 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : Jun/4/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : BTE65 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 65'-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_4c23.tmp\BTE65-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 =     66.333
Bearing-to-bearing, ft =     65.000
Release span      , ft =     66.333
 
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   65.00   DL Forms
   1    1    DC Line        0.075   32.50       0.075   65.00   Walkway
   1    1    DC Trapez      0.052    0.00       0.052   32.50   Additional Overhang
   1    1    DC Trapez      0.053    0.00       0.053   32.50   DL Haunch
   1    1    DC Trapez      0.863    0.00       0.863   32.50   Wet Deck
   1    1    DW Trapez      0.406   32.50       0.406   65.00   LL on Beam
   1    1    DW Line        0.117   32.50       0.117   65.00   LL on Walkway
   1    1    DW Point       2.350   30.50      -         -      Screed Machine Load 1
   1    1    DW Point       2.350   32.50      -         -      Screed Machine Load 2
   1    1    DW Point       2.350   36.50      -         -      Screed Machine Load 3
   1    1    DW Point       2.350   38.50      -         -      Screed Machine Load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.250   32.500
 
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: 0.01    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    0.079     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:
 14 strands, 0.6''-LL-270-72.6, Low relaxation strands
Depressed at 0.35L ( 23.22 ft from member end )
 
END PATTERN (Ycg = 3.14 in):
 
  10 @  2.000 in 4 @  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 38.9130 No        
       2 US#5[M16]  60.0  0.62   12.00 38.9130 54.9163 No        
       2 US#5[M16]  60.0  0.62    9.00 54.9163 59.4163 No        
       2 US#6[M19]  60.0  0.88    6.50 59.4163 59.9580 No        
       2 US#6[M19]  60.0  0.88    6.00 59.9580 64.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 64.9580 65.2080 No        
       2 US#6[M19]  60.0  0.88    3.00 65.2080 65.4580 No        
       2 US#6[M19]  60.0  0.88    3.00 65.4580 65.7080 No        
       2 US#6[M19]  60.0  0.88    3.00 65.7080 65.9580 No        
       2 US#6[M19]  60.0  0.88    3.00 65.9580 66.2080 No        
       2 US#6[M19]  60.0  0.88    1.50 66.2080 66.3330 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 66.3330       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   65.00
     DC  Line       0.075     32.50       0.075   65.00
     DC  Trapez     0.052      0.00       0.052   32.50
     DC  Trapez     0.053      0.00       0.053   32.50
     DC  Trapez     0.863      0.00       0.863   32.50
     DW  Trapez     0.406     32.50       0.406   65.00
     DW  Line       0.117     32.50       0.117   65.00
     DW  Point      2.350     30.50      -         -   
     DW  Point      2.350     32.50      -         -   
     DW  Point      2.350     36.50      -         -   
     DW  Point      2.350     38.50      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.25    32.50 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 66.333 ft
Release length = 66.333 ft
Design  length = 65.000 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     5.97    12.60    19.23    25.87    32.50
 
Precast: (At Release, using Ec =  4435.3 ksi )
  Area    , in2    811.1    823.9    823.9    823.9    823.9    823.9    823.9    823.9
  Yb      ,  in    28.63    28.24    28.24    28.24    28.24    28.24    28.24    28.24
  MI(Ixx) , in4   425180   433382   433382   433382   433382   433382   433382   433382
Composite: (At Final, using Ec =  4592.2 ksi )
  Area    , in2    810.9    823.2    823.2    823.2    823.2    823.2    823.2    823.2
  Yb      ,  in    28.64    28.26    28.26    28.26    28.26    28.26    28.26    28.26
  MI(Ixx) , in4   425084   432962   432962   432962   432962   432962   432962   432962

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:  14 strands, 0.6''-LL-270-72.6, Low relaxation strands
                    Depressed at 0.35L ( 23.22 ft from member end )
END PATTERN (Ycg = 3.14 in):
    10 @  2.000 in     4 @  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     =    3.04 in2      Initial Pull          =      595.5 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =     10.765 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     13.456 ft
Holddown Force        =   0.000 kips     Beam Shrtng (PL/AE)   =      0.130 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)       
-------------------------------------------------------------------------------------
       928.662         740 687.210     13.775 55788.941  1121.675     419.884        
 
