 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTD100 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 100'-0", girder spacing is 9.25 feet, and deck overhang width is 3 feet 
                     and 6 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 haunch thickness for calculating its dead load is 1.5 inches.
                     (4)One steel diaphragm of 0.5 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_c21b.tmp\BTD100-0_35-Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       44.000
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       44.000
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 =   1429300.00
 
SPAN DATA
---------
Precast length    , ft =    101.333
Bearing-to-bearing, ft =    100.000
Release span      , ft =    101.333
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1               IA-BTD    3.500    748.8   285860.0  54.00  24.64  34.00   8.125
 2               IA-BTD    9.250    748.8   285860.0  54.00  24.64  34.00   9.250
 3               IA-BTD    9.250    748.8   285860.0  54.00  24.64  34.00   9.250
 4               IA-BTD    9.250    748.8   285860.0  54.00  24.64  34.00   9.250
 5               IA-BTD    9.250    748.8   285860.0  54.00  24.64  34.00   8.125
 
 
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 Line        0.081    0.00       0.081  100.00   DL Forms
   1    1    DC Line        0.075   50.00       0.075  100.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   50.00   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   50.00   DL Haunch
   1    1    DC Trapez      0.863    0.00       0.863   50.00   Wet Deck
   1    1    DW Trapez      0.406   50.00       0.406  100.00   LL on Beam
   1    1    DW Line        0.117   50.00       0.117  100.00   LL on Walkway
   1    1    DW Point       2.350   48.00      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   50.00      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   54.00      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   56.00      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   50.000
   1    2        0.500   50.000
   1    3        0.500   50.000
   1    4        0.500   50.000
   1    5        0.250   50.000
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:   NO   
  Is Span Post-tensioned:                 NO   
  ADTT (Average Daily Truck Traffic)    : 5000 
  Percent of the specified force effect : 1.00 
  Apply reduction of Moment for skew:     NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  0.01    1.25    0.90    1.50    0.65 
 
 
----------
 
  Ductility Factor:  1.00 
  Redundancy Factor: 1.00 
  Importance Factor: 1.00 
 
----------------------------------------------------------------------------------------------------


PROJECT PARAMETERS DATA:
------------------------
SPAN TO DEPTH RATIO (Table 2.5.2.6.3-1):
----------------------------------------
 
  Span Computed Allowable Status 
---------------------------------
     1   0.044*     0.045 NG     
 
Note: The computed  value is the lowest amongst all beams in each span.
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:
 30 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 9.60 in):
 
  12 @  2.000 in 8 @  4.000 in 6 @  6.000 in 2 @ 48.000 in 
  2 @ 50.000 in                                            
 
MID PATTERN (Ycg = 3.47 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in   
 
(B) Straight:
 
  12 @  2.000 in 8 @  4.000 in 6 @  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#6[M19]  60.0  0.88    2.75   0.1250   0.5833 Yes       
       2 US#6[M19]  60.0  0.88    3.50   0.5833   1.7500 Yes       
       2 US#6[M19]  60.0  0.88    5.00   1.7500   2.1670 Yes       
       2 US#6[M19]  60.0  0.88    6.00   2.1670   5.6670 Yes       
       2 US#5[M16]  60.0  0.62    9.00   5.6670  10.1670 Yes       
       2 US#5[M16]  60.0  0.62   12.00  10.1670  15.1670 Yes       
       2 US#5[M16]  60.0  0.62   15.00  15.1670  25.1670 Yes       
       2 US#5[M16]  60.0  0.62   18.00  25.1670  76.1663 Yes       
       2 US#5[M16]  60.0  0.62   15.00  76.1663  86.1663 Yes       
       2 US#5[M16]  60.0  0.62   12.00  86.1663  91.1663 Yes       
       2 US#5[M16]  60.0  0.62    9.00  91.1663  95.6663 Yes       
       2 US#6[M19]  60.0  0.88    6.00  95.6663  99.1663 Yes       
       2 US#6[M19]  60.0  0.88    5.00  99.1663  99.5833 Yes       
       2 US#6[M19]  60.0  0.88    3.50  99.5833 100.7500 Yes       
       2 US#6[M19]  60.0  0.88    2.75 100.7500 101.2083 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)  (ft)    (ft)      (in)    
------------------------------------------------------------------
      6 US#5[M16]           2.00 1.860 0.0000 101.3330       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:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
 12 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 35.47 ft from member end )
 
