 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : C59 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 59'-2", girder spacing is 7.5 feet, and deck overhang width is 3 feet 
                     and 1 inch.
                     (2)The structural depth of the deck and sacrificial wearing surface are assumed to 7.75 and 
                     0.75 inches, respectively. The thickness of the overhang tapers from 11 inches at the beam 
                     flange to 10 inches at edge of deck.
                     (3)The structural haunch thickness is 0.5 inches and the haunch thickness for calculating its 
                     dead load is 1.0 inches.
                     (4)One steel diaphragm of 0.285 kips is at the center of span.
                     (5)Dead load of forms: 0.010 ksf on the tributary area of the deck width with a 1.50 load 
                     factor. This load is applied to the full span length.
                     (6)Dead load of edge rail and walkway applied at the edge of the deck form: 0.075 klf [IDOT SS 
                     2403.03, L, 4, d.] with a 1.25 load factor. This load is applied to the full span length.
                     (7)Construction live load on walkway: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on a 2-foot wide 
                     walkway with a 1.50 load factor.This load is applied to the full span length. 
                     (8)Construction live load on deck: 0.050 ksf [IDOT SS 2403.03, L, 4, e.] on the tributary area 
                     of the deck width with a 1.50 load factor. This load is applied from midspan to end of span.
                     (9)Live load of finishing machine located along the edge of the deck form to maximize the 
                     design condition: 9 kips with a 1.50 load factor. The load is placed as 4 individual point 
                     loads of 2.25 kips spacedon 2-foot centers with one of the middle point loads located at the 
                     center of the span.
                     NOTE:
                     The Final Stress limit for tension in the bottom flange for Service III, is set at zero, per 
                     BDM 5.4.1.4.1.3. 
                     It is permissible for the Service III tensile stress to exceed zero at the top flange near the 
                     beam ends, as long as it is within the 0.24?(f?c)0.5 tension limit at release.    
Design Mode        : AASHTO LRFD - 8th Edition
Units:             : US
Design as:         : Simple span
Flared Girder:     : No
File Name          : c:\users\9925\appdata\local\temp\1\leap_bak\lb_bff.tmp\C59_Construction\BR01.csl
 
 
GEOMETRY DATA
--------------
 
BRIDGE LAYOUT                                 
-------------                                 
Overall width     , ft  =       36.333
Left curb         , ft  =        0.000
Right curb        , ft  =        0.000
curb-to-curb width, ft  =       36.333
Number of spans         =            1
Number of lanes         =            3
Lane width        , ft  =       12.000
Eff Deck thick    , in  =        0.000
Sacrificial thick , in  =        0.000
Haunch thickness  , in  =        0.000
Haunch width      , in  =        0.000
Bridge c/s,MI(Ixx), in4 =    581770.00
 
SPAN DATA
---------
Precast length    , ft =     60.170
Bearing-to-bearing, ft =     59.170
Release span      , ft =     60.170
 
BEAM DATA
---------
 No               ID    Loc-prev    Area     MI(Ixx) Height   Yb   B-topg  B-Trib
                             ft      in2       in4     in     in     in      ft
 1             IA-Std-C    3.167    564.5   116354.0  45.00  20.23  16.00   6.917
 2             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 3             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 4             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   7.500
 5             IA-Std-C    7.500    564.5   116354.0  45.00  20.23  16.00   6.916
 
 
MATERIAL DATA - Project Level
-----------------------------
 
As defined in Material Tab. For beam level properties look at Beam Specific output.
 
CONCRETE PROPERTIES
-------------------
                   Precast          C.I.P.
f'c ,ksi      =      5.000           4.000
Wc  ,pcf      =    150.000         150.000
Concrete Type =     Normal          Normal
Lambda        =      1.000           1.000
Ec  ,ksi      =   4286.830        4266.220
K1            =      1.000           1.000
f'ci,ksi      =      4.500 
Eci ,ksi      =   4066.840
K1            =      1.000
Thermal coeff.,1/F  = 0.00000600
 
STRAND AND REBAR PROPERTIES
----------------------------
PRESTRESSED STEEL:
0.6''-LL-270-72.6, Low relaxation strands 
     Straight Pattern
     Strand Diameter       =        0.600 in
     Tensile Strength(fpu) =      270.0 ksi
     Strand Area           =        0.217 in2
Use transformed strand and rebar: Strand Only
 
REINFORCING STEEL: Tension/Shear steel: fy = 60.0 ksi Es =  29000 ksi
 

 
LOADS DATA:
-----------
 
LOADS GENERATED USING PERMANENT LOAD WIZARD: NO
 
LOADS ON PRECAST
----------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
Span Beam DC/DW  Type       Mag.1   Loc.1   Mag.2   Loc.2     Description
   1    1    DC Line        0.068    0.00       0.068   59.17   Forms
   1    1    DC Line        0.075    0.00       0.075   59.17   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   29.59   Wet Deck
   1    1    DC Trapez      0.017    0.00       0.017   29.59   Haunch
   1    1    DC Trapez      0.060    0.00       0.060   29.59   Additional Wet Deck Overhang
   1    1    DW Trapez      0.342   29.59       0.342   59.17   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   59.17   LL on Walkway
   1    1    DW Point       2.350   27.59      -         -      Screed machine load 1
   1    1    DW Point       2.350   29.59      -         -      Screed machine load 2
   1    1    DW Point       2.350   33.59      -         -      Screed machine load 3
   1    1    DW Point       2.350   35.59      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   29.590
   1    2        0.285   29.590
   1    3        0.285   29.590
   1    4        0.285   29.590
   1    5        0.143   29.590
 
