 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTE150 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 150'-0", girder spacing is 9.04 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)Two 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.
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_1849.tmp\BTE150-0_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 =    151.333
Bearing-to-bearing, ft =    150.000
Release span      , ft =    151.333
 
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   8.020
 2               IA-BTE    9.040    807.4   422790.0  63.00  28.75  34.00   9.040
 3               IA-BTE    9.040    807.4   422790.0  63.00  28.75  34.00   9.040
 4               IA-BTE    9.040    807.4   422790.0  63.00  28.75  34.00   9.040
 5               IA-BTE    9.040    807.4   422790.0  63.00  28.75  34.00   8.860
 
 
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      =      9.500           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   5675.610        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      7.500 
Eci ,ksi      =   5249.690
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  150.00   DL Forms
   1    1    DC Line        0.075   75.00       0.075  150.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   75.00   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   75.00   DL Haunch
   1    1    DC Trapez      0.852    0.00       0.852   75.00   Wet Deck
   1    1    DW Trapez      0.406   75.00       0.406  150.00   LL on Beam
   1    1    DW Line        0.117   75.00       0.117  150.00   LL on Walkway
   1    1    DW Point       2.350   73.00      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   75.00      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   79.00      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   81.00      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   55.000
   1    1        0.250   95.000
 
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   0.035*     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              7.50 ksi 
  Elasticity          5249.7 ksi 
  Max comp              4.88 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.66 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      9.50 ksi    4.00 ksi 
  Elasticity 5675.61 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    5.70 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    4.28 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    3.80 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    7.50        9.50      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    7.50        9.50      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    7.50        9.50      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    7.50        9.50      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    7.50        9.50      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 60 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.40L ( 60.53 ft from member end )
 
END PATTERN (Ycg = 15.13 in):
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 8 @  8.000 in 
  4 @ 10.000 in  2 @ 50.000 in  2 @ 52.000 in  2 @ 54.000 in 
  2 @ 56.000 in  2 @ 58.000 in  2 @ 60.000 in                
 
MID PATTERN (Ycg = 5.53 in):
(A) Draped:
 
  2 @  2.000 in 2 @  4.000 in 2 @  6.000 in 2 @  8.000 in 
  2 @ 10.000 in 2 @ 12.000 in                             
 
(B) Straight:
 
  12 @  2.000 in 12 @  4.000 in 12 @  6.000 in 8 @  8.000 in 
  4 @ 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#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 No        
       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 No        
       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 No        
       2 US#6[M19]  60.0  0.88    6.00   1.3750   6.3750 No        
       2 US#6[M19]  60.0  0.88    6.50   6.3750   6.9167 No        
       2 US#5[M16]  60.0  0.62    9.00   6.9167  11.4167 No        
       2 US#5[M16]  60.0  0.62   12.00  11.4167  27.4199 No        
       2 US#5[M16]  60.0  0.62   15.00  27.4199  38.6699 No        
       2 US#5[M16]  60.0  0.62   18.00  38.6699 112.6630 No        
       2 US#5[M16]  60.0  0.62   15.00 112.6630 123.9130 No        
       2 US#5[M16]  60.0  0.62   12.00 123.9130 139.9163 No        
       2 US#5[M16]  60.0  0.62    9.00 139.9163 144.4163 No        
       2 US#6[M19]  60.0  0.88    6.50 144.4163 144.9580 No        
       2 US#6[M19]  60.0  0.88    6.00 144.9580 149.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 149.9580 150.2080 No        
       2 US#6[M19]  60.0  0.88    3.00 150.2080 150.4580 No        
       2 US#6[M19]  60.0  0.88    3.00 150.4580 150.7080 No        
       2 US#6[M19]  60.0  0.88    3.00 150.7080 150.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 150.9580 151.2080 No        
       2 US#6[M19]  60.0  0.88    1.50 151.2080 151.3330 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 151.3300       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/  9.04 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  =  96.240 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  150.00
     DC  Line       0.075     75.00       0.075  150.00
     DC  Trapez     0.052      0.00       0.052   75.00
     DC  Trapez     0.053      0.00       0.053   75.00
     DC  Trapez     0.852      0.00       0.852   75.00
     DW  Trapez     0.406     75.00       0.406  150.00
     DW  Line       0.117     75.00       0.117  150.00
     DW  Point      2.350     73.00      -         -   
     DW  Point      2.350     75.00      -         -   
     DW  Point      2.350     79.00      -         -   
     DW  Point      2.350     81.00      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    55.00 
      0.25    95.00 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 151.333 ft
Release length = 151.333 ft
Design  length = 150.000 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)  : 1.001   (Calculated) (#)
Live Moment (1  lane  loaded)  : 1.001   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 1.001   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 1.001   (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 = 0.7517

