 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : A46 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_c868.tmp\A46-0_35-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 =    170410.00
 
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-A    3.167    311.5    34082.0  32.00  14.05  13.00   6.917
 2             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 3             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 4             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 5             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   6.916
 
 
MATERIAL DATA - Project Level
-----------------------------
 
As defined in Material Tab. For beam level properties look at Beam Specific output.
 
CONCRETE PROPERTIES
-------------------
                   Precast          C.I.P.
f'c ,ksi      =      7.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5131.520        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      6.000 
Eci ,ksi      =   4877.010
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Depressed at 0.35L
     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              6.00 ksi 
  Elasticity          4877.0 ksi 
  Max comp              3.90 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.59 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      7.00 ksi    4.00 ksi 
  Elasticity 5131.52 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.20 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.15 ksi 1.80 ksi 
 
FATIGUE I STRESS LIMITS AT FINAL 3 ( 50% P/S + 50% DL + F_LL ) (Art. 5.5.3.1):
------------------------------------------------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.80 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    6.00        7.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    6.00        7.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 10 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 16.68 ft from member end )
 
END PATTERN (Ycg = 8.40 in):
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in 1 @ 27.000 in 
  1 @ 29.000 in                                           
 
MID PATTERN (Ycg = 3.80 in):
(A) Draped:
 
  1 @  4.000 in 1 @  6.000 in   
 
(B) Straight:
 
  4 @  2.000 in 2 @  4.000 in 2 @  6.000 in  
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#4[M13]  60.0  0.40    9.00  0.1460  3.8960 Yes       
       2 US#4[M13]  60.0  0.40    4.50  0.5420  1.6670 Yes       
       2 US#5[M16]  60.0  0.62    3.00  0.3960  0.6460 No        
       2 US#5[M16]  60.0  0.62    7.50  0.6460  1.2710 No        
       2 US#5[M16]  60.0  0.62    9.00  1.2710  3.5210 No        
       2 US#5[M16]  60.0  0.62   10.00  3.5210  4.3599 No        
       2 US#5[M16]  60.0  0.62   11.00  4.3599  5.2799 No        
       2 US#5[M16]  60.0  0.62   12.12  5.2799  6.2900 No        
       2 US#5[M16]  60.0  0.62   13.62  6.2900  7.4301 No        
       2 US#5[M16]  60.0  0.62   14.00  7.4301 19.0830 No        
       2 US#4[M13]  60.0  0.40   11.00  3.8960  5.7300 Yes       
       2 US#4[M13]  60.0  0.40   13.25  5.7300  6.8399 Yes       
       2 US#4[M13]  60.0  0.40   14.00  6.8399 40.8261 Yes       
       2 US#4[M13]  60.0  0.40   13.25 40.8261 41.9360 Yes       
       2 US#4[M13]  60.0  0.40   11.00 41.9360 43.7700 Yes       
       2 US#5[M16]  60.0  0.62   14.00 28.5830 40.2359 No        
       2 US#5[M16]  60.0  0.62   13.62 40.2359 41.3760 No        
       2 US#5[M16]  60.0  0.62   12.12 41.3760 42.3862 No        
       2 US#5[M16]  60.0  0.62   11.00 42.3862 43.3061 No        
       2 US#5[M16]  60.0  0.62   10.00 43.3061 44.1450 No        
       2 US#5[M16]  60.0  0.62    9.00 44.1450 46.3950 No        
       2 US#4[M13]  60.0  0.40    4.50 46.0000 47.1240 Yes       
       2 US#5[M16]  60.0  0.62    7.50 46.3950 47.0200 No        
       2 US#5[M16]  60.0  0.62    3.00 47.0200 47.2700 No        
       2 US#4[M13]  60.0  0.40    9.00 43.7700 47.5200 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#5[M16]           2.00 0.620  0.0000 47.6660       2.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 43.6660 47.6660       6.50 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:2
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-Std-A                            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 =  4.000 in    Bot =  5.000 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    =   21.84 in
Lower    =    7.95 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                  =        311.5 in2            311.5 in2#
Total Height          =        32.00 in             32.00 in  
Mom. of Inertia (Ixx) =        34082 in4            34082 in4#
Ht. of c.g.           =        14.05 in             14.05 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        324.5 plf            324.5 plf   
Mom. of Inertia (Iyy) =       4083.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.8314

NOTE: Poisson's ratio may be assumed as 0.2 for lightweight concrete with specified compressive strengths
up to  10.0 ksi and for normal weight concrete with specified compressive strengths up to 15.0 ksi.

