 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : B46 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 46'-8", 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_dea2.tmp\B46-0_40-Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       36.333
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       36.333
Number of spans         =            1
Number of lanes         =            3
Lane width        , ft  =       12.000
Eff Deck thick    , in  =        0.000
Sacrificial thick , in  =        0.000
Haunch thickness  , in  =        0.000
Haunch width      , in  =        0.000
Bridge c/s,MI(Ixx), in4 =    310000.00
 
SPAN DATA
---------
Precast length    , ft =     47.670
Bearing-to-bearing, ft =     46.670
Release span      , ft =     47.670
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1             IA-Std-B    3.167    382.5    62000.0  39.00  17.06  13.00   6.917
 2             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 3             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 4             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   7.500
 5             IA-Std-B    7.500    382.5    62000.0  39.00  17.06  13.00   6.916
 
 
MATERIAL DATA - Project Level
-----------------------------
 
As defined in Material Tab. For beam level properties look at Beam Specific output.
 
CONCRETE PROPERTIES
-------------------
                   Precast          C.I.P.
f'c ,ksi      =      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 Trapez      0.064    0.00       0.064   23.33   Additional Wet Deck Overhang
   1    1    DC Line        0.068    0.00       0.068   46.67   Forms
   1    1    DC Line        0.075    0.00       0.075   46.67   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   23.33   Wet Deck
   1    1    DC Trapez      0.014    0.00       0.014   23.33   Haunch
   1    1    DW Trapez      0.342   23.33       0.342   46.67   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   46.67   LL on Walkway
   1    1    DW Point       2.350   21.33      -         -      Screed machine load 1
   1    1    DW Point       2.350   23.33      -         -      Screed machine load 2
   1    1    DW Point       2.350   27.33      -         -      Screed machine load 3
   1    1    DW Point       2.350   29.33      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   23.333
   1    2        0.285   23.333
   1    3        0.285   23.333
   1    4        0.285   23.333
   1    5        0.143   23.333
 
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:
  9 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 19.07 ft from member end )
 
END PATTERN (Ycg = 10.22 in):
 
  5 @  2.000 in 2 @  6.000 in 1 @ 34.000 in 1 @ 36.000 in 
 
MID PATTERN (Ycg = 3.56 in):
(A) Draped:
 
  1 @  4.000 in 1 @  6.000 in   
 
(B) Straight:
 
  5 @  2.000 in 2 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1460  3.1460 Yes       
       2 US#5[M16]  60.0  0.62    3.00  0.3960  0.6460 No        
       2 US#5[M16]  60.0  0.62    7.50  0.6460  1.2710 No        
       2 US#5[M16]  60.0  0.62    9.00  1.2710  2.7710 No        
       2 US#5[M16]  60.0  0.62   10.50  2.7710  3.6499 No        
       2 US#5[M16]  60.0  0.62   12.00  3.6460  6.6460 No        
       2 US#5[M16]  60.0  0.62   12.60  6.6460  7.6982 No        
       2 US#5[M16]  60.0  0.62   15.12  7.6982  8.9600 No        
       2 US#5[M16]  60.0  0.62   17.04  8.9600 18.8750 No        
       2 US#4[M13]  60.0  0.40   12.00  3.1460  7.1460 Yes       
       2 US#4[M13]  60.0  0.40   13.25  7.1460  8.2598 Yes       
       2 US#4[M13]  60.0  0.40   17.00  8.2598 39.4072 Yes       
       2 US#4[M13]  60.0  0.40   13.25 39.4072 40.5210 Yes       
       2 US#4[M13]  60.0  0.40   12.00 40.5210 44.5210 Yes       
       2 US#5[M16]  60.0  0.62   17.04 28.7920 38.7070 No        
       2 US#5[M16]  60.0  0.62   15.12 38.7070 39.9688 No        
       2 US#5[M16]  60.0  0.62   12.60 39.9688 41.0210 No        
       2 US#5[M16]  60.0  0.62   12.00 41.0210 44.0210 No        
       2 US#5[M16]  60.0  0.62   10.50 44.0171 44.8960 No        
       2 US#5[M16]  60.0  0.62    9.00 44.8960 46.3960 No        
       2 US#5[M16]  60.0  0.62    7.50 46.3960 47.0210 No        
       2 US#5[M16]  60.0  0.62    3.00 47.0210 47.2710 No        
       2 US#4[M13]  60.0  0.40    9.00 44.5210 47.5210 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start   End   Side Cover 
                       (in)      (in2)  (ft)    (ft)     (in)    
-----------------------------------------------------------------
      2 US#6[M19]           2.00 0.880 0.1458 47.5000       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-B                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 13.000 in    Bot = 17.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  5.000 in    Bot =  7.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  6.000 in                     Interior/Exterior  =   Exterior
            Bot =  6.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  6.000 in                     
Minimum Thickness Criteria, Article 5.12.3.2 checked: OK.
 