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    14.47    29.60    44.73    59.87    75.00
 
Precast: (At Release, using Ec =  5249.7 ksi )
  Area    , in2    819.8    863.1    863.1    865.1    865.1    865.1    865.1    865.1
  Yb      ,  in    28.55    27.86    27.86    27.68    27.52    27.36    27.20    27.20
  MI(Ixx) , in4   424961   432612   432681   436600   441047   446114   451801   451801
Composite: (At Final, using Ec =  5675.6 ksi )
  Area    , in2    818.6    858.0    858.0    859.8    859.8    859.8    859.8    859.8
  Yb      ,  in    28.57    27.94    27.94    27.77    27.63    27.48    27.34    27.34
  MI(Ixx) , in4   424764   431762   431825   435407   439470   444099   449294   449294

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       7.50  ksi   
  Elasticity         =     5249.7 ksi   
  Max comp           =       4.88 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.66 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       9.50 ksi           4.00 ksi
  Elasticity         =    5675.61 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       5.70 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       4.28 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           =       3.80 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  60 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.40L ( 60.53 ft from member end )
END PATTERN (Ycg = 15.13 in):
    12 @  2.000 in    12 @  4.000 in    12 @  6.000 in     8 @  8.000 in
     4 @ 10.000 in     2 @ 50.000 in     2 @ 52.000 in     2 @ 54.000 in
     2 @ 56.000 in     2 @ 58.000 in     2 @ 60.000 in
 
MID PATTERN (Ycg = 5.53 in):
(A) Draped:
     2 @  2.000 in     2 @  4.000 in     2 @  6.000 in     2 @  8.000 in
     2 @ 10.000 in     2 @ 12.000 in
(B) Straight:
    12 @  2.000 in    12 @  4.000 in    12 @  6.000 in     8 @  8.000 in
     4 @ 10.000 in
SHIELDING AND REDUCED INITIAL PULLS:
Group Strands      Heights          Shielding         Distance          Initial Pull
                 End      Mid      End      Mid       to center      Frac     Pull/Str
21      2     4.00 in  4.00 in   6.00 ft    0.00 ft  11.00 in      73.0  %  42.8 kips
---------------------------------------------------------------------------------------
Check for Art. 5.11.4.3 (debond termination distances): OK
---------------------------------------------------------------------------------------
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.1 ksi
Total Strand Area     =   13.02 in2      Initial Pull          =     2552.6 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      7.209 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =      9.012 ft
Holddown Force        =  33.656 kips     Beam Shrtng (PL/AE)   =      1.023 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)       
---------------------------------------------------------------------------------------
      9083.147         740 6721.529     31.427 127277.641  1764.163     957.909        
 