END PATTERN (Ycg = 4.00 in):
 
  6 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-BTD                              Bridge Width       =  44.00 ft
Type      : I-Girder                            Curb-to-curb       =  44.00 ft
Flng width: Top = 34.000 in    Bot = 30.000 in  Beam Spac. Lt./Rt. =   3.50/  9.25 ft
     thick: Top =  3.810 in    Bot =  7.500 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  6.500 in                     Interior/Exterior  =   Exterior
            Bot =  6.500 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  6.500 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  =  97.500 in (Art. 4.6.2.6.1)
 
GENERAL LOAD DATA:
------------------
Dead loads on precast:
---------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
  DC/DW    Type     Mag.1     Loc.1    Mag.2     Loc.2
     DC  Line       0.081      0.00       0.081  100.00
     DC  Line       0.075     50.00       0.075  100.00
     DC  Trapez     0.052      0.00       0.052   50.00
     DC  Trapez     0.053      0.00       0.053   50.00
     DC  Trapez     0.863      0.00       0.863   50.00
     DW  Trapez     0.406     50.00       0.406  100.00
     DW  Line       0.117     50.00       0.117  100.00
     DW  Point      2.350     48.00      -         -   
     DW  Point      2.350     50.00      -         -   
     DW  Point      2.350     54.00      -         -   
     DW  Point      2.350     56.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    50.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 101.333 ft
Release length = 101.333 ft
Design  length = 100.000 ft
 
Kern points:
------------
Upper    =   40.13 in
Lower    =   11.64 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 1.005   (Calculated) (#)
Live Moment (1  lane  loaded)  : 1.005   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 1.005   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 1.005   (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                  =        748.8 in2            748.8 in2#
Total Height          =        54.00 in             54.00 in  
Mom. of Inertia (Ixx) =       285860 in4           285860 in4#
Ht. of c.g.           =        24.64 in             24.64 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        780.0 plf            780.0 plf   
Mom. of Inertia (Iyy) =      36372.0 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     2.33     2.25     9.47    19.60    29.73    39.87    50.00
 
Precast: (At Release, using Ec =  4877.0 ksi )
  Area    , in2    755.8    780.3    779.5    780.3    780.3    780.3    780.3    780.3
  Yb      ,  in    24.50    24.01    24.03    23.96    23.89    23.82    23.78    23.78
  MI(Ixx) , in4   287454   293185   292976   294392   296266   298326   299425   299425
Composite: (At Final, using Ec =  5131.5 ksi )
  Area    , in2    755.4    778.4    777.6    778.4    778.4    778.4    778.4    778.4
  Yb      ,  in    24.51    24.05    24.06    24.00    23.93    23.87    23.83    23.83
  MI(Ixx) , in4   287360   292763   292566   293901   295667   297608   298644   298644

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:  30 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 35.47 ft from member end )
END PATTERN (Ycg = 9.60 in):
    12 @  2.000 in     8 @  4.000 in     6 @  6.000 in     2 @ 48.000 in
     2 @ 50.000 in
 
MID PATTERN (Ycg = 3.47 in):
(A) Draped:
     2 @  2.000 in     2 @  4.000 in
(B) Straight:
    12 @  2.000 in     8 @  4.000 in     6 @  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     =    6.51 in2      Initial Pull          =     1276.1 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.734 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     10.918 ft
Holddown Force        =  18.283 kips     Beam Shrtng (PL/AE)   =      0.408 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)       
--------------------------------------------------------------------------------------
      3041.643         740 2250.815     19.516 79039.906  1148.843     641.431        
 