 
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     38.9130     No
      2      US#5[M16]       60.00        0.62      12.00      38.9130     54.9163     No
      2      US#5[M16]       60.00        0.62       9.00      54.9163     59.4163     No
      2      US#6[M19]       60.00        0.88       6.50      59.4163     59.9580     No
      2      US#6[M19]       60.00        0.88       6.00      59.9580     64.9580     No
      2      US#6[M19]       60.00        0.88       3.00      64.9580     65.2080     No
      2      US#6[M19]       60.00        0.88       3.00      65.2080     65.4580     No
      2      US#6[M19]       60.00        0.88       3.00      65.4580     65.7080     No
      2      US#6[M19]       60.00        0.88       3.00      65.7080     65.9580     No
      2      US#6[M19]       60.00        0.88       3.00      65.9580     66.2080     No
      2      US#6[M19]       60.00        0.88       1.50      66.2080     66.3330     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 66.3330       3.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 3.0380 in2       Ycg =  3.14 in
         P_init    =      595.5 kips  Ecc = 25.61 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4435 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **     7.81 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.216 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -2.80 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                         6.71 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                  7.81 ksi  ( 3.99 %)            17.21 ksi ( 8.78 %)
Total Prestress Losses                                    25.03 ksi (12.77 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 171.0 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    5.97   12.60   19.23   25.87   32.50
Self wt.  : M       0.0    61.5    68.9   148.1   277.6   370.2   425.7   444.2
(Max)       V      27.3    25.4    25.1    22.3    16.7    11.2     5.6     0.0
DL-Prec.  : M       0.0    63.8    71.4   151.1   272.0   343.5   365.5   338.1
DC(Max)     V      28.7    26.0    25.7    22.0    14.5     7.0     0.4     7.9
DL-Prec.  : M       0.0    26.5    29.8    66.6   135.7   199.6   258.5   307.5
DW(Max)     V      11.5    11.2    11.2    10.8    10.0     9.3     8.5     5.4
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.3     0.3     0.7     1.6     2.4     3.2     4.1
(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   152.1   170.4   366.5   686.9   915.7  1052.9  1093.8
            V      67.6    62.8    62.2    55.2    41.4    27.6    14.6    13.4
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    67.6    62.8    62.2    55.2    41.4    27.6    14.6    13.4
            M       0.0   152.1   170.4   366.5   686.9   915.7  1052.9  1093.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    39.13   45.77   52.40   59.03   62.38   62.67   65.00
Self wt.  : M     425.7   370.2   277.6   148.1    68.9    61.5     0.0
(Max)       V       5.6    11.2    16.7    22.3    25.1    25.4    27.3
DL-Prec.  : M     282.4   220.0   150.6    74.4    33.4    29.8     0.0
DC(Max)     V       8.9     9.9    11.0    12.0    12.5    12.6    12.9
DL-Prec.  : M     308.3   262.6   193.9   102.1    47.2    42.2     0.0
DW(Max)     V       5.2     8.6    12.1    15.6    17.3    17.5    18.7
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
Diaphragm : M       3.2     2.4     1.6     0.7     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+   1019.6   855.1   623.7   325.4   149.8   133.7     0.0
            V      19.8    29.8    39.9    50.0    55.1    55.5    59.1
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    19.8    29.8    39.9    50.0    55.1    55.5    59.1
            M    1019.6   855.1   623.7   325.4   149.8   133.7     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               27.3             27.3
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           28.7             12.9
DL-Prec.(DW)           11.5             18.7
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    5.97   12.60   19.23   25.87   32.50
Self wt.  : M       0.0    61.5    68.9   148.1   277.6   370.2   425.7   444.2
(Max)       V      27.3    25.4    25.1    22.3    16.7    11.2     5.6     0.0
DL-Prec.  : M       0.0    63.8    71.4   151.1   272.0   343.5   365.5   338.1
DC(Max)     V      28.7    26.0    25.7    22.0    14.5     7.0     0.4     7.9
DL-Prec.  : M       0.0    26.5    29.8    66.6   135.7   199.6   258.5   307.5
DW(Max)     V      11.5    11.2    11.2    10.8    10.0     9.3     8.5     5.4
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.3     0.3     0.7     1.6     2.4     3.2     4.1
(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   152.1   170.4   366.5   686.9   915.7  1052.9  1093.8
            V      67.6    62.8    62.2    55.2    41.4    27.6    14.6    13.4
