 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : D110 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 110'-0", girder spacing is 7.5 feet, and deck overhang width is 3 feet 
                     and 1 inch.
                     (2)The structural depth of the deck and sacrificial wearing surface are assumed to 7.75 and 
                     0.75 inches, respectively. The thickness of the overhang tapers from 11 inches at the beam 
                     flange to 10 inches at edge of deck.
                     (3)The structural haunch thickness is 0.5 inches and the haunch thickness for calculating its 
                     dead load is 1.0 inches.
                     (4)One steel diaphragm of 0.285 kips is at the center of span.
                     (5)Dead load of forms: 0.010 ksf on the tributary area of the deck width with a 1.50 load 
                     factor. This load is applied to the full span length.
                     (6)Dead load of edge rail and walkway applied at the edge of the deck form: 0.075 klf [IDOT SS 
                     2403.03, L, 4, d.] with a 1.25 load factor. This load is applied to the full span length.
                     (7)Construction live load on walkway: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on a 2-foot wide 
                     walkway with a 1.50 load factor. This load is applied to the full span length.
                     (8)Construction live load on deck: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on the tributary area 
                     of the deck width with a 1.50 load factor. This load is applied from midspan to end of span.
                     (9)Live load of finishing machine located along the edge of the deck form to maximize the 
                     design condition: 9 kips with a 1.50 load factor. The load is placed as 4 individual point 
                     loads of 2.25 kips spacedon 2-foot centers with one of the middle point loads located at the 
                     center of the span.
                     NOTE:
                     The Final Stress limit for tension in the bottom flange for Service III, is set at zero, per 
                     BDM 5.4.1.4.1.3. 
                     It is permissible for the Service III tensile stress to exceed zero at the top flange near the 
                     beam ends, as long as it is within the 0.24?(f?c)0.5 tension limit at release.    
Design Mode        : AASHTO LRFD - 8th Edition
Units:             : US
Design as:         : Simple span
Flared Girder:     : No
File Name          : c:\users\9925\appdata\local\temp\1\leap_bak\lb_b921.tmp\D110-0_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 =   1074870.00
 
SPAN DATA
---------
Precast length    , ft =    111.000
Bearing-to-bearing, ft =    110.000
Release span      , ft =    111.000
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1             IA-Std-D    3.167    638.7   214974.0  54.00  24.37  20.00   6.917
 2             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   7.500
 3             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   7.500
 4             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   7.500
 5             IA-Std-D    7.500    638.7   214974.0  54.00  24.37  20.00   6.916
 
 
MATERIAL DATA - Project Level
-----------------------------
 
As defined in Material Tab. For beam level properties look at Beam Specific output.
 
CONCRETE PROPERTIES
-------------------
                   Precast          C.I.P.
f'c ,ksi      =      7.500           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5249.690        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      6.500 
Eci ,ksi      =   5007.550
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        0.068    0.00       0.068  110.00   Forms
   1    1    DC Line        0.075    0.00       0.075  110.00   Walkway DL
   1    1    DC Trapez      0.056    0.00       0.056   55.00   Additional Wet Deck Overhang
   1    1    DC Trapez      0.021    0.00       0.021   55.00   Haunch
   1    1    DC Trapez      0.726    0.00       0.726   55.00   Wet Deck
   1    1    DW Trapez      0.342   55.00       0.342  110.00   LL on Beam
   1    1    DW Line        0.117    0.00       0.117  110.00   LL on Walkway
   1    1    DW Point       2.350   53.00      -         -      Screed machine load 1
   1    1    DW Point       2.350   55.00      -         -      Screed machine load 2
   1    1    DW Point       2.350   59.00      -         -      Screed machine load 3
   1    1    DW Point       2.350   61.00      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   55.000
   1    2        0.285   55.000
   1    3        0.285   55.000
   1    4        0.285   55.000
   1    5        0.143   55.000
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:   NO   
  Is Span Post-tensioned:                 NO   
  ADTT (Average Daily Truck Traffic)    : 5000 
  Percent of the specified force effect : 1.00 
  Apply reduction of Moment for skew:     NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  1.75    1.25    0.90    1.50    0.65 
 
 
----------
 
  Ductility Factor:  1.00 
  Redundancy Factor: 1.00 
  Importance Factor: 1.00 
 
----------------------------------------------------------------------------------------------------


PROJECT PARAMETERS DATA:
------------------------
MULTIPLIERS:
------------
 
  Trans len mult: Bonded   = 1.00 
                  Debonded = 1.00 
  Dev len mult:   Bonded   = 1.60 
                  Debonded = 2.00 
 
Camber & Deflection Multiplier (PCI ref.)
-----------------------------------------
 
                 Erection Final 
--------------------------------
  Prestress:         1.80  2.45 
  Self. Wt:          1.85  2.70 
  Deck + Haunch:           2.30 
  Diaphragm:               3.00 
  DL-Prec.:                3.00 
  DL-Comp.:                3.00 
 
MOMENT AND SHEAR PROVISIONS:
----------------------------
 
  Ultimate Moment Capacity, Mu-prvd computed:    AASHTO equations 
  Horizontal Shear, Beam and Slab effects in Vu: EXCLUDED         
 