LOADS ON COMPOSITE
------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
       (Area:   ksf, Width: ft)
 
TEMPERATURE LOADS
-----------------
 
LIVE LOADS
----------
Live load deflection: not included.
ID: Design Lane - not incl. (Type: Design Lane)
ID: Design Tandem - not incl. (Type: Design Tandem)
ID: Design Truck - not incl. (Type: Design Truck)
 
Pedestrian Load - NONE
 

ANALYSIS DATA:
--------------
ANALYSIS PARAMETERS DATA
------------------------
 
  Truck impact:       1.330 
  Lane  impact:       1.000 
  Strength II impact: 1.330 
  Fatigue impact:     1.150 
 
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
 
  Include sacrificial deck thick in ts:   NO   
  Is Span Post-tensioned:                 NO   
  ADTT (Average Daily Truck Traffic)    : 5000 
  Percent of the specified force effect : 1.00 
  Apply reduction of Moment for skew:     NO   
 
NOTE: Beam specific dead and live load DFs are printed in beam level reports.
 
LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)
---------------------------------------
 
               Live DC(max) DC(min) DW(max) DW(min) 
----------------------------------------------------
  Service I:   1.00    1.00    1.00    1.00    1.00 
  Service III: 0.80    1.00    1.00    1.00    1.00 
  Strength I:  1.75    1.25    0.90    1.50    0.65 
 
 
----------
 
  Ductility Factor:  1.00 
  Redundancy Factor: 1.00 
  Importance Factor: 1.00 
 
----------------------------------------------------------------------------------------------------


PROJECT PARAMETERS DATA:
------------------------
MULTIPLIERS:
------------
 
  Trans len mult: Bonded   = 1.00 
                  Debonded = 1.00 
  Dev len mult:   Bonded   = 1.60 
                  Debonded = 2.00 
 
Camber & Deflection Multiplier (PCI ref.)
-----------------------------------------
 
                 Erection Final 
--------------------------------
  Prestress:         1.80  2.45 
  Self. Wt:          1.85  2.70 
  Deck + Haunch:           2.30 
  Diaphragm:               3.00 
  DL-Prec.:                3.00 
  DL-Comp.:                3.00 
 
MOMENT AND SHEAR PROVISIONS:
----------------------------
 
  Ultimate Moment Capacity, Mu-prvd computed:    AASHTO equations 
  Horizontal Shear, Beam and Slab effects in Vu: EXCLUDED         
 
STRESS LIMITS (Art. 5.9.2):
---------------------------
STRESS LIMITS AT RELEASE BEFORE LOSSES:
---------------------------------------
 
                     PRECAST     
---------------------------------
  Strength              4.50 ksi 
  Elasticity          4066.8 ksi 
  Max comp              2.92 ksi 
  Max tens             -0.19 ksi 
  Max tens,  w/reinf   -0.51 ksi 
 
STRESS LIMITS AT FINAL AFTER LOSSES:
------------------------------------
 
             PRECAST       DECK      
-------------------------------------
  Strength      5.00 ksi    4.00 ksi 
  Elasticity 4286.83 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
Straight Pattern
 
END PATTERN (Ycg = 9.21 in):
 
  6 @  2.000 in 2 @  4.000 in 4 @  6.000 in 2 @ 42.500 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#4[M13]  60.0  0.40    9.00  0.1457  3.8960 Yes       
       2 US#6[M19]  60.0  0.88    4.50  0.5200  1.2710 No        
       2 US#4[M13]  60.0  0.40    9.00  0.5200  3.5200 No        
       2 US#4[M13]  60.0  0.40   11.50  3.5200  4.4790 No        
       2 US#4[M13]  60.0  0.40   14.00  4.4790  6.8130 No        
       2 US#4[M13]  60.0  0.40   14.37  6.8130  8.0131 No        
       2 US#4[M13]  60.0  0.40   16.88  8.0131  9.4199 No        
       2 US#4[M13]  60.0  0.40   19.00  9.4199 22.0830 No        
       2 US#4[M13]  60.0  0.40   14.00  3.8960  7.3960 Yes       
       2 US#4[M13]  60.0  0.40   14.75  7.3960  8.6260 Yes       
       2 US#4[M13]  60.0  0.40   19.00  8.6260 51.5410 Yes       
       2 US#4[M13]  60.0  0.40   14.75 51.5410 52.7710 Yes       
       2 US#4[M13]  60.0  0.40   14.00 52.7710 56.2710 Yes       
       2 US#4[M13]  60.0  0.40   19.00 38.0840 50.7470 No        
       2 US#4[M13]  60.0  0.40   16.88 50.7470 52.1539 No        
       2 US#4[M13]  60.0  0.40   14.37 52.1539 53.3540 No        
       2 US#4[M13]  60.0  0.40   14.00 53.3540 55.6880 No        
       2 US#4[M13]  60.0  0.40   11.50 55.6880 56.6470 No        
       2 US#4[M13]  60.0  0.40    9.00 56.6470 59.6470 No        
       2 US#6[M19]  60.0  0.88    4.50 58.8960 59.6470 No        
       2 US#4[M13]  60.0  0.40    9.00 56.2710 60.0213 Yes       
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  5.0000       3.00 
      1 US#4[M13]           2.00 0.200 55.1670 60.1670       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-Std-C                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 16.000 in    Bot = 20.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  5.000 in    Bot =  8.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  9.000 in                     Interior/Exterior  =   Exterior
            Bot =  9.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  9.000 in                     
Minimum Thickness Criteria, Article 5.12.3.2 checked: OK.
 
