 
PROJECT DATA
------------
Project            : 
Designer           : 
Date               : May/24/2023
Checked By         : 
Date Checked       :  
User job number    : 
State              :                               State Job #: 
State Specification: None                         
Comments           : A34 Construction Load Check (LEAP Concrete Version 21:00:00:24):
                     (1)The bridge span is 34'-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_e4cc.tmp\A34_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 =    170410.00
 
SPAN DATA
---------
Precast length    , ft =     35.167
Bearing-to-bearing, ft =     34.167
Release span      , ft =     35.167
 
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-A    3.167    311.5    34082.0  32.00  14.05  13.00   6.917
 2             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 3             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 4             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   7.500
 5             IA-Std-A    7.500    311.5    34082.0  32.00  14.05  13.00   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 Trapez      0.064    0.00       0.064   17.08   Additional Wet Deck Overhang
   1    1    DC Line        0.068    0.00       0.068   34.17   Forms
   1    1    DC Line        0.075    0.00       0.075   34.17   Walkway DL
   1    1    DC Trapez      0.726    0.00       0.726   17.08   Wet Deck
   1    1    DC Trapez      0.014    0.00       0.014   17.08   Haunch
   1    1    DW Trapez      0.342   17.08       0.342   34.17   LL on Beam
   1    1    DW Line        0.117    0.00       0.117   34.17   LL on Walkway
   1    1    DW Point       2.350   15.09      -         -      Screed machine load 1
   1    1    DW Point       2.350   17.08      -         -      Screed machine load 2
   1    1    DW Point       2.350   21.08      -         -      Screed machine load 3
   1    1    DW Point       2.350   23.08      -         -      Screed machine load 4
 
DIAPHRAGM LOADS
---------------
UNITS: (Load:  kips, Location: ft)
Span Beam         Load Location
   1    1        0.143   17.085
   1    2        0.285   17.085
   1    3        0.285   17.085
   1    4        0.285   17.085
   1    5        0.143   17.085
 
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:
  9 strands, 0.6''-LL-270-72.6, Low relaxation strands
Straight Pattern
 
END PATTERN (Ycg = 8.44 in):
 
  4 @  2.000 in 3 @  4.000 in 1 @ 27.000 in 1 @ 29.000 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#4[M13]  60.0  0.40    9.00  0.1460  3.1460 Yes       
       2 US#5[M16]  60.0  0.62    9.00  0.5200  2.7710 No        
       2 US#5[M16]  60.0  0.62    9.50  2.7710  3.5630 No        
       2 US#5[M16]  60.0  0.62   10.63  3.5630  4.4501 No        
       2 US#5[M16]  60.0  0.62   13.62  4.4501  5.5899 No        
       2 US#5[M16]  60.0  0.62   16.00  5.5899 13.5830 No        
       2 US#4[M13]  60.0  0.40   10.00  3.1460  3.9800 Yes       
       2 US#4[M13]  60.0  0.40   11.25  3.9800  4.9199 Yes       
       2 US#4[M13]  60.0  0.40   16.00  4.9199 30.2470 Yes       
       2 US#4[M13]  60.0  0.40   11.25 30.2470 31.1870 Yes       
       2 US#4[M13]  60.0  0.40   10.00 31.1870 32.0210 Yes       
       2 US#5[M16]  60.0  0.62   16.00 21.5840 29.5771 No        
       2 US#5[M16]  60.0  0.62   13.62 29.5771 30.7169 No        
       2 US#5[M16]  60.0  0.62   10.63 30.7169 31.6040 No        
       2 US#5[M16]  60.0  0.62    9.50 31.6040 32.3960 No        
       2 US#5[M16]  60.0  0.62    9.00 32.3960 34.6470 No        
       2 US#4[M13]  60.0  0.40    9.00 32.0210 35.0210 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  4.0000       6.50 
      1 US#4[M13]           2.00 0.200 31.1600 35.1600       6.50 
      2 US#4[M13]           2.00 0.400  0.0000 35.1600       2.00 
 