Use transformed strand and rebar: Strand Only
 
TRANSFORMED SECTION PROPERTIES:  
                 Bearing    Trans      H/2    0.10L    0.20L    0.30L    0.40L  Midspan
  Location,  ft     0.00     2.50     1.33     4.27     9.03    13.80    18.57    23.33
 
Precast: (At Release, using Ec =  4877.0 ksi )
  Area    , in2    313.3    322.0    317.9    322.0    322.0    322.0    322.0    322.0
  Yb      ,  in    14.02    13.84    13.93    13.82    13.78    13.74    13.72    13.72
  MI(Ixx) , in4    34140    34509    34320    34575    34779    35018    35150    35150
Composite: (At Final, using Ec =  5131.5 ksi )
  Area    , in2    313.1    321.4    317.5    321.4    321.4    321.4    321.4    321.4
  Yb      ,  in    14.02    13.85    13.93    13.84    13.80    13.76    13.73    13.73
  MI(Ixx) , in4    34137    34484    34306    34547    34738    34963    35088    35088

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       6.00  ksi   
  Elasticity         =     4877.0 ksi   
  Max comp           =       3.90 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.59 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       7.00 ksi           4.00 ksi
  Elasticity         =    5131.52 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       4.20 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       3.15 ksi           1.80 ksi
 
FATIGUE I STRESS LIMITS AT FINAL 3 ( 50% P/S + 50% DL + F_LL ) (Art. 5.5.3.1):
  Max comp           =       2.80 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  10 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 16.68 ft from member end )
END PATTERN (Ycg = 8.40 in):
     4 @  2.000 in     2 @  4.000 in     2 @  6.000 in     1 @ 27.000 in
     1 @ 29.000 in
 
MID PATTERN (Ycg = 3.80 in):
(A) Draped:
     1 @  4.000 in     1 @  6.000 in
(B) Straight:
     4 @  2.000 in     2 @  4.000 in     2 @  6.000 in
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.0 ksi
Total Strand Area     =    2.17 in2      Initial Pull          =      425.4 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      9.383 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     11.729 ft
Holddown Force        =   9.709 kips     Beam Shrtng (PL/AE)   =      0.157 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)       
-------------------------------------------------------------------------------------
       477.139         740 353.083      3.819 15467.954   412.421     106.019        
 