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    67.6    62.8    62.2    55.2    41.4    27.6    14.6    13.4
            M       0.0   152.1   170.4   366.5   686.9   915.7  1052.9  1093.8
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    39.13   45.77   52.40   59.03   62.38   62.67   65.00
Self wt.  : M     425.7   370.2   277.6   148.1    68.9    61.5     0.0
(Max)       V       5.6    11.2    16.7    22.3    25.1    25.4    27.3
DL-Prec.  : M     282.4   220.0   150.6    74.4    33.4    29.8     0.0
DC(Max)     V       8.9     9.9    11.0    12.0    12.5    12.6    12.9
DL-Prec.  : M     308.3   262.6   193.9   102.1    47.2    42.2     0.0
DW(Max)     V       5.2     8.6    12.1    15.6    17.3    17.5    18.7
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
Diaphragm : M       3.2     2.4     1.6     0.7     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+   1019.6   855.1   623.7   325.4   149.8   133.7     0.0
            V      19.8    29.8    39.9    50.0    55.1    55.5    59.1
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    19.8    29.8    39.9    50.0    55.1    55.5    59.1
            M    1019.6   855.1   623.7   325.4   149.8   133.7     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    5.97   12.60   19.23   25.87   32.50
Self wt.  : M       0.0    76.9    86.1   185.2   347.1   462.7   532.1   555.2
(Max)       V      34.2    31.7    31.4    27.9    20.9    13.9     7.0     0.0
Self wt.  : M       0.0    55.3    62.0   133.3   249.9   333.1   383.1   399.8
(Min)       V      24.6    22.8    22.6    20.1    15.1    10.0     5.0     0.0
DL-Prec.  : M       0.0    79.8    89.2   188.8   340.0   429.4   456.9   422.6
DC(Max)     V      35.8    32.6    32.1    27.5    18.1     8.8     0.5     9.8
DL-Prec.  : M       0.0    57.5    64.2   135.9   244.8   309.1   329.0   304.2
DC(Min)     V      25.8    23.4    23.1    19.8    13.1     6.3     0.4     7.1
DL-Prec.  : M       0.0    39.8    44.7    99.8   203.5   299.5   387.7   461.2
DW(Max)     V      17.3    16.8    16.8    16.2    15.0    13.9    12.7     8.0
DL-Prec.  : M       0.0    17.2    19.4    43.3    88.2   129.8   168.0   199.9
DW(Min)     V       7.5     7.3     7.3     7.0     6.5     6.0     5.5     3.5
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.4     0.4     0.9     2.0     3.0     4.0     5.1
(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     0.7     1.4     2.2     2.9     3.7
(Min)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+      0.0   196.8   220.4   474.7   892.5  1194.5  1380.7  1444.1
            V      87.4    81.3    80.5    71.7    54.3    36.8    20.4    18.0
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    87.4    81.3    80.5    71.7    54.3    36.8    20.4    18.0
            M       0.0   174.3   195.1   418.2   777.2  1024.8  1161.0  1182.7
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    39.13   45.77   52.40   59.03   62.38   62.67   65.00
Self wt.  : M     532.1   462.7   347.1   185.2    86.1    76.9     0.0
(Max)       V       7.0    13.9    20.9    27.9    31.4    31.7    34.2
Self wt.  : M     383.1   333.1   249.9   133.3    62.0    55.3     0.0
(Min)       V       5.0    10.0    15.1    20.1    22.6    22.8    24.6
DL-Prec.  : M     353.0   275.0   188.3    93.0    41.8    37.2     0.0
DC(Max)     V      11.1    12.4    13.7    15.0    15.7    15.7    16.2
DL-Prec.  : M     254.2   198.0   135.6    67.0    30.1    26.8     0.0
DC(Min)     V       8.0     8.9     9.9    10.8    11.3    11.3    11.6
DL-Prec.  : M     462.4   393.8   290.8   153.2    70.8    63.2     0.0
DW(Max)     V       7.7    12.9    18.1    23.3    26.0    26.2    28.0
DL-Prec.  : M     200.4   170.7   126.0    66.4    30.7    27.4     0.0
DW(Min)     V       3.4     5.6     7.9    10.1    11.2    11.3    12.1
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
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       4.0     3.0     2.0     0.9     0.4     0.4     0.0
(Max)       V       0.2     0.2     0.2     0.2     0.2     0.2     0.2
Diaphragm : M       2.9     2.2     1.4     0.7     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+   1351.6  1134.5   828.1   432.3   199.1   177.7     0.0
            V      26.0    39.5    52.9    66.4    73.2    73.8    78.5
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    26.0    39.5    52.9    66.4    73.2    73.8    78.5
            M    1089.6   911.3   663.3   345.5   159.0   141.8     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               34.2             34.2
Deck+Haunch             0.0              0.0
Diaphragm               0.2              0.2
DL-Prec.(DC)           35.8             16.2
DL-Prec.(DW)           17.3             28.0
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    6.63   13.27   19.90   26.53   33.17   23.22
 