 
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     No
      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     No
      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     No
      2      US#6[M19]       60.00        0.88       6.00       1.3750      6.3750     No
      2      US#6[M19]       60.00        0.88       6.50       6.3750      6.9167     No
      2      US#5[M16]       60.00        0.62       9.00       6.9167     11.4167     No
      2      US#5[M16]       60.00        0.62      12.00      11.4167     27.4199     No
      2      US#5[M16]       60.00        0.62      15.00      27.4199     38.6699     No
      2      US#5[M16]       60.00        0.62      18.00      38.6699    112.6630     No
      2      US#5[M16]       60.00        0.62      15.00     112.6630    123.9130     No
      2      US#5[M16]       60.00        0.62      12.00     123.9130    139.9163     No
      2      US#5[M16]       60.00        0.62       9.00     139.9163    144.4163     No
      2      US#6[M19]       60.00        0.88       6.50     144.4163    144.9580     No
      2      US#6[M19]       60.00        0.88       6.00     144.9580    149.9580     No
      2      US#6[M19]       60.00        0.88       3.00     149.9580    150.2080     No
      2      US#6[M19]       60.00        0.88       3.00     150.2080    150.4580     No
      2      US#6[M19]       60.00        0.88       3.00     150.4580    150.7080     No
      2      US#6[M19]       60.00        0.88       3.00     150.7080    150.9580     No
      2      US#6[M19]       60.00        0.88       3.00     150.9580    151.2080     No
      2      US#6[M19]       60.00        0.88       1.50     151.2080    151.3330     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 151.3300       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 13.0200 in2       Ycg =  5.53 in
         P_init    =     2552.6 kips  Ecc = 23.22 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   5250 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **    19.93 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 3.671 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -8.77 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                         7.06 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                        18.60 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                 19.93 ksi  (10.17 %)            19.28 ksi ( 9.83 %)
Total Prestress Losses                                    39.21 ksi (20.00 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.1 ksi < 0.75 fpu, OK 
     initial fpe = 156.8 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   14.47   29.60   44.73   59.87   75.00
Self wt.  : M       0.0   144.9   162.7   824.5  1498.7  1980.2  2269.1  2365.4
(Max)       V      63.1    61.1    60.9    50.9    38.2    25.5    12.7     0.0
DL-Prec.  : M       0.0   149.9   168.2   831.7  1452.4  1818.1  1928.9  1784.8
DC(Max)     V      65.5    62.9    62.6    49.4    32.6    15.7     1.1    17.9
DL-Prec.  : M       0.0    48.5    54.6   290.7   568.7   819.9  1044.5  1237.6
DW(Max)     V      20.9    20.7    20.6    19.3    17.5    15.7    14.0     9.8
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     0.6     0.7     3.6     7.4    11.2    13.8    13.8
(Max)       V       0.3     0.3     0.3     0.3     0.3     0.3     0.0     0.0
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   343.9   386.1  1950.6  3527.2  4629.5  5256.3  5401.5
            V     149.8   145.0   144.4   119.9    88.5    57.2    27.8    27.8
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   149.8   145.0   144.4   119.9    88.5    57.2    27.8    27.8
            M       0.0   343.9   386.1  1950.6  3527.2  4629.5  5256.3  5401.5
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    90.13  105.27  120.40  135.53  147.38  147.67  150.00
Self wt.  : M    2269.1  1980.2  1498.7   824.5   162.7   144.9     0.0
(Max)       V      12.7    25.5    38.2    50.9    60.9    61.1    63.1
DL-Prec.  : M    1495.3  1170.1   809.2   412.6    77.3    68.8     0.0
DC(Max)     V      20.3    22.7    25.0    27.4    29.2    29.3    29.6
DL-Prec.  : M    1243.4  1106.0   848.9   472.1    93.8    83.6     0.0
DW(Max)     V       5.1    13.0    20.9    28.9    35.0    35.2    36.4
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      13.8    11.2     7.4     3.6     0.7     0.6     0.0
(Max)       V       0.0     0.3     0.3     0.3     0.3     0.3     0.3
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+   5021.6  4267.5  3164.2  1712.8   334.4   297.8     0.0
            V      38.2    61.4    84.4   107.4   125.4   125.8   129.4
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    38.2    61.4    84.4   107.4   125.4   125.8   129.4
            M    5021.6  4267.5  3164.2  1712.8   334.4   297.8     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               63.1             63.1
Deck+Haunch             0.0              0.0
Diaphragm               0.3              0.3
DL-Prec.(DC)           65.5             29.6
DL-Prec.(DW)           20.9             36.4
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    2.33    2.63   14.47   29.60   44.73   59.87   75.00
Self wt.  : M       0.0   144.9   162.7   824.5  1498.7  1980.2  2269.1  2365.4
(Max)       V      63.1    61.1    60.9    50.9    38.2    25.5    12.7     0.0
DL-Prec.  : M       0.0   149.9   168.2   831.7  1452.4  1818.1  1928.9  1784.8
DC(Max)     V      65.5    62.9    62.6    49.4    32.6    15.7     1.1    17.9