TOPPING DATA:
-------------
Effective Deck Thickness   =   0.000 in
Sacrificial Deck Thickness   =   0.000 in
Haunch:
       Thickness =   0.000 in
       Width     =   0.000 in
Effective width  =  83.004 in (Art. 4.6.2.6.1)
 
GENERAL LOAD DATA:
------------------
Dead loads on precast:
---------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
  DC/DW    Type     Mag.1     Loc.1    Mag.2     Loc.2
     DC  Trapez     0.064      0.00       0.064   23.33
     DC  Line       0.068      0.00       0.068   46.67
     DC  Line       0.075      0.00       0.075   46.67
     DC  Trapez     0.726      0.00       0.726   23.33
     DC  Trapez     0.014      0.00       0.014   23.33
     DW  Trapez     0.342     23.33       0.342   46.67
     DW  Line       0.117      0.00       0.117   46.67
     DW  Point      2.350     21.33      -         -   
     DW  Point      2.350     23.33      -         -   
     DW  Point      2.350     27.33      -         -   
     DW  Point      2.350     29.33      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    23.33 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 47.670 ft
Release length = 47.670 ft
Design  length = 46.670 ft
 
Kern points:
------------
Upper    =   26.56 in
Lower    =    9.67 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Moment (1  lane  loaded)  : 0.907   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 0.907   (Calculated) (#)
(#) Lever rule (C4.6.2.2.1)
The LL distribution computation is using the effective slab depth (ts = 0.00in).
Include sacrificial deck thick in ts:  NO
 
Dead Loads and Pedestrian Load distributed equally to all beams (Art. 4.6.2.2.1)
 
Pedestrian : 0.200   (Calculated)
 
Comp.  DC  : 0.200   (Calculated)
Comp.  DW  : 0.200   (Calculated)
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
Flexure Reinforced:
   Compression controlled sections : 0.75
   Tension controlled sections     : 0.90
Flexure Prestressed:
   Compression controlled sections : 0.75
   Tension controlled sections     : 1.00
Shear                              : 0.90
 

Span: 1, Beam: 1
 
SECTION PROPERTIES:
-------------------
                             PRECAST          COMPOSITE
                             -------          ---------
Area                  =        382.5 in2            382.5 in2#
Total Height          =        39.00 in             39.00 in  
Mom. of Inertia (Ixx) =        62000 in4            62000 in4#
Ht. of c.g.           =        17.06 in             17.06 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        398.4 plf            398.4 plf   
Mom. of Inertia (Iyy) =       5157.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.9952

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     1.63     4.27     9.03    13.80    18.57    23.33
 
Precast: (At Release, using Ec =  4066.8 ksi )
  Area    , in2    384.5    394.2    390.8    394.2    394.2    394.2    394.2    394.2
  Yb      ,  in    17.02    16.83    16.90    16.81    16.76    16.71    16.66    16.66
  MI(Ixx) , in4    62096    62708    62467    62823    63178    63595    64076    64076
Composite: (At Final, using Ec =  4286.8 ksi )
  Area    , in2    384.3    393.5    390.3    393.5    393.5    393.5    393.5    393.5
  Yb      ,  in    17.03    16.84    16.91    16.82    16.77    16.73    16.68    16.68
  MI(Ixx) , in4    62090    62667    62440    62775    63109    63502    63955    63955

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:   9 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 19.07 ft from member end )
END PATTERN (Ycg = 10.22 in):
     5 @  2.000 in     2 @  6.000 in     1 @ 34.000 in     1 @ 36.000 in
 