STRESS LIMITS (Art. 5.9.2):
---------------------------
STRESS LIMITS AT RELEASE BEFORE LOSSES:
---------------------------------------
 
                     PRECAST     
---------------------------------
  Strength              6.50 ksi 
  Elasticity          5007.5 ksi 
  Max comp              4.22 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.61 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      7.50 ksi    4.00 ksi 
  Elasticity 5249.69 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.50 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.38 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    3.00 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    6.50        7.50      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    6.50        7.50      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 34 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 38.85 ft from member end )
 
END PATTERN (Ycg = 12.56 in):
 
  8 @  2.000 in 8 @  4.000 in 6 @  6.000 in 4 @  8.000 in 
  2 @ 10.000 in 2 @ 46.500 in 2 @ 48.500 in 2 @ 50.500 in 
                                                          
 
MID PATTERN (Ycg = 4.71 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in  
 
(B) Straight:
 
  8 @  2.000 in 8 @  4.000 in 6 @  6.000 in 4 @  8.000 in 
  2 @ 10.000 in                                           
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing   Start     End    Extends  
                   (ksi) (in2)   (in)    (ft)     (ft)   into Deck 
-------------------------------------------------------------------
       2 US#5[M16]  60.0  0.62    3.00   0.1250   1.1250 No        
       2 US#4[M13]  60.0  0.40    9.00   0.1250   3.8750 Yes       
       2 US#5[M16]  60.0  0.62    3.00   0.3750   0.6250 No        
       2 US#5[M16]  60.0  0.62    7.50   0.6250   1.2500 No        
       2 US#5[M16]  60.0  0.62    9.00   1.2500   3.5000 No        
       2 US#5[M16]  60.0  0.62   10.38   3.5000   4.3701 No        
       2 US#5[M16]  60.0  0.62   11.75   4.3701   5.3501 No        
       2 US#4[M13]  60.0  0.40   11.75   3.8750   5.8330 Yes       
       2 US#4[M13]  60.0  0.40   14.00   5.8330  12.8330 Yes       
       2 US#4[M13]  60.0  0.40   17.00  12.8330  98.1670 Yes       
       2 US#4[M13]  60.0  0.40   14.00  98.1670 105.1670 Yes       
       2 US#4[M13]  60.0  0.40   11.75 105.1670 107.1250 Yes       
       2 US#5[M16]  60.0  0.62   11.75 105.6499 106.6299 No        
       2 US#5[M16]  60.0  0.62   10.38 106.6299 107.5000 No        
       2 US#5[M16]  60.0  0.62    9.00 107.5000 109.7500 No        
       2 US#5[M16]  60.0  0.62    7.50 109.7500 110.3750 No        
       2 US#5[M16]  60.0  0.62    3.00 110.3750 110.6250 No        
       2 US#4[M13]  60.0  0.40    9.00 107.1250 110.8750 Yes       
       2 US#5[M16]  60.0  0.62    3.00 109.8750 110.8750 No        
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start     End   Side Cover 
                       (in)      (in2)   (ft)    (ft)      (in)    
-------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  26.5000   10.00    
      1 US#4[M13]           2.00 0.200 84.5000 111.0000   10.00    
      1 US#6[M19]           2.00 0.440  0.0000  38.3330       2.00 
      2 US#6[M19]           2.00 0.880 72.6670 111.0000       2.00 
      2 US#8[M25]           2.00 1.580 35.9163  75.0837       2.00 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
 
Span:1, Beam:2
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:3
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:4
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 
 
Span:1, Beam:5
 
PRESTRESSED STEEL:
No strands, 0.6''-LL-270-72.6, Low relaxation
 
REINFORCING STEEL:
 
  Tension /Shear steel: 
------------------------
  fy        60.0 ksi    
  Es       29000 ksi    
 

Span: 1, Beam: 1
 
PRECAST DATA:                                    GENERAL BRIDGE DATA:
-------------                                    --------------------
Section Id: IA-Std-D                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 20.000 in    Bot = 22.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  6.000 in    Bot =  8.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  7.000 in                     Interior/Exterior  =   Exterior
            Bot =  7.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  7.000 in                     
Minimum Thickness Criteria, Article 5.12.3.2 checked: OK.
 
TOPPING DATA:
-------------
Effective Deck Thickness   =   0.000 in
Sacrificial Deck Thickness   =   0.000 in
Haunch:
       Thickness =   0.000 in
       Width     =   0.000 in
Effective width  =  83.004 in (Art. 4.6.2.6.1)
 
GENERAL LOAD DATA:
------------------
Dead loads on precast:
---------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
  DC/DW    Type     Mag.1     Loc.1    Mag.2     Loc.2
     DC  Line       0.068      0.00       0.068  110.00
     DC  Line       0.075      0.00       0.075  110.00
     DC  Trapez     0.056      0.00       0.056   55.00
     DC  Trapez     0.021      0.00       0.021   55.00
     DC  Trapez     0.726      0.00       0.726   55.00
     DW  Trapez     0.342     55.00       0.342  110.00
     DW  Line       0.117      0.00       0.117  110.00
     DW  Point      2.350     53.00      -         -   
     DW  Point      2.350     55.00      -         -   
     DW  Point      2.350     59.00      -         -   
     DW  Point      2.350     61.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    55.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 111.000 ft
Release length = 111.000 ft
Design  length = 110.000 ft
 
