 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTE120 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 120'-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 diaphragms of 0.5 kips.
                     (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_a2b.tmp\BTE120-0_40-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 =   2113950.00
 
SPAN DATA
---------
Precast length    , ft =    121.333
Bearing-to-bearing, ft =    120.000
Release span      , ft =    121.333
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1               IA-BTE    3.500    807.4   422790.0  63.00  28.75  34.00   8.125
 2               IA-BTE    9.250    807.4   422790.0  63.00  28.75  34.00   9.250
 3               IA-BTE    9.250    807.4   422790.0  63.00  28.75  34.00   9.250
 4               IA-BTE    9.250    807.4   422790.0  63.00  28.75  34.00   9.250
 5               IA-BTE    9.250    807.4   422790.0  63.00  28.75  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      =      6.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   4877.010        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      5.500 
Eci ,ksi      =   4738.960
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Depressed at 0.40L
     Strand Diameter       =        0.600 in
     Tensile Strength(fpu) =      270.0 ksi
     Strand Area           =        0.217 in2
Use transformed strand and rebar: Strand Only
 
REINFORCING STEEL: Tension/Shear steel: fy = 60.0 ksi Es =  29000 ksi
 

 
LOADS DATA:
-----------
 
LOADS GENERATED USING PERMANENT LOAD WIZARD: NO
 
LOADS ON PRECAST
----------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
Span Beam DC/DW  Type       Mag.1   Loc.1   Mag.2   Loc.2     Description
   1    1    DC Line        0.081    0.00       0.081  120.00   DL Forms
   1    1    DC Line        0.075   60.00       0.075  120.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   60.00   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   60.00   DL Haunch
   1    1    DC Trapez      0.863    0.00       0.863   60.00   Wet Deck
   1    1    DW Trapez      0.406   60.00       0.406  120.00   LL on Beam
   1    1    DW Line        0.117   60.00       0.117  120.00   LL on Walkway
   1    1    DW Point       2.350   58.00      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   60.00      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   64.00      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   66.00      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   60.000
 
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   0.043*     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              5.50 ksi 
  Elasticity          4739.0 ksi 
  Max comp              3.57 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.56 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      6.00 ksi    4.00 ksi 
  Elasticity 4877.01 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.60 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.70 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    2.40 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    5.50        6.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    5.50        6.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    5.50        6.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    5.50        6.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    5.50        6.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 38 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 48.53 ft from member end )
 
END PATTERN (Ycg = 15.05 in):
 
  12 @  2.000 in 8 @  4.000 in 10 @  6.000 in 2 @ 54.000 in 
  2 @ 56.000 in  2 @ 58.000 in 2 @ 60.000 in                
 
MID PATTERN (Ycg = 4.11 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
 
(B) Straight:
 
  12 @  2.000 in 8 @  4.000 in 10 @  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    1.50   0.0000   0.1250 No        
       2 US#6[M19]  60.0  0.88    3.00   0.1250   0.3750 Yes       
       2 US#6[M19]  60.0  0.88    3.00   0.3750   0.6250 No        
       2 US#6[M19]  60.0  0.88    3.00   0.6250   0.8750 Yes       
       2 US#6[M19]  60.0  0.88    3.00   0.8750   1.1250 No        
       2 US#6[M19]  60.0  0.88    3.00   1.1250   1.3750 Yes       
       2 US#6[M19]  60.0  0.88    6.00   1.3750   6.3750 Yes       
       2 US#6[M19]  60.0  0.88    6.50   6.3750   6.9167 Yes       
       2 US#5[M16]  60.0  0.62    9.00   6.9167  11.4167 Yes       
       2 US#5[M16]  60.0  0.62   12.00  11.4167  20.4167 Yes       
       2 US#5[M16]  60.0  0.62   15.00  20.4167  36.6699 Yes       
       2 US#5[M16]  60.0  0.62   18.00  36.6670  84.6631 Yes       
       2 US#5[M16]  60.0  0.62   15.00  84.6601  95.9101 Yes       
       2 US#5[M16]  60.0  0.62   12.00  95.9101 109.9134 Yes       
       2 US#5[M16]  60.0  0.62    9.00 109.9134 114.4134 Yes       
       2 US#6[M19]  60.0  0.88    6.50 114.4134 114.9551 Yes       
       2 US#6[M19]  60.0  0.88    6.00 114.9551 119.9551 Yes       
       2 US#6[M19]  60.0  0.88    3.00 119.9551 120.2051 Yes       
       2 US#6[M19]  60.0  0.88    3.00 120.2051 120.4551 No        
       2 US#6[M19]  60.0  0.88    3.00 120.4551 120.7051 Yes       
       2 US#6[M19]  60.0  0.88    3.00 120.7051 120.9551 No        
       2 US#6[M19]  60.0  0.88    3.00 120.9551 121.2051 Yes       
       2 US#6[M19]  60.0  0.88    1.50 121.2001 121.3301 No        
 