MID PATTERN (Ycg = 3.56 in):
(A) Draped:
     1 @  4.000 in     1 @  6.000 in
(B) Straight:
     5 @  2.000 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     =    1.95 in2      Initial Pull          =      382.8 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      9.746 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     12.183 ft
Holddown Force        =  11.059 kips     Beam Shrtng (PL/AE)   =      0.138 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)       
-------------------------------------------------------------------------------------
       429.683         740 317.965      4.690 18993.555   414.100     141.817        
 
 
REINFORCING STEEL: Tension steel: fy = 60.0 ksi Es =  29000 ksi
Stirrups:
    # legs     Size          fy         Area      Spacing       Start       End     Extends
                            (ksi)       (in2)       (in)         (ft)       (ft)    into Deck
   -------  ----------    --------    --------    --------     --------   --------- ----------
      2      US#4[M13]       60.00        0.40       9.00       0.1460      3.1460    Yes
      2      US#5[M16]       60.00        0.62       3.00       0.3960      0.6460     No
      2      US#5[M16]       60.00        0.62       7.50       0.6460      1.2710     No
      2      US#5[M16]       60.00        0.62       9.00       1.2710      2.7710     No
      2      US#5[M16]       60.00        0.62      10.50       2.7710      3.6499     No
      2      US#5[M16]       60.00        0.62      12.00       3.6460      6.6460     No
      2      US#5[M16]       60.00        0.62      12.60       6.6460      7.6982     No
      2      US#5[M16]       60.00        0.62      15.12       7.6982      8.9600     No
      2      US#5[M16]       60.00        0.62      17.04       8.9600     18.8750     No
      2      US#4[M13]       60.00        0.40      12.00       3.1460      7.1460    Yes
      2      US#4[M13]       60.00        0.40      13.25       7.1460      8.2598    Yes
      2      US#4[M13]       60.00        0.40      17.00       8.2598     39.4072    Yes
      2      US#4[M13]       60.00        0.40      13.25      39.4072     40.5210    Yes
      2      US#4[M13]       60.00        0.40      12.00      40.5210     44.5210    Yes
      2      US#5[M16]       60.00        0.62      17.04      28.7920     38.7070     No
      2      US#5[M16]       60.00        0.62      15.12      38.7070     39.9688     No
      2      US#5[M16]       60.00        0.62      12.60      39.9688     41.0210     No
      2      US#5[M16]       60.00        0.62      12.00      41.0210     44.0210     No
      2      US#5[M16]       60.00        0.62      10.50      44.0171     44.8960     No
      2      US#5[M16]       60.00        0.62       9.00      44.8960     46.3960     No
      2      US#5[M16]       60.00        0.62       7.50      46.3960     47.0210     No
      2      US#5[M16]       60.00        0.62       3.00      47.0210     47.2710     No
      2      US#4[M13]       60.00        0.40       9.00      44.5210     47.5210    Yes
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start   End   Side Cover 
                       (in)      (in2)  (ft)    (ft)     (in)    
-----------------------------------------------------------------
      2 US#6[M19]           2.00 0.880 0.1458 47.5000       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 1.9530 in2       Ycg =  3.56 in
         P_init    =      382.8 kips  Ecc = 13.50 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4067 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    11.32 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.615 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -5.28 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                         9.10 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 11.32 ksi  ( 5.77 %)            17.13 ksi ( 8.74 %)
Total Prestress Losses                                    28.44 ksi (14.51 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 167.6 ksi < 0.80 fpy, OK 
 
 
** Since the transformed section properties option has been selected, even though ES losses
have been calculated explicitly here, they are not included as a part of stress calculations.
Please see theory section for complete explanation.
 
---------------------------------------------------------------------------------------