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-A                            Bridge Width       =  36.33 ft
Type      : I-Girder                            Curb-to-curb       =  36.33 ft
Flng width: Top = 13.000 in    Bot = 17.000 in  Beam Spac. Lt./Rt. =   3.17/  7.50 ft
     thick: Top =  4.000 in    Bot =  5.000 in  Lane width         =  12.00 ft
Stems     : No  =  1                            Number of lanes    =   3
            Top =  6.000 in                     Interior/Exterior  =   Exterior
            Bot =  6.000 in                     Start Skew Angle   =   0.00 degrees
                                                End Skew Angle     =   0.00 degrees
Shear width     =  6.000 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  Trapez     0.064      0.00       0.064   17.08
     DC  Line       0.068      0.00       0.068   34.17
     DC  Line       0.075      0.00       0.075   34.17
     DC  Trapez     0.726      0.00       0.726   17.08
     DC  Trapez     0.014      0.00       0.014   17.08
     DW  Trapez     0.342     17.08       0.342   34.17
     DW  Line       0.117      0.00       0.117   34.17
     DW  Point      2.350     15.09      -         -   
     DW  Point      2.350     17.08      -         -   
     DW  Point      2.350     21.08      -         -   
     DW  Point      2.350     23.08      -         -   
 
Diaphragm loads: kips, ft
      Mag.      Loc.
      0.14    17.08 
 
Dead loads on composite: See Project info for composite loads
 
GENERAL SPAN DATA:
------------------
Overall length = 35.167 ft
Release length = 35.167 ft
Design  length = 34.167 ft
 
Kern points:
------------
Upper    =   21.84 in
Lower    =    7.95 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                  =        311.5 in2            311.5 in2#
Total Height          =        32.00 in             32.00 in  
Mom. of Inertia (Ixx) =        34082 in4            34082 in4#
Ht. of c.g.           =        14.05 in             14.05 in#
Density               =       150.00 pcf           150.00 pcf
Lambda                =         1.00                 1.00 
Self-weight           =        324.5 plf            324.5 plf   
Mom. of Inertia (Iyy) =       4083.0 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     1.33     3.02     6.53    10.05    13.57    17.08
 
Precast: (At Release, using Ec =  4066.8 ksi )
  Area    , in2    313.5    323.2    318.7    323.2    323.2    323.2    323.2    323.2
  Yb      ,  in    14.02    13.85    13.92    13.85    13.85    13.85    13.85    13.85
  MI(Ixx) , in4    34143    34437    34302    34437    34437    34437    34437    34437
Composite: (At Final, using Ec =  4286.8 ksi )
  Area    , in2    313.3    322.5    318.2    322.5    322.5    322.5    322.5    322.5
  Yb      ,  in    14.02    13.86    13.93    13.86    13.86    13.86    13.86    13.86
  MI(Ixx) , in4    34139    34417    34289    34417    34417    34417    34417    34417

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           =       2.93 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:   9 strands, 0.6''-LL-270-72.6, Low relaxation strands
Straight Pattern
END PATTERN (Ycg = 8.44 in):
     4 @  2.000 in     3 @  4.000 in     1 @ 27.000 in     1 @ 29.000 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     =    1.95 in2      Initial Pull          =      382.8 kips 
Trans. Len,bonded     =   3.000 ft       Dev. Len, bonded      =      8.664 ft
Trans. Len,debonded   =   3.000 ft       Dev. Len, debonded    =     10.830 ft
Holddown Force        =   0.000 kips     Beam Shrtng (PL/AE)   =      0.125 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)       
-------------------------------------------------------------------------------------
       316.503         740 234.212      2.818 11410.983   249.703      53.308        
 
 
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       0.1460      3.1460    Yes
      2      US#5[M16]       60.00        0.62       9.00       0.5200      2.7710     No
      2      US#5[M16]       60.00        0.62       9.50       2.7710      3.5630     No
      2      US#5[M16]       60.00        0.62      10.63       3.5630      4.4501     No
      2      US#5[M16]       60.00        0.62      13.62       4.4501      5.5899     No
      2      US#5[M16]       60.00        0.62      16.00       5.5899     13.5830     No
      2      US#4[M13]       60.00        0.40      10.00       3.1460      3.9800    Yes
      2      US#4[M13]       60.00        0.40      11.25       3.9800      4.9199    Yes
      2      US#4[M13]       60.00        0.40      16.00       4.9199     30.2470    Yes
      2      US#4[M13]       60.00        0.40      11.25      30.2470     31.1870    Yes
      2      US#4[M13]       60.00        0.40      10.00      31.1870     32.0210    Yes
      2      US#5[M16]       60.00        0.62      16.00      21.5840     29.5771     No
      2      US#5[M16]       60.00        0.62      13.62      29.5771     30.7169     No
      2      US#5[M16]       60.00        0.62      10.63      30.7169     31.6040     No
      2      US#5[M16]       60.00        0.62       9.50      31.6040     32.3960     No
      2      US#5[M16]       60.00        0.62       9.00      32.3960     34.6470     No
      2      US#4[M13]       60.00        0.40       9.00      32.0210     35.0210    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  4.0000       6.50 
      1 US#4[M13]           2.00 0.200 31.1600 35.1600       6.50 
      2 US#4[M13]           2.00 0.400  0.0000 35.1600       2.00 
 