DL-Prec.  : M       0.0    48.5    54.6   290.7   568.7   819.9  1044.5  1237.6
DW(Max)     V      20.9    20.7    20.6    19.3    17.5    15.7    14.0     9.8
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     0.6     0.7     3.6     7.4    11.2    13.8    13.8
(Max)       V       0.3     0.3     0.3     0.3     0.3     0.3     0.0     0.0
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   343.9   386.1  1950.6  3527.2  4629.5  5256.3  5401.5
            V     149.8   145.0   144.4   119.9    88.5    57.2    27.8    27.8
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   149.8   145.0   144.4   119.9    88.5    57.2    27.8    27.8
            M       0.0   343.9   386.1  1950.6  3527.2  4629.5  5256.3  5401.5
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    90.13  105.27  120.40  135.53  147.38  147.67  150.00
Self wt.  : M    2269.1  1980.2  1498.7   824.5   162.7   144.9     0.0
(Max)       V      12.7    25.5    38.2    50.9    60.9    61.1    63.1
DL-Prec.  : M    1495.3  1170.1   809.2   412.6    77.3    68.8     0.0
DC(Max)     V      20.3    22.7    25.0    27.4    29.2    29.3    29.6
DL-Prec.  : M    1243.4  1106.0   848.9   472.1    93.8    83.6     0.0
DW(Max)     V       5.1    13.0    20.9    28.9    35.0    35.2    36.4
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      13.8    11.2     7.4     3.6     0.7     0.6     0.0
(Max)       V       0.0     0.3     0.3     0.3     0.3     0.3     0.3
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+   5021.6  4267.5  3164.2  1712.8   334.4   297.8     0.0
            V      38.2    61.4    84.4   107.4   125.4   125.8   129.4
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    38.2    61.4    84.4   107.4   125.4   125.8   129.4
            M    5021.6  4267.5  3164.2  1712.8   334.4   297.8     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.33    2.63   14.47   29.60   44.73   59.87   75.00
Self wt.  : M       0.0   181.1   203.4  1030.7  1873.3  2475.3  2836.4  2956.8
(Max)       V      78.8    76.4    76.1    63.6    47.7    31.8    15.9     0.0
Self wt.  : M       0.0   130.4   146.4   742.1  1348.8  1782.2  2042.2  2128.9
(Min)       V      56.8    55.0    54.8    45.8    34.4    22.9    11.5     0.0
DL-Prec.  : M       0.0   187.4   210.3  1039.6  1815.5  2272.7  2411.2  2231.0
DC(Max)     V      81.9    78.7    78.3    61.8    40.7    19.7     1.4    22.4
DL-Prec.  : M       0.0   134.9   151.4   748.5  1307.2  1636.3  1736.1  1606.3
DC(Min)     V      59.0    56.7    56.4    44.5    29.3    14.2     1.0    16.2
DL-Prec.  : M       0.0    72.8    81.8   436.1   853.0  1229.9  1566.7  1856.3
DW(Max)     V      31.4    31.0    30.9    28.9    26.2    23.6    20.9    14.8
DL-Prec.  : M       0.0    31.6    35.5   189.0   369.6   533.0   678.9   804.4
DW(Min)     V      13.6    13.4    13.4    12.5    11.4    10.2     9.1     6.4
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     0.7     0.8     4.5     9.3    14.0    17.2    17.2
(Max)       V       0.3     0.3     0.3     0.3     0.3     0.3     0.0     0.0
Diaphragm : M       0.0     0.5     0.6     3.3     6.7    10.1    12.4    12.4
(Min)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.0     0.0
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   442.1   496.3  2510.9  4551.1  5991.8  6831.5  7061.3
            V     192.5   186.4   185.6   154.6   115.0    75.4    38.2    37.2
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   192.5   186.4   185.6   154.6   115.0    75.4    38.2    37.2
            M       0.0   400.8   449.9  2263.8  4067.7  5294.9  5943.7  6009.4
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    90.13  105.27  120.40  135.53  147.38  147.67  150.00
Self wt.  : M    2836.4  2475.3  1873.3  1030.7   203.4   181.1     0.0
(Max)       V      15.9    31.8    47.7    63.6    76.1    76.4    78.8
Self wt.  : M    2042.2  1782.2  1348.8   742.1   146.4   130.4     0.0
(Min)       V      11.5    22.9    34.4    45.8    54.8    55.0    56.8
DL-Prec.  : M    1869.2  1462.7  1011.5   515.7    96.6    85.9     0.0
DC(Max)     V      25.4    28.3    31.3    34.2    36.5    36.6    37.1
DL-Prec.  : M    1345.8  1053.1   728.3   371.3    69.6    61.9     0.0
DC(Min)     V      18.3    20.4    22.5    24.7    26.3    26.4    26.7
DL-Prec.  : M    1865.1  1659.0  1273.4   708.2   140.7   125.3     0.0
DW(Max)     V       7.7    19.5    31.4    43.3    52.6    52.8    54.6
DL-Prec.  : M     808.2   718.9   551.8   306.9    61.0    54.3     0.0
DW(Min)     V       3.3     8.5    13.6    18.8    22.8    22.9    23.7
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      17.2    14.0     9.3     4.5     0.8     0.7     0.0
(Max)       V       0.0     0.3     0.3     0.3     0.3     0.3     0.3
Diaphragm : M      12.4    10.1     6.7     3.3     0.6     0.5     0.0
(Min)       V       0.0     0.2     0.2     0.2     0.2     0.2     0.2
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+   6587.8  5610.9  4167.5  2259.1   441.5   393.1     0.0
            V      49.0    80.0   110.7   141.5   165.5   166.1   170.8
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    49.0    80.0   110.7   141.5   165.5   166.1   170.8
            M    5531.0  4670.8  3445.9  1857.8   361.7   322.1     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               78.8             78.8
Deck+Haunch             0.0              0.0
Diaphragm               0.3              0.3
DL-Prec.(DC)           81.9             37.1
DL-Prec.(DW)           31.4             54.6
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   15.13   30.27   45.40   60.53   75.67
 
