View source for 751.22 P/S Concrete I Girders

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|'''Video'''
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|[[media:751.22 Concrete Girder July 2010.wmv|Concrete Girder]]
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==751.22.1 General==
===751.22.1.1 Material Properties===
[[image:751.22.1.1.jpg|right|275px]]

'''Concrete'''

Concrete strength utilized for prestressed girders may be conventional or high strength concrete (HSC) which shall be identified on the girder plans. HSC shall be concrete strengths in excess of 8.0 ksi and may only be used with the permission of the Structural Project Manager or Structural Liaison Engineer. Costs may increase due to production modifications necessary to obtain the required HSC strength.

Conventional concrete strength for P/S I-Girder shall be the following:

:'''For MoDOT Standard Girders:'''

::<math>\, f'_{ci} = 4.5 ksi</math>, <math>\, f'_c = 6.0 ksi</math>

::Optional higher concrete strength shall be:

::<math>\, f'_{ci} = 5.0 ksi</math>, <math>\, f'_c = 7.0 ksi</math>

::'''OR'''

::With the approval of the Structural Project Manager or Liaison:

::<math>\,f'_{ci} = 6.5 ksi</math>, <math>\,f'_c = 8.0 ksi</math>

:'''For NU Standard Girder:'''

::<math>\,f'_{ci} = 6.5 ksi</math>, <math>\,f'_c = 8.0 ksi</math>


::::::::::::Modulus of Elasticity, <math>\, E_c = 33,000\ K_1 \ (w_c^{1.5}) \sqrt{f^'_c}</math>

::::::::::::Where,

::::::::::::f'<sub>c</sub> in ksi

::::::::::::K<sub>1</sub> = correction factor for source of aggregate
:::::::::::::= 1.0 unless determined by physical testing

::::::::::::<math>w_c = 0.145 kcf\ \mbox{for}\ f'_c\le 5.0 ksi</math>

::::::::::::'''<math>w_c = 0.140 + 0.001 f'_c\ \mbox{for}\ f'_c>5.0 ksi </math>'''

:::::{| border="0" cellpadding="4" cellspacing="0" align="center" style="textalign:left"
|-
|&nbsp;
|-
!colspan="3" align="left"|Prestressing strand
|-
|colspan="3"|Type of strand:
|-
|colspan="3"|AASHTO M203 (ASTM A416) Grade 270
|-
|colspan="3"|Uncoated, seven-wire, low-relaxation strand
|-
|colspan="2"|Ultimate tensile strength,
|align="left"|<math>\,f_{pu} = 270 ksi</math>
|-
|colspan="2"|Yield strength,
|align="left"|<math>\,f_{py} = 0.9 f_{pu} ksi</math>
|-
|colspan="2"|Strand modulus of elasticity,
|align="left"|<math>\,E_p = 28500 ksi</math>
|-
|colspan="3"|For conventional concrete strengths:
|-
|&nbsp;
|Strand diameter,
|align="left"|<math>\,d_{ps} = 0.5 in</math>
|-
|&nbsp;
|Strand area,
|align="left"|<math>\,A_{ps} = 0.153 in^2</math>
|-
|colspan="3"|OR:
|-
|&nbsp;
|Strand diameter,
|align="left"|<math>\,d_{ps} = 0.6 in</math>
|-
|&nbsp;
|Strand area,
|align="left"|<math>\,A_{ps} = 0.217 in^2</math>
|-
|colspan="3"|Maximum allowed initial prestress force (immediately prior to transfer)<br/>
= ''f<sub>pbt</sub>'' = 0.75''f<sub>pu</sub>'' kips&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD table 5.9.3-1 
|-
|colspan="3"|Maximum allowed initial prestress force per strand <br/>
= ''A<sub>ps</sub> x f<sub>pbt</sub>''  kips 			 
|-
|colspan="3"|Maximum allowed initial force = '''30.98''' kips for '''0.5''' inch diameter strand<br/>
&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;    '''43.94''' kips for '''0.6''' inch diameter strand
|-
|colspan="3"|Total initial prestress force = (# of strands) x (required* initial prestress force per strand)
|-
|colspan="3"|* Typically the required prestress force per strand is the maximum allowed prestress force.
|-
|colspan="3" width="500"|Note: Report on the girder plans the required number of strands by design and the total initial prestress force using [[751.50 Standard Detailing Notes#H2c. Prestressed Girders and Beams|EPG 751.50 Standard Detailing Notes H2c1.3.]]
|colspan="3"|&nbsp;
|-
!colspan="3" align="left" width="500"|Order of Material Use for Increasing Girder Capacity in Order of Increasing Costs
|-
|colspan="3" width="500"|1. Increase concrete strength (readily producible by fabricator)
|-
|colspan="3" width="500"|2. Increase strand size (readily available from fabricator but steel costs are high)
|-
|colspan="3" width="500"|3. Modify MoDOT shape (most costly and inconvenient because of forming bed modifications required) (except NU shape)
|-
|colspan="3"|&nbsp;
|-
!colspan="3" align="left"|Mild reinforcing steel
|-
|colspan="2"|Minimum yield strength,
|align="left"|<math>\,f_y = 60.0 ksi</math>
|-
|colspan="2"|Steel modulus of elasticity,
|align="left"|<math>\,E_s = 29000 ksi</math>
|-
|colspan="3"|&nbsp;
|-
!colspan="3" align="left"|Welded Wire Reinforcement
|-
|colspan="2"|Minimum yield strength,
|align="left"|<math>\,f_y = 70.0 ksi</math>
|-
|colspan="2"|Steel modulus of elasticity,
|align="left"|<math>\,E_s = 29000 ksi</math>
|}