 
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#6[M19]       60.00        0.88       2.75       0.1250      0.5833    Yes
      2      US#6[M19]       60.00        0.88       3.50       0.5833      1.7500    Yes
      2      US#6[M19]       60.00        0.88       5.00       1.7500      2.1670    Yes
      2      US#6[M19]       60.00        0.88       6.00       2.1670      5.6670    Yes
      2      US#5[M16]       60.00        0.62       9.00       5.6670     10.1670    Yes
      2      US#5[M16]       60.00        0.62      12.00      10.1670     15.1670    Yes
      2      US#5[M16]       60.00        0.62      15.00      15.1670     25.1670    Yes
      2      US#5[M16]       60.00        0.62      18.00      25.1670     76.1663    Yes
      2      US#5[M16]       60.00        0.62      15.00      76.1663     86.1663    Yes
      2      US#5[M16]       60.00        0.62      12.00      86.1663     91.1663    Yes
      2      US#5[M16]       60.00        0.62       9.00      91.1663     95.6663    Yes
      2      US#6[M19]       60.00        0.88       6.00      95.6663     99.1663    Yes
      2      US#6[M19]       60.00        0.88       5.00      99.1663     99.5833    Yes
      2      US#6[M19]       60.00        0.88       3.50      99.5833    100.7500    Yes
      2      US#6[M19]       60.00        0.88       2.75     100.7500    101.2083    Yes
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)  (ft)    (ft)      (in)    
------------------------------------------------------------------
      6 US#5[M16]           2.00 1.860 0.0000 101.3330       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 6.5100 in2       Ycg =  3.47 in
         P_init    =     1276.1 kips  Ecc = 21.17 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4877 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    13.80 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.361 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -6.45 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                        12.17 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 13.80 ksi  ( 7.04 %)            16.69 ksi ( 8.52 %)
Total Prestress Losses                                    30.49 ksi (15.55 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 165.5 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    2.33    2.25    9.47   19.60   29.73   39.87   50.00
Self wt.  : M       0.0    88.9    85.8   334.3   614.6   814.8   935.0   975.0
(Max)       V      39.0    37.2    37.2    31.6    23.7    15.8     7.9     0.0
DL-Prec.  : M       0.0    99.9    96.4   367.2   648.6   814.5   865.0   800.1
DC(Max)     V      44.1    41.5    41.6    33.5    22.1    10.7     0.7    12.1
DL-Prec.  : M       0.0    35.7    34.4   140.8   279.9   407.0   522.1   620.5
DW(Max)     V      15.4    15.1    15.2    14.3    13.1    12.0    10.8     7.2
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     0.3     0.3     1.2     2.5     3.7     5.0     6.2
(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   224.7   216.9   843.4  1545.5  2040.0  2327.1  2401.9
            V      98.7    93.9    94.1    79.5    59.0    38.6    19.5    19.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    98.7    93.9    94.1    79.5    59.0    38.6    19.5    19.5
            M       0.0   224.7   216.9   843.4  1545.5  2040.0  2327.1  2401.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    60.13   70.27   80.40   90.53   97.75   97.67  100.00
Self wt.  : M     935.0   814.8   614.6   334.3    85.8    88.9     0.0
(Max)       V       7.9    15.8    23.7    31.6    37.2    37.2    39.0
DL-Prec.  : M     669.5   522.8   360.1   181.4    44.4    46.0     0.0
DC(Max)     V      13.7    15.3    16.8    18.4    19.6    19.5    19.9
DL-Prec.  : M     619.1   540.5   408.2   222.2    57.1    59.1     0.0
DW(Max)     V       5.1    10.4    15.7    21.0    24.8    24.7    25.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       5.0     3.7     2.5     1.2     0.3     0.3     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+   2228.5  1881.8  1385.3   739.1   187.5   194.3     0.0
            V      26.8    41.6    56.4    71.2    81.7    81.6    85.0
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    26.8    41.6    56.4    71.2    81.7    81.6    85.0
            M    2228.5  1881.8  1385.3   739.1   187.5   194.3     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               39.0             39.0
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           44.1             19.9
DL-Prec.(DW)           15.4             25.9
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    2.25    9.47   19.60   29.73   39.87   50.00
Self wt.  : M       0.0    88.9    85.8   334.3   614.6   814.8   935.0   975.0
(Max)       V      39.0    37.2    37.2    31.6    23.7    15.8     7.9     0.0
DL-Prec.  : M       0.0    99.9    96.4   367.2   648.6   814.5   865.0   800.1
DC(Max)     V      44.1    41.5    41.6    33.5    22.1    10.7     0.7    12.1
DL-Prec.  : M       0.0    35.7    34.4   140.8   279.9   407.0   522.1   620.5
DW(Max)     V      15.4    15.1    15.2    14.3    13.1    12.0    10.8     7.2
