 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTE75 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 75'-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_46f3.tmp\BTE75-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 =     76.333
Bearing-to-bearing, ft =     75.000
Release span      , ft =     76.333
 
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      =      5.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   4592.230        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      4.500 
Eci ,ksi      =   4435.310
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Depressed at 0.35L
     Strand Diameter       =        0.600 in
     Tensile Strength(fpu) =      270.0 ksi
     Strand Area           =        0.217 in2
Use transformed strand and rebar: Strand Only
 
REINFORCING STEEL: Tension/Shear steel: fy = 60.0 ksi Es =  29000 ksi
 

 
LOADS DATA:
-----------
 
LOADS GENERATED USING PERMANENT LOAD WIZARD: NO
 
LOADS ON PRECAST
----------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
Span Beam DC/DW  Type       Mag.1   Loc.1   Mag.2   Loc.2     Description
   1    1    DC Line        0.081    0.00       0.081   75.00   DL Forms
   1    1    DC Line        0.075   37.50       0.075   75.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   37.50   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   37.50   DL Haunch
   1    1    DC Trapez      0.863    0.00       0.863   37.50   Wet Deck
   1    1    DW Trapez      0.406    0.00       0.406   75.00   LL on Beam
   1    1    DW Line        0.117   37.50       0.117   75.00   LL on Walkway
   1    1    DW Point       2.350   35.50      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   37.50      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   41.50      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   43.50      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   37.500
 
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    0.069     0.045 OK     
 
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              4.50 ksi 
  Elasticity          4435.3 ksi 
  Max comp              2.92 ksi 
  Max tens             -0.20 ksi 
  Max tens,  w/reinf   -0.51 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      5.00 ksi    4.00 ksi 
  Elasticity 4592.23 ksi 4266.22 ksi 
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
-----------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    3.00 ksi 2.40 ksi 
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
------------------------------------
 
           PRECAST     DECK     
--------------------------------
  Max comp    2.25 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    2.00 ksi   -  ksi 
 
SERVICE III (Tension):
----------------------
 
           PRECAST      DECK     
---------------------------------
  Max tens   -0.00 ksi -0.38 ksi 
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
 
  Flexure Reinforced                   
  Compression controlled sections 0.75 
  Tension controlled sections     0.90 
                                       
  Flexure Prestressed                  
  Compression controlled sections 0.75 
  Tension controlled sections     1.00 
                                       
  Shear                           0.90 
 
PRESTRESS LOSSES:
-----------------
 
  Time Dependent Losses, Approximate Method (Art.5.9.3.3) 
  Days to release = 0.75                                  
  Rel. Humid.(RH) = 70.0 %                                
 
----------------------------------------------------------------------------------------------------


RATING PARAMETERS
-----------------
 
 
                  Rating Factors                     References     Values 
---------------------------------------------------------------------------
  Condition Factor                               Table 6A.4.2.3-1     1.00 
  System Factor for Flexural Effect              Table 6A.4.2.4-1     1.00 
  System Factor for Shear Effect                 Art. 6A.4.2.4        1.00 
  ADTT                                           Section C3.6.1.1.2   5000 
  Dynamic Load Factor for Design Level           Art. 6A.4.3.3        0.33 
  Dynamic Load Factor for Legal and Permit Level Table C6A.4.4.3-1    0.33 
 
For Flexural Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1) OK
For Shear Effect: Condition Factor * System Factor = 1.00 >= 0.85 (Art. 6A.4.2.1 and 6A.4.2.4) OK
 
Dead Load Factors (Table 6A.4.2.2-1)
------------------------------------
  Limit State  DC   DW  
------------------------
  Strength I  1.25 1.50 
  Strength II 1.25 1.50 
  Service I   1.00 1.00 
  Service III 1.00 1.00 
 
----------------------------------------------------------------------------------------------------


 
BEAM SPECIFIC MATERIAL PROPERTIES:
 
   Span#, Beam#      Tendon-ID     Girder-f'ci Girder-f'c Deck-f'c 
                                       ksi         ksi       ksi   
-------------------------------------------------------------------
  Span:1, Beam:1 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:2 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:3 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:4 0.6''-LL-270-72.6    4.50        5.00      4.00   
  Span:1, Beam:5 0.6''-LL-270-72.6    4.50        5.00      4.00   
 