===751.22.1.2 Geometric Dimensions===


The ratio of the depth of girder to span length will in general be not less than 1/18.

The cross sectional dimensions of the girder shall be one of the following:

:'''MoDOT Standard Girders:'''
<center>[[Image:751.22_dim_beam_types_2_thru_6.gif]]</center>

{|border="0" cellpadding="5" align="center" textalign="center" width="600"

|align="center"|'''BEAM TYPE 2'''
|align="center"|'''BEAM TYPE 3'''
|align="center"|'''BEAM TYPE 4'''
|align="center"|'''BEAM TYPE 6'''
|}


<center>[[Image:751.22_dim_beam_types_7_8.gif]]</center>


{|border="0" cellpadding="5" align="center" textalign="center" width="600"

|align="center"|'''BEAM TYPE 7'''
|align="center"|'''BEAM TYPE 8'''
|}


<math>*</math> If the web is required to be increased, then the top and bottom flanges are to be increased by the same amount. (1" increments 2" max.).


<div id="NU Standard Girders"></div>
:'''NU Standard Girders:'''
[[Image:751.22.1.2 NU Std 1.jpg|center|850px]]
[[Image:751.22.1.2 NU Std 2.jpg|center|850px]]

===751.22.1.3 Typical Span Ranges===

The following charts provide span ranges (limits) for P/S I-girders based on girder spacing and standard roadway widths. 

'''Limitations of the Charts:'''

:A. Standard Concrete Charts Only 

::Criteria used in determining maximum span lengths for lower conventional concrete strength: 
::1) Low-relaxation strand with 0.5” strand diameter

::2) Concrete strengths, <math>\, f'_{ci}</math> = 4.5 ksi and <math>\, f'_c</math> = 6.0 ksi

::3) 3-span bridge consisting of 3 equal length girders made continuous and composite

:B. Optional Concrete Charts Only 

::Criteria used in determining maximum span lengths for greater  conventional concrete strength: 

::1) Low-relaxation strand with 0.6” strand diameter

::2) Concrete strengths, <math>\, f'_{ci}</math> = 5.0 ksi and <math>\, f'_c</math> = 7.0 ksi

::3) 3-span bridge consisting of 3 equal length girders made continuous and composite

:C.  Both Standard Concrete and Optional Concrete Charts

::Criteria used in determining span ranges for both Standard and Optional Concrete conventional strengths.