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 121.3330       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:
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-BTE                              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  120.00
     DC  Line       0.075     60.00       0.075  120.00
     DC  Trapez     0.052      0.00       0.052   60.00
     DC  Trapez     0.053      0.00       0.053   60.00
     DC  Trapez     0.863      0.00       0.863   60.00
     DW  Trapez     0.406     60.00       0.406  120.00
     DW  Line       0.117     60.00       0.117  120.00
     DW  Point      2.350     58.00      -         -   
     DW  Point      2.350     60.00      -         -   
     DW  Point      2.350     64.00      -         -   
     DW  Point      2.350     66.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    60.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 121.333 ft
Release length = 121.333 ft
Design  length = 120.000 ft
 
Kern points:
------------
Upper    =   46.96 in
Lower    =   13.46 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                  =        807.4 in2            807.4 in2#
Total Height          =        63.00 in             63.00 in  
Mom. of Inertia (Ixx) =       422790 in4           422790 in4#
Ht. of c.g.           =        28.75 in             28.75 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        841.0 plf            841.0 plf   
Mom. of Inertia (Iyy) =      36594.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.8748

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     2.63    11.47    23.60    35.73    47.87    60.00
 
Precast: (At Release, using Ec =  4739.0 ksi )
  Area    , in2    816.6    848.7    848.7    848.7    848.7    848.7    848.7    848.7
  Yb      ,  in    28.59    28.05    28.05    27.95    27.82    27.68    27.55    27.55
  MI(Ixx) , in4   424532   430916   430991   433413   437245   441667   446678   446678
Composite: (At Final, using Ec =  4877.0 ksi )
  Area    , in2    816.3    847.3    847.3    847.3    847.3    847.3    847.3    847.3
  Yb      ,  in    28.60    28.07    28.07    27.98    27.85    27.72    27.59    27.59
  MI(Ixx) , in4   424473   430653   430726   433069   436778   441057   445905   445905

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       5.50  ksi   
  Elasticity         =     4739.0 ksi   
  Max comp           =       3.57 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.56 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       6.00 ksi           4.00 ksi
  Elasticity         =    4877.01 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       3.60 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       2.70 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           =       2.40 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  38 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 48.53 ft from member end )
END PATTERN (Ycg = 15.05 in):
    12 @  2.000 in     8 @  4.000 in    10 @  6.000 in     2 @ 54.000 in
     2 @ 56.000 in     2 @ 58.000 in     2 @ 60.000 in
 
MID PATTERN (Ycg = 4.11 in):
(A) Draped:
     2 @  2.000 in     2 @  4.000 in     2 @  6.000 in     2 @  8.000 in
(B) Straight:
    12 @  2.000 in     8 @  4.000 in    10 @  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     =    8.25 in2      Initial Pull          =     1616.4 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      7.739 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =      9.673 ft
Holddown Force        =  30.263 kips     Beam Shrtng (PL/AE)   =      0.585 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)       
---------------------------------------------------------------------------------------
      4613.743         740 3414.170     25.197 102046.328  1621.688     768.030        
 
