189.0 0.012     120.5 5.85    24.00     0.099    5.988 
0.4L    :  32.40
     20.5    7.0   49.8    3.906   0.0  -0.22e-3 28.2      0.0     0.099    0.267      0.00
   1449.6   19.5   44.8    189.0 0.015     127.7 5.76    24.00     0.099   10.478 
0.5L    :  40.50
     18.4    7.0   49.8    3.906   0.0  -0.22e-3 28.2      0.0     0.099    0.267      0.00
   1476.1   19.5   44.8    189.0 0.013     127.3 5.74    24.00     0.099   11.650 
0.6L    :  48.60
     26.2    7.0   49.8    3.906   0.0  -0.24e-3 28.2      0.0     0.099    0.267      0.00
   1358.4   19.5   44.8    189.0 0.019     129.2 5.83    24.00     0.099    8.282 
0.7L    :  56.70
     39.9    7.0   46.2    3.906  24.3  -0.27e-3 28.1      0.0     0.099    0.267      0.00
   1139.6   19.2   41.6    189.0 0.014     123.5 6.00    24.00     0.099    5.678 
0.8L    :  64.80
     53.7    7.0   47.5    3.038  24.3  -0.21e-3 28.3      0.0     0.099    0.356      0.00
    835.0   18.9   42.8    189.0 0.024     121.0 5.71    24.00     0.099    4.809 
0.9L    :  72.90
     67.4    7.0   50.7    2.455  24.3  -0.21e-3 28.3      0.0     0.099    1.020      0.00
    444.5   17.2   45.6    189.0 0.032     128.7 5.70    24.00     0.099    5.650 
Critical:  76.70
     73.9    7.0   50.7    2.055  24.3  -0.19e-3 28.4      0.0     0.099    1.109      0.00
    227.8   13.3   45.6    189.0 0.036     125.8 5.58    24.00     0.099    5.156 
Transfer:  78.00
     76.1    7.0   50.7    1.919  24.3  -0.18e-3 28.4      0.0     0.099    1.360      0.00
    154.5   12.0   45.6    189.0 0.038     125.4 5.56    24.00     0.099    5.007 
Bearing :  80.50
     80.3    7.0   50.7    0.320   4.1   6.00e-3 50.0     63.7     0.304    5.493      0.00
      0.0    1.5   49.9     31.5 0.049      21.6 0.87    24.00     0.099    4.938 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  765.65
fs,         ksi =   20.00
h/4,         in =   13.50
Abrst_rqrd, in2 =    1.53

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 7.60 ft
Prestress      :       0.547  1.80      0.985  2.45      1.340
Self Wt.       :      -0.229  1.85     -0.424  2.70     -0.619
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.175  3.00     -0.526
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.130  3.00     -0.391
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.318            0.254           -0.198
 
At 0.2 x L = 15.70 ft
Prestress      :       1.005  1.80      1.809  2.45      2.462
Self Wt.       :      -0.430  1.85     -0.796  2.70     -1.161
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.336  3.00     -1.008
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.256  3.00     -0.768
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.575            0.420           -0.479
 
At 0.3 x L = 23.80 ft
Prestress      :       1.345  1.80      2.421  2.45      3.296
Self Wt.       :      -0.582  1.85     -1.077  2.70     -1.573
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.451  3.00     -1.354
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.357  3.00     -1.070
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.763            0.534           -0.707
 
At 0.4 x L = 31.90 ft
Prestress      :       1.544  1.80      2.779  2.45      3.782
Self Wt.       :      -0.673  1.85     -1.245  2.70     -1.818
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.511  3.00     -1.534
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.423  3.00     -1.269
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.871            0.596           -0.846
 
At 0.5 x L = 40.00 ft
Prestress      :       1.621  1.80      2.917  2.45      3.971
Self Wt.       :      -0.707  1.85     -1.308  2.70     -1.908
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.522  3.00     -1.567
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.454  3.00     -1.362
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.914            0.631           -0.874
 
At 0.6 x L = 48.10 ft
Prestress      :       1.544  1.80      2.779  2.45      3.782
Self Wt.       :      -0.673  1.85     -1.245  2.70     -1.818
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.482  3.00     -1.447
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.438  3.00     -1.314
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.871            0.611           -0.804
 
At 0.7 x L = 56.20 ft
Prestress      :       1.345  1.80      2.421  2.45      3.296
Self Wt.       :      -0.582  1.85     -1.077  2.70     -1.573
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.405  3.00     -1.214
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.380  3.00     -1.140
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.763            0.557           -0.637
 