Beam-Self
Precast-top    0.077   0.160   0.285   0.374   0.427   0.445   0.405 
Bottom        -0.062  -0.130  -0.231  -0.304  -0.347  -0.362  -0.329 
 
Prestress
Precast-top   -0.476  -0.476  -0.476  -0.476  -0.476  -0.476  -0.476 
Bottom         1.697   1.697   1.697   1.697   1.697   1.697   1.697 
 
Total
Precast-top   -0.399  -0.316  -0.191  -0.102  -0.048  -0.031  -0.071 
Bottom         1.634   1.566   1.465   1.393   1.349   1.335   1.367 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 10.21 %)
             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    5.97   12.60   19.23   25.87   32.50
 
Prestress
Precast-top   -0.098  -0.427  -0.427  -0.427  -0.427  -0.427  -0.427  -0.427
Bottom         0.350   1.523   1.523   1.523   1.523   1.523   1.523   1.523
 
Self wt.
Precast-top   -0.000   0.059   0.066   0.143   0.267   0.356   0.410   0.428
Bottom        -0.000  -0.048  -0.054  -0.116  -0.217  -0.289  -0.333  -0.347
 
DL-Prec (DC)
Precast-top   -0.000   0.061   0.069   0.145   0.262   0.331   0.352   0.325
Bottom        -0.000  -0.050  -0.056  -0.118  -0.213  -0.269  -0.286  -0.264
 
DL-Prec (DW)
Precast-top   -0.000   0.026   0.029   0.064   0.131   0.192   0.249   0.296
Bottom        -0.000  -0.021  -0.023  -0.052  -0.106  -0.156  -0.202  -0.240
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.002   0.002   0.003   0.004
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.003  -0.003
 
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   -0.098  -0.281  -0.263  -0.075   0.234   0.454   0.586   0.626 
Bottom         0.350   1.404   1.390   1.237   0.986   0.807   0.700   0.668 
 
Final 2 (P/S + DL)
Precast-top   -0.098  -0.281  -0.263  -0.075   0.234   0.454   0.586   0.626 
Bottom         0.350   1.404   1.390   1.237   0.986   0.807   0.700   0.668 
 

 
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    6.63   13.27   19.90   26.53   33.17   23.22
 
Beam-Self
Precast-top    0.077   0.160   0.285   0.374   0.427   0.445   0.405 
Bottom        -0.062  -0.130  -0.231  -0.304  -0.347  -0.362  -0.329 
 
Prestress
Precast-top   -0.476  -0.476  -0.476  -0.476  -0.476  -0.476  -0.476 
Bottom         1.697   1.697   1.697   1.697   1.697   1.697   1.697 
 