 
Span:1, Beam:1
 
PRESTRESSED STEEL:
 16 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 26.72 ft from member end )
 
END PATTERN (Ycg = 3.50 in):
 
  10 @  2.000 in 6 @  6.000 in   
 
REINFORCING STEEL:
 
  Tension steel:     
---------------------
  fy        60.0 ksi 
  Es       29000 ksi 
 
Stirrups:
 
  # legs    Size     fy   Area Spacing  Start    End    Extends  
                   (ksi) (in2)   (in)    (ft)    (ft)  into Deck 
-----------------------------------------------------------------
       2 US#6[M19]  60.0  0.88    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 48.9130 No        
       2 US#5[M16]  60.0  0.62   12.00 48.9130 64.9163 No        
       2 US#5[M16]  60.0  0.62    9.00 64.9163 69.4163 No        
       2 US#6[M19]  60.0  0.88    6.50 69.4163 69.9580 No        
       2 US#6[M19]  60.0  0.88    6.00 69.9580 74.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 74.9580 75.2080 No        
       2 US#6[M19]  60.0  0.88    3.00 75.2080 75.4580 No        
       2 US#6[M19]  60.0  0.88    3.00 75.4580 75.7080 No        
       2 US#6[M19]  60.0  0.88    3.00 75.7080 75.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 75.9580 76.2080 No        
       2 US#6[M19]  60.0  0.88    1.50 76.2080 76.3330 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 76.3330       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   75.00
     DC  Line       0.075     37.50       0.075   75.00
     DC  Trapez     0.052      0.00       0.052   37.50
     DC  Trapez     0.053      0.00       0.053   37.50
     DC  Trapez     0.863      0.00       0.863   37.50
     DW  Trapez     0.406      0.00       0.406   75.00
     DW  Line       0.117     37.50       0.117   75.00
     DW  Point      2.350     35.50      -         -   
     DW  Point      2.350     37.50      -         -   
     DW  Point      2.350     41.50      -         -   
     DW  Point      2.350     43.50      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    37.50 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 76.333 ft
Release length = 76.333 ft
Design  length = 75.000 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 = 0.9290

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     6.97    14.60    22.23    29.87    37.50
 
Precast: (At Release, using Ec =  4435.3 ksi )
  Area    , in2    811.6    826.2    826.2    826.2    826.2    826.2    826.2    826.2
  Yb      ,  in    28.62    28.17    28.17    28.17    28.17    28.17    28.17    28.17
  MI(Ixx) , in4   425445   434527   434527   434527   434527   434527   434527   434527
Composite: (At Final, using Ec =  4592.2 ksi )
  Area    , in2    811.4    825.5    825.5    825.5    825.5    825.5    825.5    825.5
  Yb      ,  in    28.63    28.20    28.20    28.20    28.20    28.20    28.20    28.20
  MI(Ixx) , in4   425338   434062   434062   434062   434062   434062   434062   434062

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       4.50  ksi   
  Elasticity         =     4435.3 ksi   
  Max comp           =       2.93 ksi   
  Max tens           =      -0.20 ksi   
  Max tens,w/reinf   =      -0.51 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       5.00 ksi           4.00 ksi
  Elasticity         =    4592.23 ksi        4266.22 ksi
 
STRESS LIMITS AT FINAL 1 (P/S + DL + LL):
  Max comp           =       3.00 ksi           2.40 ksi
 
STRESS LIMITS AT FINAL 2 (P/S + DL):
  Max comp           =       2.25 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           =       2.00 ksi           1.60 ksi
 
SERVICE III (Tension):
  Max tens           =      -0.00 ksi          -0.38 ksi
 
 

Span: 1, Beam: 1
 
PRESTRESSED STEEL:  16 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 26.72 ft from member end )
END PATTERN (Ycg = 3.50 in):
    10 @  2.000 in     6 @  6.000 in
 
Strand Diameter       =    0.60 in       Tensile Strength(fpu) =      270.0 ksi
Strand Area           =    0.22 in2      Initial Prestress     =  0.73 fpu =   196.0 ksi
Total Strand Area     =    3.47 in2      Initial Pull          =      680.6 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =     10.394 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     12.993 ft
Holddown Force        =   0.000 kips     Beam Shrtng (PL/AE)   =      0.170 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)       
-------------------------------------------------------------------------------------
      1221.328         740 903.783     15.852 64199.375  1210.294     483.183        
 