 
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      3.8960    Yes
      2      US#4[M13]       60.00        0.40       4.50       0.5420      1.6670    Yes
      2      US#5[M16]       60.00        0.62       3.00       0.3960      0.6460     No
      2      US#5[M16]       60.00        0.62       7.50       0.6460      1.2710     No
      2      US#5[M16]       60.00        0.62       9.00       1.2710      3.5210     No
      2      US#5[M16]       60.00        0.62      10.00       3.5210      4.3599     No
      2      US#5[M16]       60.00        0.62      11.00       4.3599      5.2799     No
      2      US#5[M16]       60.00        0.62      12.12       5.2799      6.2900     No
      2      US#5[M16]       60.00        0.62      13.62       6.2900      7.4301     No
      2      US#5[M16]       60.00        0.62      14.00       7.4301     19.0830     No
      2      US#4[M13]       60.00        0.40      11.00       3.8960      5.7300    Yes
      2      US#4[M13]       60.00        0.40      13.25       5.7300      6.8399    Yes
      2      US#4[M13]       60.00        0.40      14.00       6.8399     40.8261    Yes
      2      US#4[M13]       60.00        0.40      13.25      40.8261     41.9360    Yes
      2      US#4[M13]       60.00        0.40      11.00      41.9360     43.7700    Yes
      2      US#5[M16]       60.00        0.62      14.00      28.5830     40.2359     No
      2      US#5[M16]       60.00        0.62      13.62      40.2359     41.3760     No
      2      US#5[M16]       60.00        0.62      12.12      41.3760     42.3862     No
      2      US#5[M16]       60.00        0.62      11.00      42.3862     43.3061     No
      2      US#5[M16]       60.00        0.62      10.00      43.3061     44.1450     No
      2      US#5[M16]       60.00        0.62       9.00      44.1450     46.3950     No
      2      US#4[M13]       60.00        0.40       4.50      46.0000     47.1240    Yes
      2      US#5[M16]       60.00        0.62       7.50      46.3950     47.0200     No
      2      US#5[M16]       60.00        0.62       3.00      47.0200     47.2700     No
      2      US#4[M13]       60.00        0.40       9.00      43.7700     47.5200    Yes
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      2 US#5[M16]           2.00 0.620  0.0000 47.6660       2.00 
      1 US#4[M13]           1.50 0.200  0.0000  4.0000       6.50 
      1 US#4[M13]           1.50 0.200 43.6660 47.6660       6.50 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 2.1700 in2       Ycg =  3.80 in
         P_init    =      425.4 kips  Ecc = 10.25 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4877 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    12.02 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.057 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -6.09 ksi    0.00 ksi
    due to Composite Loads                                 -0.00 ksi    0.00 ksi
    due to Live Loads                                      -0.00 ksi    0.00 ksi
 
Time Dependent Losses (Approximate Method (Art.5.9.3.3))
                            Initial                            Final
 