 
Bottom Steel:
 
  #bars Size Dist. from Top  Area Start  End Side Cover 
                  (in)      (in2)  (ft) (ft)    (in)    
--------------------------------------------------------
 
---------------------------------------------------------------------------------------
Midspan: Str. area = 1.9530 in2       Ycg =  8.44 in
         P_init    =      382.8 kips  Ecc =  5.61 in
Days to release = 0.75  Rel. Humid.(RH) = 70.0 % Es = 28500.0 ksi  Eci =   4067 ksi
 
 
AASHTO LOSSES
Elastic Shortening     **     9.44 ksi  (Eq 5.9.5.2.3a-1), (fcgp= 1.347 ksi)
Elastic Gains                                                Gains       Adjustment
    due to Precast Loads                                   -2.36 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                        11.17 ksi (Eq 5.9.3.3-1)
                       ------------                    ------------
Sub-total                  9.44 ksi  ( 4.82 %)            22.12 ksi (11.28 %)
Total Prestress Losses                                    31.56 ksi (16.10 %)
 
Prestressing Stress Limit Check (Table 5.9.3.1)
     initial fpi = 196.0 ksi < 0.75 fpu, OK 
     initial fpe = 164.5 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    1.33    3.02    6.53   10.05   13.57   17.08
Self wt.  : M       0.0    12.8     7.1    15.2    29.3    39.3    45.3    47.3
(Max)       V       5.5     4.7     5.1     4.6     3.4     2.3     1.1     0.0
DL-Prec.  : M       0.0    28.9    16.1    34.1    63.0    80.2    85.7    79.5
DC(Max)     V      12.7    10.4    11.5     9.9     6.6     3.2     0.1     3.4
DL-Prec.  : M       0.0    18.6    10.0    22.4    47.2    70.5    92.4   108.2
DW(Max)     V       7.6     7.3     7.4     7.3     6.8     6.4     6.0     3.3
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.2     0.5     0.7     1.0     1.2
(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    60.5    33.4    72.0   139.9   190.7   224.4   236.2
            V      26.0    22.5    24.1    21.8    16.9    12.0     7.3     6.8
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    26.0    22.5    24.1    21.8    16.9    12.0     7.3     6.8
            M       0.0    60.5    33.4    72.0   139.9   190.7   224.4   236.2
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    20.60   24.12   27.63   31.15   32.83   31.67   34.17
Self wt.  : M      45.3    39.3    29.3    15.2     7.1    12.8     0.0
(Max)       V       1.1     2.3     3.4     4.6     5.1     4.7     5.5
DL-Prec.  : M      66.5    51.8    35.3    17.1     7.7    14.2     0.0
DC(Max)     V       3.9     4.4     4.9     5.4     5.7     5.5     5.9
DL-Prec.  : M     108.5    93.7    66.2    33.0    15.1    27.6     0.0
DW(Max)     V       0.7     7.0     8.6    10.2    11.0    10.5    11.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       1.0     0.7     0.5     0.2     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+    221.4   185.5   131.2    65.5    30.0    54.9     0.0
            V       5.8    13.8    17.1    20.3    21.9    20.8    23.1
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     5.8    13.8    17.1    20.3    21.9    20.8    23.1
            M     221.4   185.5   131.2    65.5    30.0    54.9     0.0
 