Kern points:
------------
Upper    =   38.18 in
Lower    =   13.01 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Moment (1  lane  loaded)  : 0.907   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 0.907   (Calculated) (#)
(#) Lever rule (C4.6.2.2.1)
The LL distribution computation is using the effective slab depth (ts = 0.00in).
Include sacrificial deck thick in ts:  NO
 
Dead Loads and Pedestrian Load distributed equally to all beams (Art. 4.6.2.2.1)
 
Pedestrian : 0.200   (Calculated)
 
Comp.  DC  : 0.200   (Calculated)
Comp.  DW  : 0.200   (Calculated)
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
Flexure Reinforced:
   Compression controlled sections : 0.75
   Tension controlled sections     : 0.90
Flexure Prestressed:
   Compression controlled sections : 0.75
   Tension controlled sections     : 1.00
Shear                              : 0.90
 

Span: 1, Beam: 1
 
SECTION PROPERTIES:
-------------------
                             PRECAST          COMPOSITE
                             -------          ---------
Area                  =        638.7 in2            638.7 in2#
Total Height          =        54.00 in             54.00 in  
Mom. of Inertia (Ixx) =       214974 in4           214974 in4#
Ht. of c.g.           =        24.37 in             24.37 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        665.3 plf            665.3 plf   
Mom. of Inertia (Iyy) =      14667.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.8127

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

Use transformed strand and rebar: Strand Only
 
TRANSFORMED SECTION PROPERTIES:  
                 Bearing    Trans      H/2    0.10L    0.20L    0.30L    0.40L  Midspan
  Location,  ft     0.00     2.50     2.25    10.60    21.70    32.80    43.90    55.00
 
Precast: (At Release, using Ec =  5007.5 ksi )
  Area    , in2    644.5    673.3    670.4    673.3    673.3    673.3    673.3    673.3
  Yb      ,  in    24.26    23.73    23.78    23.65    23.53    23.42    23.36    23.36
  MI(Ixx) , in4   215785   220037   219597   221460   223696   226263   227670   227670
Composite: (At Final, using Ec =  5249.7 ksi )
  Area    , in2    644.1    671.4    668.7    671.4    671.4    671.4    671.4    671.4
  Yb      ,  in    24.27    23.77    23.82    23.69    23.58    23.47    23.41    23.41
  MI(Ixx) , in4   215740   219767   219350   221115   223232   225662   226994   226994

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       6.50  ksi   
  Elasticity         =     5007.5 ksi   
  Max comp           =       4.23 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.61 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       7.50 ksi           4.00 ksi
  Elasticity         =    5249.69 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       4.50 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       3.38 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           =       3.00 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  34 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 38.85 ft from member end )
END PATTERN (Ycg = 12.56 in):
     8 @  2.000 in     8 @  4.000 in     6 @  6.000 in     4 @  8.000 in
     2 @ 10.000 in     2 @ 46.500 in     2 @ 48.500 in     2 @ 50.500 in

 
MID PATTERN (Ycg = 4.71 in):
(A) Draped:
     2 @  2.000 in     2 @  4.000 in     2 @  6.000 in
(B) Straight:
     8 @  2.000 in     8 @  4.000 in     6 @  6.000 in     4 @  8.000 in
     2 @ 10.000 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     =    7.38 in2      Initial Pull          =     1446.2 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.146 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     10.182 ft
Holddown Force        =  24.251 kips     Beam Shrtng (PL/AE)   =      0.574 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)       
--------------------------------------------------------------------------------------
      3776.119         740 2794.328     18.234 73849.844   771.095     418.878        
 