Total
Precast-top   -0.399  -0.316  -0.191  -0.102  -0.048  -0.031  -0.071 
Bottom         1.634   1.566   1.465   1.393   1.349   1.335   1.367 
 
As_top  , in2  1.906   1.401   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 = 10.21 %)
             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    5.97   12.60   19.23   25.87   32.50
 
Prestress
Precast-top   -0.098  -0.427  -0.427  -0.427  -0.427  -0.427  -0.427  -0.427
Bottom         0.350   1.523   1.523   1.523   1.523   1.523   1.523   1.523
 
Self wt.
Precast-top   -0.000   0.059   0.066   0.143   0.267   0.356   0.410   0.428
Bottom        -0.000  -0.048  -0.054  -0.116  -0.217  -0.289  -0.333  -0.347
 
DL-Prec (DC)
Precast-top   -0.000   0.061   0.069   0.145   0.262   0.331   0.352   0.325
Bottom        -0.000  -0.050  -0.056  -0.118  -0.213  -0.269  -0.286  -0.264
 
DL-Prec (DW)
Precast-top   -0.000   0.026   0.029   0.064   0.131   0.192   0.249   0.296
Bottom        -0.000  -0.021  -0.023  -0.052  -0.106  -0.156  -0.202  -0.240
 
Diaphragm
Precast-top   -0.000   0.000   0.000   0.001   0.002   0.002   0.003   0.004
Bottom        -0.000  -0.000  -0.000  -0.001  -0.001  -0.002  -0.003  -0.003
 
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   -0.098* -0.281* -0.263* -0.075*  0.234   0.454   0.586   0.626 
Bottom         0.350   1.404   1.390   1.237   0.986   0.807   0.700   0.668 
 

 
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
     87.4    6.5   59.9    0.472   0.0   6.00e-3 50.0     73.3     0.294    3.520      0.00
      0.0    0.9   59.4     42.0 0.050      23.8 0.87    24.00     0.092    4.971 
Transfer:   3.00
     81.3    6.5   59.9    2.123   0.0  -0.12e-3 28.6      0.0     0.092    1.760      0.00
    174.3    4.1   57.8    189.0 0.048     140.6 5.30    24.00     0.092    5.200 
Critical:   5.38
     74.8    6.5   59.9    2.414   0.0  -0.16e-3 28.4      0.0     0.092    1.760      0.00
    340.5    6.6   56.6    189.0 0.045     141.7 5.45    24.00     0.092    5.533 
0.1L    :   6.63
     71.7    6.5   59.9    2.551   0.0  -0.17e-3 28.4      0.0     0.092    1.625      0.00
    418.2    7.7   56.0    189.0 0.044     141.1 5.49    24.00     0.092    5.711 
0.2L    :  13.27
     54.3    6.5   59.9    3.038   0.0  -0.18e-3 28.4      0.0     0.092    0.620      0.00
    777.2   11.6   54.1    189.0 0.034     137.7 5.54    24.00     0.092    7.288 
0.3L    :  19.90
     36.8    6.5   59.9    3.038   0.0  -0.16e-3 28.4      0.0     0.092    0.620      0.00
   1024.8   11.6   54.1    189.0 0.023     135.5 5.45    24.00     0.092   10.744 
0.4L    :  26.53
     20.4    6.5   59.9    3.038   0.0  -0.15e-3 28.5      0.0     0.092    0.620      0.00
   1161.0   11.6   54.1    189.0 0.013     134.7 5.42    24.00     0.092   19.413 
0.5L    :  33.17
     18.0    6.5   59.9    3.038   0.0  -0.15e-3 28.5      0.0     0.092    0.496      0.00
   1182.7   11.6   54.1    189.0 0.011     134.5 5.41    24.00     0.092   19.059 
0.6L    :  39.80
     26.0    6.5   59.9    3.038   0.0  -0.16e-3 28.4      0.0     0.092    0.620      0.00
   1089.6   11.6   54.1    189.0 0.016     135.3 5.44    24.00     0.092   15.211 
0.7L    :  46.43
     39.5    6.5   59.9    3.038   0.0  -0.17e-3 28.4      0.0     0.092    0.620      0.00
    911.3   11.6   54.1    189.0 0.025     136.8 5.51    24.00     0.092   10.020 
0.8L    :  53.07
     52.9    6.5   59.9    3.038   0.0  -0.19e-3 28.3      0.0     0.092    0.620      0.00
    663.3   11.6   54.1    189.0 0.033     139.4 5.61    24.00     0.092    7.470 
0.9L    :  59.70
     66.4    6.5   59.9    2.551   0.0  -0.18e-3 28.4      0.0     0.092    1.625      0.00
    345.5    7.7   56.0    189.0 0.041     142.5 5.54    24.00     0.092    6.168 
Critical:  60.95
     68.8    6.5   59.9    2.414   0.0  -0.17e-3 28.4      0.0     0.092    1.760      0.00
    280.6    6.6   56.6    189.0 0.042     142.5 5.48    24.00     0.092    6.017 
Transfer:  63.33
     73.8    6.5   59.9    2.123   0.0  -0.13e-3 28.5      0.0     0.092    1.760      0.00
    141.8    4.1   57.8    189.0 0.044     141.5 5.33    24.00     0.092    5.728 
Bearing :  65.67
     78.5    6.5   59.9    0.472   0.0   6.00e-3 50.0     63.4     0.254    3.520      0.00
      0.0    0.9   59.4     42.0 0.045      23.8 0.87    24.00     0.092    5.534 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  595.51
fs,         ksi =   20.00
h/4,         in =   15.75
Abrst_rqrd, in2 =    1.19