 
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       1.50       0.0000      0.1250     No
      2      US#6[M19]       60.00        0.88       3.00       0.1250      0.3750    Yes
      2      US#6[M19]       60.00        0.88       3.00       0.3750      0.6250     No
      2      US#6[M19]       60.00        0.88       3.00       0.6250      0.8750    Yes
      2      US#6[M19]       60.00        0.88       3.00       0.8750      1.1250     No
      2      US#6[M19]       60.00        0.88       3.00       1.1250      1.3750    Yes
      2      US#6[M19]       60.00        0.88       6.00       1.3750      6.3750    Yes
      2      US#6[M19]       60.00        0.88       6.50       6.3750      6.9167    Yes
      2      US#5[M16]       60.00        0.62       9.00       6.9167     11.4167    Yes
      2      US#5[M16]       60.00        0.62      12.00      11.4167     20.4167    Yes
      2      US#5[M16]       60.00        0.62      15.00      20.4167     36.6699    Yes
      2      US#5[M16]       60.00        0.62      18.00      36.6670     84.6631    Yes
      2      US#5[M16]       60.00        0.62      15.00      84.6601     95.9101    Yes
      2      US#5[M16]       60.00        0.62      12.00      95.9101    109.9134    Yes
      2      US#5[M16]       60.00        0.62       9.00     109.9134    114.4134    Yes
      2      US#6[M19]       60.00        0.88       6.50     114.4134    114.9551    Yes
      2      US#6[M19]       60.00        0.88       6.00     114.9551    119.9551    Yes
      2      US#6[M19]       60.00        0.88       3.00     119.9551    120.2051    Yes
      2      US#6[M19]       60.00        0.88       3.00     120.2051    120.4551     No
      2      US#6[M19]       60.00        0.88       3.00     120.4551    120.7051    Yes
      2      US#6[M19]       60.00        0.88       3.00     120.7051    120.9551     No
      2      US#6[M19]       60.00        0.88       3.00     120.9551    121.2051    Yes
      2      US#6[M19]       60.00        0.88       1.50     121.2001    121.3301     No
 
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 121.3330       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 8.2460 in2       Ycg =  4.11 in
         P_init    =     1616.4 kips  Ecc = 24.64 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4739 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    15.79 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 2.625 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -7.37 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                         9.23 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        15.40 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 15.79 ksi  ( 8.05 %)            19.66 ksi (10.03 %)
Total Prestress Losses                                    35.45 ksi (18.08 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 160.6 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    2.33    2.63   11.47   23.60   35.73   47.87   60.00
Self wt.  : M       0.0   115.5   129.6   523.4   956.7  1266.2  1452.0  1513.9
(Max)       V      50.5    48.5    48.3    40.8    30.6    20.4    10.2     0.0
DL-Prec.  : M       0.0   120.4   135.1   533.0   936.1  1173.6  1245.6  1152.2
DC(Max)     V      52.9    50.3    50.0    40.0    26.4    12.8     0.9    14.5
DL-Prec.  : M       0.0    40.8    45.9   194.5   383.7   555.7   710.5   843.4
DW(Max)     V      17.6    17.4    17.3    16.3    14.9    13.5    12.0     8.3
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     1.4     3.0     4.5     6.0     7.5
(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   277.0   310.9  1252.3  2279.4  3000.0  3414.0  3516.9
            V     121.2   116.3   115.7    97.3    72.0    46.8    23.3    22.9
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   121.2   116.3   115.7    97.3    72.0    46.8    23.3    22.9
            M       0.0   277.0   310.9  1252.3  2279.4  3000.0  3414.0  3516.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    72.13   84.27   96.40  108.53  117.38  117.67  120.00
Self wt.  : M    1452.0  1266.2   956.7   523.4   129.6   115.5     0.0
(Max)       V      10.2    20.4    30.6    40.8    48.3    48.5    50.5
DL-Prec.  : M     964.5   753.8   520.2   263.6    62.2    55.3     0.0
DC(Max)     V      16.4    18.3    20.2    22.1    23.5    23.5    23.9
DL-Prec.  : M     843.3   742.9   565.5   311.1    77.3    68.9     0.0
DW(Max)     V       5.1    11.5    17.8    24.1    28.8    28.9    30.1
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       6.0     4.5     3.0     1.4     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+   3265.8  2767.4  2045.3  1099.5   269.3   239.9     0.0
            V      31.9    50.3    68.7    87.2   100.6   101.1   104.6
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    31.9    50.3    68.7    87.2   100.6   101.1   104.6
            M    3265.8  2767.4  2045.3  1099.5   269.3   239.9     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               50.5             50.5
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           52.9             23.9
DL-Prec.(DW)           17.6             30.1
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.