 
REINFORCING STEEL: Tension steel: fy = 60.0 ksi Es =  29000 ksi
Stirrups:
    # legs     Size          fy         Area      Spacing       Start       End     Extends
                            (ksi)       (in2)       (in)         (ft)       (ft)    into Deck
   -------  ----------    --------    --------    --------     --------   --------- ----------
      2      US#5[M16]       60.00        0.62       3.00       0.1250      1.1250     No
      2      US#4[M13]       60.00        0.40       9.00       0.1250      3.8750    Yes
      2      US#5[M16]       60.00        0.62       3.00       0.3750      0.6250     No
      2      US#5[M16]       60.00        0.62       7.50       0.6250      1.2500     No
      2      US#5[M16]       60.00        0.62       9.00       1.2500      3.5000     No
      2      US#5[M16]       60.00        0.62      10.38       3.5000      4.3701     No
      2      US#5[M16]       60.00        0.62      11.75       4.3701      5.3501     No
      2      US#4[M13]       60.00        0.40      11.75       3.8750      5.8330    Yes
      2      US#4[M13]       60.00        0.40      14.00       5.8330     12.8330    Yes
      2      US#4[M13]       60.00        0.40      17.00      12.8330     98.1670    Yes
      2      US#4[M13]       60.00        0.40      14.00      98.1670    105.1670    Yes
      2      US#4[M13]       60.00        0.40      11.75     105.1670    107.1250    Yes
      2      US#5[M16]       60.00        0.62      11.75     105.6499    106.6299     No
      2      US#5[M16]       60.00        0.62      10.38     106.6299    107.5000     No
      2      US#5[M16]       60.00        0.62       9.00     107.5000    109.7500     No
      2      US#5[M16]       60.00        0.62       7.50     109.7500    110.3750     No
      2      US#5[M16]       60.00        0.62       3.00     110.3750    110.6250     No
      2      US#4[M13]       60.00        0.40       9.00     107.1250    110.8750    Yes
      2      US#5[M16]       60.00        0.62       3.00     109.8750    110.8750     No
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start     End   Side Cover 
                       (in)      (in2)   (ft)    (ft)      (in)    
-------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  26.5000   10.00    
      1 US#4[M13]           2.00 0.200 84.5000 111.0000   10.00    
      1 US#6[M19]           2.00 0.440  0.0000  38.3330       2.00 
      2 US#6[M19]           2.00 0.880 72.6670 111.0000       2.00 
      2 US#8[M25]           2.00 1.580 35.9163  75.0837       2.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 7.3780 in2       Ycg =  4.71 in
         P_init    =     1446.2 kips  Ecc = 19.66 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   5008 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    17.01 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.989 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -8.04 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                         8.00 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        15.10 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 17.01 ksi  ( 8.68 %)            17.45 ksi ( 8.90 %)
Total Prestress Losses                                    34.47 ksi (17.58 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 161.6 ksi < 0.80 fpy, OK 
 
 
** Since the transformed section properties option has been selected, even though ES losses
have been calculated explicitly here, they are not included as a part of stress calculations.
Please see theory section for complete explanation.
 
---------------------------------------------------------------------------------------