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.63    4.27    9.03   13.80   18.57   23.33
Self wt.  : M       0.0    22.0    14.6    36.0    67.7    90.4   104.0   108.5
(Max)       V       9.3     8.3     8.7     7.6     5.7     3.8     1.9     0.0
DL-Prec.  : M       0.0    40.5    27.0    65.6   118.5   149.9   159.8   148.2
DC(Max)     V      17.4    15.0    15.9    13.4     8.8     4.3     0.2     4.7
DL-Prec.  : M       0.0    22.2    14.5    37.4    76.7   113.3   147.3   173.9
DW(Max)     V       9.0     8.7     8.8     8.5     8.0     7.4     6.8     1.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.3     0.6     1.0     1.3     1.7
(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    84.9    56.2   139.3   263.6   354.6   412.4   432.3
            V      35.8    32.1    33.4    29.5    22.6    15.6     9.0     6.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    35.8    32.1    33.4    29.5    22.6    15.6     9.0     6.3
            M       0.0    84.9    56.2   139.3   263.6   354.6   412.4   432.3
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    28.10   32.87   37.64   42.40   45.04   44.17   46.67
Self wt.  : M     104.0    90.4    67.7    36.0    14.6    22.0     0.0
(Max)       V       1.9     3.8     5.7     7.6     8.7     8.3     9.3
DL-Prec.  : M     124.3    97.1    66.6    32.9    12.8    19.6     0.0
DC(Max)     V       5.4     6.0     6.7     7.4     7.8     7.7     8.0
DL-Prec.  : M     174.5   146.9   106.1    54.8    21.8    33.1     0.0
DW(Max)     V       2.9     7.5     9.7    11.9    13.1    12.7    13.8
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       1.3     1.0     0.6     0.3     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    404.0   335.4   241.1   124.0    49.4    74.9     0.0
            V      10.3    17.4    22.2    26.9    29.6    28.7    31.2
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    10.3    17.4    22.2    26.9    29.6    28.7    31.2
            M     404.0   335.4   241.1   124.0    49.4    74.9     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.                9.3              9.3
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           17.4              8.0
DL-Prec.(DW)            9.0             13.8
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.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.63    4.27    9.03   13.80   18.57   23.33
Self wt.  : M       0.0    22.0    14.6    36.0    67.7    90.4   104.0   108.5
(Max)       V       9.3     8.3     8.7     7.6     5.7     3.8     1.9     0.0
DL-Prec.  : M       0.0    40.5    27.0    65.6   118.5   149.9   159.8   148.2
DC(Max)     V      17.4    15.0    15.9    13.4     8.8     4.3     0.2     4.7
DL-Prec.  : M       0.0    22.2    14.5    37.4    76.7   113.3   147.3   173.9
DW(Max)     V       9.0     8.7     8.8     8.5     8.0     7.4     6.8     1.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.3     0.6     1.0     1.3     1.7
(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    84.9    56.2   139.3   263.6   354.6   412.4   432.3
            V      35.8    32.1    33.4    29.5    22.6    15.6     9.0     6.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    35.8    32.1    33.4    29.5    22.6    15.6     9.0     6.3
            M       0.0    84.9    56.2   139.3   263.6   354.6   412.4   432.3
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    28.10   32.87   37.64   42.40   45.04   44.17   46.67
Self wt.  : M     104.0    90.4    67.7    36.0    14.6    22.0     0.0
(Max)       V       1.9     3.8     5.7     7.6     8.7     8.3     9.3
DL-Prec.  : M     124.3    97.1    66.6    32.9    12.8    19.6     0.0
DC(Max)     V       5.4     6.0     6.7     7.4     7.8     7.7     8.0
DL-Prec.  : M     174.5   146.9   106.1    54.8    21.8    33.1     0.0
DW(Max)     V       2.9     7.5     9.7    11.9    13.1    12.7    13.8
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       1.3     1.0     0.6     0.3     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    404.0   335.4   241.1   124.0    49.4    74.9     0.0
            V      10.3    17.4    22.2    26.9    29.6    28.7    31.2
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    10.3    17.4    22.2    26.9    29.6    28.7    31.2
            M     404.0   335.4   241.1   124.0    49.4    74.9     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.63    4.27    9.03   13.80   18.57   23.33
Self wt.  : M       0.0    27.5    18.2    45.1    84.7   113.0   129.9   135.6
(Max)       V      11.6    10.4    10.8     9.5     7.1     4.7     2.4     0.0
Self wt.  : M       0.0    19.8    13.1    32.4    61.0    81.3    93.6    97.6
(Min)       V       8.4     7.5     7.8     6.8     5.1     3.4     1.7     0.0
DL-Prec.  : M       0.0    50.6    33.8    82.0   148.1   187.4   199.8   185.3
DC(Max)     V      21.7    18.8    19.8    16.7    11.1     5.4     0.2     5.9
DL-Prec.  : M       0.0    36.5    24.3    59.0   106.6   134.9   143.8   133.4
DC(Min)     V      15.7    13.5    14.3    12.0     8.0     3.9     0.2     4.2
DL-Prec.  : M       0.0    33.3    21.7    56.1   115.0   170.0   220.9   260.9
DW(Max)     V      13.5    13.1    13.2    12.8    11.9    11.1    10.3     2.4
DL-Prec.  : M       0.0    14.4     9.4    24.3    49.8    73.7    95.7   113.0
DW(Min)     V       5.9     5.7     5.7     5.5     5.2     4.8     4.5     1.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.4     0.8     1.2     1.7     2.1
(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     0.3     0.6     0.9     1.2     1.5
(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   111.6    73.9   183.5   348.6   471.6   552.3   583.8
            V      47.0    42.3    44.0    39.1    30.2    21.4    13.0     8.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    47.0    42.3    44.0    39.1    30.2    21.4    13.0     8.3
            M       0.0    92.8    61.6   151.7   283.4   375.2   427.1   436.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    28.10   32.87   37.64   42.40   45.04   44.17   46.67
Self wt.  : M     129.9   113.0    84.7    45.1    18.2    27.5     0.0
(Max)       V       2.4     4.7     7.1     9.5    10.8    10.4    11.6
Self wt.  : M      93.6    81.3    61.0    32.4    13.1    19.8     0.0
(Min)       V       1.7     3.4     5.1     6.8     7.8     7.5     8.4
DL-Prec.  : M     155.3   121.3    83.3    41.2    16.1    24.5     0.0
DC(Max)     V       6.7     7.6     8.4     9.3     9.7     9.6    10.0
DL-Prec.  : M     111.8    87.4    60.0    29.6    11.6    17.6     0.0
DC(Min)     V       4.8     5.4     6.1     6.7     7.0     6.9     7.2
DL-Prec.  : M     261.7   220.4   159.1    82.1    32.8    49.6     0.0
DW(Max)     V       4.4    11.2    14.5    17.8    19.6    19.0    20.7
DL-Prec.  : M     113.4    95.5    68.9    35.6    14.2    21.5     0.0
DW(Min)     V       1.9     4.9     6.3     7.7     8.5     8.2     9.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
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       1.7     1.2     0.8     0.4     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       1.2     0.9     0.6     0.3     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+    548.7   455.9   327.8   168.7    67.2   101.9     0.0
            V      13.6    23.6    30.1    36.6    40.2    39.0    42.5
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    13.6    23.6    30.1    36.6    40.2    39.0    42.5
            M     400.4   331.0   237.7   122.2    48.6    73.7     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               11.6             11.6
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           21.7             10.0
DL-Prec.(DW)           13.5             20.7
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    4.77    9.53   14.30   19.07   23.83
 