 
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    2.63   11.47   23.60   35.73   47.87   60.00
Self wt.  : M       0.0   115.5   129.6   523.4   956.7  1266.2  1452.0  1513.9
(Max)       V      50.5    48.5    48.3    40.8    30.6    20.4    10.2     0.0
DL-Prec.  : M       0.0   120.4   135.1   533.0   936.1  1173.6  1245.6  1152.2
DC(Max)     V      52.9    50.3    50.0    40.0    26.4    12.8     0.9    14.5
DL-Prec.  : M       0.0    40.8    45.9   194.5   383.7   555.7   710.5   843.4
DW(Max)     V      17.6    17.4    17.3    16.3    14.9    13.5    12.0     8.3
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     1.4     3.0     4.5     6.0     7.5
(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   277.0   310.9  1252.3  2279.4  3000.0  3414.0  3516.9
            V     121.2   116.3   115.7    97.3    72.0    46.8    23.3    22.9
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   121.2   116.3   115.7    97.3    72.0    46.8    23.3    22.9
            M       0.0   277.0   310.9  1252.3  2279.4  3000.0  3414.0  3516.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    72.13   84.27   96.40  108.53  117.38  117.67  120.00
Self wt.  : M    1452.0  1266.2   956.7   523.4   129.6   115.5     0.0
(Max)       V      10.2    20.4    30.6    40.8    48.3    48.5    50.5
DL-Prec.  : M     964.5   753.8   520.2   263.6    62.2    55.3     0.0
DC(Max)     V      16.4    18.3    20.2    22.1    23.5    23.5    23.9
DL-Prec.  : M     843.3   742.9   565.5   311.1    77.3    68.9     0.0
DW(Max)     V       5.1    11.5    17.8    24.1    28.8    28.9    30.1
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       6.0     4.5     3.0     1.4     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+   3265.8  2767.4  2045.3  1099.5   269.3   239.9     0.0
            V      31.9    50.3    68.7    87.2   100.6   101.1   104.6
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    31.9    50.3    68.7    87.2   100.6   101.1   104.6
            M    3265.8  2767.4  2045.3  1099.5   269.3   239.9     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    2.63   11.47   23.60   35.73   47.87   60.00
Self wt.  : M       0.0   144.3   162.0   654.2  1195.9  1582.8  1815.0  1892.3
(Max)       V      63.1    60.6    60.3    51.0    38.3    25.5    12.8     0.0
Self wt.  : M       0.0   103.9   116.6   471.0   861.0  1139.6  1306.8  1362.5
(Min)       V      45.4    43.6    43.4    36.7    27.6    18.4     9.2     0.0
DL-Prec.  : M       0.0   150.6   168.8   666.3  1170.1  1467.0  1557.1  1440.2
DC(Max)     V      66.2    62.9    62.5    50.0    33.0    15.9     1.1    18.2
DL-Prec.  : M       0.0   108.4   121.6   479.7   842.5  1056.2  1121.1  1037.0
DC(Min)     V      47.6    45.3    45.0    36.0    23.8    11.5     0.8    13.1
DL-Prec.  : M       0.0    61.3    68.8   291.8   575.5   833.5  1065.7  1265.0
DW(Max)     V      26.5    26.0    26.0    24.4    22.3    20.2    18.1    12.4
DL-Prec.  : M       0.0    26.5    29.8   126.5   249.4   361.2   461.8   548.2
DW(Min)     V      11.5    11.3    11.3    10.6     9.7     8.8     7.8     5.4
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     1.8     3.7     5.6     7.5     9.4
(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     1.3     2.7     4.0     5.4     6.7
(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   356.5   400.0  1614.1  2945.2  3888.9  4445.2  4607.0
            V     155.8   149.7   148.9   125.7    93.7    61.8    32.1    30.7
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   155.8   149.7   148.9   125.7    93.7    61.8    32.1    30.7
            M       0.0   321.8   361.0  1448.7  2619.0  3416.6  3841.3  3890.1
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    72.13   84.27   96.40  108.53  117.38  117.67  120.00
Self wt.  : M    1815.0  1582.8  1195.9   654.2   162.0   144.3     0.0
(Max)       V      12.8    25.5    38.3    51.0    60.3    60.6    63.1
Self wt.  : M    1306.8  1139.6   861.0   471.0   116.6   103.9     0.0
(Min)       V       9.2    18.4    27.6    36.7    43.4    43.6    45.4
DL-Prec.  : M    1205.6   942.3   650.2   329.5    77.7    69.1     0.0
DC(Max)     V      20.5    22.9    25.3    27.6    29.3    29.4    29.9
DL-Prec.  : M     868.0   678.4   468.2   237.2    55.9    49.8     0.0
DC(Min)     V      14.8    16.5    18.2    19.9    21.1    21.2    21.5
DL-Prec.  : M    1265.0  1114.3   848.2   466.7   115.9   103.3     0.0
DW(Max)     V       7.7    17.2    26.7    36.2    43.1    43.4    45.2
DL-Prec.  : M     548.2   482.9   367.6   202.2    50.2    44.8     0.0
DW(Min)     V       3.3     7.4    11.6    15.7    18.7    18.8    19.6
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       7.5     5.6     3.7     1.8     0.4     0.4     0.0
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       5.4     4.0     2.7     1.3     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+   4293.1  3645.0  2698.0  1452.2   356.0   317.2     0.0
            V      41.1    65.7    90.4   115.0   133.0   133.5   138.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    41.1    65.7    90.4   115.0   133.0   133.5   138.3
            M    3576.2  3013.5  2217.4  1187.7   290.3   258.6     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               63.1             63.1
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           66.2             29.9
DL-Prec.(DW)           26.5             45.2
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00   12.13   24.27   36.40   48.53   60.67
 