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     0.3     0.3     1.2     2.5     3.7     5.0     6.2
(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   224.7   216.9   843.4  1545.5  2040.0  2327.1  2401.9
            V      98.7    93.9    94.1    79.5    59.0    38.6    19.5    19.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    98.7    93.9    94.1    79.5    59.0    38.6    19.5    19.5
            M       0.0   224.7   216.9   843.4  1545.5  2040.0  2327.1  2401.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    60.13   70.27   80.40   90.53   97.75   97.67  100.00
Self wt.  : M     935.0   814.8   614.6   334.3    85.8    88.9     0.0
(Max)       V       7.9    15.8    23.7    31.6    37.2    37.2    39.0
DL-Prec.  : M     669.5   522.8   360.1   181.4    44.4    46.0     0.0
DC(Max)     V      13.7    15.3    16.8    18.4    19.6    19.5    19.9
DL-Prec.  : M     619.1   540.5   408.2   222.2    57.1    59.1     0.0
DW(Max)     V       5.1    10.4    15.7    21.0    24.8    24.7    25.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       5.0     3.7     2.5     1.2     0.3     0.3     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+   2228.5  1881.8  1385.3   739.1   187.5   194.3     0.0
            V      26.8    41.6    56.4    71.2    81.7    81.6    85.0
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    26.8    41.6    56.4    71.2    81.7    81.6    85.0
            M    2228.5  1881.8  1385.3   739.1   187.5   194.3     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    2.33    2.25    9.47   19.60   29.73   39.87   50.00
Self wt.  : M       0.0   111.1   107.2   417.8   768.2  1018.5  1168.7  1218.8
(Max)       V      48.8    46.5    46.6    39.5    29.6    19.8     9.9     0.0
Self wt.  : M       0.0    80.0    77.2   300.8   553.1   733.3   841.5   877.5
(Min)       V      35.1    33.5    33.5    28.5    21.3    14.2     7.1     0.0
DL-Prec.  : M       0.0   124.8   120.5   459.0   810.7  1018.2  1081.3  1000.2
DC(Max)     V      55.1    51.9    52.0    41.8    27.6    13.4     0.9    15.1
DL-Prec.  : M       0.0    89.9    86.8   330.5   583.7   733.1   778.5   720.1
DC(Min)     V      39.7    37.3    37.4    30.1    19.9     9.6     0.6    10.9
DL-Prec.  : M       0.0    53.5    51.6   211.2   419.8   610.4   783.1   930.8
DW(Max)     V      23.1    22.7    22.7    21.5    19.7    17.9    16.2    10.9
DL-Prec.  : M       0.0    23.2    22.4    91.5   181.9   264.5   339.4   403.3
DW(Min)     V      10.0     9.8     9.9     9.3     8.5     7.8     7.0     4.7
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     0.4     0.4     1.5     3.1     4.6     6.2     7.8
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       0.0     0.3     0.3     1.1     2.2     3.3     4.5     5.6
(Min)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   289.8   279.7  1089.4  2001.8  2651.8  3039.4  3157.5
            V     127.2   121.2   121.4   103.0    77.1    51.2    27.1    26.1
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   127.2   121.2   121.4   103.0    77.1    51.2    27.1    26.1
            M       0.0   259.5   250.4   969.8  1763.9  2305.8  2595.6  2630.1
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    60.13   70.27   80.40   90.53   97.75   97.67  100.00
Self wt.  : M    1168.7  1018.5   768.2   417.8   107.2   111.1     0.0
(Max)       V       9.9    19.8    29.6    39.5    46.6    46.5    48.8
Self wt.  : M     841.5   733.3   553.1   300.8    77.2    80.0     0.0
(Min)       V       7.1    14.2    21.3    28.5    33.5    33.5    35.1
DL-Prec.  : M     836.8   653.5   450.2   226.8    55.5    57.5     0.0
DC(Max)     V      17.1    19.1    21.1    23.0    24.4    24.4    24.9
DL-Prec.  : M     602.5   470.5   324.1   163.3    39.9    41.4     0.0
DC(Min)     V      12.3    13.7    15.2    16.6    17.6    17.6    17.9
DL-Prec.  : M     928.6   810.7   612.3   333.3    85.6    88.7     0.0
DW(Max)     V       7.7    15.6    23.6    31.5    37.2    37.1    38.9
DL-Prec.  : M     402.4   351.3   265.3   144.4    37.1    38.4     0.0
DW(Min)     V       3.3     6.8    10.2    13.6    16.1    16.1    16.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       6.2     4.6     3.1     1.5     0.4     0.4     0.0
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       4.5     3.3     2.2     1.1     0.3     0.3     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+   2940.4  2487.4  1833.7   979.4   248.6   257.7     0.0
            V      34.8    54.6    74.4    94.2   108.3   108.1   112.7
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    34.8    54.6    74.4    94.2   108.3   108.1   112.7
            M    2414.2  2028.0  1486.8   790.5   200.1   207.4     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               48.8             48.8
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           55.1             24.9
DL-Prec.(DW)           23.1             38.9
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
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   10.13   20.27   30.40   40.53   50.67   35.47
 