Beam-Self
Precast-top    0.113   0.173   0.306   0.400   0.455   0.474 
Bottom        -0.086  -0.131  -0.231  -0.300  -0.339  -0.353 
 
Prestress
Precast-top   -0.065  -0.145  -0.359  -0.570  -0.778  -0.778 
Bottom         1.757   1.816   1.973   2.126   2.275   2.275 
 
Total
Precast-top    0.048   0.028  -0.053  -0.170  -0.323  -0.304 
Bottom         1.671   1.685   1.743   1.827   1.936   1.922 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.43 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    1.63    4.27    9.03   13.80   18.57   23.33
 
Prestress
Precast-top    0.007  -0.057  -0.016  -0.128  -0.318  -0.505  -0.689  -0.689
Bottom         0.255   1.556   1.097   1.609   1.748   1.883   2.015   2.015
 
Self wt.
Precast-top   -0.000   0.093   0.062   0.153   0.286   0.380   0.435   0.454
Bottom        -0.000  -0.071  -0.047  -0.116  -0.216  -0.285  -0.324  -0.338
 
DL-Prec (DC)
Precast-top   -0.000   0.172   0.115   0.278   0.501   0.631   0.669   0.620
Bottom        -0.000  -0.130  -0.088  -0.211  -0.377  -0.473  -0.499  -0.462
 