Steel relaxation           0.00 ksi                         2.40 ksi (Eq 5.9.3.3-1)
Concrete shrinkage         0.00 ksi                         8.57 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                         9.75 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 12.02 ksi  ( 6.13 %)            14.64 ksi ( 7.47 %)
Total Prestress Losses                                    26.66 ksi (13.60 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 169.4 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    1.33    4.27    9.03   13.80   18.57   23.33
Self wt.  : M       0.0    17.9     9.8    29.4    55.2    73.6    84.7    88.3
(Max)       V       7.6     6.8     7.1     6.2     4.6     3.1     1.5     0.0
DL-Prec.  : M       0.0    40.5    22.3    65.6   118.5   149.9   159.8   148.2
DC(Max)     V      17.4    15.0    16.1    13.4     8.8     4.3     0.2     4.7
DL-Prec.  : M       0.0    22.2    11.9    37.4    76.7   113.3   147.3   173.9
DW(Max)     V       9.0     8.7     8.9     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    80.8    44.2   132.7   251.0   337.8   393.1   412.2
            V      34.0    30.6    32.2    28.1    21.5    14.9     8.6     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    34.0    30.6    32.2    28.1    21.5    14.9     8.6     6.3
            M       0.0    80.8    44.2   132.7   251.0   337.8   393.1   412.2
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    28.10   32.87   37.64   42.40   45.34   44.17   46.67
Self wt.  : M      84.7    73.6    55.2    29.4     9.8    17.9     0.0
(Max)       V       1.5     3.1     4.6     6.2     7.1     6.8     7.6
DL-Prec.  : M     124.3    97.1    66.6    32.9    10.6    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    18.0    33.1     0.0
DW(Max)     V       2.9     7.5     9.7    11.9    13.2    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+    384.7   318.6   228.5   117.3    38.5    70.8     0.0
            V       9.9    16.7    21.1    25.5    28.2    27.2    29.5
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     9.9    16.7    21.1    25.5    28.2    27.2    29.5
            M     384.7   318.6   228.5   117.3    38.5    70.8     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.                7.6              7.6
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    1.33    4.27    9.03   13.80   18.57   23.33
Self wt.  : M       0.0    17.9     9.8    29.4    55.2    73.6    84.7    88.3
(Max)       V       7.6     6.8     7.1     6.2     4.6     3.1     1.5     0.0
DL-Prec.  : M       0.0    40.5    22.3    65.6   118.5   149.9   159.8   148.2
DC(Max)     V      17.4    15.0    16.1    13.4     8.8     4.3     0.2     4.7
DL-Prec.  : M       0.0    22.2    11.9    37.4    76.7   113.3   147.3   173.9
DW(Max)     V       9.0     8.7     8.9     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    80.8    44.2   132.7   251.0   337.8   393.1   412.2
            V      34.0    30.6    32.2    28.1    21.5    14.9     8.6     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    34.0    30.6    32.2    28.1    21.5    14.9     8.6     6.3
            M       0.0    80.8    44.2   132.7   251.0   337.8   393.1   412.2
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    28.10   32.87   37.64   42.40   45.34   44.17   46.67
Self wt.  : M      84.7    73.6    55.2    29.4     9.8    17.9     0.0
(Max)       V       1.5     3.1     4.6     6.2     7.1     6.8     7.6
DL-Prec.  : M     124.3    97.1    66.6    32.9    10.6    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    18.0    33.1     0.0
DW(Max)     V       2.9     7.5     9.7    11.9    13.2    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+    384.7   318.6   228.5   117.3    38.5    70.8     0.0
            V       9.9    16.7    21.1    25.5    28.2    27.2    29.5
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     9.9    16.7    21.1    25.5    28.2    27.2    29.5
            M     384.7   318.6   228.5   117.3    38.5    70.8     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    1.33    4.27    9.03   13.80   18.57   23.33
Self wt.  : M       0.0    22.4    12.3    36.7    69.0    92.0   105.8   110.4
(Max)       V       9.5     8.5     8.9     7.7     5.8     3.9     1.9     0.0
Self wt.  : M       0.0    16.1     8.8    26.4    49.6    66.2    76.2    79.5
(Min)       V       6.8     6.1     6.4     5.6     4.2     2.8     1.4     0.0
DL-Prec.  : M       0.0    50.6    27.9    82.0   148.1   187.4   199.8   185.3
DC(Max)     V      21.7    18.8    20.2    16.7    11.1     5.4     0.2     5.9
DL-Prec.  : M       0.0    36.5    20.1    59.0   106.6   134.9   143.8   133.4
DC(Min)     V      15.7    13.5    14.5    12.0     8.0     3.9     0.2     4.2
DL-Prec.  : M       0.0    33.3    17.9    56.1   115.0   170.0   220.9   260.9
DW(Max)     V      13.5    13.1    13.3    12.8    11.9    11.1    10.3     2.4
DL-Prec.  : M       0.0    14.4     7.7    24.3    49.8    73.7    95.7   113.0
DW(Min)     V       5.9     5.7     5.8     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   106.5    58.2   175.2   332.9   450.6   528.2   558.7
            V      44.8    40.4    42.5    37.3    28.9    20.5    12.5     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    44.8    40.4    42.5    37.3    28.9    20.5    12.5     8.3
            M       0.0    87.7    48.1   143.4   267.7   354.3   403.0   410.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    28.10   32.87   37.64   42.40   45.34   44.17   46.67
Self wt.  : M     105.8    92.0    69.0    36.7    12.3    22.4     0.0
(Max)       V       1.9     3.9     5.8     7.7     8.9     8.5     9.5
Self wt.  : M      76.2    66.2    49.6    26.4     8.8    16.1     0.0
(Min)       V       1.4     2.8     4.2     5.6     6.4     6.1     6.8
DL-Prec.  : M     155.3   121.3    83.3    41.2    13.2    24.5     0.0
DC(Max)     V       6.7     7.6     8.4     9.3     9.8     9.6    10.0
DL-Prec.  : M     111.8    87.4    60.0    29.6     9.5    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    27.0    49.6     0.0
DW(Max)     V       4.4    11.2    14.5    17.8    19.8    19.0    20.7
DL-Prec.  : M     113.4    95.5    68.9    35.6    11.7    21.5     0.0
DW(Min)     V       1.9     4.9     6.3     7.7     8.6     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+    524.5   435.0   312.1   160.4    52.6    96.8     0.0
            V      13.1    22.7    28.8    34.9    38.6    37.1    40.3
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    13.1    22.7    28.8    34.9    38.6    37.1    40.3
            M     376.2   310.1   222.0   113.8    37.3    68.6     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.                9.5              9.5
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 Depress.
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    4.77    9.53   14.30   19.07   23.83   16.68
 