 
REACTIONS (kips), SERVICE I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.                5.5              5.5
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           12.7              5.9
DL-Prec.(DW)            7.6             11.6
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE III
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.33    3.02    6.53   10.05   13.57   17.08
Self wt.  : M       0.0    12.8     7.1    15.2    29.3    39.3    45.3    47.3
(Max)       V       5.5     4.7     5.1     4.6     3.4     2.3     1.1     0.0
DL-Prec.  : M       0.0    28.9    16.1    34.1    63.0    80.2    85.7    79.5
DC(Max)     V      12.7    10.4    11.5     9.9     6.6     3.2     0.1     3.4
DL-Prec.  : M       0.0    18.6    10.0    22.4    47.2    70.5    92.4   108.2
DW(Max)     V       7.6     7.3     7.4     7.3     6.8     6.4     6.0     3.3
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       0.0     0.2     0.1     0.2     0.5     0.7     1.0     1.2
(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    60.5    33.4    72.0   139.9   190.7   224.4   236.2
            V      26.0    22.5    24.1    21.8    16.9    12.0     7.3     6.8
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    26.0    22.5    24.1    21.8    16.9    12.0     7.3     6.8
            M       0.0    60.5    33.4    72.0   139.9   190.7   224.4   236.2
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    20.60   24.12   27.63   31.15   32.83   31.67   34.17
Self wt.  : M      45.3    39.3    29.3    15.2     7.1    12.8     0.0
(Max)       V       1.1     2.3     3.4     4.6     5.1     4.7     5.5
DL-Prec.  : M      66.5    51.8    35.3    17.1     7.7    14.2     0.0
DC(Max)     V       3.9     4.4     4.9     5.4     5.7     5.5     5.9
DL-Prec.  : M     108.5    93.7    66.2    33.0    15.1    27.6     0.0
DW(Max)     V       0.7     7.0     8.6    10.2    11.0    10.5    11.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       1.0     0.7     0.5     0.2     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+    221.4   185.5   131.2    65.5    30.0    54.9     0.0
            V       5.8    13.8    17.1    20.3    21.9    20.8    23.1
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     5.8    13.8    17.1    20.3    21.9    20.8    23.1
            M     221.4   185.5   131.2    65.5    30.0    54.9     0.0
 


 
SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH I
Shears: kips, Moments: kft
 
                Bearing   Trans     H/2   0.10L   0.20L   0.30L   0.40L Midspan
Location,   ft     0.00    2.50    1.33    3.02    6.53   10.05   13.57   17.08
Self wt.  : M       0.0    16.1     8.9    19.1    36.6    49.2    56.7    59.2
(Max)       V       6.9     5.9     6.4     5.7     4.3     2.9     1.4     0.0
Self wt.  : M       0.0    11.6     6.4    13.7    26.4    35.4    40.8    42.6
(Min)       V       5.0     4.3     4.6     4.1     3.1     2.1     1.0     0.0
DL-Prec.  : M       0.0    36.1    20.2    42.6    78.7   100.2   107.1    99.3
DC(Max)     V      15.9    13.0    14.3    12.3     8.2     4.0     0.1     4.3
DL-Prec.  : M       0.0    26.0    14.5    30.7    56.7    72.2    77.1    71.5
DC(Min)     V      11.5     9.3    10.3     8.9     5.9     2.9     0.1     3.1
DL-Prec.  : M       0.0    28.0    15.1    33.6    70.8   105.8   138.6   162.2
DW(Max)     V      11.4    11.0    11.2    10.9    10.3     9.6     9.0     4.9
DL-Prec.  : M       0.0    12.1     6.5    14.6    30.7    45.8    60.1    70.3
DW(Min)     V       4.9     4.8     4.8     4.7     4.4     4.2     3.9     2.1
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
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     0.1     0.3     0.6     0.9     1.2     1.5
(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     0.2     0.4     0.6     0.9     1.1
(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    80.3    44.2    95.6   186.7   256.1   303.6   322.3
            V      34.3    29.9    32.0    29.0    22.8    16.6    10.7     9.3
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx    34.3    29.9    32.0    29.0    22.8    16.6    10.7     9.3
            M       0.0    64.5    35.7    76.5   146.6   196.1   225.1   230.4
 