TOPPING DATA:
-------------
Effective Deck Thickness   =   0.000 in
Sacrificial Deck Thickness   =   0.000 in
Haunch:
       Thickness =   0.000 in
       Width     =   0.000 in
Effective width  =  83.004 in (Art. 4.6.2.6.1)
 
GENERAL LOAD DATA:
------------------
Dead loads on precast:
---------------------
UNITS: (Point:  kips, Location: ft, Line:   klf, Trapez:   klf)
  DC/DW    Type     Mag.1     Loc.1    Mag.2     Loc.2
     DC  Line       0.068      0.00       0.068   59.17
     DC  Line       0.075      0.00       0.075   59.17
     DC  Trapez     0.726      0.00       0.726   29.59
     DC  Trapez     0.017      0.00       0.017   29.59
     DC  Trapez     0.060      0.00       0.060   29.59
     DW  Trapez     0.342     29.59       0.342   59.17
     DW  Line       0.117      0.00       0.117   59.17
     DW  Point      2.350     27.59      -         -   
     DW  Point      2.350     29.59      -         -   
     DW  Point      2.350     33.59      -         -   
     DW  Point      2.350     35.59      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    29.59 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 60.170 ft
Release length = 60.170 ft
Design  length = 59.170 ft
 
Kern points:
------------
Upper    =   30.42 in
Lower    =   11.91 in
 
DISTRIBUTION FACTORS (Art. 4.6.2.2):
------------------------------------
Type j, connected only enough to prevent relative vertical displacement
 
Live Moment (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Moment (1  lane  loaded)  : 0.907   (Calculated) (#)
Live Shear  (2+ lanes loaded)  : 0.907   (Calculated) (#)
Live Shear  (1  lane  loaded)  : 0.907   (Calculated) (#)
(#) Lever rule (C4.6.2.2.1)
The LL distribution computation is using the effective slab depth (ts = 0.00in).
Include sacrificial deck thick in ts:  NO
 
Dead Loads and Pedestrian Load distributed equally to all beams (Art. 4.6.2.2.1)
 
Pedestrian : 0.200   (Calculated)
 
Comp.  DC  : 0.200   (Calculated)
Comp.  DW  : 0.200   (Calculated)
 
RESISTANCE FACTORS (Art. 5.5.4.2):
----------------------------------
Flexure Reinforced:
   Compression controlled sections : 0.75
   Tension controlled sections     : 0.90
Flexure Prestressed:
   Compression controlled sections : 0.75
   Tension controlled sections     : 1.00
Shear                              : 0.90
 

Span: 1, Beam: 1
 
SECTION PROPERTIES:
-------------------
                             PRECAST          COMPOSITE
                             -------          ---------
Area                  =        564.5 in2            564.5 in2#
Total Height          =        45.00 in             45.00 in  
Mom. of Inertia (Ixx) =       116354 in4           116354 in4#
Ht. of c.g.           =        20.23 in             20.23 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        588.0 plf            588.0 plf   
Mom. of Inertia (Iyy) =      10478.0 in4   
Poisson's Ratio       =          0.2
Thermal coeff.        =  0.000006000 1/F  
 
(#) Of Total Section using Ect/Ec = 0.9952

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

Use transformed strand and rebar: Strand Only
 
TRANSFORMED SECTION PROPERTIES:  
                 Bearing    Trans      H/2    0.10L    0.20L    0.30L    0.40L  Midspan
  Location,  ft     0.00     2.50     1.88     5.52    11.53    17.55    23.57    29.58
 
Precast: (At Release, using Ec =  4066.8 ksi )
  Area    , in2    567.5    582.8    578.9    582.8    582.8    582.8    582.8    582.8
  Yb      ,  in    20.17    19.88    19.96    19.88    19.88    19.88    19.88    19.88
  MI(Ixx) , in4   116721   118499   118064   118499   118499   118499   118499   118499
Composite: (At Final, using Ec =  4286.8 ksi )
  Area    , in2    567.4    581.7    578.1    581.7    581.7    581.7    581.7    581.7
  Yb      ,  in    20.17    19.91    19.97    19.91    19.91    19.91    19.91    19.91
  MI(Ixx) , in4   116699   118375   117964   118375   118375   118375   118375   118375

Span: 1, Beam: 1
 
STRESS LIMITS (Art. 5.9.2):
--------------------------
 
                            PRECAST               DECK
                            -------               ----
STRESS LIMITS AT RELEASE BEFORE LOSSES:
  Strength           =       4.50  ksi   
  Elasticity         =     4066.8 ksi   
  Max comp           =       2.92 ksi   
  Max tens           =      -0.19 ksi   
  Max tens,w/reinf   =      -0.51 ksi   
 