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    2.25   10.60   21.70   32.80   43.90   55.00
Self wt.  : M       0.0    89.4    80.6   350.5   637.4   842.3   965.3  1006.3
(Max)       V      36.6    34.9    35.1    29.5    22.2    14.8     7.4     0.0
DL-Prec.  : M       0.0    99.5    89.8   381.4   666.8   835.6   887.9   823.6
DC(Max)     V      41.0    38.6    38.9    31.0    20.5    10.0     0.5    11.0
DL-Prec.  : M       0.0    38.8    34.9   159.3   312.1   450.5   574.6   679.5
DW(Max)     V      15.7    15.4    15.4    14.4    13.1    11.8    10.5     6.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.2     0.8     1.6     2.3     3.1     3.9
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   227.9   205.6   892.0  1617.9  2130.9  2430.9  2513.4
            V      93.3    89.0    89.4    75.0    55.8    36.6    18.5    18.0
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    93.3    89.0    89.4    75.0    55.8    36.6    18.5    18.0
            M       0.0   227.9   205.6   892.0  1617.9  2130.9  2430.9  2513.4
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    66.10   77.20   88.30   99.40  107.75  107.50  110.00
Self wt.  : M     965.3   842.3   637.4   350.5    80.6    89.4     0.0
(Max)       V       7.4    14.8    22.2    29.5    35.1    34.9    36.6
DL-Prec.  : M     692.2   543.2   376.6   192.4    42.2    46.8     0.0
DC(Max)     V      12.6    14.2    15.8    17.4    18.6    18.6    18.9
DL-Prec.  : M     672.9   586.3   443.1   243.4    56.0    62.1     0.0
DW(Max)     V       5.3    10.4    15.4    20.5    24.4    24.3    25.4
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       3.1     2.3     1.6     0.8     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+   2333.6  1974.2  1458.7   787.1   179.0   198.5     0.0
            V      25.3    39.4    53.5    67.5    78.1    77.8    81.0
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    25.3    39.4    53.5    67.5    78.1    77.8    81.0
            M    2333.6  1974.2  1458.7   787.1   179.0   198.5     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               36.6             36.6
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           41.0             18.9
DL-Prec.(DW)           15.7             25.4
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    2.25   10.60   21.70   32.80   43.90   55.00
Self wt.  : M       0.0    89.4    80.6   350.5   637.4   842.3   965.3  1006.3
(Max)       V      36.6    34.9    35.1    29.5    22.2    14.8     7.4     0.0
DL-Prec.  : M       0.0    99.5    89.8   381.4   666.8   835.6   887.9   823.6
DC(Max)     V      41.0    38.6    38.9    31.0    20.5    10.0     0.5    11.0
DL-Prec.  : M       0.0    38.8    34.9   159.3   312.1   450.5   574.6   679.5
DW(Max)     V      15.7    15.4    15.4    14.4    13.1    11.8    10.5     6.9
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.2     0.8     1.6     2.3     3.1     3.9
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   227.9   205.6   892.0  1617.9  2130.9  2430.9  2513.4
            V      93.3    89.0    89.4    75.0    55.8    36.6    18.5    18.0
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    93.3    89.0    89.4    75.0    55.8    36.6    18.5    18.0
            M       0.0   227.9   205.6   892.0  1617.9  2130.9  2430.9  2513.4
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    66.10   77.20   88.30   99.40  107.75  107.50  110.00
Self wt.  : M     965.3   842.3   637.4   350.5    80.6    89.4     0.0
(Max)       V       7.4    14.8    22.2    29.5    35.1    34.9    36.6
DL-Prec.  : M     692.2   543.2   376.6   192.4    42.2    46.8     0.0
DC(Max)     V      12.6    14.2    15.8    17.4    18.6    18.6    18.9
DL-Prec.  : M     672.9   586.3   443.1   243.4    56.0    62.1     0.0
DW(Max)     V       5.3    10.4    15.4    20.5    24.4    24.3    25.4
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       3.1     2.3     1.6     0.8     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+   2333.6  1974.2  1458.7   787.1   179.0   198.5     0.0
            V      25.3    39.4    53.5    67.5    78.1    77.8    81.0
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    25.3    39.4    53.5    67.5    78.1    77.8    81.0
            M    2333.6  1974.2  1458.7   787.1   179.0   198.5     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    2.25   10.60   21.70   32.80   43.90   55.00
Self wt.  : M       0.0   111.8   100.8   438.1   796.8  1052.9  1206.6  1257.9
(Max)       V      45.7    43.7    43.9    36.9    27.7    18.5     9.2     0.0
Self wt.  : M       0.0    80.5    72.6   315.4   573.7   758.1   868.8   905.7
(Min)       V      32.9    31.4    31.6    26.6    19.9    13.3     6.6     0.0
DL-Prec.  : M       0.0   124.4   112.3   476.7   833.5  1044.6  1109.9  1029.5
DC(Max)     V      51.2    48.3    48.6    38.7    25.6    12.5     0.7    13.8
DL-Prec.  : M       0.0    89.6    80.9   343.2   600.1   752.1   799.1   741.3
DC(Min)     V      36.9    34.8    35.0    27.9    18.4     9.0     0.5     9.9
DL-Prec.  : M       0.0    58.1    52.4   239.0   468.2   675.8   861.9  1019.3
DW(Max)     V      23.5    23.0    23.1    21.6    19.7    17.7    15.8    10.3
DL-Prec.  : M       0.0    25.2    22.7   103.6   202.9   292.9   373.5   441.7
DW(Min)     V      10.2    10.0    10.0     9.4     8.5     7.7     6.8     4.5
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.2     0.9     1.9     2.9     3.9     4.9
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       0.0     0.2     0.1     0.7     1.4     2.1     2.8     3.5
(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   294.5   265.7  1154.8  2100.4  2776.2  3182.3  3311.6
            V     120.5   115.1   115.6    97.3    73.0    48.7    25.8    24.2
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   120.5   115.1   115.6    97.3    73.0    48.7    25.8    24.2
            M       0.0   261.6   236.0  1019.4  1835.1  2393.3  2693.9  2734.0
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    66.10   77.20   88.30   99.40  107.75  107.50  110.00
Self wt.  : M    1206.6  1052.9   796.8   438.1   100.8   111.8     0.0
(Max)       V       9.2    18.5    27.7    36.9    43.9    43.7    45.7
Self wt.  : M     868.8   758.1   573.7   315.5    72.6    80.5     0.0
(Min)       V       6.6    13.3    19.9    26.6    31.6    31.4    32.9
DL-Prec.  : M     865.3   679.1   470.8   240.5    52.7    58.5     0.0
DC(Max)     V      15.8    17.8    19.8    21.7    23.2    23.2    23.6
DL-Prec.  : M     623.0   488.9   339.0   173.1    38.0    42.1     0.0
DC(Min)     V      11.4    12.8    14.2    15.7    16.7    16.7    17.0
DL-Prec.  : M    1009.4   879.4   664.7   365.2    84.0    93.1     0.0
DW(Max)     V       7.9    15.5    23.2    30.8    36.5    36.4    38.1
DL-Prec.  : M     437.4   381.1   288.0   158.2    36.4    40.3     0.0
DW(Min)     V       3.4     6.7    10.0    13.3    15.8    15.8    16.5
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       3.9     2.9     1.9     0.9     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       2.8     2.1     1.4     0.7     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+   3085.2  2614.3  1934.2  1044.7   237.7   263.6     0.0
            V      33.0    51.9    70.7    89.6   103.7   103.3   107.6
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    33.0    51.9    70.7    89.6   103.7   103.3   107.6
            M    2513.3  2116.0  1557.5   837.8   190.1   210.8     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               45.7             45.7
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           51.2             23.6
DL-Prec.(DW)           23.5             38.1
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
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   11.10   22.20   33.30   44.40   55.50   38.85
 
Beam-Self
Precast-top    0.178   0.607   1.072   1.396   1.589   1.655   1.508 
Bottom        -0.139  -0.473  -0.828  -1.069  -1.211  -1.262  -1.152 
 
Prestress
Precast-top   -0.195  -0.495  -0.898  -1.290  -1.483  -1.483  -1.483 
Bottom         3.985   4.207   4.500   4.781   4.916   4.916   4.916 
 
Total
Precast-top   -0.018   0.112   0.174   0.106   0.106   0.172   0.025 
Bottom         3.846   3.734   3.672   3.712   3.705   3.654   3.763 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.01 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    2.25   10.60   21.70   32.80   43.90   55.00
 