                  0.60L   0.70L   0.80L   0.90L     H/2   Trans Bearing
Location,   ft    20.60   24.12   27.63   31.15   32.83   31.67   34.17
Self wt.  : M      56.7    49.2    36.6    19.1     8.9    16.1     0.0
(Max)       V       1.4     2.9     4.3     5.7     6.4     5.9     6.9
Self wt.  : M      40.8    35.4    26.4    13.7     6.4    11.6     0.0
(Min)       V       1.0     2.1     3.1     4.1     4.6     4.3     5.0
DL-Prec.  : M      83.1    64.8    44.1    21.3     9.6    17.8     0.0
DC(Max)     V       4.9     5.5     6.2     6.8     7.1     6.9     7.3
DL-Prec.  : M      59.9    46.6    31.8    15.4     6.9    12.8     0.0
DC(Min)     V       3.5     4.0     4.4     4.9     5.1     5.0     5.3
DL-Prec.  : M     162.8   140.5    99.3    49.5    22.6    41.4     0.0
DW(Max)     V       1.1    10.5    12.9    15.4    16.5    15.7    17.4
DL-Prec.  : M      70.5    60.9    43.0    21.4     9.8    18.0     0.0
DW(Min)     V       0.5     4.6     5.6     6.7     7.2     6.8     7.6
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Max)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Deck +    : M       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Haunch (Min)V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Diaphragm : M       1.2     0.9     0.6     0.3     0.1     0.2     0.0
(Max)       V       0.1     0.1     0.1     0.1     0.1     0.1     0.1
Diaphragm : M       0.9     0.6     0.4     0.2     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+    303.8   255.3   180.6    90.1    41.3    75.5     0.0
            V       7.5    19.0    23.5    28.0    30.1    28.6    31.8
Total     : M-      0.0     0.0     0.0     0.0     0.0     0.0     0.0
            V       0.0     0.0     0.0     0.0     0.0     0.0     0.0
Total     : Vmx     7.5    19.0    23.5    28.0    30.1    28.6    31.8
            M     211.6   175.7   124.4    62.1    28.4    52.0     0.0
 

 
REACTIONS (kips), STRENGTH I
---------
 
Load Type          Left Support     Right Support
---------          ------------     -------------
Self Wt.                6.9              6.9
Deck+Haunch             0.0              0.0
Diaphragm               0.1              0.1
DL-Prec.(DC)           15.9              7.3
DL-Prec.(DW)           11.4             17.4
DL-Comp.(DC)            0.0              0.0
DL-Comp.(DW)            0.0              0.0
Live                    0.0              0.0
        Truck           0.0              0.0
        Lane            0.0              0.0
Pedestrian              0.0              0.0
 
Upward reactions are positive.
Live Load reactions are per lane with no distribution factor and no impact.
Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).
Non-composite load types are per beam.
Composite and Pedestrian load types are per total bridge width.

 
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    3.52    7.03   10.55   14.07   17.58   12.31
 
Beam-Self
Precast-top    0.099   0.114   0.203   0.267   0.305   0.317   0.289 
Bottom        -0.076  -0.087  -0.155  -0.203  -0.232  -0.242  -0.220 
 
Prestress
Precast-top    0.094   0.094   0.094   0.094   0.094   0.094   0.094 
Bottom         2.016   2.016   2.016   2.016   2.016   2.016   2.016 
 
Total
Precast-top    0.193   0.208   0.297   0.361   0.399   0.412   0.383 
Bottom         1.940   1.929   1.861   1.813   1.784   1.774   1.796 


 
 
SERVICE I
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.49 %)
             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    1.33    3.02    6.53   10.05   13.57   17.08
 
Prestress
Precast-top    0.014   0.082   0.051   0.082   0.082   0.082   0.082   0.082
Bottom         0.306   1.764   1.098   1.764   1.764   1.764   1.764   1.764
 
Self wt.
Precast-top   -0.000   0.081   0.045   0.096   0.185   0.249   0.287   0.300
Bottom        -0.000  -0.062  -0.035  -0.074  -0.141  -0.190  -0.219  -0.228
 
DL-Prec (DC)
Precast-top   -0.000   0.183   0.102   0.216   0.398   0.507   0.542   0.503
Bottom        -0.000  -0.139  -0.079  -0.165  -0.304  -0.387  -0.413  -0.383
 
DL-Prec (DW)
Precast-top   -0.000   0.118   0.063   0.142   0.298   0.446   0.585   0.684
Bottom        -0.000  -0.090  -0.049  -0.108  -0.228  -0.340  -0.446  -0.522
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.001   0.003   0.005   0.006   0.008
Bottom        -0.000  -0.001  -0.000  -0.001  -0.002  -0.003  -0.005  -0.006
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top    0.014   0.465   0.262   0.538   0.968   1.289   1.502   1.577 
Bottom         0.306   1.472   0.935   1.417   1.089   0.844   0.681   0.624 
 
Final 2 (P/S + DL)
Precast-top    0.014   0.465   0.262   0.538   0.968   1.289   1.502   1.577 
Bottom         0.306   1.472   0.935   1.417   1.089   0.844   0.681   0.624 
 

 
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    3.52    7.03   10.55   14.07   17.58   12.31
 