Beam-Self
Precast-top    0.145   0.541   0.956   1.247   1.415   1.474 
Bottom        -0.117  -0.431  -0.756  -0.978  -1.100  -1.145 
 
Prestress
Precast-top    0.112  -0.139  -0.468  -0.789  -1.103  -1.103 
Bottom         3.343   3.534   3.780   4.016   4.242   4.242 
 
Total
Precast-top    0.257   0.402   0.489   0.458   0.312   0.371 
Bottom         3.227   3.103   3.024   3.038   3.142   3.096 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.79 %)
             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    2.63   11.47   23.60   35.73   47.87   60.00
 
Prestress
Precast-top    0.036   0.096   0.089  -0.120  -0.403  -0.680  -0.951  -0.951
Bottom         0.665   2.882   2.887   3.047   3.259   3.462   3.657   3.657
 
Self wt.
Precast-top   -0.000   0.112   0.126   0.508   0.924   1.215   1.383   1.442
Bottom        -0.000  -0.090  -0.101  -0.405  -0.730  -0.952  -1.075  -1.120
 
DL-Prec (DC)
Precast-top   -0.000   0.117   0.131   0.517   0.904   1.126   1.186   1.097
Bottom        -0.000  -0.094  -0.105  -0.412  -0.715  -0.883  -0.922  -0.853
 
DL-Prec (DW)
Precast-top   -0.000   0.040   0.045   0.189   0.370   0.533   0.677   0.803
Bottom        -0.000  -0.032  -0.036  -0.151  -0.293  -0.418  -0.526  -0.624
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.006   0.007
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.003  -0.004  -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    0.036   0.366   0.392   1.095   1.798   2.198   2.300   2.398 
Bottom         0.665   2.666   2.645   2.078   1.518   1.206   1.130   1.054 
 
Final 2 (P/S + DL)
Precast-top    0.036   0.366   0.392   1.095   1.798   2.198   2.300   2.398 
Bottom         0.665   2.666   2.645   2.078   1.518   1.206   1.130   1.054 
 

 
Span : 1, Beam : 1, SERVICE III
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00   12.13   24.27   36.40   48.53   60.67
 
Beam-Self
Precast-top    0.145   0.541   0.956   1.247   1.415   1.474 
Bottom        -0.117  -0.431  -0.756  -0.978  -1.100  -1.145 
 
Prestress
Precast-top    0.112  -0.139  -0.468  -0.789  -1.103  -1.103 
Bottom         3.343   3.534   3.780   4.016   4.242   4.242 
 
Total
Precast-top    0.257   0.402   0.489   0.458   0.312   0.371 
Bottom         3.227   3.103   3.024   3.038   3.142   3.096 
 
As_top  , in2  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 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 13.79 %)
             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    2.63   11.47   23.60   35.73   47.87   60.00
 
Prestress
Precast-top    0.036   0.096   0.089  -0.120  -0.403  -0.680  -0.951  -0.951
Bottom         0.665   2.882   2.887   3.047   3.259   3.462   3.657   3.657
 
Self wt.
Precast-top   -0.000   0.112   0.126   0.508   0.924   1.215   1.383   1.442
Bottom        -0.000  -0.090  -0.101  -0.405  -0.730  -0.952  -1.075  -1.120
 