Prestress
Precast-top   -0.016  -0.170  -0.149  -0.430  -0.781  -1.123  -1.290  -1.290
Bottom         0.604   3.467   3.192   3.660   3.915   4.159   4.276   4.276
 
Self wt.
Precast-top   -0.000   0.148   0.133   0.576   1.042   1.366   1.559   1.625
Bottom        -0.000  -0.116  -0.105  -0.449  -0.805  -1.046  -1.188  -1.239
 
DL-Prec (DC)
Precast-top   -0.000   0.164   0.148   0.627   1.090   1.355   1.434   1.330
Bottom        -0.000  -0.129  -0.117  -0.489  -0.842  -1.038  -1.093  -1.014
 
DL-Prec (DW)
Precast-top   -0.000   0.064   0.058   0.262   0.510   0.731   0.928   1.097
Bottom        -0.000  -0.050  -0.045  -0.204  -0.394  -0.560  -0.707  -0.837
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.005   0.006
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.003  -0.004  -0.005
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top   -0.016   0.206   0.190   1.037   1.864   2.334   2.636   2.769 
Bottom         0.604   3.172   2.925   2.517   1.872   1.512   1.283   1.182 
 
Final 2 (P/S + DL)
Precast-top   -0.016   0.206   0.190   1.037   1.864   2.334   2.636   2.769 
Bottom         0.604   3.172   2.925   2.517   1.872   1.512   1.283   1.182 
 

 
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   11.10   22.20   33.30   44.40   55.50   38.85
 
Beam-Self
Precast-top    0.178   0.607   1.072   1.396   1.589   1.655   1.508 
Bottom        -0.139  -0.473  -0.828  -1.069  -1.211  -1.262  -1.152 
 
Prestress
Precast-top   -0.195  -0.495  -0.898  -1.290  -1.483  -1.483  -1.483 
Bottom         3.985   4.207   4.500   4.781   4.916   4.916   4.916 
 
Total
Precast-top   -0.018   0.112   0.174   0.106   0.106   0.172   0.025 
Bottom         3.846   3.734   3.672   3.712   3.705   3.654   3.763 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  0.640   0.640   0.640   0.440   1.580   1.580   1.580 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.01 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    2.25   10.60   21.70   32.80   43.90   55.00
 
Prestress
Precast-top   -0.016  -0.170  -0.149  -0.430  -0.781  -1.123  -1.290  -1.290
Bottom         0.604   3.467   3.192   3.660   3.915   4.159   4.276   4.276
 
Self wt.
Precast-top   -0.000   0.148   0.133   0.576   1.042   1.366   1.559   1.625
Bottom        -0.000  -0.116  -0.105  -0.449  -0.805  -1.046  -1.188  -1.239
 
DL-Prec (DC)
Precast-top   -0.000   0.164   0.148   0.627   1.090   1.355   1.434   1.330
Bottom        -0.000  -0.129  -0.117  -0.489  -0.842  -1.038  -1.093  -1.014
 
DL-Prec (DW)
Precast-top   -0.000   0.064   0.058   0.262   0.510   0.731   0.928   1.097
Bottom        -0.000  -0.050  -0.045  -0.204  -0.394  -0.560  -0.707  -0.837
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.005   0.006
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.003  -0.004  -0.005
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top   -0.016*  0.206   0.190   1.037   1.864   2.334   2.636   2.769 
Bottom         0.604   3.172   2.925   2.517   1.872   1.512   1.283   1.182 
 