Beam-Self
Precast-top    0.099   0.114   0.203   0.267   0.305   0.317   0.289 
Bottom        -0.076  -0.087  -0.155  -0.203  -0.232  -0.242  -0.220 
 
Prestress
Precast-top    0.094   0.094   0.094   0.094   0.094   0.094   0.094 
Bottom         2.016   2.016   2.016   2.016   2.016   2.016   2.016 
 
Total
Precast-top    0.193   0.208   0.297   0.361   0.399   0.412   0.383 
Bottom         1.940   1.929   1.861   1.813   1.784   1.774   1.796 
 
As_top  , in2  0.000   0.000   0.000   0.000   0.000   0.000   0.000 
Ast_prvd, in2  0.600   0.600   0.400   0.400   0.400   0.400   0.400 


 
 
SERVICE III
 
POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.49 %)
             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    1.33    3.02    6.53   10.05   13.57   17.08
 
Prestress
Precast-top    0.014   0.082   0.051   0.082   0.082   0.082   0.082   0.082
Bottom         0.306   1.764   1.098   1.764   1.764   1.764   1.764   1.764
 
Self wt.
Precast-top   -0.000   0.081   0.045   0.096   0.185   0.249   0.287   0.300
Bottom        -0.000  -0.062  -0.035  -0.074  -0.141  -0.190  -0.219  -0.228
 
DL-Prec (DC)
Precast-top   -0.000   0.183   0.102   0.216   0.398   0.507   0.542   0.503
Bottom        -0.000  -0.139  -0.079  -0.165  -0.304  -0.387  -0.413  -0.383
 
DL-Prec (DW)
Precast-top   -0.000   0.118   0.063   0.142   0.298   0.446   0.585   0.684
Bottom        -0.000  -0.090  -0.049  -0.108  -0.228  -0.340  -0.446  -0.522
 
Diaphragm
Precast-top   -0.000   0.001   0.001   0.001   0.003   0.005   0.006   0.008
Bottom        -0.000  -0.001  -0.000  -0.001  -0.002  -0.003  -0.005  -0.006
 
Deck + Haunch
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DC)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
DL-Comp (DW)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
LL+I(+)
Precast-top   -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
Bottom        -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000  -0.000
 
Final 1 (P/S + DL + LL)
Precast-top    0.014   0.465   0.262   0.538   0.968   1.289   1.502   1.577 
Bottom         0.306   1.472   0.935   1.417   1.089   0.844   0.681   0.624 
 

 
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
     34.3    6.0   29.1    0.196   0.0   6.00e-3 50.0     27.6     0.230    0.533      0.00
      0.0    1.2   28.5     31.5 0.045      10.6 0.87    22.83     0.085    1.950 
Transfer:   3.00
     29.9    6.0   29.1    1.179   0.0  -0.23e-3 28.2      0.0     0.085    1.316      0.00
     64.5    9.2   26.2    189.0 0.042      64.7 5.81    20.98     0.085    5.915 
Critical:   2.69
     30.4    6.0   29.1    1.077   0.0  -0.18e-3 28.4      0.0     0.085    1.360      0.00
     57.7    8.2   26.2    172.7 0.043      61.7 5.55    20.98     0.085    5.826 
0.1L    :   3.52
     29.0    6.0   29.1    1.210   0.0  -0.23e-3 28.2      0.0     0.085    1.263      0.00
     76.5    9.5   26.2    189.0 0.041      64.8 5.82    20.98     0.085    6.101 
0.2L    :   7.03
     22.8    6.0   29.1    1.421   0.0  -0.25e-3 28.1      0.0     0.085    0.765      0.00
    146.6   11.4   26.2    189.0 0.032      65.9 5.92    20.98     0.085    7.758 
0.3L    :  10.55
     16.6    6.0   29.1    1.519   0.0  -0.25e-3 28.1      0.0     0.085    0.765      0.00
    196.1   12.3   26.2    189.0 0.023      66.0 5.93    20.98     0.085   10.653 
0.4L    :  14.07
     10.7    6.0   29.1    1.519   0.0  -0.24e-3 28.1      0.0     0.085    0.300      0.00
    225.1   12.3   26.2    189.0 0.015      65.3 5.87    20.98     0.085   11.711 
0.5L    :  17.58
      9.3    6.0   29.1    1.519   0.0  -0.24e-3 28.2      0.0     0.085    0.300      0.00
    230.4   12.3   26.2    189.0 0.013      65.3 5.87    20.98     0.085   13.482 
0.6L    :  21.10
      7.5    6.0   29.1    1.519   0.0  -0.26e-3 28.1      0.0     0.085    0.300      0.00
    211.6   12.3   26.2    189.0 0.011      66.1 5.95    20.98     0.085   16.810 
0.7L    :  24.62
     19.0    6.0   29.1    1.519   0.0  -0.26e-3 28.1      0.0     0.085    0.765      0.00
    175.7   12.3   26.2    189.0 0.027      66.6 5.99    20.98     0.085    9.313 
0.8L    :  28.13
     23.5    6.0   29.1    1.421   0.0  -0.27e-3 28.1      0.0     0.085    0.765      0.00
    124.4   11.4   26.2    189.0 0.033      66.7 5.99    20.98     0.085    7.538 
0.9L    :  31.65
     28.0    6.0   29.1    1.210   0.0  -0.25e-3 28.1      0.0     0.085    1.263      0.00
     62.1    9.5   26.2    189.0 0.039      65.4 5.88    20.98     0.085    6.332 
Critical:  32.48
     28.9    6.0   29.1    1.077   0.0  -0.18e-3 28.4      0.0     0.085    1.360      0.00
     46.6    8.2   26.2    172.7 0.041      61.9 5.57    20.98     0.085    6.116 
Transfer:  32.17
     28.6    6.0   29.1    1.179   0.0  -0.24e-3 28.2      0.0     0.085    1.316      0.00
     52.0    9.2   26.2    189.0 0.040      64.9 5.83    20.98     0.085    6.186 
Bearing :  34.67
     31.8    6.0   29.1    0.196   0.0   6.00e-3 50.0     24.8     0.207    0.533      0.00
      0.0    1.2   28.5     31.5 0.041      10.6 0.87    22.83     0.085    2.106 
 