Beam-Self
Precast-top    0.182   0.841   1.487   1.939   2.198   2.289 
Bottom        -0.145  -0.659  -1.154  -1.489  -1.670  -1.740 
 
Prestress
Precast-top    0.286  -0.136  -0.579  -1.011  -1.432  -1.432 
Bottom         4.898   5.371   5.689   5.993   6.281   6.281 
 
Total
Precast-top    0.468   0.705   0.908   0.927   0.766   0.857 
Bottom         4.754   4.711   4.535   4.504   4.611   4.542 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 14.31 %)
             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   14.47   29.60   44.73   59.87   75.00
 
Prestress
Precast-top    0.073   0.245   0.237  -0.117  -0.496  -0.867  -1.227  -1.227
Bottom         0.988   4.197   4.203   4.602   4.875   5.135   5.382   5.382
 
Self wt.
Precast-top   -0.000   0.141   0.159   0.800   1.447   1.898   2.157   2.249
Bottom        -0.000  -0.112  -0.126  -0.627  -1.122  -1.457  -1.639  -1.709
 
DL-Prec (DC)
Precast-top   -0.000   0.146   0.164   0.807   1.402   1.743   1.834   1.697
Bottom        -0.000  -0.116  -0.130  -0.633  -1.088  -1.338  -1.394  -1.290
 
DL-Prec (DW)
Precast-top   -0.000   0.047   0.053   0.282   0.549   0.786   0.993   1.177
Bottom        -0.000  -0.038  -0.042  -0.221  -0.426  -0.603  -0.755  -0.894
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.004   0.007   0.011   0.013   0.013
Bottom        -0.000  -0.000  -0.001  -0.003  -0.006  -0.008  -0.010  -0.010
 
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    0.073   0.580   0.614   1.777   2.909   3.571   3.771   3.909 
Bottom         0.988   3.932   3.905   3.118   2.234   1.728   1.585   1.480 
 
Final 2 (P/S + DL)
Precast-top    0.073   0.580   0.614   1.777   2.909   3.571   3.771   3.909 
Bottom         0.988   3.932   3.905   3.118   2.234   1.728   1.585   1.480 
 

 
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   15.13   30.27   45.40   60.53   75.67
 
Beam-Self
Precast-top    0.182   0.841   1.487   1.939   2.198   2.289 
Bottom        -0.145  -0.659  -1.154  -1.489  -1.670  -1.740 
 
Prestress
Precast-top    0.286  -0.136  -0.579  -1.011  -1.432  -1.432 
Bottom         4.898   5.371   5.689   5.993   6.281   6.281 
 
Total
Precast-top    0.468   0.705   0.908   0.927   0.766   0.857 
Bottom         4.754   4.711   4.535   4.504   4.611   4.542 
 
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 = 14.31 %)
             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   14.47   29.60   44.73   59.87   75.00
 
Prestress
Precast-top    0.073   0.245   0.237  -0.117  -0.496  -0.867  -1.227  -1.227
Bottom         0.988   4.197   4.203   4.602   4.875   5.135   5.382   5.382
 
Self wt.
Precast-top   -0.000   0.141   0.159   0.800   1.447   1.898   2.157   2.249
Bottom        -0.000  -0.112  -0.126  -0.627  -1.122  -1.457  -1.639  -1.709
 
DL-Prec (DC)
Precast-top   -0.000   0.146   0.164   0.807   1.402   1.743   1.834   1.697
Bottom        -0.000  -0.116  -0.130  -0.633  -1.088  -1.338  -1.394  -1.290
 
DL-Prec (DW)
Precast-top   -0.000   0.047   0.053   0.282   0.549   0.786   0.993   1.177
Bottom        -0.000  -0.038  -0.042  -0.221  -0.426  -0.603  -0.755  -0.894
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.004   0.007   0.011   0.013   0.013
Bottom        -0.000  -0.000  -0.001  -0.003  -0.006  -0.008  -0.010  -0.010
 
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    0.073   0.580   0.614   1.777   2.909   3.571   3.771   3.909 
Bottom         0.988   3.932   3.905   3.118   2.234   1.728   1.585   1.480 
 