DL-Prec (DC)
Precast-top   -0.000   0.117   0.131   0.517   0.904   1.126   1.186   1.097
Bottom        -0.000  -0.094  -0.105  -0.412  -0.715  -0.883  -0.922  -0.853
 
DL-Prec (DW)
Precast-top   -0.000   0.040   0.045   0.189   0.370   0.533   0.677   0.803
Bottom        -0.000  -0.032  -0.036  -0.151  -0.293  -0.418  -0.526  -0.624
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.003   0.004   0.006   0.007
Bottom        -0.000  -0.000  -0.000  -0.001  -0.002  -0.003  -0.004  -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    0.036   0.366   0.392   1.095   1.798   2.198   2.300   2.398 
Bottom         0.665   2.666   2.645   2.078   1.518   1.206   1.130   1.054 
 

 
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
    155.8    6.5   59.1    1.170   5.8   6.00e-3 50.0    141.9     0.583    3.520      0.00
      0.0    2.3   58.0     42.0 0.074      25.5 0.87    24.00     0.101    3.299 
Transfer:   3.00
    149.7    6.5   59.1    5.264  26.1  -0.35e-3 27.8      0.0     0.101    1.760      0.00
    321.8   27.0   53.2    189.0 0.068     174.8 6.53    24.00     0.101    3.276 
Critical:   5.10
    144.2    6.5   59.1    5.817  26.1  -0.39e-3 27.6      0.0     0.101    1.760      0.00
    583.7   28.8   53.2    189.0 0.065     182.1 6.80    24.00     0.101    3.402 
0.1L    :  12.13
    125.7    6.5   59.1    6.510  26.1  -0.37e-3 27.7      0.0     0.101    0.620      0.00
   1448.7   34.2   53.2    189.0 0.055     178.6 6.67    24.00     0.101    3.717 
0.2L    :  24.27
     93.7    6.5   56.2    7.378  26.1  -0.32e-3 27.9      0.0     0.101    0.496      0.00
   2619.0   34.8   50.6    189.0 0.040     161.3 6.34    24.00     0.101    4.076 
0.3L    :  36.40
     61.8    6.5   56.2    8.246  26.1  -0.32e-3 27.9      0.0     0.101    0.496      0.00
   3416.6   35.4   50.5    189.0 0.022     161.1 6.33    24.00     0.101    6.177 
0.4L    :  48.53
     32.1    6.5   58.9    8.246   0.0  -0.30e-3 28.0      0.0     0.101    0.413      0.00
   3841.3   35.9   53.0    189.0 0.017     164.9 6.18    24.00     0.101   10.414 
0.5L    :  60.67
     30.7    6.5   58.9    8.246   0.0  -0.29e-3 28.0      0.0     0.101    0.413      0.00
   3890.1   35.9   53.0    189.0 0.017     164.2 6.16    24.00     0.101   10.848 
0.6L    :  72.80
     41.1    6.5   58.9    8.246   0.0  -0.32e-3 27.9      0.0     0.101    0.413      0.00
   3576.2   35.9   53.0    189.0 0.022     168.7 6.32    24.00     0.101    8.230 
0.7L    :  84.93
     65.7    6.5   56.2    8.246  26.1  -0.36e-3 27.7      0.0     0.101    0.496      0.00
   3013.5   35.4   50.5    189.0 0.024     168.0 6.61    24.00     0.101    5.924 
0.8L    :  97.07
     90.4    6.5   56.2    7.378  26.1  -0.37e-3 27.7      0.0     0.101    0.620      0.00
   2217.4   34.8   50.6    189.0 0.038     168.9 6.64    24.00     0.101    4.914 
0.9L    : 109.20
    115.0    6.5   59.1    6.510  26.1  -0.40e-3 27.6      0.0     0.101    0.620      0.00
   1187.7   34.2   53.2    189.0 0.049     183.7 6.86    24.00     0.101    4.111 
Critical: 116.23
    129.3    6.5   59.1    5.817  26.1  -0.40e-3 27.6      0.0     0.101    1.760      0.00
    474.0   28.8   53.2    189.0 0.057     183.7 6.86    24.00     0.101    3.794 
Transfer: 118.33
    133.5    6.5   59.1    5.264  26.1  -0.37e-3 27.7      0.0     0.101    1.760      0.00
    258.6   27.0   53.2    189.0 0.059     177.6 6.63    24.00     0.101    3.673 
Bearing : 120.67
    138.3    6.5   59.1    1.170   5.8   6.00e-3 50.0    122.4     0.503    3.520      0.00
      0.0    2.3   58.0     42.0 0.065      25.5 0.87    24.00     0.101    3.718 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 1616.38
fs,         ksi =   20.00
h/4,         in =   15.75
Abrst_rqrd, in2 =    3.23