Beam-Self
Precast-top    0.137   0.209   0.371   0.485   0.552   0.575   0.524 
Bottom        -0.105  -0.159  -0.280  -0.364  -0.414  -0.432  -0.394 
 
Prestress
Precast-top   -0.082  -0.186  -0.464  -0.738  -0.873  -0.873  -0.873 
Bottom         2.390   2.467   2.671   2.869   2.967   2.967   2.967 
 
Total
Precast-top    0.056   0.024  -0.093  -0.253  -0.321  -0.298  -0.349 
Bottom         2.285   2.307   2.390   2.505   2.552   2.535   2.573 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.57 %)
             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    1.33    4.27    9.03   13.80   18.57   23.33
 
Prestress
Precast-top    0.010  -0.073  -0.007  -0.166  -0.415  -0.660  -0.781  -0.781
Bottom         0.352   2.137   1.300   2.206   2.388   2.566   2.653   2.653
 
Self wt.
Precast-top   -0.000   0.113   0.062   0.185   0.347   0.461   0.528   0.551
Bottom        -0.000  -0.086  -0.048  -0.141  -0.262  -0.346  -0.396  -0.414
 
DL-Prec (DC)
Precast-top   -0.000   0.256   0.141   0.414   0.745   0.938   0.998   0.925
Bottom        -0.000  -0.195  -0.109  -0.315  -0.563  -0.706  -0.748  -0.694
 
DL-Prec (DW)
Precast-top   -0.000   0.140   0.075   0.236   0.482   0.709   0.919   1.086
Bottom        -0.000  -0.107  -0.058  -0.179  -0.365  -0.533  -0.690  -0.814
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.002   0.004   0.006   0.008   0.010
Bottom        -0.000  -0.001  -0.000  -0.001  -0.003  -0.005  -0.006  -0.008
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top    0.010   0.437   0.272   0.671   1.163   1.454   1.673   1.792 
Bottom         0.352   1.748   1.085   1.569   1.195   0.976   0.812   0.723 
 
Final 2 (P/S + DL)
Precast-top    0.010   0.437   0.272   0.671   1.163   1.454   1.673   1.792 
Bottom         0.352   1.748   1.085   1.569   1.195   0.976   0.812   0.723 
 

 
Span : 1, Beam : 1, SERVICE III
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan Depress.
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    4.77    9.53   14.30   19.07   23.83   16.68
 
Beam-Self
Precast-top    0.137   0.209   0.371   0.485   0.552   0.575   0.524 
Bottom        -0.105  -0.159  -0.280  -0.364  -0.414  -0.432  -0.394 
 
Prestress
Precast-top   -0.082  -0.186  -0.464  -0.738  -0.873  -0.873  -0.873 
Bottom         2.390   2.467   2.671   2.869   2.967   2.967   2.967 
 
Total
Precast-top    0.056   0.024  -0.093  -0.253  -0.321  -0.298  -0.349 
Bottom         2.285   2.307   2.390   2.505   2.552   2.535   2.573 
 
As_top  , in2  0.000   0.000   0.000   0.161   0.248   0.217   0.219 
Ast_prvd, in2  0.820   0.620   0.620   0.620   0.620   0.620   0.620 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.57 %)
             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    1.33    4.27    9.03   13.80   18.57   23.33
 
Prestress
Precast-top    0.010  -0.073  -0.007  -0.166  -0.415  -0.660  -0.781  -0.781
Bottom         0.352   2.137   1.300   2.206   2.388   2.566   2.653   2.653
 