Beam-Self
Precast-top    0.141   0.441   0.781   1.021   1.164   1.212   1.104 
Bottom        -0.113  -0.352  -0.620  -0.806  -0.916  -0.954  -0.870 
 
Prestress
Precast-top   -0.313  -0.463  -0.673  -0.879  -0.981  -0.981  -0.981 
Bottom         3.196   3.309   3.467   3.620   3.695   3.695   3.695 
 
Total
Precast-top   -0.172  -0.022   0.109   0.142   0.183   0.231   0.123 
Bottom         3.083   2.957   2.846   2.814   2.779   2.740   2.824 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.81 %)
             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    2.33    2.25    9.47   19.60   29.73   39.87   50.00
 
Prestress
Precast-top   -0.054  -0.276  -0.268  -0.408  -0.593  -0.775  -0.865  -0.865
Bottom         0.651   2.818   2.744   2.918   3.057   3.192   3.259   3.259
 
Self wt.
Precast-top   -0.000   0.109   0.105   0.409   0.750   0.989   1.132   1.181
Bottom        -0.000  -0.087  -0.084  -0.326  -0.595  -0.781  -0.891  -0.929
 
DL-Prec (DC)
Precast-top   -0.000   0.123   0.118   0.450   0.791   0.989   1.048   0.969
Bottom        -0.000  -0.098  -0.095  -0.359  -0.628  -0.780  -0.825  -0.763
 
DL-Prec (DW)
Precast-top   -0.000   0.044   0.042   0.172   0.341   0.494   0.632   0.751
Bottom        -0.000  -0.035  -0.034  -0.137  -0.271  -0.390  -0.498  -0.591
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.005   0.006   0.008
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.004  -0.005  -0.006
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top   -0.054  -0.001  -0.002   0.624   1.292   1.701   1.953   2.043 
Bottom         0.651   2.597   2.530   2.095   1.562   1.238   1.040   0.969 
 
Final 2 (P/S + DL)
Precast-top   -0.054  -0.001  -0.002   0.624   1.292   1.701   1.953   2.043 
Bottom         0.651   2.597   2.530   2.095   1.562   1.238   1.040   0.969 
 

 
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   10.13   20.27   30.40   40.53   50.67   35.47
 
Beam-Self
Precast-top    0.141   0.441   0.781   1.021   1.164   1.212   1.104 
Bottom        -0.113  -0.352  -0.620  -0.806  -0.916  -0.954  -0.870 
 
Prestress
Precast-top   -0.313  -0.463  -0.673  -0.879  -0.981  -0.981  -0.981 
Bottom         3.196   3.309   3.467   3.620   3.695   3.695   3.695 
 