 
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     48.9130     No
      2      US#5[M16]       60.00        0.62      12.00      48.9130     64.9163     No
      2      US#5[M16]       60.00        0.62       9.00      64.9163     69.4163     No
      2      US#6[M19]       60.00        0.88       6.50      69.4163     69.9580     No
      2      US#6[M19]       60.00        0.88       6.00      69.9580     74.9580     No
      2      US#6[M19]       60.00        0.88       3.00      74.9580     75.2080     No
      2      US#6[M19]       60.00        0.88       3.00      75.2080     75.4580     No
      2      US#6[M19]       60.00        0.88       3.00      75.4580     75.7080     No
      2      US#6[M19]       60.00        0.88       3.00      75.7080     75.9580     No
      2      US#6[M19]       60.00        0.88       3.00      75.9580     76.2080     No
      2      US#6[M19]       60.00        0.88       1.50      76.2080     76.3330     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 76.3330       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 3.4720 in2       Ycg =  3.50 in
         P_init    =      680.6 kips  Ecc = 25.25 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4435 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **     8.34 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.298 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -4.16 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                        10.91 ksi (Eq 5.9.3.3-1)
Concrete creep             0.00 ksi                         7.66 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                  8.34 ksi  ( 4.26 %)            16.81 ksi ( 8.58 %)
Total Prestress Losses                                    25.15 ksi (12.83 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 170.9 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    6.97   14.60   22.23   29.87   37.50
Self wt.  : M       0.0    71.3    79.9   199.3   370.8   493.3   566.9   591.4
(Max)       V      31.5    29.6    29.3    25.7    19.3    12.8     6.4     0.0
DL-Prec.  : M       0.0    74.1    83.0   203.2   363.2   457.6   486.6   450.1
DC(Max)     V      33.1    30.5    30.1    25.2    16.7     8.1     0.5     9.1
DL-Prec.  : M       0.0    54.7    61.3   154.9   295.4   405.5   485.2   529.7
DW(Max)     V      24.1    22.8    22.7    20.4    16.4    12.4     8.4     2.1
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     0.9     1.8     2.8     3.7     4.7
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   200.4   224.5   558.2  1031.3  1359.3  1542.4  1575.8
            V      88.8    83.0    82.3    71.5    52.5    33.5    15.5    11.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    88.8    83.0    82.3    71.5    52.5    33.5    15.5    11.3
            M       0.0   200.4   224.5   558.2  1031.3  1359.3  1542.4  1575.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    45.13   52.77   60.40   68.03   72.38   72.67   75.00
Self wt.  : M     566.9   493.3   370.8   199.3    79.9    71.3     0.0
(Max)       V       6.4    12.8    19.3    25.7    29.3    29.6    31.5
DL-Prec.  : M     376.2   293.3   201.3   100.2    38.6    34.4     0.0
DC(Max)     V      10.3    11.5    12.6    13.8    14.5    14.6    14.9
DL-Prec.  : M     500.2   416.7   302.8   158.4    62.6    55.9     0.0
DW(Max)     V       8.9    12.9    16.9    20.9    23.2    23.3    24.6
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
Diaphragm : M       3.7     2.8     1.8     0.9     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+   1447.0  1206.1   876.7   458.8   181.5   161.9     0.0
            V      25.8    37.4    49.0    60.6    67.2    67.6    71.1
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    25.8    37.4    49.0    60.6    67.2    67.6    71.1
            M    1447.0  1206.1   876.7   458.8   181.5   161.9     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               31.5             31.5
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           33.1             14.9
DL-Prec.(DW)           24.1             24.6
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.