 
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
    192.5    6.5   57.8    1.849   6.4   5.59e-3 48.6    174.3     0.697    3.520      0.00
      0.0    2.2   56.7     42.0 0.059      33.2 0.92    24.00     0.127    4.119 
Transfer:   3.00
    186.4    6.5   57.8    8.324  28.8  -0.40e-3 27.6      0.0     0.127    1.760      0.00
    400.8   25.5   52.0    189.0 0.056     225.8 6.86    24.00     0.127    4.016 
Critical:   5.00
    181.2    6.5   57.8    9.112  28.8  -0.40e-3 27.6      0.0     0.127    1.760      0.00
    711.6   26.8   52.0    189.0 0.054     225.8 6.86    24.00     0.127    4.132 
0.1L    :  15.13
    154.6    6.5   57.8   10.416  28.8  -0.40e-3 27.6      0.0     0.127    0.620      0.00
   2263.8   32.3   52.0    189.0 0.044     226.0 6.86    24.00     0.127    3.280 
0.2L    :  30.27
    115.0    6.5   55.3   11.718  28.8  -0.40e-3 27.6      0.0     0.127    0.496      0.00
   4067.7   32.9   49.8    189.0 0.032     216.1 6.86    24.00     0.127    3.764 
0.3L    :  45.40
     75.4    6.5   55.1   13.020  28.8  -0.40e-3 27.6      0.0     0.127    0.413      0.00
   5294.9   33.4   49.6    189.0 0.018     215.2 6.86    24.00     0.127    5.252 
0.4L    :  60.53
     38.2    6.5   57.5   13.020   0.0  -0.39e-3 27.6      0.0     0.127    0.413      0.00
   5943.7   33.9   51.7    189.0 0.013     222.7 6.80    24.00     0.127   10.053 
0.5L    :  75.67
     37.2    6.5   57.5   13.020   0.0  -0.39e-3 27.6      0.0     0.127    0.413      0.00
   6009.4   33.9   51.7    189.0 0.013     221.4 6.76    24.00     0.127   10.296 
0.6L    :  90.80
     49.0    6.5   57.5   13.020   0.0  -0.40e-3 27.6      0.0     0.127    0.413      0.00
   5531.0   33.9   51.7    189.0 0.017     224.6 6.86    24.00     0.127    7.884 
0.7L    : 105.93
     80.0    6.5   55.1   13.020  28.8  -0.40e-3 27.6      0.0     0.127    0.413      0.00
   4670.8   33.4   49.6    189.0 0.020     215.2 6.86    24.00     0.127    4.949 
0.8L    : 121.07
    110.7    6.5   55.3   11.718  28.8  -0.40e-3 27.6      0.0     0.127    0.496      0.00
   3445.9   32.9   49.8    189.0 0.031     216.1 6.86    24.00     0.127    3.909 
0.9L    : 136.20
    141.5    6.5   57.8   10.416  28.8  -0.40e-3 27.6      0.0     0.127    0.620      0.00
   1857.8   32.3   52.0    189.0 0.040     226.0 6.86    24.00     0.127    3.585 
Critical: 146.33
    162.0    6.5   57.8    9.112  28.8  -0.40e-3 27.6      0.0     0.127    1.760      0.00
    577.6   26.8   52.0    189.0 0.047     225.8 6.86    24.00     0.127    4.619 
Transfer: 148.33
    166.1    6.5   57.8    8.324  28.8  -0.40e-3 27.6      0.0     0.127    1.760      0.00
    322.1   25.5   52.0    189.0 0.048     225.8 6.86    24.00     0.127    4.506 
Bearing : 150.67
    170.8    6.5   57.8    1.849   6.4   4.77e-3 45.7    145.8     0.527    3.520      0.00
      0.0    2.2   56.7     42.0 0.052      37.6 1.05    24.00     0.127    4.642 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips = 2467.11
fs,         ksi =   20.00
h/4,         in =   15.75
Abrst_rqrd, in2 =    4.93

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 14.47 ft
Prestress      :       3.105  1.80      5.589  2.45      7.608
Self Wt.       :      -1.359  1.85     -2.515  2.70     -3.670
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.964  3.00     -2.891
Diaphragm      :                       -0.007  3.00     -0.020
DL-Prec. (DW)  :                       -0.542  3.00     -1.627
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.746            1.562           -0.599
 
At 0.2 x L = 29.60 ft
Prestress      :       5.567  1.80     10.020  2.45     13.639
Self Wt.       :      -2.546  1.85     -4.710  2.70     -6.874
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.824  3.00     -5.473
Diaphragm      :                       -0.013  3.00     -0.038
DL-Prec. (DW)  :                       -1.053  3.00     -3.159
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       3.021            2.421           -1.905
 
At 0.3 x L = 44.73 ft
Prestress      :       7.318  1.80     13.172  2.45     17.928
Self Wt.       :      -3.446  1.85     -6.375  2.70     -9.304
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -2.441  3.00     -7.322
Diaphragm      :                       -0.017  3.00     -0.052
DL-Prec. (DW)  :                       -1.463  3.00     -4.388
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       3.872            2.876           -3.138
 