Total
Precast-top   -0.172  -0.022   0.109   0.142   0.183   0.231   0.123 
Bottom         3.083   2.957   2.846   2.814   2.779   2.740   2.824 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  1.860   1.860   1.860   1.860   1.860   1.860   1.860 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.81 %)
             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    2.33    2.25    9.47   19.60   29.73   39.87   50.00
 
Prestress
Precast-top   -0.054  -0.276  -0.268  -0.408  -0.593  -0.775  -0.865  -0.865
Bottom         0.651   2.818   2.744   2.918   3.057   3.192   3.259   3.259
 
Self wt.
Precast-top   -0.000   0.109   0.105   0.409   0.750   0.989   1.132   1.181
Bottom        -0.000  -0.087  -0.084  -0.326  -0.595  -0.781  -0.891  -0.929
 
DL-Prec (DC)
Precast-top   -0.000   0.123   0.118   0.450   0.791   0.989   1.048   0.969
Bottom        -0.000  -0.098  -0.095  -0.359  -0.628  -0.780  -0.825  -0.763
 
DL-Prec (DW)
Precast-top   -0.000   0.044   0.042   0.172   0.341   0.494   0.632   0.751
Bottom        -0.000  -0.035  -0.034  -0.137  -0.271  -0.390  -0.498  -0.591
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.005   0.006   0.008
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.004  -0.005  -0.006
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top   -0.054* -0.001* -0.002*  0.624   1.292   1.701   1.953   2.043 
Bottom         0.651   2.597   2.530   2.095   1.562   1.238   1.040   0.969 
 

 
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 :   0.67
    127.2    6.5   50.5    0.967   3.6   6.00e-3 50.0    114.1     0.547    3.017      0.00
      0.0    1.5   49.7     42.0 0.061      23.6 0.87    24.00     0.109    4.028 
Transfer:   3.00
    121.2    6.5   50.5    4.351  16.1  -0.30e-3 28.0      0.0     0.109    1.760      0.00
    259.5   14.5   45.4    189.0 0.057     152.8 6.19    24.00     0.109    3.956 
Critical:   4.45
    117.5    6.5   50.5    4.678  16.1  -0.32e-3 27.9      0.0     0.109    1.760      0.00
    403.4   15.8   45.4    189.0 0.055     156.5 6.34    24.00     0.109    4.080 
0.1L    :  10.13
    103.0    6.5   50.5    5.642  16.1  -0.35e-3 27.8      0.0     0.109    0.827      0.00
    969.8   21.1   45.4    189.0 0.048     160.3 6.49    24.00     0.109    4.655 
0.2L    :  20.27
     77.1    6.5   47.9    6.510  16.1  -0.32e-3 27.9      0.0     0.109    0.496      0.00
   1763.9   21.3   43.1    189.0 0.035     148.3 6.33    24.00     0.109    4.280 
0.3L    :  30.40
     51.2    6.5   49.7    6.510  16.1  -0.27e-3 28.0      0.0     0.109    0.413      0.00
   2305.8   21.5   44.7    189.0 0.020     146.7 6.04    24.00     0.109    5.911 
0.4L    :  40.53
     27.1    6.5   50.5    6.510   0.0  -0.25e-3 28.1      0.0     0.109    0.413      0.00
   2595.6   21.6   45.5    189.0 0.015     145.5 5.89    24.00     0.109   10.678 
0.5L    :  50.67
     26.1    6.5   50.5    6.510   0.0  -0.24e-3 28.2      0.0     0.109    0.413      0.00
   2630.1   21.6   45.5    189.0 0.014     145.0 5.87    24.00     0.109   11.040 
0.6L    :  60.80
     34.8    6.5   50.5    6.510   0.0  -0.27e-3 28.1      0.0     0.109    0.413      0.00
   2414.2   21.6   45.5    189.0 0.019     148.1 5.99    24.00     0.109    8.388 
0.7L    :  70.93
     54.6    6.5   49.7    6.510  16.1  -0.31e-3 27.9      0.0     0.109    0.413      0.00
   2028.0   21.5   44.7    189.0 0.022     151.5 6.24    24.00     0.109    5.635 
0.8L    :  81.07
     74.4    6.5   47.9    6.510  16.1  -0.36e-3 27.7      0.0     0.109    0.496      0.00
   1486.8   21.3   43.1    189.0 0.034     154.1 6.57    24.00     0.109    4.518 
0.9L    :  91.20
     94.2    6.5   50.5    5.642  16.1  -0.37e-3 27.7      0.0     0.109    0.827      0.00
    790.5   21.1   45.4    189.0 0.043     164.8 6.67    24.00     0.109    5.089 
Critical:  96.88
    105.3    6.5   50.5    4.678  16.1  -0.34e-3 27.8      0.0     0.109    1.760      0.00
    325.7   15.8   45.4    189.0 0.049     159.6 6.47    24.00     0.109    4.553 
Transfer:  98.33
    108.1    6.5   50.5    4.351  16.1  -0.31e-3 27.9      0.0     0.109    1.760      0.00
    207.4   14.5   45.4    189.0 0.050     154.7 6.27    24.00     0.109    4.433 
Bearing : 100.67
    112.7    6.5   50.5    0.967   3.6   6.00e-3 50.0     98.1     0.470    3.017      0.00
      0.0    1.5   49.7     42.0 0.054      23.6 0.87    24.00     0.109    4.545 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 1276.09
fs,         ksi =   20.00
h/4,         in =   13.50
Abrst_rqrd, in2 =    2.55