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 11.47 ft
Prestress      :       1.503  1.80      2.705  2.45      3.681
Self Wt.       :      -0.627  1.85     -1.160  2.70     -1.692
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.463  3.00     -1.388
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.273  3.00     -0.820
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.876            0.807           -0.225
 
At 0.2 x L = 23.60 ft
Prestress      :       2.707  1.80      4.872  2.45      6.631
Self Wt.       :      -1.176  1.85     -2.175  2.70     -3.174
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.883  3.00     -2.648
Diaphragm      :                       -0.004  3.00     -0.012
DL-Prec. (DW)  :                       -0.535  3.00     -1.604
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.531            1.276           -0.806
 
At 0.3 x L = 35.73 ft
Prestress      :       3.574  1.80      6.434  2.45      8.757
Self Wt.       :      -1.593  1.85     -2.948  2.70     -4.302
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.184  3.00     -3.553
Diaphragm      :                       -0.006  3.00     -0.017
DL-Prec. (DW)  :                       -0.745  3.00     -2.235
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.981            1.551           -1.351
 
At 0.4 x L = 47.87 ft
Prestress      :       4.073  1.80      7.332  2.45      9.980
Self Wt.       :      -1.845  1.85     -3.413  2.70     -4.982
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.343  3.00     -4.029
Diaphragm      :                       -0.007  3.00     -0.020
DL-Prec. (DW)  :                       -0.886  3.00     -2.657
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.228            1.683           -1.708
 
At 0.5 x L = 60.00 ft
Prestress      :       4.263  1.80      7.673  2.45     10.444
Self Wt.       :      -1.937  1.85     -3.584  2.70     -5.231
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.371  3.00     -4.113
Diaphragm      :                       -0.007  3.00     -0.021
DL-Prec. (DW)  :                       -0.952  3.00     -2.855
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.326            1.759           -1.776
 
At 0.6 x L = 72.13 ft
Prestress      :       4.073  1.80      7.332  2.45      9.980
Self Wt.       :      -1.845  1.85     -3.413  2.70     -4.982
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.265  3.00     -3.796
Diaphragm      :                       -0.007  3.00     -0.020
DL-Prec. (DW)  :                       -0.921  3.00     -2.762
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       2.228            1.726           -1.580
 
At 0.7 x L = 84.27 ft
Prestress      :       3.574  1.80      6.434  2.45      8.757
Self Wt.       :      -1.593  1.85     -2.948  2.70     -4.302
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.059  3.00     -3.177
Diaphragm      :                       -0.006  3.00     -0.017
DL-Prec. (DW)  :                       -0.801  3.00     -2.403
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.981            1.620           -1.143
 
At 0.8 x L = 96.40 ft
Prestress      :       2.707  1.80      4.872  2.45      6.631
Self Wt.       :      -1.176  1.85     -2.175  2.70     -3.174
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.757  3.00     -2.272
Diaphragm      :                       -0.004  3.00     -0.012
DL-Prec. (DW)  :                       -0.590  3.00     -1.770
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.531            1.346           -0.597
 
At 0.9 x L = 108.53 ft
Prestress      :       1.503  1.80      2.705  2.45      3.681
Self Wt.       :      -0.627  1.85     -1.160  2.70     -1.692
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.386  3.00     -1.159
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.307  3.00     -0.921
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.876            0.850           -0.097
 