DL-Prec (DW)
Precast-top   -0.000   0.094   0.062   0.159   0.324   0.477   0.616   0.728
Bottom        -0.000  -0.071  -0.047  -0.120  -0.244  -0.357  -0.460  -0.543
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.001   0.003   0.004   0.006   0.007
Bottom        -0.000  -0.001  -0.000  -0.001  -0.002  -0.003  -0.004  -0.005
 
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    0.007   0.303   0.223   0.462   0.796   0.986   1.037   1.120 
Bottom         0.255   1.283   0.914   1.161   0.909   0.765   0.728   0.666 
 
Final 2 (P/S + DL)
Precast-top    0.007   0.303   0.223   0.462   0.796   0.986   1.037   1.120 
Bottom         0.255   1.283   0.914   1.161   0.909   0.765   0.728   0.666 
 

 
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    4.77    9.53   14.30   19.07   23.83
 
Beam-Self
Precast-top    0.113   0.173   0.306   0.400   0.455   0.474 
Bottom        -0.086  -0.131  -0.231  -0.300  -0.339  -0.353 
 
Prestress
Precast-top   -0.065  -0.145  -0.359  -0.570  -0.778  -0.778 
Bottom         1.757   1.816   1.973   2.126   2.275   2.275 
 
Total
Precast-top    0.048   0.028  -0.053  -0.170  -0.323  -0.304 
Bottom         1.671   1.685   1.743   1.827   1.936   1.922 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.390   0.351 
Ast_prvd, in2  0.880   0.880   0.880   0.880   0.880   0.880 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.43 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    1.63    4.27    9.03   13.80   18.57   23.33
 
Prestress
Precast-top    0.007  -0.057  -0.016  -0.128  -0.318  -0.505  -0.689  -0.689
Bottom         0.255   1.556   1.097   1.609   1.748   1.883   2.015   2.015
 
Self wt.
Precast-top   -0.000   0.093   0.062   0.153   0.286   0.380   0.435   0.454
Bottom        -0.000  -0.071  -0.047  -0.116  -0.216  -0.285  -0.324  -0.338
 
DL-Prec (DC)
Precast-top   -0.000   0.172   0.115   0.278   0.501   0.631   0.669   0.620
Bottom        -0.000  -0.130  -0.088  -0.211  -0.377  -0.473  -0.499  -0.462
 
DL-Prec (DW)
Precast-top   -0.000   0.094   0.062   0.159   0.324   0.477   0.616   0.728
Bottom        -0.000  -0.071  -0.047  -0.120  -0.244  -0.357  -0.460  -0.543
 
Diaphragm
Precast-top   -0.000   0.001   0.000   0.001   0.003   0.004   0.006   0.007
Bottom        -0.000  -0.001  -0.000  -0.001  -0.002  -0.003  -0.004  -0.005
 
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    0.007   0.303   0.223   0.462   0.796   0.986   1.037   1.120 
Bottom         0.255   1.283   0.914   1.161   0.909   0.765   0.728   0.666 
 