::1) Minimum span lengths were determined by the positive moment capacity of the smallest strand arrangement per beam shape. Shorter span lengths are possible. 

::2) Based on 10 ft. design lanes. (Current design practice meets AASHTO LRFD and uses 12 ft. design lanes.)

::3) Based on unrefined prestress loss equations. (Current design practice  meets AASHTO LRFD and uses refined losses.)

'''Recommended Adjustments for Using the Charts:'''

Because the span limit charts were developed using older design criteria as noted above, increased span lengths are probable.

:1) Span limits given in all charts should be increased 10 percent to account for current design practice. Ten percent can safely be used without a preliminary girder analysis.

:2) Span limits given in all charts shall be increased when a preliminary girder analysis based on actual design conditions is performed which shall be noted on the Design Layout.  


{|style="padding: 0.3em; margin-left:1px; border:2px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="480px" align="center" 
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|'''Span range charts are planned for future replacement.  Use the recommended adjustments until implemented.'''
|}


<center>'''Standard Concrete (<math>\, f'_c</math> = 6 ksi) P/S I Beam Span Ranges for<br/>Given Roadway Widths and Girder Spacing'''</center>

<center>[[Image:751.22_standard_conc_PSI_span_ranges.gif]]</center>



<center>'''Optional Concrete (<math>\, f'_c</math> = 7 ksi) P/S I Beam Span Ranges for<br/>Given Roadway Widths and Girder Spacing'''</center>

<center>[[Image:751.22_optional_conc_PSI_span_ranges.gif]]</center>

===751.22.1.4 Span and Structure Lengths===

'''Girder Length and Geometric Layout'''

:'''Tangent Bridges'''
:Girder lengths of exterior spans (i.e., end spans) shall be computed using the requirements shown below.  
:Girder lengths of interior spans shall be computed using the requirements shown below.

:'''Curved Bridges'''
:Layout of any curved structure may be done using any coordinate geometry programs available.  To layout the bridge, use the following steps:

:#Start out by laying in the centerline (CL) of the survey curve.
:#Locate the tie point of the bridge. This point will usually be on the CL of the survey curve but may be on a baseline which is offset a certain distance to the CL of the survey curve.
:#A second tie point may be required if the skew is not measured to the CL of roadway at the bridge tie point.  If this is the case, establish the tie point at the specified station and plot the skew line at the required angle.
:#Next, on the centerline of structure or baseline curve, locate the station of the CL of bent for each intermediate bent and the fill face for the end bents.  Once these points are located, plot lines through these stations parallel to skew line.  Normally the layout file will specify that all bents are parallel to the skew line; however, there may be times when the bents are radial or have varying skews.
:#When locating the stations in the preceding step, the distance between CL of intermediate bents are exactly the layout lengths specified on the file.  However, the end spans need to follow the procedure for calculating length set forth in this section.  
:#When the CL of the intermediate bents and the fill face lines have been added, chords should be drawn connecting these points sequentially.  For example, if you have a three span bridge, chords should be drawn from the fill face of bent 1 to CL of bent 2, CL bent 2 to CL bent 3, and CL bent 3 to fill face bent 4.
:#When all the chords are in, offset each girder in each span  parallel to this chord.  The perpendicular distance between  girders will be the same for all spans, but the skew distance  between girders along the bent will vary from bent to bent  depending on the skew to the CL at that point.  The designer  needs to be aware of the fact that at an intermediate bent the distance between bearings on the approaching and leaving span sides will be different distances.  These bearings will not line up  across the bent and will actually diverge more the farther away  they are from the CL of the survey.
:#When establishing the CL of bearing points, the designer needs to allow for a minimum of seven (7) inches between ends of girders at the bents while keeping in mind that the girders will be offset and at different skews.  If the offset is greater than half the girder bottom flange width, see Structural Project Manager.  The distance from the end of girder to CL of bearing point should be half of the bearing length plus one inch minimum clearance. Once the distance for CL bent to CL of bearing is calculated, the  designer should offset lines by that dimension on either side of  the CL of bent.  These lines will then be intersected with each of the girder lines to create the bearing points on each bent.
:#Between the bearing points at the ends of the girders, quarter points or tenth points need to be established, depending on the girder span.  These points will be used in calculating the haunch and bottom of slab elevations for the bridge deck.
:#The bridge deck and barrier curbs can be laid in by offsetting the CL of roadway to each side by the proper distance.  Curves should be laid in to designate both the inside and outside edges of the barrier curb.  These will later be useful in laying in the wings and end bents.
:#After the outside edge of slab curves are plotted, the curve  offsets need to be found.  The intersection point of the outside edge of slab and the CL of each bent or fill face can be connected with chords.  The distance between these chords and their partner curves need to be calculated at five foot intervals beginning at the center point of each chord. 
:#Joints are placed in the barrier curb at each bent.  These joints are placed perpendicular to the CL of the roadway through the intersection point of the CL bent and the inside of barrier curb.
:#Wing layout length is given on the profile sheets in the layout file. An arc should be struck so as to intersect the inside of barrier curb the specified length from a point at the intersection of the fill face and the inside of barrier curb.  This point will mark the end of the wing which is perpendicular to the CL of the roadway.