Self wt.
Precast-top   -0.000   0.113   0.062   0.185   0.347   0.461   0.528   0.551
Bottom        -0.000  -0.086  -0.048  -0.141  -0.262  -0.346  -0.396  -0.414
 
DL-Prec (DC)
Precast-top   -0.000   0.256   0.141   0.414   0.745   0.938   0.998   0.925
Bottom        -0.000  -0.195  -0.109  -0.315  -0.563  -0.706  -0.748  -0.694
 
DL-Prec (DW)
Precast-top   -0.000   0.140   0.075   0.236   0.482   0.709   0.919   1.086
Bottom        -0.000  -0.107  -0.058  -0.179  -0.365  -0.533  -0.690  -0.814
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.002   0.004   0.006   0.008   0.010
Bottom        -0.000  -0.001  -0.000  -0.001  -0.003  -0.005  -0.006  -0.008
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top    0.010   0.437   0.272   0.671   1.163   1.454   1.673   1.792 
Bottom         0.352   1.748   1.085   1.569   1.195   0.976   0.812   0.723 
 

 
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
     44.8    6.0   28.5    0.217   1.4   6.00e-3 50.0     36.1     0.307    3.013      0.00
      0.0    0.9   28.0     31.5 0.041      12.3 0.87    22.43     0.100    5.940 
Transfer:   3.00
     40.4    6.0   28.5    1.302   8.7  -0.21e-3 28.3      0.0     0.100    1.360      0.00
     87.7    6.4   25.6    189.0 0.034      73.1 5.68    20.52     0.100    6.192 
Critical:   2.64
     40.9    6.0   28.5    1.188   7.9  -0.16e-3 28.4      0.0     0.100    1.360      0.00
     77.5    5.7   25.7    172.5 0.035      70.1 5.44    20.53     0.100    6.108 
0.1L    :   4.77
     37.3    6.0   28.5    1.422   8.7  -0.21e-3 28.3      0.0     0.100    1.113      0.00
    143.4    7.2   25.6    189.0 0.030      73.1 5.68    20.52     0.100    6.709 
0.2L    :   9.53
     28.9    6.0   26.2    2.170   8.7  -0.29e-3 28.0      0.0     0.100    0.874      0.00
    267.7    9.4   23.6    189.0 0.024      73.0 6.16    18.88     0.100    7.993 
0.3L    :  14.30
     20.5    6.0   27.5    2.170   8.7  -0.26e-3 28.1      0.0     0.100    0.874      0.00
    354.3    9.5   24.8    189.0 0.014      74.4 5.98    19.83     0.100   11.818 
0.4L    :  19.07
     12.5    6.0   28.2    2.170   0.0  -0.24e-3 28.2      0.0     0.100    0.874      0.00
    403.0    9.5   25.4    189.0 0.013      74.6 5.86    20.30     0.100   19.162 
0.5L    :  23.83
      8.3    6.0   28.2    2.170   0.0  -0.24e-3 28.2      0.0     0.100    0.343      0.00
    410.8    9.5   25.4    189.0 0.009      74.6 5.86    20.30     0.100   16.840 
0.6L    :  28.60
     13.1    6.0   28.2    2.170   0.0  -0.25e-3 28.1      0.0     0.100    0.874      0.00
    376.2    9.5   25.4    189.0 0.014      75.5 5.93    20.30     0.100   18.244 
0.7L    :  33.37
     22.7    6.0   27.5    2.170   8.7  -0.29e-3 28.0      0.0     0.100    0.874      0.00
    310.1    9.5   24.8    189.0 0.016      76.0 6.11    19.83     0.100   10.647 
0.8L    :  38.14
     28.8    6.0   26.2    2.170   8.7  -0.32e-3 27.9      0.0     0.100    0.874      0.00
    222.0    9.4   23.6    189.0 0.024      75.0 6.33    18.88     0.100    8.016 
0.9L    :  42.90
     34.9    6.0   28.5    1.422   8.7  -0.23e-3 28.2      0.0     0.100    1.113      0.00
    113.8    7.2   25.6    189.0 0.028      74.4 5.78    20.52     0.100    7.176 
Critical:  45.03
     37.4    6.0   28.5    1.188   7.9  -0.18e-3 28.4      0.0     0.100    1.360      0.00
     60.9    5.7   25.7    172.5 0.031      71.2 5.53    20.53     0.100    6.666 
Transfer:  44.67
     37.1    6.0   28.5    1.302   8.7  -0.22e-3 28.2      0.0     0.100    1.360      0.00
     68.6    6.4   25.6    189.0 0.030      73.7 5.73    20.52     0.100    6.741 
Bearing :  47.17
     40.3    6.0   28.5    0.217   1.4   6.00e-3 50.0     31.1     0.264    3.013      0.00
      0.0    0.9   28.0     31.5 0.037      12.3 0.87    22.43     0.100    6.607 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  425.36
fs,         ksi =   20.00
h/4,         in =    8.00
Abrst_rqrd, in2 =    0.85