STRESS LIMITS AT FINAL AFTER LOSSES:
  Strength           =       5.00 ksi           4.00 ksi
  Elasticity         =    4286.83 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
Straight Pattern
END PATTERN (Ycg = 9.21 in):
     6 @  2.000 in     2 @  4.000 in     4 @  6.000 in     2 @ 42.500 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      =      9.387 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     11.734 ft
Holddown Force        =   0.000 kips     Beam Shrtng (PL/AE)   =      0.183 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)       
-------------------------------------------------------------------------------------
       842.380         740 623.361      8.736 35381.293   463.515       6.806        
 
 
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#4[M13]       60.00        0.40       9.00       0.1457      3.8960    Yes
      2      US#6[M19]       60.00        0.88       4.50       0.5200      1.2710     No
      2      US#4[M13]       60.00        0.40       9.00       0.5200      3.5200     No
      2      US#4[M13]       60.00        0.40      11.50       3.5200      4.4790     No
      2      US#4[M13]       60.00        0.40      14.00       4.4790      6.8130     No
      2      US#4[M13]       60.00        0.40      14.37       6.8130      8.0131     No
      2      US#4[M13]       60.00        0.40      16.88       8.0131      9.4199     No
      2      US#4[M13]       60.00        0.40      19.00       9.4199     22.0830     No
      2      US#4[M13]       60.00        0.40      14.00       3.8960      7.3960    Yes
      2      US#4[M13]       60.00        0.40      14.75       7.3960      8.6260    Yes
      2      US#4[M13]       60.00        0.40      19.00       8.6260     51.5410    Yes
      2      US#4[M13]       60.00        0.40      14.75      51.5410     52.7710    Yes
      2      US#4[M13]       60.00        0.40      14.00      52.7710     56.2710    Yes
      2      US#4[M13]       60.00        0.40      19.00      38.0840     50.7470     No
      2      US#4[M13]       60.00        0.40      16.88      50.7470     52.1539     No
      2      US#4[M13]       60.00        0.40      14.37      52.1539     53.3540     No
      2      US#4[M13]       60.00        0.40      14.00      53.3540     55.6880     No
      2      US#4[M13]       60.00        0.40      11.50      55.6880     56.6470     No
      2      US#4[M13]       60.00        0.40       9.00      56.6470     59.6470     No
      2      US#6[M19]       60.00        0.88       4.50      58.8960     59.6470     No
      2      US#4[M13]       60.00        0.40       9.00      56.2710     60.0213    Yes
 
Top Steel:
 