 
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    6.97   14.60   22.23   29.87   37.50
Self wt.  : M       0.0    71.3    79.9   199.3   370.8   493.3   566.9   591.4
(Max)       V      31.5    29.6    29.3    25.7    19.3    12.8     6.4     0.0
DL-Prec.  : M       0.0    74.1    83.0   203.2   363.2   457.6   486.6   450.1
DC(Max)     V      33.1    30.5    30.1    25.2    16.7     8.1     0.5     9.1
DL-Prec.  : M       0.0    54.7    61.3   154.9   295.4   405.5   485.2   529.7
DW(Max)     V      24.1    22.8    22.7    20.4    16.4    12.4     8.4     2.1
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     0.9     1.8     2.8     3.7     4.7
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   200.4   224.5   558.2  1031.3  1359.3  1542.4  1575.8
            V      88.8    83.0    82.3    71.5    52.5    33.5    15.5    11.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    88.8    83.0    82.3    71.5    52.5    33.5    15.5    11.3
            M       0.0   200.4   224.5   558.2  1031.3  1359.3  1542.4  1575.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    45.13   52.77   60.40   68.03   72.38   72.67   75.00
Self wt.  : M     566.9   493.3   370.8   199.3    79.9    71.3     0.0
(Max)       V       6.4    12.8    19.3    25.7    29.3    29.6    31.5
DL-Prec.  : M     376.2   293.3   201.3   100.2    38.6    34.4     0.0
DC(Max)     V      10.3    11.5    12.6    13.8    14.5    14.6    14.9
DL-Prec.  : M     500.2   416.7   302.8   158.4    62.6    55.9     0.0
DW(Max)     V       8.9    12.9    16.9    20.9    23.2    23.3    24.6
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
Diaphragm : M       3.7     2.8     1.8     0.9     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+   1447.0  1206.1   876.7   458.8   181.5   161.9     0.0
            V      25.8    37.4    49.0    60.6    67.2    67.6    71.1
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    25.8    37.4    49.0    60.6    67.2    67.6    71.1
            M    1447.0  1206.1   876.7   458.8   181.5   161.9     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    6.97   14.60   22.23   29.87   37.50
Self wt.  : M       0.0    89.1    99.9   249.1   463.5   616.7   708.6   739.2
(Max)       V      39.4    37.0    36.7    32.1    24.1    16.0     8.0     0.0
Self wt.  : M       0.0    64.2    71.9   179.4   333.8   444.0   510.2   532.2
(Min)       V      28.4    26.6    26.4    23.1    17.3    11.6     5.8     0.0
DL-Prec.  : M       0.0    92.7   103.7   254.0   454.0   572.0   608.3   562.6
DC(Max)     V      41.4    38.1    37.7    31.6    20.8    10.1     0.6    11.3
DL-Prec.  : M       0.0    66.7    74.7   182.9   326.8   411.9   437.9   405.1
DC(Min)     V      29.8    27.4    27.1    22.7    15.0     7.3     0.4     8.2
DL-Prec.  : M       0.0    82.0    92.0   232.3   443.1   608.3   727.8   794.5
DW(Max)     V      36.1    34.2    34.0    30.6    24.6    18.6    12.7     3.1
DL-Prec.  : M       0.0    35.6    39.9   100.7   192.0   263.6   315.4   344.3
DW(Min)     V      15.6    14.8    14.7    13.3    10.7     8.1     5.5     1.4
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     1.1     2.3     3.5     4.7     5.9
(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     0.8     1.6     2.5     3.4     4.2
(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   264.2   296.0   736.5  1362.9  1800.5  2049.3  2102.2
            V     117.0   109.4   108.5    94.4    69.7    45.0    21.5    14.7
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   117.0   109.4   108.5    94.4    69.7    45.0    21.5    14.7
            M       0.0   217.7   243.8   604.9  1111.8  1455.8  1636.9  1651.9
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    45.13   52.77   60.40   68.03   72.38   72.67   75.00
Self wt.  : M     708.6   616.7   463.5   249.1    99.9    89.1     0.0
(Max)       V       8.0    16.0    24.1    32.1    36.7    37.0    39.4
Self wt.  : M     510.2   444.0   333.8   179.4    71.9    64.2     0.0
(Min)       V       5.8    11.6    17.3    23.1    26.4    26.6    28.4
DL-Prec.  : M     470.3   366.6   251.6   125.3    48.3    43.0     0.0
DC(Max)     V      12.8    14.3    15.8    17.3    18.1    18.2    18.7
DL-Prec.  : M     338.6   264.0   181.2    90.2    34.8    31.0     0.0
DC(Min)     V       9.2    10.3    11.4    12.5    13.1    13.1    13.4
DL-Prec.  : M     750.2   625.0   454.1   237.5    94.0    83.8     0.0
DW(Max)     V      13.4    19.4    25.4    31.4    34.8    35.0    36.8
DL-Prec.  : M     325.1   270.8   196.8   102.9    40.7    36.3     0.0
DW(Min)     V       5.8     8.4    11.0    13.6    15.1    15.2    16.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       4.7     3.5     2.3     1.1     0.4     0.4     0.0
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       3.4     2.5     1.6     0.8     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+   1933.8  1611.8  1171.6   613.0   242.6   216.3     0.0
            V      34.4    49.9    65.4    80.9    89.7    90.3    95.1
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    34.4    49.9    65.4    80.9    89.7    90.3    95.1
            M    1508.6  1257.6   914.2   478.4   189.3   168.8     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               39.4             39.4
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           41.4             18.7
DL-Prec.(DW)           36.1             36.8
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan Depress.
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    7.63   15.27   22.90   30.53   38.17   26.72
 