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      :       0.317  1.80      0.571  2.45      0.777
Self Wt.       :      -0.070  1.85     -0.130  2.70     -0.190
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.103  3.00     -0.308
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.096  3.00     -0.288
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.247            0.241           -0.012
 
At 0.2 x L = 9.03 ft
Prestress      :       0.577  1.80      1.038  2.45      1.413
Self Wt.       :      -0.132  1.85     -0.244  2.70     -0.356
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.202  3.00     -0.606
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.194  3.00     -0.583
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.445            0.396           -0.138
 
At 0.3 x L = 13.80 ft
Prestress      :       0.766  1.80      1.379  2.45      1.878
Self Wt.       :      -0.179  1.85     -0.332  2.70     -0.485
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.275  3.00     -0.824
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.274  3.00     -0.823
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.587            0.496           -0.261
 
At 0.4 x L = 18.57 ft
Prestress      :       0.882  1.80      1.588  2.45      2.161
Self Wt.       :      -0.209  1.85     -0.387  2.70     -0.565
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.315  3.00     -0.945
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.330  3.00     -0.989
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.673            0.553           -0.347
 
At 0.5 x L = 23.33 ft
Prestress      :       0.922  1.80      1.660  2.45      2.260
Self Wt.       :      -0.220  1.85     -0.407  2.70     -0.594
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.322  3.00     -0.967
Diaphragm      :                       -0.003  3.00     -0.009
DL-Prec. (DW)  :                       -0.354  3.00     -1.062
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.702            0.574           -0.372
 
At 0.6 x L = 28.10 ft
Prestress      :       0.882  1.80      1.588  2.45      2.161
Self Wt.       :      -0.209  1.85     -0.387  2.70     -0.565
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.297  3.00     -0.892
Diaphragm      :                       -0.003  3.00     -0.008
DL-Prec. (DW)  :                       -0.341  3.00     -1.024
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.673            0.559           -0.328
 
At 0.7 x L = 32.87 ft
Prestress      :       0.766  1.80      1.379  2.45      1.878
Self Wt.       :      -0.179  1.85     -0.332  2.70     -0.485
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.246  3.00     -0.738
Diaphragm      :                       -0.002  3.00     -0.007
DL-Prec. (DW)  :                       -0.292  3.00     -0.877
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.587            0.507           -0.229
 
At 0.8 x L = 37.64 ft
Prestress      :       0.577  1.80      1.038  2.45      1.413
Self Wt.       :      -0.132  1.85     -0.244  2.70     -0.356
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.174  3.00     -0.522
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.211  3.00     -0.634
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.445            0.407           -0.104
 
At 0.9 x L = 42.40 ft
Prestress      :       0.317  1.80      0.571  2.45      0.777
Self Wt.       :      -0.070  1.85     -0.130  2.70     -0.190
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.086  3.00     -0.258
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.106  3.00     -0.318
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.247            0.248            0.009
 