  #bars    Size   Dist. from Top  Area  Start    End   Side Cover 
                       (in)      (in2)   (ft)    (ft)     (in)    
------------------------------------------------------------------
      1 US#4[M13]           2.00 0.200  0.0000  5.0000       3.00 
      1 US#4[M13]           2.00 0.200 55.1670 60.1670       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 =  9.21 in
         P_init    =      595.5 kips  Ecc = 11.02 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4067 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **     8.72 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.245 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -3.53 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                         9.59 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                  8.72 ksi  ( 4.45 %)            19.37 ksi ( 9.88 %)
Total Prestress Losses                                    28.09 ksi (14.33 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 167.9 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    2.50    1.88    5.52   11.53   17.55   23.57   29.58
Self wt.  : M       0.0    41.7    31.6    87.0   161.5   214.8   246.7   257.3
(Max)       V      17.4    15.9    16.3    14.2    10.6     7.1     3.5     0.0
DL-Prec.  : M       0.0    52.2    39.7   107.3   191.4   241.3   257.0   238.4
DC(Max)     V      22.1    19.7    20.3    16.8    11.1     5.4     0.2     5.9
DL-Prec.  : M       0.0    25.5    19.2    55.4   111.8   163.9   211.8   250.8
DW(Max)     V      10.4    10.1    10.1     9.7     9.0     8.3     7.6     4.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.4     0.8     1.3     1.7     2.1
(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   119.5    90.6   250.1   465.5   621.2   717.2   748.6
            V      49.9    45.8    46.8    40.8    30.8    20.9    11.5    10.6
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    49.9    45.8    46.8    40.8    30.8    20.9    11.5    10.6
            M       0.0   119.5    90.6   250.1   465.5   621.2   717.2   748.6
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    35.60   41.62   47.64   53.65   57.29   56.67   59.17
Self wt.  : M     246.7   214.8   161.5    87.0    31.6    41.7     0.0
(Max)       V       3.5     7.1    10.6    14.2    16.3    15.9    17.4
DL-Prec.  : M     200.0   156.5   107.8    53.9    18.8    25.0     0.0
DC(Max)     V       6.8     7.7     8.5     9.4     9.9     9.8    10.2
DL-Prec.  : M     251.1   211.2   154.7    81.6    29.3    38.7     0.0
DW(Max)     V       5.2     8.0    10.8    13.5    15.2    14.9    16.1
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       1.7     1.3     0.8     0.4     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    699.5   583.7   424.9   223.0    79.8   105.5     0.0
            V      15.7    22.8    30.0    37.1    41.5    40.7    43.7
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    15.7    22.8    30.0    37.1    41.5    40.7    43.7
            M     699.5   583.7   424.9   223.0    79.8   105.5     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               17.4             17.4
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           22.1             10.2
DL-Prec.(DW)           10.4             16.1
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.88    5.52   11.53   17.55   23.57   29.58
Self wt.  : M       0.0    41.7    31.6    87.0   161.5   214.8   246.7   257.3
(Max)       V      17.4    15.9    16.3    14.2    10.6     7.1     3.5     0.0
DL-Prec.  : M       0.0    52.2    39.7   107.3   191.4   241.3   257.0   238.4
DC(Max)     V      22.1    19.7    20.3    16.8    11.1     5.4     0.2     5.9
DL-Prec.  : M       0.0    25.5    19.2    55.4   111.8   163.9   211.8   250.8
DW(Max)     V      10.4    10.1    10.1     9.7     9.0     8.3     7.6     4.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.4     0.8     1.3     1.7     2.1
(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   119.5    90.6   250.1   465.5   621.2   717.2   748.6
            V      49.9    45.8    46.8    40.8    30.8    20.9    11.5    10.6
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    49.9    45.8    46.8    40.8    30.8    20.9    11.5    10.6
            M       0.0   119.5    90.6   250.1   465.5   621.2   717.2   748.6
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    35.60   41.62   47.64   53.65   57.29   56.67   59.17
Self wt.  : M     246.7   214.8   161.5    87.0    31.6    41.7     0.0
(Max)       V       3.5     7.1    10.6    14.2    16.3    15.9    17.4
DL-Prec.  : M     200.0   156.5   107.8    53.9    18.8    25.0     0.0
DC(Max)     V       6.8     7.7     8.5     9.4     9.9     9.8    10.2
DL-Prec.  : M     251.1   211.2   154.7    81.6    29.3    38.7     0.0
DW(Max)     V       5.2     8.0    10.8    13.5    15.2    14.9    16.1
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       1.7     1.3     0.8     0.4     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    699.5   583.7   424.9   223.0    79.8   105.5     0.0
            V      15.7    22.8    30.0    37.1    41.5    40.7    43.7
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    15.7    22.8    30.0    37.1    41.5    40.7    43.7
            M     699.5   583.7   424.9   223.0    79.8   105.5     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.88    5.52   11.53   17.55   23.57   29.58
Self wt.  : M       0.0    52.1    39.5   108.8   201.9   268.5   308.4   321.7
(Max)       V      21.7    19.9    20.4    17.7    13.3     8.8     4.4     0.0
Self wt.  : M       0.0    37.5    28.4    78.3   145.4   193.3   222.0   231.6
(Min)       V      15.7    14.3    14.7    12.7     9.6     6.4     3.2     0.0
DL-Prec.  : M       0.0    65.2    49.6   134.1   239.3   301.7   321.2   298.0
DC(Max)     V      27.6    24.6    25.3    21.0    13.9     6.8     0.3     7.4
DL-Prec.  : M       0.0    47.0    35.7    96.5   172.3   217.2   231.3   214.5
DC(Min)     V      19.8    17.7    18.3    15.1    10.0     4.9     0.2     5.3
DL-Prec.  : M       0.0    38.3    28.8    83.1   167.6   245.9   317.7   376.2
DW(Max)     V      15.5    15.1    15.2    14.6    13.5    12.5    11.4     6.8
DL-Prec.  : M       0.0    16.6    12.5    36.0    72.6   106.5   137.7   163.0
DW(Min)     V       6.7     6.5     6.6     6.3     5.9     5.4     4.9     3.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.2     0.5     1.0     1.6     2.1     2.6
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       0.0     0.2     0.1     0.4     0.7     1.1     1.5     1.9
(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   155.8   118.1   326.5   609.9   817.5   949.4   998.5
            V      64.9    59.7    61.0    53.4    40.8    28.2    16.2    14.4
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    64.9    59.7    61.0    53.4    40.8    28.2    16.2    14.4
            M       0.0   134.1   101.8   279.4   514.9   678.2   769.4   785.3
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    35.60   41.62   47.64   53.65   57.29   56.67   59.17
Self wt.  : M     308.4   268.5   201.9   108.8    39.5    52.1     0.0
(Max)       V       4.4     8.8    13.3    17.7    20.4    19.9    21.7
Self wt.  : M     222.0   193.3   145.4    78.3    28.4    37.5     0.0
(Min)       V       3.2     6.4     9.6    12.7    14.7    14.3    15.7
DL-Prec.  : M     250.0   195.6   134.8    67.4    23.5    31.2     0.0
DC(Max)     V       8.5     9.6    10.7    11.7    12.4    12.3    12.7
DL-Prec.  : M     180.0   140.9    97.0    48.6    16.9    22.5     0.0
DC(Min)     V       6.1     6.9     7.7     8.4     8.9     8.8     9.2
DL-Prec.  : M     376.6   316.8   232.1   122.4    44.0    58.1     0.0
DW(Max)     V       7.9    12.0    16.2    20.3    22.8    22.4    24.1
DL-Prec.  : M     163.2   137.3   100.6    53.1    19.0    25.2     0.0
DW(Min)     V       3.4     5.2     7.0     8.8     9.9     9.7    10.4
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
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       2.1     1.6     1.0     0.5     0.2     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       1.5     1.1     0.7     0.4     0.1     0.2     0.0
(Min)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DC(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Max)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DL-Comp   : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
DW(Min)     V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M+      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
LL + I    : Vmx     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : M+    937.1   782.5   569.8   299.1   107.1   141.6     0.0
            V      20.9    30.5    40.2    49.8    55.6    54.6    58.6
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    20.9    30.5    40.2    49.8    55.6    54.6    58.6
            M     723.7   602.9   438.3   229.8    82.2   108.7     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.               21.7             21.7
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           27.6             12.7
DL-Prec.(DW)           15.5             24.1
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
Span : 1, Beam : 1, SERVICE I
 