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 5.97 ft
Prestress      :       0.220  1.80      0.396  2.45      0.539
Self Wt.       :      -0.060  1.85     -0.111  2.70     -0.162
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.041  3.00     -0.122
Diaphragm      :                       -0.000  3.00     -0.001
DL-Prec. (DW)  :                       -0.030  3.00     -0.089
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.160            0.215            0.166
 
At 0.2 x L = 12.60 ft
Prestress      :       0.392  1.80      0.706  2.45      0.961
Self Wt.       :      -0.113  1.85     -0.209  2.70     -0.306
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.080  3.00     -0.241
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.060  3.00     -0.180
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.279            0.356            0.233
 
At 0.3 x L = 19.23 ft
Prestress      :       0.516  1.80      0.928  2.45      1.263
Self Wt.       :      -0.155  1.85     -0.287  2.70     -0.418
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.110  3.00     -0.330
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.085  3.00     -0.255
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.361            0.445            0.257
 
At 0.4 x L = 25.87 ft
Prestress      :       0.589  1.80      1.061  2.45      1.444
Self Wt.       :      -0.182  1.85     -0.336  2.70     -0.490
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.126  3.00     -0.379
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.103  3.00     -0.308
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.408            0.495            0.263
 
At 0.5 x L = 32.50 ft
Prestress      :       0.614  1.80      1.105  2.45      1.504
Self Wt.       :      -0.191  1.85     -0.353  2.70     -0.515
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.129  3.00     -0.388
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.110  3.00     -0.331
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.423            0.512            0.268
 
At 0.6 x L = 39.13 ft
Prestress      :       0.589  1.80      1.061  2.45      1.444
Self Wt.       :      -0.182  1.85     -0.336  2.70     -0.490
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.119  3.00     -0.357
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.106  3.00     -0.319
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.408            0.498            0.274
 
At 0.7 x L = 45.77 ft
Prestress      :       0.516  1.80      0.928  2.45      1.263
Self Wt.       :      -0.155  1.85     -0.287  2.70     -0.418
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.098  3.00     -0.295
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.091  3.00     -0.273
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.361            0.451            0.274
 
At 0.8 x L = 52.40 ft
Prestress      :       0.392  1.80      0.706  2.45      0.961
Self Wt.       :      -0.113  1.85     -0.209  2.70     -0.306
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.069  3.00     -0.207
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.066  3.00     -0.197
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.279            0.362            0.250
 