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
   106.5    24.4  1.627  242.1    9.0   6.37    713.8  0.007T 1.00       -       -     -     -  
H/2     :   1.33
    58.2    24.1  0.995  255.4    4.7   3.28    475.5  0.016T 1.00       -       -     -     -  
0.1L    :   4.27
   175.2    24.9  1.778  238.9   10.3   7.23    776.2  0.006T 1.00       -       -     -     -  
0.2L    :   9.03
   332.9    26.2  2.170  231.6   13.3   9.41    840.8  0.004I 0.90       -       -     -     -  
0.3L    :  13.80
   450.6    27.5  2.170  233.0   13.5   9.50    889.1  0.004I 0.89    813.7   599.3    1.09    -  
0.4L    :  18.57
   528.2    28.2  2.170  233.7   13.5   9.54    913.3  0.004I 0.89    838.4   702.5    1.09    -  
0.5L    :  23.33
   558.7    28.2  2.170  233.7   13.5   9.54    913.3  0.004I 0.89    838.3   743.0    1.09    -  
0.6L    :  28.10
   524.5    28.2  2.170  233.7   13.5   9.54    913.3  0.004I 0.89    838.2   697.7    1.09    -  
0.7L    :  32.87
   435.0    27.5  2.170  233.0   13.5   9.50    889.1  0.004I 0.89    813.6   578.5    1.09    -  
0.8L    :  37.64
   312.1    26.2  2.170  231.6   13.3   9.41    840.8  0.004I 0.90    764.8   415.1    1.10    -  
0.9L    :  42.40
   160.4    24.9  1.778  238.9   10.3   7.23    776.2  0.006T 1.00       -       -     -     -  
H/2     :  45.34
    52.6    24.1  0.995  255.4    4.7   3.28    475.5  0.016T 1.00       -       -     -     -  
Transfer:  44.17
    96.8    24.4  1.627  242.1    9.0   6.37    713.8  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 1-6; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.128
        M   2.00 Fb     0.563
 
  2   1 E  29.00 Ft     0.251
        M   6.00 Fb     0.507
 
  3   1 E  27.00 Ft     0.585
        M   4.00 Fb     0.485
 
  4   2 E   6.00 Ft     0.498
        M   6.00 Fb     1.017
 
  5   2 E   4.00 Ft     0.322
        M   4.00 Fb     1.617
 
  6   2 E   2.00 Ft     0.056
        M   2.00 Fb     2.285
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-A       
Precast Length, ft: 47.67            Release Length, ft: 47.67
Strand Pattern: Straight/Draped       Depr. Point: 0.35 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  10
No. of strands, Draped:   2           No. of strands, Straight:   8
Concrete Strength, f'ci:   6.0  ksi        f'c:   7.0 ksi  f'ct   4.0 ksi
Initial losses:  6.13 %               Final losses: 13.60 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.900       2.573     Depress     OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.349     Depress
      Precast Top w/ reinf. (tension)      -0.590           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                   913.28      558.67     Midspan     OK
Debonding Limits (Art. 5.9.4.3.3)         Allowable    Computed              Status
      Max. Debond per Row                  40.00 %       0.00 %               OK
      Max. Debond Total                    25.00 %       0.00 %               OK
 
                       Final 1                     Final 2                     Final 3
Specification  Allow.  Comp.      Loc.     Allow.   Comp.      Loc.     Allow.   Comp.      Loc.
-------------  -----------------------     -------------------------     ------------------------
Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.2.3.2)
  Service I Limit State - Compressive Stresses Only
    Pre.Top:   4.200   1.792     Midspan    3.150   1.792     Midspan
    Pre.Bot:   4.200   1.748    Transfer    3.150   1.748    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.010     Bearing
    Pre.Bot:  -0.000   0.352     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      :       0.922  1.80      1.660  2.45      2.260
Self Wt.       :      -0.220  1.85     -0.407  2.70     -0.594
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.322  3.00     -0.967
Diaphragm      :                       -0.003  3.00     -0.009
DL-Prec. (DW)  :                       -0.354  3.00     -1.062
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.702            0.574           -0.372
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