Beam-Self
Precast-top    0.089   0.212   0.377   0.495   0.566   0.589   0.536 
Bottom        -0.072  -0.172  -0.305  -0.400  -0.458  -0.477  -0.434 
 
Prestress
Precast-top   -0.522  -0.522  -0.522  -0.522  -0.522  -0.522  -0.522 
Bottom         1.913   1.913   1.913   1.913   1.913   1.913   1.913 
 
Total
Precast-top   -0.433  -0.310  -0.145  -0.027   0.043   0.067   0.014 
Bottom         1.841   1.741   1.608   1.512   1.455   1.436   1.479 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.70 %)
             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    6.97   14.60   22.23   29.87   37.50
 
Prestress
Precast-top   -0.108  -0.466  -0.466  -0.466  -0.466  -0.466  -0.466  -0.466
Bottom         0.395   1.708   1.708   1.708   1.708   1.708   1.708   1.708
 
Self wt.
Precast-top   -0.000   0.069   0.077   0.192   0.357   0.474   0.545   0.569
Bottom        -0.000  -0.055  -0.062  -0.155  -0.289  -0.384  -0.441  -0.460
 
DL-Prec (DC)
Precast-top   -0.000   0.071   0.080   0.195   0.349   0.440   0.468   0.433
Bottom        -0.000  -0.058  -0.065  -0.158  -0.283  -0.356  -0.379  -0.350
 
DL-Prec (DW)
Precast-top   -0.000   0.053   0.059   0.149   0.284   0.390   0.467   0.509
Bottom        -0.000  -0.043  -0.048  -0.120  -0.230  -0.316  -0.378  -0.412
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.002   0.003   0.004   0.005
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.003  -0.004
 
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   -0.108  -0.274  -0.250   0.071   0.526   0.841   1.017   1.049 
Bottom         0.395   1.552   1.533   1.274   0.906   0.650   0.508   0.482 
 
Final 2 (P/S + DL)
Precast-top   -0.108  -0.274  -0.250   0.071   0.526   0.841   1.017   1.049 
Bottom         0.395   1.552   1.533   1.274   0.906   0.650   0.508   0.482 
 

 
Span : 1, Beam : 1, SERVICE III
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan Depress.
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    7.63   15.27   22.90   30.53   38.17   26.72
 
Beam-Self
Precast-top    0.089   0.212   0.377   0.495   0.566   0.589   0.536 
Bottom        -0.072  -0.172  -0.305  -0.400  -0.458  -0.477  -0.434 
 
Prestress
Precast-top   -0.522  -0.522  -0.522  -0.522  -0.522  -0.522  -0.522 
Bottom         1.913   1.913   1.913   1.913   1.913   1.913   1.913 
 
Total
Precast-top   -0.433  -0.310  -0.145  -0.027   0.043   0.067   0.014 
Bottom         1.841   1.741   1.608   1.512   1.455   1.436   1.479 
 
As_top  , in2  2.042   1.309   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  1.860*  1.860   1.860   1.860   1.860   1.860   1.860 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.70 %)
             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    6.97   14.60   22.23   29.87   37.50
 