At 0.9 x L = 59.03 ft
Prestress      :       0.220  1.80      0.396  2.45      0.539
Self Wt.       :      -0.060  1.85     -0.111  2.70     -0.162
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.034  3.00     -0.102
Diaphragm      :                       -0.000  3.00     -0.001
DL-Prec. (DW)  :                       -0.033  3.00     -0.099
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.160            0.218            0.176
 

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
   196.8    59.9  2.123  263.5    5.1   4.14   2700.6  0.033T 1.00       -       -     -     -  
H/2     :   2.63
   220.4    59.9  2.158  263.0    5.5   4.43   2737.9  0.030T 1.00       -       -     -     -  
0.1L    :   5.97
   474.7    59.9  2.551  257.9    9.6   7.70   3143.2  0.016T 1.00       -       -     -     -  
0.2L    :  12.60
   892.5    59.9  3.038  251.8   14.4  11.57   3591.1  0.010T 1.00   3236.7  1187.1    1.11    -  
0.3L    :  19.23
  1194.5    59.9  3.038  251.8   14.4  11.57   3591.1  0.010T 1.00   3237.0  1588.7    1.11    -  
0.4L    :  25.87
  1380.7    59.9  3.038  251.8   14.4  11.57   3591.1  0.010T 1.00   3237.1  1836.4    1.11    -  
0.5L    :  32.50
  1444.1    59.9  3.038  251.8   14.4  11.57   3591.1  0.010T 1.00   3237.1  1920.7    1.11    -  
0.6L    :  39.13
  1351.6    59.9  3.038  251.8   14.4  11.57   3591.1  0.010T 1.00   3237.0  1797.6    1.11    -  
0.7L    :  45.77
  1134.5    59.9  3.038  251.8   14.4  11.57   3591.1  0.010T 1.00   3236.8  1508.9    1.11    -  
0.8L    :  52.40
   828.1    59.9  3.038  251.8   14.4  11.57   3591.1  0.010T 1.00   3236.5  1101.4    1.11    -  
0.9L    :  59.03
   432.3    59.9  2.551  257.9    9.6   7.70   3143.2  0.016T 1.00       -       -     -     -  
H/2     :  62.38
   199.1    59.9  2.158  263.0    5.5   4.43   2737.9  0.030T 1.00       -       -     -     -  
Transfer:  62.67
   177.7    59.9  2.123  263.5    5.1   4.14   2700.6  0.033T 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 1-7; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft     0.001
        M   2.00 Fb     0.186
 
  2   2 E   6.00 Ft    -0.047
        M   6.00 Fb     0.413
 
  3   2 E   6.00 Ft    -0.096
        M   6.00 Fb     0.639
 
  4   2 E   2.00 Ft    -0.172
        M   2.00 Fb     0.888
 
  5   2 E   2.00 Ft    -0.247
        M   2.00 Fb     1.137
 
  6   2 E   2.00 Ft    -0.323
        M   2.00 Fb     1.385
 
  7   2 E   2.00 Ft    -0.399
        M   2.00 Fb     1.634
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-BTE         
Precast Length, ft: 66.33            Release Length, ft: 66.33
Strand Pattern: Straight/Draped       Depr. Point: 0.35 L
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:  14
No. of strands, Draped:   0           No. of strands, Straight:  14
Concrete Strength, f'ci:   4.5  ksi        f'c:   5.0 ksi  f'ct   4.0 ksi
Initial losses:  3.99 %               Final losses: 12.77 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.930       1.634     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.200      -0.399       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)                  3591.08     1444.10     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   0.626     Midspan    2.250   0.626     Midspan
    Pre.Bot:   3.000   1.404    Transfer    2.250   1.404    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.281    Transfer
    Pre.Bot:  -0.000   0.350     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  32.50 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       0.614  1.80      1.105  2.45      1.504
Self Wt.       :      -0.191  1.85     -0.353  2.70     -0.515
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.129  3.00     -0.388
Diaphragm      :                       -0.001  3.00     -0.004
DL-Prec. (DW)  :                       -0.110  3.00     -0.331
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.423            0.512            0.268
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