 
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
    120.5    7.0   49.1    0.803   3.5   6.00e-3 50.0    105.0     0.520    5.493      0.00
      0.0    2.0   48.1     31.5 0.052      25.5 0.87    24.00     0.121    4.743 
Transfer:   3.00
    115.1    7.0   49.1    4.819  21.1  -0.40e-3 27.6      0.0     0.121    1.360      0.00
    261.6   18.0   44.2    189.0 0.046     183.5 6.85    24.00     0.121    4.705 
Critical:   4.19
    112.5    7.0   49.1    5.109  21.1  -0.40e-3 27.6      0.0     0.121    1.125      0.00
    370.7   18.8   44.2    189.0 0.045     183.8 6.86    24.00     0.121    4.814 
0.1L    :  11.10
     97.3    7.0   49.1    6.076  21.1  -0.40e-3 27.6      0.0     0.121    0.343      0.00
   1019.4   23.6   44.2    189.0 0.037     183.8 6.86    24.00     0.121    3.235 
0.2L    :  22.20
     73.0    7.0   45.9    7.378  21.1  -0.40e-3 27.6      0.0     0.121    0.282      0.00
   1835.1   23.9   41.3    189.0 0.028     171.8 6.86    24.00     0.121    3.752 
0.3L    :  33.30
     48.7    7.0   48.2    7.378  21.1  -0.37e-3 27.7      0.0     0.121    0.282      0.00
   2393.3   24.3   43.4    189.0 0.015     175.1 6.67    24.00     0.121    5.777 
0.4L    :  44.40
     25.8    7.0   49.3    7.378   0.0  -0.34e-3 27.8      0.0     0.121    0.282      0.00
   2693.9   24.4   44.4    189.0 0.012     173.1 6.44    24.00     0.121   10.184 
0.5L    :  55.50
     24.2    7.0   49.3    7.378   0.0  -0.33e-3 27.8      0.0     0.121    0.282      0.00
   2734.0   24.4   44.4    189.0 0.012     172.2 6.41    24.00     0.121   10.810 
0.6L    :  66.60
     33.0    7.0   49.3    7.378   0.0  -0.36e-3 27.7      0.0     0.121    0.282      0.00
   2513.3   24.4   44.4    189.0 0.016     177.0 6.58    24.00     0.121    8.076 
0.7L    :  77.70
     51.9    7.0   48.2    7.378  21.1  -0.40e-3 27.6      0.0     0.121    0.282      0.00
   2116.0   24.3   43.4    189.0 0.016     180.1 6.86    24.00     0.121    5.525 
0.8L    :  88.80
     70.7    7.0   45.9    7.378  21.1  -0.40e-3 27.6      0.0     0.121    0.282      0.00
   1557.5   23.9   41.3    189.0 0.026     171.8 6.86    24.00     0.121    3.876 
0.9L    :  99.90
     89.6    7.0   49.1    6.076  21.1  -0.40e-3 27.6      0.0     0.121    0.343      0.00
    837.8   23.6   44.2    189.0 0.034     183.8 6.86    24.00     0.121    3.516 
Critical: 106.81
    101.3    7.0   49.1    5.109  21.1  -0.40e-3 27.6      0.0     0.121    1.125      0.00
    301.5   18.8   44.2    189.0 0.039     183.8 6.86    24.00     0.121    5.345 
Transfer: 108.00
    103.3    7.0   49.1    4.819  21.1  -0.40e-3 27.6      0.0     0.121    1.360      0.00
    210.8   18.0   44.2    189.0 0.040     183.8 6.86    24.00     0.121    5.241 
Bearing : 110.50
    107.6    7.0   49.1    0.803   3.5   6.00e-3 50.0     90.5     0.448    5.493      0.00
      0.0    2.0   48.1     31.5 0.046      25.5 0.87    24.00     0.121    5.315 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 1446.24
fs,         ksi =   20.00
h/4,         in =   13.50
Abrst_rqrd, in2 =    2.89

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 10.60 ft
Prestress      :       1.727  1.80      3.109  2.45      4.232
Self Wt.       :      -0.643  1.85     -1.190  2.70     -1.737
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.508  3.00     -1.525
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.338  3.00     -1.015
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.084            1.071           -0.049
 
At 0.2 x L = 21.70 ft
Prestress      :       3.100  1.80      5.580  2.45      7.595
Self Wt.       :      -1.205  1.85     -2.229  2.70     -3.253
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.963  3.00     -2.890
Diaphragm      :                       -0.003  3.00     -0.010
DL-Prec. (DW)  :                       -0.657  3.00     -1.972
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.895            1.727           -0.529
 
At 0.3 x L = 32.80 ft
Prestress      :       4.075  1.80      7.335  2.45      9.984
Self Wt.       :      -1.631  1.85     -3.017  2.70     -4.403
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.290  3.00     -3.869
Diaphragm      :                       -0.005  3.00     -0.014
DL-Prec. (DW)  :                       -0.913  3.00     -2.738
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.444            2.112           -1.039
 
At 0.4 x L = 43.90 ft
Prestress      :       4.665  1.80      8.397  2.45     11.430
Self Wt.       :      -1.898  1.85     -3.512  2.70     -5.125
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.469  3.00     -4.408
Diaphragm      :                       -0.005  3.00     -0.016
DL-Prec. (DW)  :                       -1.088  3.00     -3.265
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.767            2.322           -1.385
 
At 0.5 x L = 55.00 ft
Prestress      :       4.875  1.80      8.775  2.45     11.944
Self Wt.       :      -1.993  1.85     -3.688  2.70     -5.382
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.501  3.00     -4.503
Diaphragm      :                       -0.006  3.00     -0.017
DL-Prec. (DW)  :                       -1.167  3.00     -3.502
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.882            2.414           -1.460
 
At 0.6 x L = 66.10 ft
Prestress      :       4.665  1.80      8.397  2.45     11.430
Self Wt.       :      -1.898  1.85     -3.512  2.70     -5.125
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.387  3.00     -4.160
Diaphragm      :                       -0.005  3.00     -0.016
DL-Prec. (DW)  :                       -1.127  3.00     -3.382
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.767            2.366           -1.254
 
At 0.7 x L = 77.20 ft
Prestress      :       4.075  1.80      7.335  2.45      9.984
Self Wt.       :      -1.631  1.85     -3.017  2.70     -4.403
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.156  3.00     -3.469
Diaphragm      :                       -0.005  3.00     -0.014
DL-Prec. (DW)  :                       -0.974  3.00     -2.923
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.444            2.183           -0.825
 
At 0.8 x L = 88.30 ft
Prestress      :       3.100  1.80      5.580  2.45      7.595
Self Wt.       :      -1.205  1.85     -2.229  2.70     -3.253
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.830  3.00     -2.490
Diaphragm      :                       -0.003  3.00     -0.010
DL-Prec. (DW)  :                       -0.719  3.00     -2.156
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.895            1.799           -0.313
 