 
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
     47.0    6.0   35.9    0.185   1.6   6.00e-3 50.0     37.5     0.253    3.013      0.00
      0.0    1.1   35.3     31.5 0.048      13.1 0.87    24.00     0.085    5.101 
Transfer:   3.00
     42.3    6.0   35.9    1.112   9.8  -0.16e-3 28.4      0.0     0.085    1.242      0.00
     92.8    7.9   32.3    189.0 0.038      74.6 5.45    24.00     0.085    5.354 
Critical:   3.19
     41.8    6.0   35.9    1.129   9.8  -0.16e-3 28.4      0.0     0.085    1.109      0.00
    101.4    8.1   32.3    189.0 0.038      74.9 5.47    24.00     0.085    5.424 
0.1L    :   4.77
     39.1    6.0   35.9    1.218   9.8  -0.17e-3 28.4      0.0     0.085    1.020      0.00
    151.7    9.0   32.3    189.0 0.035      75.2 5.50    24.00     0.085    5.803 
0.2L    :   9.53
     30.2    6.0   33.9    1.721   9.8  -0.22e-3 28.2      0.0     0.085    0.719      0.00
    283.4   12.0   30.5    189.0 0.026      74.5 5.76    24.00     0.085    7.104 
0.3L    :  14.30
     21.4    6.0   33.8    1.953   9.8  -0.24e-3 28.2      0.0     0.085    0.719      0.00
    375.2   12.2   30.4    189.0 0.015      75.4 5.85    24.00     0.085   10.018 
0.4L    :  19.07
     13.0    6.0   35.4    1.953   0.0  -0.22e-3 28.2      0.0     0.085    0.282      0.00
    427.1   12.3   31.9    189.0 0.015      78.0 5.77    24.00     0.085   11.247 
0.5L    :  23.83
      8.3    6.0   35.4    1.953   0.0  -0.22e-3 28.2      0.0     0.085    0.282      0.00
    436.0   12.3   31.9    189.0 0.010      78.1 5.77    24.00     0.085   17.502 
0.6L    :  28.60
     13.6    6.0   35.4    1.953   0.0  -0.23e-3 28.2      0.0     0.085    0.282      0.00
    400.4   12.3   31.9    189.0 0.016      78.8 5.82    24.00     0.085   10.785 
0.7L    :  33.37
     23.6    6.0   33.8    1.953   9.8  -0.26e-3 28.1      0.0     0.085    0.719      0.00
    331.0   12.2   30.4    189.0 0.018      76.6 5.94    24.00     0.085    9.062 
0.8L    :  38.14
     30.1    6.0   33.9    1.721   9.8  -0.24e-3 28.1      0.0     0.085    0.719      0.00
    237.7   12.0   30.5    189.0 0.026      75.9 5.87    24.00     0.085    7.124 
0.9L    :  42.90
     36.6    6.0   35.9    1.218   9.8  -0.18e-3 28.4      0.0     0.085    1.020      0.00
    122.2    9.0   32.3    189.0 0.032      76.3 5.57    24.00     0.085    6.187 
Critical:  44.48
     38.6    6.0   35.9    1.129   9.8  -0.17e-3 28.4      0.0     0.085    1.109      0.00
     81.2    8.1   32.3    189.0 0.034      75.4 5.51    24.00     0.085    5.865 
Transfer:  44.67
     39.0    6.0   35.9    1.112   9.8  -0.18e-3 28.4      0.0     0.085    1.242      0.00
     73.7    7.9   32.3    189.0 0.035      75.8 5.54    24.00     0.085    5.805 
Bearing :  47.17
     42.5    6.0   35.9    0.185   1.6   6.00e-3 50.0     32.5     0.219    3.013      0.00
      0.0    1.1   35.3     31.5 0.043      13.1 0.87    24.00     0.085    5.644 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  382.83
fs,         ksi =   20.00
h/4,         in =    9.75
Abrst_rqrd, in2 =    0.77

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 4.27 ft
Prestress      :       0.238  1.80      0.428  2.45      0.583
Self Wt.       :      -0.057  1.85     -0.105  2.70     -0.154
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.068  3.00     -0.203
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.063  3.00     -0.190
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.181            0.192            0.035
 
At 0.2 x L = 9.03 ft
Prestress      :       0.434  1.80      0.782  2.45      1.064
Self Wt.       :      -0.107  1.85     -0.198  2.70     -0.289
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.133  3.00     -0.400
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.128  3.00     -0.384
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.327            0.321           -0.012
 
At 0.3 x L = 13.80 ft
Prestress      :       0.579  1.80      1.042  2.45      1.418
Self Wt.       :      -0.146  1.85     -0.269  2.70     -0.393
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.181  3.00     -0.543
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.181  3.00     -0.542
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.433            0.409           -0.065
 
At 0.4 x L = 18.57 ft
Prestress      :       0.665  1.80      1.197  2.45      1.630
Self Wt.       :      -0.169  1.85     -0.313  2.70     -0.457
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.207  3.00     -0.621
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.217  3.00     -0.650
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.496            0.459           -0.103
 
At 0.5 x L = 23.33 ft
Prestress      :       0.697  1.80      1.254  2.45      1.707
Self Wt.       :      -0.178  1.85     -0.329  2.70     -0.480
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.212  3.00     -0.635
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.233  3.00     -0.698
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.519            0.479           -0.111
 
At 0.6 x L = 28.10 ft
Prestress      :       0.665  1.80      1.197  2.45      1.630
Self Wt.       :      -0.169  1.85     -0.313  2.70     -0.457
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.195  3.00     -0.585
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.224  3.00     -0.672
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.496            0.463           -0.090
 