RELEASE STRESSES, (ksi) (LOSS =  0.00 %)
 
               Trans   0.10L   0.20L   0.30L   0.40L Midspan Depress.
                      /0.90L  /0.80L  /0.70L  /0.60L
Location, ft    3.00    6.02   12.03   18.05   24.07   30.08   21.06
 
Beam-Self
Precast-top    0.128   0.244   0.433   0.569   0.650   0.677   0.616 
Bottom        -0.102  -0.193  -0.343  -0.450  -0.514  -0.536  -0.488 
 
Prestress
Precast-top   -0.325  -0.325  -0.325  -0.325  -0.325  -0.325  -0.325 
Bottom         2.088   2.088   2.088   2.088   2.088   2.088   2.088 
 
Total
Precast-top   -0.197  -0.081   0.108   0.244   0.325   0.352   0.291 
Bottom         1.987   1.895   1.745   1.638   1.574   1.552   1.601 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.68 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    1.88    5.52   11.53   17.55   23.57   29.58
 
Prestress
Precast-top   -0.050  -0.287  -0.229  -0.287  -0.287  -0.287  -0.287  -0.287
Bottom         0.320   1.844   1.475   1.844   1.844   1.844   1.844   1.844
 
Self wt.
Precast-top   -0.000   0.106   0.080   0.221   0.411   0.546   0.627   0.654
Bottom        -0.000  -0.084  -0.064  -0.175  -0.325  -0.432  -0.497  -0.518
 
DL-Prec (DC)
Precast-top   -0.000   0.133   0.101   0.273   0.487   0.614   0.654   0.606
Bottom        -0.000  -0.105  -0.080  -0.216  -0.385  -0.486  -0.517  -0.480
 
DL-Prec (DW)
Precast-top   -0.000   0.065   0.049   0.141   0.284   0.417   0.539   0.638
Bottom        -0.000  -0.051  -0.039  -0.112  -0.225  -0.330  -0.427  -0.505
 
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  -0.002  -0.003  -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   -0.050   0.017   0.001   0.349   0.897   1.293   1.537   1.617 
Bottom         0.320   1.604   1.291   1.341   0.907   0.593   0.400   0.337 
 
Final 2 (P/S + DL)
Precast-top   -0.050   0.017   0.001   0.349   0.897   1.293   1.537   1.617 
Bottom         0.320   1.604   1.291   1.341   0.907   0.593   0.400   0.337 
 

 
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    6.02   12.03   18.05   24.07   30.08   21.06
 
Beam-Self
Precast-top    0.128   0.244   0.433   0.569   0.650   0.677   0.616 
Bottom        -0.102  -0.193  -0.343  -0.450  -0.514  -0.536  -0.488 
 
Prestress
Precast-top   -0.325  -0.325  -0.325  -0.325  -0.325  -0.325  -0.325 
Bottom         2.088   2.088   2.088   2.088   2.088   2.088   2.088 
 
Total
Precast-top   -0.197  -0.081   0.108   0.244   0.325   0.352   0.291 
Bottom         1.987   1.895   1.745   1.638   1.574   1.552   1.601 
 
As_top  , in2  0.213   0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  0.200*  0.000   0.000   0.000   0.000   0.000   0.000 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 11.68 %)
             Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
                                      /0.90L  /0.80L  /0.70L  /0.60L
 
Location, ft    0.00    2.50    1.88    5.52   11.53   17.55   23.57   29.58
 
Prestress
Precast-top   -0.050  -0.287  -0.229  -0.287  -0.287  -0.287  -0.287  -0.287
Bottom         0.320   1.844   1.475   1.844   1.844   1.844   1.844   1.844
 
Self wt.
Precast-top   -0.000   0.106   0.080   0.221   0.411   0.546   0.627   0.654
Bottom        -0.000  -0.084  -0.064  -0.175  -0.325  -0.432  -0.497  -0.518
 
DL-Prec (DC)
Precast-top   -0.000   0.133   0.101   0.273   0.487   0.614   0.654   0.606
Bottom        -0.000  -0.105  -0.080  -0.216  -0.385  -0.486  -0.517  -0.480
 
DL-Prec (DW)
Precast-top   -0.000   0.065   0.049   0.141   0.284   0.417   0.539   0.638
Bottom        -0.000  -0.051  -0.039  -0.112  -0.225  -0.330  -0.427  -0.505
 
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  -0.002  -0.003  -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   -0.050*  0.017   0.001   0.349   0.897   1.293   1.537   1.617 
Bottom         0.320   1.604   1.291   1.341   0.907   0.593   0.400   0.337 
 

 
VERTICAL SHEAR (Art. 5.8) - Span : 1, Beam : 1,  STRENGTH I
Using General Beta Theta Equation procedure - Art.5.7.3.4
Location (ft)
     Vu      bv    de     Aps      Vp    eps_x  Theta  Vs-reqd    Av/s    Av-prvd   Al_reqd
   (kips)   (in)  (in)   (in2)   (kips)                 (kips)  (in2/ft)  (in2/ft)   (in2)