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
   356.5    48.6  6.668  214.4   35.8  27.00   3569.8  0.002I 0.76       -       -     -     -  
H/2     :   2.63
   400.0    48.7  6.765  213.5   36.4  27.45   3562.8  0.002I 0.75       -       -     -     -  
0.1L    :  11.47
  1614.1    50.7  8.246  202.4   45.3  34.22   4009.4  0.001C 0.75   5538.6  2146.7    0.72  2.48 
0.2L    :  23.60
  2945.2    53.4  8.246  204.7   46.1  34.80   4317.8  0.001C 0.75   5918.7  3917.1    0.73  1.47 
0.3L    :  35.73
  3888.9    56.2  8.246  206.9   46.9  35.35   4630.5  0.001C 0.75   6303.7  5172.2    0.73  1.19*
0.4L    :  47.87
  4445.2    58.9  8.246  209.0   47.5  35.86   4947.1  0.001C 0.75   6693.2  5912.1    0.74  1.11*
0.5L    :  60.00
  4607.0    58.9  8.246  209.0   47.5  35.86   4947.1  0.001C 0.75   6693.1  6127.3    0.74  1.07*
0.6L    :  72.13
  4293.1    58.9  8.246  209.0   47.5  35.86   4947.1  0.001C 0.75   6692.3  5709.8    0.74  1.15*
0.7L    :  84.27
  3645.0    56.2  8.246  206.9   46.9  35.35   4630.5  0.001C 0.75   6302.6  4847.9    0.73  1.27*
0.8L    :  96.40
  2698.0    53.4  8.246  204.7   46.1  34.80   4317.8  0.001C 0.75   5917.8  3588.4    0.73  1.60 
0.9L    : 108.53
  1452.2    50.7  8.246  202.4   45.3  34.22   4009.4  0.001C 0.75   5538.1  1931.4    0.72  2.76 
H/2     : 117.38
   356.0    48.7  6.765  213.5   36.4  27.45   3562.8  0.002I 0.75       -       -     -     -  
Transfer: 117.67
   317.2    48.6  6.668  214.4   35.8  27.00   3569.8  0.002I 0.76       -       -     -     -  

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 1-19; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.066
        M   2.00 Fb     0.128
 
  2   2 E  60.00 Ft     0.364
        M   8.00 Fb     0.069
 
  3   2 E  58.00 Ft     0.649
        M   6.00 Fb     0.021
 
  4   2 E  56.00 Ft     0.920
        M   4.00 Fb    -0.016
 
  5   2 E  54.00 Ft     1.177
        M   2.00 Fb    -0.041
 
  6   2 E   6.00 Ft     1.125
        M   6.00 Fb     0.181
 
  7   2 E   6.00 Ft     1.073
        M   6.00 Fb     0.403
 
  8   2 E   6.00 Ft     1.021
        M   6.00 Fb     0.626
 
  9   2 E   6.00 Ft     0.970
        M   6.00 Fb     0.848
 
 10   2 E   6.00 Ft     0.918
        M   6.00 Fb     1.070
 
 11   2 E   4.00 Ft     0.852
        M   4.00 Fb     1.304
 
 12   2 E   4.00 Ft     0.786
        M   4.00 Fb     1.537
 
 13   2 E   4.00 Ft     0.721
        M   4.00 Fb     1.771
 
 14   2 E   4.00 Ft     0.655
        M   4.00 Fb     2.004
 
 15   2 E   2.00 Ft     0.575
        M   2.00 Fb     2.248
 
 16   2 E   2.00 Ft     0.496
        M   2.00 Fb     2.493
 
 17   2 E   2.00 Ft     0.416
        M   2.00 Fb     2.737
 
 18   2 E   2.00 Ft     0.337
        M   2.00 Fb     2.982
 
 19   2 E   2.00 Ft     0.257
        M   2.00 Fb     3.226
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTE         
Precast Length, ft: 121.33            Release Length, ft: 121.33
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  38
No. of strands, Draped:   8           No. of strands, Straight:  30
Concrete Strength, f'ci:   5.5  ksi        f'c:   6.0 ksi  f'ct   4.0 ksi
Initial losses:  8.05 %               Final losses: 18.08 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             3.570       3.227     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200       0.257       Trans
      Precast Top w/ reinf. (tension)      -0.560           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  4947.10     4606.98     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:   3.600   2.398     Midspan    2.700   2.398     Midspan
    Pre.Bot:   3.600   2.666    Transfer    2.700   2.666    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.036     Bearing
    Pre.Bot:  -0.000   0.665     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  60.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       4.263  1.80      7.673  2.45     10.444
Self Wt.       :      -1.937  1.85     -3.584  2.70     -5.231
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.371  3.00     -4.113
Diaphragm      :                       -0.007  3.00     -0.021
DL-Prec. (DW)  :                       -0.952  3.00     -2.855
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       2.326            1.759           -1.776
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