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 9.47 ft
Prestress      :       1.102  1.80      1.983  2.45      2.699
Self Wt.       :      -0.405  1.85     -0.748  2.70     -1.092
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.697            1.235            1.607
 
At 0.2 x L = 19.60 ft
Prestress      :       1.976  1.80      3.557  2.45      4.842
Self Wt.       :      -0.761  1.85     -1.407  2.70     -2.054
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.216            2.150            2.788
 
At 0.3 x L = 29.73 ft
Prestress      :       2.602  1.80      4.684  2.45      6.376
Self Wt.       :      -1.034  1.85     -1.913  2.70     -2.792
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.568            2.771            3.584
 
At 0.4 x L = 39.87 ft
Prestress      :       2.981  1.80      5.367  2.45      7.304
Self Wt.       :      -1.207  1.85     -2.233  2.70     -3.258
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.775            3.134            4.046
 
At 0.5 x L = 50.00 ft
Prestress      :       3.113  1.80      5.603  2.45      7.626
Self Wt.       :      -1.267  1.85     -2.344  2.70     -3.421
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.846            3.259            4.205
 
At 0.6 x L = 60.13 ft
Prestress      :       2.981  1.80      5.367  2.45      7.304
Self Wt.       :      -1.207  1.85     -2.233  2.70     -3.258
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.775            3.134            4.046
 
At 0.7 x L = 70.27 ft
Prestress      :       2.602  1.80      4.684  2.45      6.376
Self Wt.       :      -1.034  1.85     -1.913  2.70     -2.792
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.568            2.771            3.584
 
At 0.8 x L = 80.40 ft
Prestress      :       1.976  1.80      3.557  2.45      4.842
Self Wt.       :      -0.761  1.85     -1.407  2.70     -2.054
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.216            2.150            2.788
 
At 0.9 x L = 90.53 ft
Prestress      :       1.102  1.80      1.983  2.45      2.699
Self Wt.       :      -0.405  1.85     -0.748  2.70     -1.092
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.697            1.235            1.607
 