Prestress
Precast-top   -0.108  -0.466  -0.466  -0.466  -0.466  -0.466  -0.466  -0.466
Bottom         0.395   1.708   1.708   1.708   1.708   1.708   1.708   1.708
 
Self wt.
Precast-top   -0.000   0.069   0.077   0.192   0.357   0.474   0.545   0.569
Bottom        -0.000  -0.055  -0.062  -0.155  -0.289  -0.384  -0.441  -0.460
 
DL-Prec (DC)
Precast-top   -0.000   0.071   0.080   0.195   0.349   0.440   0.468   0.433
Bottom        -0.000  -0.058  -0.065  -0.158  -0.283  -0.356  -0.379  -0.350
 
DL-Prec (DW)
Precast-top   -0.000   0.053   0.059   0.149   0.284   0.390   0.467   0.509
Bottom        -0.000  -0.043  -0.048  -0.120  -0.230  -0.316  -0.378  -0.412
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.002   0.003   0.004   0.005
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.003  -0.004
 
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   -0.108* -0.274* -0.250*  0.071   0.526   0.841   1.017   1.049 
Bottom         0.395   1.552   1.533   1.274   0.906   0.650   0.508   0.482 
 

 
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
    117.0    6.5   59.5    0.548   0.0   6.00e-3 50.0    106.4     0.430    3.520      0.00
      0.0    1.0   59.0     42.0 0.068      23.7 0.87    24.00     0.092    3.687 
Transfer:   3.00
    109.4    6.5   59.5    2.466   0.0  -0.13e-3 28.6      0.0     0.092    1.760      0.00
    217.7    7.0   56.0    189.0 0.067     136.7 5.31    24.00     0.092    3.742 
Critical:   5.23
    101.9    6.5   59.5    2.781   0.0  -0.17e-3 28.4      0.0     0.092    1.760      0.00
    412.5    9.5   54.7    189.0 0.064     137.9 5.48    24.00     0.092    3.928 
0.1L    :   7.63
     94.4    6.5   59.5    3.096   0.0  -0.18e-3 28.4      0.0     0.092    0.827      0.00
    604.9   12.0   53.5    189.0 0.060     136.9 5.56    24.00     0.092    4.147 
0.2L    :  15.27
     69.7    6.5   59.5    3.472   0.0  -0.17e-3 28.4      0.0     0.092    0.620      0.00
   1111.8   14.9   53.5    189.0 0.044     135.7 5.51    24.00     0.092    5.619 
0.3L    :  22.90
     45.0    6.5   59.5    3.472   0.0  -0.15e-3 28.5      0.0     0.092    0.620      0.00
   1455.8   14.9   53.5    189.0 0.029     132.6 5.39    24.00     0.092    8.710 
0.4L    :  30.53
     21.5    6.5   59.5    3.472   0.0  -0.14e-3 28.5      0.0     0.092    0.496      0.00
   1636.9   14.9   53.5    189.0 0.014     131.6 5.35    24.00     0.092   15.771 
0.5L    :  38.17
     14.7    6.5   59.5    3.472   0.0  -0.14e-3 28.5      0.0     0.092    0.496      0.00
   1651.9   14.9   53.5    189.0 0.009     131.8 5.36    24.00     0.092   23.115 
0.6L    :  45.80
     34.4    6.5   59.5    3.472   0.0  -0.15e-3 28.5      0.0     0.092    0.496      0.00
   1508.6   14.9   53.5    189.0 0.022     132.5 5.39    24.00     0.092    9.861 
0.7L    :  53.43
     49.9    6.5   59.5    3.472   0.0  -0.17e-3 28.4      0.0     0.092    0.620      0.00
   1257.6   14.9   53.5    189.0 0.032     134.9 5.48    24.00     0.092    7.843 
0.8L    :  61.07
     65.4    6.5   59.5    3.472   0.0  -0.20e-3 28.3      0.0     0.092    0.620      0.00
    914.2   14.9   53.5    189.0 0.042     138.6 5.64    24.00     0.092    5.985 
0.9L    :  68.70
     80.9    6.5   59.5    3.096   0.0  -0.20e-3 28.3      0.0     0.092    0.827      0.00
    478.4   12.0   53.5    189.0 0.052     139.5 5.67    24.00     0.092    4.839 
Critical:  71.10
     85.6    6.5   59.5    2.781   0.0  -0.18e-3 28.4      0.0     0.092    1.760      0.00
    324.4    9.5   54.7    189.0 0.053     140.0 5.57    24.00     0.092    4.676 
Transfer:  73.33
     90.3    6.5   59.5    2.466   0.0  -0.15e-3 28.5      0.0     0.092    1.760      0.00
    168.8    7.0   56.0    189.0 0.055     139.0 5.40    24.00     0.092    4.534 
Bearing :  75.67
     95.1    6.5   59.5    0.548   0.0   6.00e-3 50.0     82.0     0.331    3.520      0.00
      0.0    1.0   59.0     42.0 0.055      23.7 0.87    24.00     0.092    4.538 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  680.58
fs,         ksi =   20.00
h/4,         in =   15.75
Abrst_rqrd, in2 =    1.36