At 0.7 x L = 32.87 ft
Prestress      :       0.579  1.80      1.042  2.45      1.418
Self Wt.       :      -0.146  1.85     -0.269  2.70     -0.393
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.162  3.00     -0.487
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.193  3.00     -0.578
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.433            0.417           -0.044
 
At 0.8 x L = 37.64 ft
Prestress      :       0.434  1.80      0.782  2.45      1.064
Self Wt.       :      -0.107  1.85     -0.198  2.70     -0.289
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.115  3.00     -0.344
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.139  3.00     -0.418
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.327            0.329            0.010
 
At 0.9 x L = 42.40 ft
Prestress      :       0.238  1.80      0.428  2.45      0.583
Self Wt.       :      -0.057  1.85     -0.105  2.70     -0.154
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.057  3.00     -0.170
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.070  3.00     -0.209
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.181            0.196            0.049
 

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
   111.6    29.8  1.429  245.1    9.8   7.90    773.2  0.008T 1.00       -       -     -     -  
H/2     :   1.63
    73.9    29.5  1.012  255.1    5.8   4.67    585.0  0.016T 1.00       -       -     -     -  
0.1L    :   4.27
   183.5    30.4  1.566  242.1   11.2   9.04    844.2  0.007T 1.00       -       -     -     -  
0.2L    :   9.03
   348.6    32.1  1.937  234.8   14.9  12.00    984.2  0.004I 0.95       -       -     -     -  
0.3L    :  13.80
   471.6    33.8  1.953  235.9   15.2  12.24   1041.5  0.004I 0.94    927.6   627.2    1.12    -  
0.4L    :  18.57
   552.3    35.4  1.953  237.3   15.4  12.34   1100.6  0.004I 0.94    983.4   734.6    1.12    -  
0.5L    :  23.33
   583.8    35.4  1.953  237.3   15.4  12.34   1100.6  0.004I 0.94    983.3   776.5    1.12    -  
0.6L    :  28.10
   548.7    35.4  1.953  237.3   15.4  12.34   1100.6  0.004I 0.94    983.3   729.7    1.12    -  
0.7L    :  32.87
   455.9    33.8  1.953  235.9   15.2  12.24   1041.5  0.004I 0.94    927.4   606.4    1.12    -  
0.8L    :  37.64
   327.8    32.1  1.937  234.8   14.9  12.00    984.2  0.004I 0.95    872.2   436.0    1.13    -  
0.9L    :  42.40
   168.7    30.4  1.566  242.1   11.2   9.04    844.2  0.007T 1.00       -       -     -     -  
H/2     :  45.04
    67.2    29.5  1.012  255.1    5.8   4.67    585.0  0.016T 1.00       -       -     -     -  
Transfer:  44.17
   101.9    29.8  1.429  245.1    9.8   7.90    773.2  0.008T 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    -0.117
        M   2.00 Fb     0.468
 
  2   1 E  36.00 Ft     0.209
        M   6.00 Fb     0.411
 
  3   1 E  34.00 Ft     0.504
        M   4.00 Fb     0.377
 
  4   2 E   6.00 Ft     0.394
        M   6.00 Fb     0.840
 
  5   2 E   2.00 Ft     0.164
        M   2.00 Fb     1.394
 
  6   1 E   2.00 Ft     0.049
        M   2.00 Fb     1.671
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-B       
Precast Length, ft: 47.67            Release Length, ft: 47.67
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:   9
No. of strands, Draped:   2           No. of strands, Straight:   7
Concrete Strength, f'ci:   4.5  ksi        f'c:   5.0 ksi  f'ct   4.0 ksi
Initial losses:  5.77 %               Final losses: 14.51 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.930       1.936   0.4L/0.6L     OK
      Precast Top w/ no reinf. (tension)   -0.190      -0.323   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)                  1100.58      583.84     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   1.120     Midspan    2.250   1.120     Midspan
    Pre.Bot:   3.000   1.283    Transfer    2.250   1.283    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.007     Bearing
    Pre.Bot:  -0.000   0.255     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  23.33 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       0.697  1.80      1.254  2.45      1.707
Self Wt.       :      -0.178  1.85     -0.329  2.70     -0.480
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.212  3.00     -0.635
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.233  3.00     -0.698
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.519            0.479           -0.111
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