    Mcor     a     dv      fpo   vu/fc   Vc-com  Beta  Max.spc.  min.Av/s  pVn/Vu       
    (kft)   (in)  (in)    (ksi)          (kips)          (in)    (in2/ft)             
*******************************************************************************************
Bearing :   0.50
     64.9    9.0   41.3    0.324   0.0   6.00e-3 50.0     49.6     0.291    0.533      0.00
      0.0    1.5   40.6     31.5 0.040      22.5 0.87    24.00     0.127    1.571 
Transfer:   3.00
     59.7    9.0   41.3    1.945   0.0  -0.20e-3 28.3      0.0     0.127    1.067      0.00
    134.1   10.5   37.2    189.0 0.040     133.2 5.63    24.00     0.127    6.308 
Critical:   3.60
     58.4    9.0   41.3    2.008   0.0  -0.21e-3 28.3      0.0     0.127    0.951      0.00
    162.4   10.9   37.2    189.0 0.039     134.5 5.68    24.00     0.127    6.447 
0.1L    :   6.02
     53.4    9.0   41.3    2.256   0.0  -0.22e-3 28.2      0.0     0.127    0.686      0.00
    279.4   12.4   37.2    189.0 0.035     136.3 5.76    24.00     0.127    6.302 
0.2L    :  12.03
     40.8    9.0   41.3    2.604   0.0  -0.22e-3 28.2      0.0     0.127    0.505      0.00
    514.9   14.5   37.2    189.0 0.027     136.3 5.76    24.00     0.127    6.868 
0.3L    :  18.05
     28.2    9.0   41.3    2.604   0.0  -0.19e-3 28.3      0.0     0.127    0.505      0.00
    678.2   14.5   37.2    189.0 0.019     132.6 5.60    24.00     0.127    9.788 
0.4L    :  24.07
     16.2    9.0   41.3    2.604   0.0  -0.18e-3 28.4      0.0     0.127    0.253      0.00
    769.4   14.5   37.2    189.0 0.011     131.0 5.54    24.00     0.127   12.083 
0.5L    :  30.08
     14.4    9.0   41.3    2.604   0.0  -0.17e-3 28.4      0.0     0.127    0.253      0.00
    785.3   14.5   37.2    189.0 0.010     130.7 5.52    24.00     0.127   13.650 
0.6L    :  36.10
     20.9    9.0   41.3    2.604   0.0  -0.19e-3 28.4      0.0     0.127    0.253      0.00
    723.7   14.5   37.2    189.0 0.014     131.9 5.57    24.00     0.127    9.436 
0.7L    :  42.12
     30.5    9.0   41.3    2.604   0.0  -0.21e-3 28.3      0.0     0.127    0.505      0.00
    602.9   14.5   37.2    189.0 0.020     134.6 5.69    24.00     0.127    9.120 
0.8L    :  48.14
     40.2    9.0   41.3    2.604   0.0  -0.24e-3 28.2      0.0     0.127    0.505      0.00
    438.3   14.5   37.2    189.0 0.027     138.8 5.86    24.00     0.127    7.045 
0.9L    :  54.15
     49.8    9.0   41.3    2.256   0.0  -0.24e-3 28.2      0.0     0.127    0.686      0.00
    229.8   12.4   37.2    189.0 0.033     138.2 5.84    24.00     0.127    6.802 
Critical:  56.57
     53.6    9.0   41.3    2.008   0.0  -0.21e-3 28.2      0.0     0.127    0.951      0.00
    132.6   10.9   37.2    189.0 0.036     135.4 5.72    24.00     0.127    7.021 
Transfer:  57.17
     54.6    9.0   41.3    1.945   0.0  -0.20e-3 28.3      0.0     0.127    1.067      0.00
    108.7   10.5   37.2    189.0 0.036     134.1 5.67    24.00     0.127    6.894 
Bearing :  59.67
     58.6    9.0   41.3    0.324   0.0   6.00e-3 50.0     42.6     0.250    0.533      0.00
      0.0    1.5   40.6     31.5 0.036      22.5 0.87    24.00     0.127    1.740 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  595.51
fs,         ksi =   20.00
h/4,         in =   11.25
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 = 5.52 ft
Prestress      :       0.306  1.80      0.552  2.45      0.751
Self Wt.       :      -0.113  1.85     -0.209  2.70     -0.305
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.094  3.00     -0.283
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.079  3.00     -0.238
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.194            0.168           -0.077
 
At 0.2 x L = 11.53 ft
Prestress      :       0.547  1.80      0.985  2.45      1.340
Self Wt.       :      -0.214  1.85     -0.395  2.70     -0.577
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.185  3.00     -0.554
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.159  3.00     -0.477
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.333            0.244           -0.271
 
At 0.3 x L = 17.55 ft
Prestress      :       0.719  1.80      1.294  2.45      1.761
Self Wt.       :      -0.293  1.85     -0.541  2.70     -0.790
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.252  3.00     -0.755
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.225  3.00     -0.676
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.426            0.274           -0.464
 
At 0.4 x L = 23.57 ft
Prestress      :       0.822  1.80      1.480  2.45      2.014
Self Wt.       :      -0.343  1.85     -0.634  2.70     -0.925
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.289  3.00     -0.868
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.271  3.00     -0.813
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.479            0.283           -0.599
 
At 0.5 x L = 29.58 ft
Prestress      :       0.856  1.80      1.542  2.45      2.098
Self Wt.       :      -0.360  1.85     -0.666  2.70     -0.972
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.296  3.00     -0.887
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.291  3.00     -0.873
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.497            0.287           -0.640
 