ANCHORAGE ZONE REINFORCEMENT (Art. 5.9.4.4)
Span : 1, Beam : 1
Fpi,       kips =  382.83
fs,         ksi =   20.00
h/4,         in =    8.00
Abrst_rqrd, in2 =    0.77

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )
 
               :     Release  Mult   Erection  Mult      Final
At 0.1 x L = 3.02 ft
Prestress      :       0.115  1.80      0.207  2.45      0.282
Self Wt.       :      -0.025  1.85     -0.046  2.70     -0.068
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.090            0.161            0.215
 
At 0.2 x L = 6.53 ft
Prestress      :       0.207  1.80      0.373  2.45      0.508
Self Wt.       :      -0.047  1.85     -0.088  2.70     -0.128
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
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            0.285            0.380
 
At 0.3 x L = 10.05 ft
Prestress      :       0.273  1.80      0.491  2.45      0.669
Self Wt.       :      -0.065  1.85     -0.120  2.70     -0.175
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.208            0.371            0.494
 
At 0.4 x L = 13.57 ft
Prestress      :       0.312  1.80      0.562  2.45      0.765
Self Wt.       :      -0.076  1.85     -0.140  2.70     -0.205
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.236            0.422            0.560
 
At 0.5 x L = 17.08 ft
Prestress      :       0.326  1.80      0.586  2.45      0.798
Self Wt.       :      -0.080  1.85     -0.148  2.70     -0.215
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.246            0.438            0.582
 
At 0.6 x L = 20.60 ft
Prestress      :       0.312  1.80      0.562  2.45      0.765
Self Wt.       :      -0.076  1.85     -0.140  2.70     -0.205
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.236            0.422            0.560
 
At 0.7 x L = 24.12 ft
Prestress      :       0.273  1.80      0.491  2.45      0.669
Self Wt.       :      -0.065  1.85     -0.120  2.70     -0.175
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.208            0.371            0.494
 
At 0.8 x L = 27.63 ft
Prestress      :       0.207  1.80      0.373  2.45      0.508
Self Wt.       :      -0.047  1.85     -0.088  2.70     -0.128
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
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            0.285            0.380
 
At 0.9 x L = 31.15 ft
Prestress      :       0.115  1.80      0.207  2.45      0.282
Self Wt.       :      -0.025  1.85     -0.046  2.70     -0.068
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
Total          :       0.090            0.161            0.215
 