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:   2.33
   289.8    44.9  5.021  235.5   20.5  14.45   3861.4  0.005I 0.97       -       -     -     -  
H/2     :   2.25
   279.7    44.9  4.881  237.1   19.6  13.80   3915.3  0.005I 1.00       -       -     -     -  
0.1L    :   9.47
  1089.4    46.2  6.510  221.0   29.9  21.09   3624.6  0.002I 0.77   4314.9  1448.9    0.84  3.33 
0.2L    :  19.60
  2001.8    47.9  6.510  222.3   30.2  21.30   3778.4  0.002I 0.76   4512.8  2662.4    0.84  1.89 
0.3L    :  29.73
  2651.8    49.7  6.510  223.6   30.5  21.51   3932.7  0.002I 0.76   4711.9  3526.8    0.83  1.48 
0.4L    :  39.87
  3039.4    50.5  6.510  224.2   30.6  21.61   4010.1  0.002I 0.76   4812.1  4042.3    0.83  1.32*
0.5L    :  50.00
  3157.5    50.5  6.510  224.2   30.6  21.61   4010.1  0.002I 0.76   4812.0  4199.5    0.83  1.27*
0.6L    :  60.13
  2940.4    50.5  6.510  224.2   30.6  21.61   4010.1  0.002I 0.76   4811.2  3910.7    0.83  1.36 
0.7L    :  70.27
  2487.4    49.7  6.510  223.6   30.5  21.51   3932.7  0.002I 0.76   4710.6  3308.2    0.83  1.58 
0.8L    :  80.40
  1833.7    47.9  6.510  222.3   30.2  21.30   3778.4  0.002I 0.76   4511.7  2438.8    0.84  2.06 
0.9L    :  90.53
   979.4    46.2  6.510  221.0   29.9  21.09   3624.6  0.002I 0.77   4314.3  1302.6    0.84  3.70 
H/2     :  97.75
   248.6    44.9  4.881  237.1   19.6  13.80   3915.3  0.005I 1.00       -       -     -     -  
Transfer:  97.67
   257.7    44.9  5.021  235.5   20.5  14.45   3861.4  0.005I 0.97       -       -     -     -  

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 1-15; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.059
        M   2.00 Fb     0.149
 
  2   2 E  50.00 Ft     0.360
        M   4.00 Fb     0.104
 
  3   2 E  48.00 Ft     0.644
        M   2.00 Fb     0.073
 
  4   2 E   6.00 Ft     0.596
        M   6.00 Fb     0.308
 
  5   2 E   6.00 Ft     0.549
        M   6.00 Fb     0.542
 
  6   2 E   6.00 Ft     0.501
        M   6.00 Fb     0.777
 
  7   2 E   4.00 Ft     0.436
        M   4.00 Fb     1.025
 
  8   2 E   4.00 Ft     0.371
        M   4.00 Fb     1.274
 
  9   2 E   4.00 Ft     0.306
        M   4.00 Fb     1.522
 
 10   2 E   4.00 Ft     0.241
        M   4.00 Fb     1.771
 
 11   2 E   2.00 Ft     0.158
        M   2.00 Fb     2.033
 
 12   2 E   2.00 Ft     0.075
        M   2.00 Fb     2.295
 
 13   2 E   2.00 Ft    -0.007
        M   2.00 Fb     2.558
 
 14   2 E   2.00 Ft    -0.090
        M   2.00 Fb     2.820
 
 15   2 E   2.00 Ft    -0.172
        M   2.00 Fb     3.082
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTD         
Precast Length, ft: 101.33            Release Length, ft: 101.33
Strand Pattern: Straight/Draped       Depr. Point: 0.35 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  30
No. of strands, Draped:   4           No. of strands, Straight:  26
Concrete Strength, f'ci:   6.0  ksi        f'c:   7.0 ksi  f'ct   4.0 ksi
Initial losses:  7.04 %               Final losses: 15.55 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.900       3.083     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.172       Trans
      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)                  4010.11     3157.51     Midspan     OK
Note: Check minimum reinforcement criteria
(LRFD Art. 5.6.3.3) in Ultimate Moment detailed report.
Debonding Limits (Art. 5.9.4.3.3)         Allowable    Computed              Status
      Max. Debond per Row                   0.00 %       0.00 %               OK
      Max. Debond Total                     0.00 %       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   2.043     Midspan    3.150   2.043     Midspan
    Pre.Bot:   4.200   2.597    Transfer    3.150   2.597    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.054     Bearing
    Pre.Bot:  -0.000   0.651     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  50.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       3.113  1.80      5.603  2.45      7.626
Self Wt.       :      -1.267  1.85     -2.344  2.70     -3.421
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       1.846            3.259            4.205
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