At 0.4 x L = 59.87 ft
Prestress      :       8.305  1.80     14.950  2.45     20.348
Self Wt.       :      -3.985  1.85     -7.372  2.70    -10.760
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -2.762  3.00     -8.285
Diaphragm      :                       -0.020  3.00     -0.061
DL-Prec. (DW)  :                       -1.735  3.00     -5.204
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       4.320            3.061           -3.961
 
At 0.5 x L = 75.00 ft
Prestress      :       8.690  1.80     15.642  2.45     21.290
Self Wt.       :      -4.185  1.85     -7.742  2.70    -11.298
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -2.819  3.00     -8.457
Diaphragm      :                       -0.021  3.00     -0.064
DL-Prec. (DW)  :                       -1.864  3.00     -5.592
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       4.505            3.196           -4.121
 
At 0.6 x L = 90.13 ft
Prestress      :       8.305  1.80     14.950  2.45     20.348
Self Wt.       :      -3.985  1.85     -7.372  2.70    -10.760
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -2.603  3.00     -7.808
Diaphragm      :                       -0.020  3.00     -0.061
DL-Prec. (DW)  :                       -1.805  3.00     -5.416
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       4.320            3.149           -3.697
 
At 0.7 x L = 105.27 ft
Prestress      :       7.318  1.80     13.172  2.45     17.928
Self Wt.       :      -3.446  1.85     -6.375  2.70     -9.304
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -2.184  3.00     -6.551
Diaphragm      :                       -0.017  3.00     -0.052
DL-Prec. (DW)  :                       -1.576  3.00     -4.729
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       3.872            3.020           -2.708
 
At 0.8 x L = 120.40 ft
Prestress      :       5.567  1.80     10.020  2.45     13.639
Self Wt.       :      -2.546  1.85     -4.710  2.70     -6.874
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -1.567  3.00     -4.700
Diaphragm      :                       -0.013  3.00     -0.038
DL-Prec. (DW)  :                       -1.166  3.00     -3.499
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       3.021            2.565           -1.471
 
At 0.9 x L = 135.53 ft
Prestress      :       3.105  1.80      5.589  2.45      7.608
Self Wt.       :      -1.359  1.85     -2.515  2.70     -3.670
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.805  3.00     -2.416
Diaphragm      :                       -0.007  3.00     -0.020
DL-Prec. (DW)  :                       -0.612  3.00     -1.835
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       1.746            1.651           -0.332
 

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
   442.1    48.0 10.493  208.2   39.2  25.50   5382.7  0.002C 0.75       -       -     -     -  
H/2     :   2.63
   496.3    48.0 10.638  207.3   39.8  25.89   5418.1  0.002C 0.75       -       -     -     -  
0.1L    :  14.47
  2510.9    50.3 13.020  195.2   49.7  32.31   6173.2  0.001C 0.75   8169.4  3339.5    0.76  2.46 
0.2L    :  29.60
  4551.1    52.7 13.020  197.4   50.6  32.86   6590.4  0.001C 0.75   8698.9  6053.0    0.76  1.45 
0.3L    :  44.73
  5991.8    55.1 13.020  199.5   51.3  33.37   7013.0  0.001C 0.75   9234.4  7969.1    0.76  1.17*
0.4L    :  59.87
  6831.5    57.5 13.020  201.5   52.1  33.86   7440.6  0.001C 0.75   9774.2  9085.9    0.76  1.09*
0.5L    :  75.00
  7061.3    57.5 13.020  201.5   52.1  33.86   7440.6  0.001C 0.75   9773.7  9391.6    0.76  1.05*
0.6L    :  90.13
  6587.8    57.5 13.020  201.5   52.1  33.86   7440.6  0.001C 0.75   9769.7  8761.8    0.76  1.13*
0.7L    : 105.27
  5610.9    55.1 13.020  199.5   51.3  33.37   7013.0  0.001C 0.75   9228.7  7462.5    0.76  1.25*
0.8L    : 120.40
  4167.5    52.7 13.020  197.4   50.6  32.86   6590.4  0.001C 0.75   8694.1  5542.8    0.76  1.58 
0.9L    : 135.53
  2259.1    50.3 13.020  195.2   49.7  32.31   6173.2  0.001C 0.75   8166.8  3004.6    0.76  2.73 
H/2     : 147.38
   441.5    48.0 10.638  207.3   39.8  25.89   5418.1  0.002C 0.75       -       -     -     -  
Transfer: 147.67
   393.1    48.0 10.493  208.2   39.2  25.50   5382.7  0.002C 0.75       -       -     -     -  

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 1-30; Units: ksi )
 