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
    80.3    23.6  1.516  233.3   11.4   9.20    577.7  0.005I 0.99       -       -     -     -  
H/2     :   1.33
    44.2    23.6  0.926  252.1    5.6   4.49    417.1  0.013T 1.00       -       -     -     -  
0.1L    :   3.02
    95.6    23.6  1.556  232.1   11.8   9.49    574.4  0.005I 0.97       -       -     -     -  
0.2L    :   6.53
   186.7    23.6  1.827  224.4   14.2  11.41    557.1  0.003I 0.86       -       -     -     -  
0.3L    :  10.05
   256.1    23.6  1.953  221.0   15.3  12.26    550.9  0.003I 0.82    579.5   340.6    0.95  2.15 
0.4L    :  13.57
   303.6    23.6  1.953  221.0   15.3  12.26    550.9  0.003I 0.82    579.5   403.8    0.95  1.81 
0.5L    :  17.08
   322.3    23.6  1.953  221.0   15.3  12.26    550.9  0.003I 0.82    579.5   428.7    0.95  1.71 
0.6L    :  20.60
   303.8    23.6  1.953  221.0   15.3  12.26    550.9  0.003I 0.82    579.5   404.1    0.95  1.81 
0.7L    :  24.12
   255.3    23.6  1.953  221.0   15.3  12.26    550.9  0.003I 0.82    579.4   339.6    0.95  2.16 
0.8L    :  27.63
   180.6    23.6  1.827  224.4   14.2  11.41    557.1  0.003I 0.86       -       -     -     -  
0.9L    :  31.15
    90.1    23.6  1.556  232.1   11.8   9.49    574.4  0.005I 0.97       -       -     -     -  
H/2     :  32.83
    41.3    23.6  0.926  252.1    5.6   4.49    417.1  0.013T 1.00       -       -     -     -  
Transfer:  31.67
    75.5    23.6  1.516  233.3   11.4   9.20    577.7  0.005I 0.99       -       -     -     -  

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 1-6; Units: ksi )
 
Grp Str    Ys,in       3.00ft

  1   2 E   2.00 Ft    -0.169
        M   2.00 Fb     0.593
 
  2   1 E  29.00 Ft     0.302
        M  29.00 Fb     0.465
 
  3   1 E  27.00 Ft     0.729
        M  27.00 Fb     0.372
 
  4   1 E   4.00 Ft     0.640
        M   4.00 Fb     0.672
 
  5   2 E   4.00 Ft     0.461
        M   4.00 Fb     1.272
 
  6   2 E   2.00 Ft     0.193
        M   2.00 Fb     1.940
 
 

DESIGN SUMMARY
--------------
Span:  1,   Beam:  1,   Exterior beam
Beam type: I-Girder       , IA-Std-A       
Precast Length, ft: 35.17            Release Length, ft: 35.17
Strand Pattern: Straight              
Strand: 0.6''-LL-270-72.6       
Strand Es, ksi:    28500.0            No. of strands:   9
No. of strands, Draped:   0           No. of strands, Straight:   9
Concrete Strength, f'ci:   4.5  ksi        f'c:   5.0 ksi  f'ct   4.0 ksi
Initial losses:  4.82 %               Final losses: 16.10 %
 
Specification
-------------                            Allowable   Computed   Location    Status
Release Stresses (ksi) (Art. 5.9.2.3)
      Precast Bot (compression)             2.930       1.940     Trans       OK
      Precast Top w/ no reinf. (tension)   -0.190       0.193       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)                   577.68      322.29     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   1.577     Midspan    2.250   1.577     Midspan
    Pre.Bot:   3.000   1.472    Transfer    2.250   1.472    Transfer
  Service III Limit State - Tensile Stresses Only
    Pre.Top:  -0.000   0.014     Bearing
    Pre.Bot:  -0.000   0.306     Bearing
 
CAMBER / DEFLECTION: (PCI Design Handbook - 7th Ed.- Table 5.8.2)
0.5 x L =  17.08 ft
               :     Release  Mult   Erection  Mult      Final
Prestress      :       0.326  1.80      0.586  2.45      0.798
Self Wt.       :      -0.080  1.85     -0.148  2.70     -0.215
Deck + Haunch  :                        0.000  2.30      0.000
DL-Prec. (DC)  :                        0.000  3.00      0.000
Diaphragm      :                        0.000  3.00      0.000
DL-Prec. (DW)  :                        0.000  3.00      0.000
DL-Comp. (DC)  :                        0.000  3.00      0.000
DL-Comp. (DW)  :                        0.000  3.00      0.000
Live Load      : Not Included
 
Total          :       0.246            0.438            0.582
 
Positive values indicate upward deflection.

LIVE LOADS - NONE
 
RATING LOADS - NONE