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 6.97 ft
Prestress      :       0.327  1.80      0.589  2.45      0.801
Self Wt.       :      -0.105  1.85     -0.194  2.70     -0.283
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.073  3.00     -0.218
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.074  3.00     -0.221
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.222            0.248            0.078
 
At 0.2 x L = 14.60 ft
Prestress      :       0.583  1.80      1.049  2.45      1.428
Self Wt.       :      -0.198  1.85     -0.366  2.70     -0.535
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.143  3.00     -0.428
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.147  3.00     -0.441
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.385            0.392            0.022
 
At 0.3 x L = 22.23 ft
Prestress      :       0.766  1.80      1.378  2.45      1.876
Self Wt.       :      -0.271  1.85     -0.501  2.70     -0.732
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.195  3.00     -0.584
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.205  3.00     -0.616
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.495            0.476           -0.060
 
At 0.4 x L = 29.87 ft
Prestress      :       0.875  1.80      1.576  2.45      2.145
Self Wt.       :      -0.317  1.85     -0.587  2.70     -0.857
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.224  3.00     -0.671
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.243  3.00     -0.730
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.558            0.520           -0.118
 
At 0.5 x L = 37.50 ft
Prestress      :       0.912  1.80      1.642  2.45      2.234
Self Wt.       :      -0.333  1.85     -0.617  2.70     -0.900
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.228  3.00     -0.685
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.257  3.00     -0.771
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.579            0.538           -0.128
 
At 0.6 x L = 45.13 ft
Prestress      :       0.875  1.80      1.576  2.45      2.145
Self Wt.       :      -0.317  1.85     -0.587  2.70     -0.857
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.211  3.00     -0.632
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.244  3.00     -0.733
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.558            0.532           -0.083
 
At 0.7 x L = 52.77 ft
Prestress      :       0.766  1.80      1.378  2.45      1.876
Self Wt.       :      -0.271  1.85     -0.501  2.70     -0.732
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.174  3.00     -0.522
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.207  3.00     -0.620
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.495            0.495           -0.002
 
At 0.8 x L = 60.40 ft
Prestress      :       0.583  1.80      1.049  2.45      1.428
Self Wt.       :      -0.198  1.85     -0.366  2.70     -0.535
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.122  3.00     -0.367
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.148  3.00     -0.444
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.385            0.412            0.079
 
At 0.9 x L = 68.03 ft
Prestress      :       0.327  1.80      0.589  2.45      0.801
Self Wt.       :      -0.105  1.85     -0.194  2.70     -0.283
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.061  3.00     -0.182
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.074  3.00     -0.223
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.222            0.260            0.112
 