At 0.9 x L = 99.40 ft
Prestress      :       1.727  1.80      3.109  2.45      4.232
Self Wt.       :      -0.643  1.85     -1.190  2.70     -1.737
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.426  3.00     -1.279
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.376  3.00     -1.127
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.084            1.115            0.084
 

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
   294.5    42.0  5.852  222.4   26.5  18.02   3158.9  0.003I 0.82       -       -     -     -  
H/2     :   2.25
   265.7    42.0  5.364  227.2   23.8  16.17   3218.5  0.004I 0.88       -       -     -     -  
0.1L    :  10.60
  1154.8    43.7  7.378  210.0   34.6  23.58   3362.2  0.002C 0.75   3952.1  1535.9    0.85  2.91 
0.2L    :  21.70
  2100.4    45.9  7.378  212.1   35.2  23.93   3600.9  0.001C 0.75   4232.7  2793.5    0.85  1.71 
0.3L    :  32.80
  2776.2    48.2  7.378  214.1   35.6  24.25   3842.1  0.001C 0.75   4516.6  3692.4    0.85  1.38 
0.4L    :  43.90
  3182.3    49.3  7.378  215.0   35.9  24.41   3963.5  0.001C 0.75   4660.0  4232.5    0.85  1.25*
0.5L    :  55.00
  3311.6    49.3  7.378  215.0   35.9  24.41   3963.5  0.001C 0.75   4659.9  4404.5    0.85  1.20*
0.6L    :  66.10
  3085.2    49.3  7.378  215.0   35.9  24.41   3963.5  0.001C 0.75   4659.0  4103.4    0.85  1.28*
0.7L    :  77.20
  2614.3    48.2  7.378  214.1   35.6  24.25   3842.1  0.001C 0.75   4515.2  3477.1    0.85  1.47 
0.8L    :  88.30
  1934.2    45.9  7.378  212.1   35.2  23.93   3600.9  0.001C 0.75   4231.6  2572.4    0.85  1.86 
0.9L    :  99.40
  1044.7    43.7  7.378  210.0   34.6  23.58   3362.2  0.002C 0.75   3951.5  1389.5    0.85  3.22 
H/2     : 107.75
   237.7    42.0  5.364  227.2   23.8  16.17   3218.5  0.004I 0.88       -       -     -     -  
Transfer: 107.50
   263.6    42.0  5.852  222.4   26.5  18.02   3158.9  0.003I 0.82       -       -     -     -  

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 1-17; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.050
        M   2.00 Fb     0.186
 
  2   2 E  50.50 Ft     0.450
        M   6.00 Fb     0.098
 
  3   2 E  48.50 Ft     0.826
        M   4.00 Fb     0.029
 
  4   2 E  46.50 Ft     1.178
        M   2.00 Fb    -0.022
 
  5   2 E  10.00 Ft     1.144
        M  10.00 Fb     0.230
 
  6   2 E   8.00 Ft     1.086
        M   8.00 Fb     0.501
 
  7   2 E   8.00 Ft     1.028
        M   8.00 Fb     0.772
 
  8   2 E   6.00 Ft     0.947
        M   6.00 Fb     1.061
 
  9   2 E   6.00 Ft     0.866
        M   6.00 Fb     1.350
 
 10   2 E   6.00 Ft     0.785
        M   6.00 Fb     1.639
 
 11   2 E   4.00 Ft     0.680
        M   4.00 Fb     1.946
 
 12   2 E   4.00 Ft     0.576
        M   4.00 Fb     2.254
 
 13   2 E   4.00 Ft     0.471
        M   4.00 Fb     2.561
 
 14   2 E   4.00 Ft     0.367
        M   4.00 Fb     2.868
 
 15   2 E   2.00 Ft     0.239
        M   2.00 Fb     3.194
 
 16   2 E   2.00 Ft     0.111
        M   2.00 Fb     3.520
 
 17   2 E   2.00 Ft    -0.017
        M   2.00 Fb     3.846
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-D       
Precast Length, ft: 111.00            Release Length, ft: 111.00
Strand Pattern: Straight/Draped       Depr. Point: 0.35 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  34
No. of strands, Draped:   6           No. of strands, Straight:  28
Concrete Strength, f'ci:   6.5  ksi        f'c:   7.5 ksi  f'ct   4.0 ksi
Initial losses:  8.68 %               Final losses: 17.58 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             4.230       3.846     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.018       Trans
      Precast Top w/ reinf. (tension)      -0.610           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  3963.47     3311.63     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                  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:   4.500   2.769     Midspan    3.380   2.769     Midspan
    Pre.Bot:   4.500   3.172    Transfer    3.380   3.172    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.016     Bearing
    Pre.Bot:  -0.000   0.604     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  55.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       4.875  1.80      8.775  2.45     11.944
Self Wt.       :      -1.993  1.85     -3.688  2.70     -5.382
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.501  3.00     -4.503
Diaphragm      :                       -0.006  3.00     -0.017
DL-Prec. (DW)  :                       -1.167  3.00     -3.502
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       2.882            2.414           -1.460
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