Grp Str    Ys,in       3.00ft   9.00ft

  1   2 E   2.00 Ft     0.102    0.445
        M   2.00 Fb     0.095   -0.175
 
  2   2 E  60.00 Ft     0.407    0.717
        M  12.00 Fb     0.031   -0.213
 
  3   2 E  58.00 Ft     0.697    0.975
        M  10.00 Fb    -0.023   -0.240
 
  4   2 E  56.00 Ft     0.974    1.219
        M   8.00 Fb    -0.065   -0.256
 
  5   2 E  54.00 Ft     1.236    1.449
        M   6.00 Fb    -0.097   -0.262
 
  6   2 E  52.00 Ft     1.485    1.665
        M   4.00 Fb    -0.117   -0.256
 
  7   2 E  50.00 Ft     1.720    1.868
        M   2.00 Fb    -0.127   -0.240
 
  8   2 E  10.00 Ft     1.695    1.844
        M  10.00 Fb     0.069   -0.045
 
  9   2 E  10.00 Ft     1.670    1.820
        M  10.00 Fb     0.266    0.150
 
 10   2 E   8.00 Ft     1.632    1.782
        M   8.00 Fb     0.473    0.355
 
 11   2 E   8.00 Ft     1.593    1.744
        M   8.00 Fb     0.681    0.561
 
 12   2 E   8.00 Ft     1.554    1.706
        M   8.00 Fb     0.888    0.766
 
 13   2 E   8.00 Ft     1.516    1.668
        M   8.00 Fb     1.095    0.972
 
 14   2 E   6.00 Ft     1.463    1.617
        M   6.00 Fb     1.314    1.188
 
 15   2 E   6.00 Ft     1.411    1.565
        M   6.00 Fb     1.532    1.404
 
 16   2 E   6.00 Ft     1.358    1.514
        M   6.00 Fb     1.750    1.621
 
 17   2 E   6.00 Ft     1.306    1.462
        M   6.00 Fb     1.969    1.837
 
 18   2 E   6.00 Ft     1.253    1.410
        M   6.00 Fb     2.187    2.053
 
 19   2 E   6.00 Ft     1.201    1.359
        M   6.00 Fb     2.406    2.270
 
 20   2 E   4.00 Ft     1.134    1.293
        M   4.00 Fb     2.635    2.497
 
 21   2 E   4.00 Ft     1.134    1.228
        M   4.00 Fb     2.635    2.725
 
 22   2 E   4.00 Ft     1.068    1.162
        M   4.00 Fb     2.864    2.953
 
 23   2 E   4.00 Ft     1.002    1.097
        M   4.00 Fb     3.094    3.180
 
 24   2 E   4.00 Ft     0.935    1.031
        M   4.00 Fb     3.323    3.407
 
 25   2 E   4.00 Ft     0.869    0.966
        M   4.00 Fb     3.552    3.634
 
 26   2 E   2.00 Ft     0.789    0.887
        M   2.00 Fb     3.792    3.872
 
 27   2 E   2.00 Ft     0.709    0.808
        M   2.00 Fb     4.033    4.110
 
 28   2 E   2.00 Ft     0.629    0.729
        M   2.00 Fb     4.273    4.348
 
 29   2 E   2.00 Ft     0.548    0.649
        M   2.00 Fb     4.513    4.587
 
 30   2 E   2.00 Ft     0.468    0.570
        M   2.00 Fb     4.754    4.825
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTE         
Precast Length, ft: 151.33            Release Length, ft: 151.33
Strand Pattern: Straight/Draped       Depr. Point: 0.40 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  60
No. of strands, Draped:  12           No. of strands, Straight:  48
Concrete Strength, f'ci:   7.5  ksi        f'c:   9.5 ksi  f'ct   4.0 ksi
Initial losses: 10.17 %               Final losses: 20.00 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             4.880       4.754     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200       0.468       Trans
      Precast Top w/ reinf. (tension)      -0.660           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  7440.62     7061.33     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 %      16.67 %               OK
      Max. Debond Total                    25.00 %       3.33 %               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:   5.700   3.909     Midspan    4.280   3.909     Midspan
    Pre.Bot:   5.700   3.932    Transfer    4.280   3.932    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.073     Bearing
    Pre.Bot:  -0.000   0.988     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  75.00 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       8.690  1.80     15.642  2.45     21.290
Self Wt.       :      -4.185  1.85     -7.742  2.70    -11.298
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -2.819  3.00     -8.457
Diaphragm      :                       -0.021  3.00     -0.064
DL-Prec. (DW)  :                       -1.864  3.00     -5.592
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       4.505            3.196           -4.121
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