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
   264.2    59.5  2.466  258.9    8.7   6.99   3038.7  0.018T 1.00       -       -     -     -  
H/2     :   2.63
   296.0    59.5  2.505  258.4    9.1   7.32   3077.8  0.017T 1.00       -       -     -     -  
0.1L    :   6.97
   736.5    59.5  3.096  251.0   14.9  12.01   3616.6  0.009T 1.00       -       -     -     -  
0.2L    :  14.60
  1362.9    59.5  3.472  246.5   18.5  14.86   3918.7  0.007T 1.00   3512.9  1812.7    1.12    -  
0.3L    :  22.23
  1800.5    59.5  3.472  246.5   18.5  14.86   3918.7  0.007T 1.00   3513.3  2394.7    1.12    -  
0.4L    :  29.87
  2049.3    59.5  3.472  246.5   18.5  14.86   3918.7  0.007T 1.00   3513.5  2725.5    1.12    -  
0.5L    :  37.50
  2102.2    59.5  3.472  246.5   18.5  14.86   3918.7  0.007T 1.00   3513.5  2795.9    1.12    -  
0.6L    :  45.13
  1933.8    59.5  3.472  246.5   18.5  14.86   3918.7  0.007T 1.00   3513.3  2571.9    1.12    -  
0.7L    :  52.77
  1611.8    59.5  3.472  246.5   18.5  14.86   3918.7  0.007T 1.00   3513.0  2143.7    1.12    -  
0.8L    :  60.40
  1171.6    59.5  3.472  246.5   18.5  14.86   3918.7  0.007T 1.00   3512.6  1558.2    1.12    -  
0.9L    :  68.03
   613.0    59.5  3.096  251.0   14.9  12.01   3616.6  0.009T 1.00       -       -     -     -  
H/2     :  72.38
   242.6    59.5  2.505  258.4    9.1   7.32   3077.8  0.017T 1.00       -       -     -     -  
Transfer:  72.67
   216.3    59.5  2.466  258.9    8.7   6.99   3038.7  0.018T 1.00       -       -     -     -  

Legend: C = Compression-Controlled (0 < eps_t < 0.0020)
        I = In-Transition (0.0020 <= eps_t < 0.0050)
        T = Tension-Controlled (eps_t <= 0 or eps_t >= 0.0050)

Note  : fr used for calculating Mcr is computed using AASHTO method (Art.5.4.2.6.)

Consider Bottom Tension Steel Contribution : NO

 
 
DETENSIONING ( Span : 1, Beam : 1; Groups 1-8; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.014
        M   2.00 Fb     0.175
 
  2   2 E   6.00 Ft    -0.035
        M   6.00 Fb     0.401
 
  3   2 E   6.00 Ft    -0.083
        M   6.00 Fb     0.626
 
  4   2 E   6.00 Ft    -0.131
        M   6.00 Fb     0.851
 
  5   2 E   2.00 Ft    -0.207
        M   2.00 Fb     1.098
 
  6   2 E   2.00 Ft    -0.282
        M   2.00 Fb     1.346
 
  7   2 E   2.00 Ft    -0.358
        M   2.00 Fb     1.593
 
  8   2 E   2.00 Ft    -0.433
        M   2.00 Fb     1.840
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTE         
Precast Length, ft: 76.33            Release Length, ft: 76.33
Strand Pattern: Straight/Draped       Depr. Point: 0.35 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  16
No. of strands, Draped:   0           No. of strands, Straight:  16
Concrete Strength, f'ci:   4.5  ksi        f'c:   5.0 ksi  f'ct   4.0 ksi
Initial losses:  4.26 %               Final losses: 12.83 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.930       1.841     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.433       Trans
      Precast Top w/ reinf. (tension)      -0.510           
Strength I (Art. 3.4.1, 5.6.3.1)       Provided     Required   Location   Status
      Ult. Moment (k.ft)                  3918.73     2102.15     Midspan     OK
Debonding Limits (Art. 5.9.4.3.3)         Allowable    Computed              Status
      Max. Debond per Row                  40.00 %       0.00 %               OK
      Max. Debond Total                    25.00 %       0.00 %               OK
 
                       Final 1                     Final 2                     Final 3
Specification  Allow.  Comp.      Loc.     Allow.   Comp.      Loc.     Allow.   Comp.      Loc.
-------------  -----------------------     -------------------------     ------------------------
Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.2.3.2)
  Service I Limit State - Compressive Stresses Only
    Pre.Top:   3.000   1.049     Midspan    2.250   1.049     Midspan
    Pre.Bot:   3.000   1.552    Transfer    2.250   1.552    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.274    Transfer
    Pre.Bot:  -0.000   0.395     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  37.50 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       0.912  1.80      1.642  2.45      2.234
Self Wt.       :      -0.333  1.85     -0.617  2.70     -0.900
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.228  3.00     -0.685
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.257  3.00     -0.771
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.579            0.538           -0.128
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