At 0.8 x L = 64.30 ft
Prestress      :       1.005  1.80      1.809  2.45      2.462
Self Wt.       :      -0.430  1.85     -0.796  2.70     -1.161
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.289  3.00     -0.868
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.279  3.00     -0.836
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.575            0.444           -0.408
 
At 0.9 x L = 72.40 ft
Prestress      :       0.547  1.80      0.985  2.45      1.340
Self Wt.       :      -0.229  1.85     -0.424  2.70     -0.619
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.147  3.00     -0.441
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.144  3.00     -0.432
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.318            0.269           -0.154
 

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
   216.8    36.9  2.878  239.4   14.9  12.01   1858.0  0.007T 1.00       -       -     -     -  
H/2     :   2.25
   195.7    36.8  2.638  243.3   13.0  10.43   1751.5  0.009T 1.00       -       -     -     -  
0.1L    :   7.60
   616.6    39.2  3.682  228.7   21.4  17.17   2166.2  0.004I 0.94       -       -     -     -  
0.2L    :  15.70
  1134.6    42.7  3.906  228.5   23.5  18.85   2353.4  0.004I 0.89   2277.2  1509.0    1.03    -  
0.3L    :  23.80
  1508.9    46.2  3.906  231.0   23.9  19.18   2578.9  0.004I 0.88   2510.2  2006.8    1.03    -  
0.4L    :  31.90
  1739.5    49.8  3.906  233.2   24.2  19.48   2805.7  0.003I 0.87   2746.6  2313.6    1.02    -  
0.5L    :  40.00
  1819.5    49.8  3.906  233.2   24.2  19.48   2805.7  0.003I 0.87   2746.6  2420.0    1.02    -  
0.6L    :  48.10
  1698.6    49.8  3.906  233.2   24.2  19.48   2805.7  0.003I 0.87   2746.2  2259.2    1.02    -  
0.7L    :  56.20
  1431.0    46.2  3.906  231.0   23.9  19.18   2578.9  0.004I 0.88   2509.7  1903.3    1.03    -  
0.8L    :  64.30
  1052.0    42.7  3.906  228.5   23.5  18.85   2353.4  0.004I 0.89   2276.9  1399.1    1.03    -  
0.9L    :  72.40
   561.5    39.2  3.682  228.7   21.4  17.17   2166.2  0.004I 0.94       -       -     -     -  
H/2     :  77.75
   176.5    36.8  2.638  243.3   13.0  10.43   1751.5  0.009T 1.00       -       -     -     -  
Transfer:  77.50
   195.5    36.9  2.878  239.4   14.9  12.01   1858.0  0.007T 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 1-9; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.002
        M   2.00 Fb     0.234
 
  2   2 E  50.50 Ft     0.390
        M   8.00 Fb     0.149
 
  3   2 E  48.50 Ft     0.759
        M   6.00 Fb     0.084
 
  4   2 E  46.50 Ft     1.105
        M   4.00 Fb     0.037
 
  5   2 E   6.00 Ft     1.020
        M   6.00 Fb     0.338
 
  6   2 E   4.00 Ft     0.912
        M   4.00 Fb     0.657
 
  7   2 E   4.00 Ft     0.804
        M   4.00 Fb     0.976
 
  8   2 E   2.00 Ft     0.673
        M   2.00 Fb     1.314
 
  9   2 E   2.00 Ft     0.541
        M   2.00 Fb     1.653
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-D       
Precast Length, ft: 81.00            Release Length, ft: 81.00
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  18
No. of strands, Draped:   6           No. of strands, Straight:  12
Concrete Strength, f'ci:   4.5  ksi        f'c:   5.0 ksi  f'ct   4.0 ksi
Initial losses:  6.22 %               Final losses: 15.60 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.930       2.063   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.190      -0.007   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)                  2805.69     1819.53     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   1.481     Midspan    2.250   1.481     Midspan
    Pre.Bot:   3.000   1.316    Transfer    2.250   1.316    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.079     Bearing
    Pre.Bot:  -0.000   0.252     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  40.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       1.621  1.80      2.917  2.45      3.971
Self Wt.       :      -0.707  1.85     -1.308  2.70     -1.908
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.522  3.00     -1.567
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.454  3.00     -1.362
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.914            0.631           -0.874
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