At 0.6 x L = 35.60 ft
Prestress      :       0.822  1.80      1.480  2.45      2.014
Self Wt.       :      -0.343  1.85     -0.634  2.70     -0.925
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.273  3.00     -0.819
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.281  3.00     -0.842
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.479            0.290           -0.578
 
At 0.7 x L = 41.62 ft
Prestress      :       0.719  1.80      1.294  2.45      1.761
Self Wt.       :      -0.293  1.85     -0.541  2.70     -0.790
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.226  3.00     -0.677
Diaphragm      :                       -0.002  3.00     -0.005
DL-Prec. (DW)  :                       -0.240  3.00     -0.719
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.426            0.286           -0.429
 
At 0.8 x L = 47.64 ft
Prestress      :       0.547  1.80      0.985  2.45      1.340
Self Wt.       :      -0.214  1.85     -0.395  2.70     -0.577
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.159  3.00     -0.477
Diaphragm      :                       -0.001  3.00     -0.003
DL-Prec. (DW)  :                       -0.173  3.00     -0.519
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.333            0.256           -0.236
 
At 0.9 x L = 53.65 ft
Prestress      :       0.306  1.80      0.552  2.45      0.751
Self Wt.       :      -0.113  1.85     -0.209  2.70     -0.305
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.079  3.00     -0.237
Diaphragm      :                       -0.001  3.00     -0.002
DL-Prec. (DW)  :                       -0.087  3.00     -0.262
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.194            0.176           -0.056
 

ULTIMATE - Span : 1, Beam : 1,  STRENGTH I
(Mr-prvd computed by AASHTO equations, Art. 5.7.3.2/5.7.3.3)
 

Location (ft)
    Mu       dp    Aps    fps     c      a    Mr-prvd eps_t   Phi   Mcr    min Mr  Crkg  Mu-p/r
   k.ft      in    in2    ksi     in     in    k.ft                 k.ft    k.ft   Ratio Ratio
**********************************************************************************************
Transfer:   2.50
   155.8    35.8  2.269  242.4   13.1  10.49   1433.8  0.007T 1.00       -       -     -     -  
H/2     :   1.88
   118.1    35.8  1.796  249.4    9.7   7.82   1207.5  0.010T 1.00       -       -     -     -  
0.1L    :   5.52
   326.5    35.8  2.632  237.3   15.5  12.44   1585.0  0.005T 1.00       -       -     -     -  
0.2L    :  11.53
   609.9    35.8  3.038  231.8   18.1  14.52   1608.7  0.004I 0.93   1431.6   811.1    1.12    -  
0.3L    :  17.55
   817.5    35.8  3.038  231.8   18.1  14.52   1608.7  0.004I 0.93   1431.9  1087.3    1.12    -  
0.4L    :  23.57
   949.4    35.8  3.038  231.8   18.1  14.52   1608.7  0.004I 0.93   1432.0  1262.7    1.12    -  
0.5L    :  29.58
   998.5    35.8  3.038  231.8   18.1  14.52   1608.7  0.004I 0.93   1431.9  1328.0    1.12    -  
0.6L    :  35.60
   937.1    35.8  3.038  231.8   18.1  14.52   1608.7  0.004I 0.93   1431.8  1246.4    1.12    -  
0.7L    :  41.62
   782.5    35.8  3.038  231.8   18.1  14.52   1608.7  0.004I 0.93   1431.7  1040.7    1.12    -  
0.8L    :  47.64
   569.8    35.8  3.038  231.8   18.1  14.52   1608.7  0.004I 0.93   1431.5   757.8    1.12    -  
0.9L    :  53.65
   299.1    35.8  2.632  237.3   15.5  12.44   1585.0  0.005T 1.00       -       -     -     -  
H/2     :  57.29
   107.1    35.8  1.796  249.4    9.7   7.82   1207.5  0.010T 1.00       -       -     -     -  
Transfer:  56.67
   141.6    35.8  2.269  242.4   13.1  10.49   1433.8  0.007T 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    -0.048
        M   2.00 Fb     0.300
 
  2   2 E  42.50 Ft     0.506
        M  42.50 Fb     0.123
 
  3   2 E   6.00 Ft     0.401
        M   6.00 Fb     0.467
 
  4   2 E   6.00 Ft     0.297
        M   6.00 Fb     0.811
 
  5   2 E   4.00 Ft     0.156
        M   4.00 Fb     1.184
 
  6   2 E   2.00 Ft    -0.020
        M   2.00 Fb     1.585
 
  7   2 E   2.00 Ft    -0.196
        M   2.00 Fb     1.987
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-C       
Precast Length, ft: 60.17            Release Length, ft: 60.17
Strand Pattern: Straight              
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:  4.45 %               Final losses: 14.33 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.920       1.987     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.190      -0.197       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)                  1608.75      998.52     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   1.617     Midspan    2.250   1.617     Midspan
    Pre.Bot:   3.000   1.604    Transfer    2.250   1.604    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000  -0.050     Bearing
    Pre.Bot:  -0.000   0.320     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  29.58 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       0.856  1.80      1.542  2.45      2.098
Self Wt.       :      -0.360  1.85     -0.666  2.70     -0.972
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                       -0.296  3.00     -0.887
Diaphragm      :                       -0.002  3.00     -0.006
DL-Prec. (DW)  :                       -0.291  3.00     -0.873
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.497            0.287           -0.640
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