:The vertical curve information needs to be added so a program can calculate the elevations at the desired stations.  After this is done, the designer can request any of the following information which will be needed:
::*Stations and elevations of all points
::*Offset distances to the chords
::*Lengths of girders
::*Distances between bearings
::*Angles between girders and each bent
::*Lengths of bents
::*Lengths of barrier curbs between joints
::*Minimum vertical clearance


<div id="psi layout length"></div>
<center>[[Image:751.22.1.4 Integral end bents.jpg|825px]]</center>

<center>'''INTEGRAL END BENTS'''</center>


<center>[[Image:751.22.1.4 Non-integral end bents.jpg|825px]]</center>

<center>'''NON-INTEGRAL END BENTS'''</center>


::Note: Layout length for single span shall be measured from centerline of bearing to centerline of bearing. If the difference between layout length of the end span and interior span is within 1 ft., then layout length should be adjusted if possible so the girder lengths are equal for end span and interior span.
 
::(*) Minimum dimension from edge of bearing pad to end of girder equals one inch.
 
::(**) Design layout lengths are horizontal lengths.  Girder lengths should be adjusted according to grade and shall be specified to the nearest 1/8 inch.
 
::(***) For large skews, end bent beam caps may need to be larger to provide edge distance.
 
::(****) Horizontal distance along certerline of girder.

::(*****) = 1” (minimum) + ½ bearing pad length which equals:
:::: 5” (minimum) for MoDOT Standard Girders and Adjacent P/S Box Beams, 
:::: 3 ½” (minimum) for NU Girders and P/S Spread Box Beams.


<center>[[Image:751.22.1.4 coping_detail.jpg|center|775px]]</center>

<center>'''PART PLAN SHOWING COPING DETAIL'''</center>
<center>'''(MoDOT Standard Girders and NU Girders)'''</center>

Note: Non-Integral end bents with skews greater than 40° shall always have girder ends coped.  Skews less than 40° shall have girder ends coped on case by case basis.  It is preferable to not cope across the web.

Check clearance from fill face of integral end bents to bottom flanges of NU standard girders.  Maintain 3” (min.) clearance.  Coping may be permitted with approval of the Structural Project Manager or Structural Liaison Engineer.

<center>[[Image:751.22.1.4 Integral.jpg|600px]]</center>

<center>(*) Maximum length from End Bent to End Bent = 600 feet.</center>
<center>'''TYPICAL CONTINUOUS PRESTRESSED STRUCTURE<br/>(INTEGRAL END BENTS)'''</center>


<center>[[Image:751.22_typ_continuous_PS_structure_Non_Integral_End_Bents.gif]]</center>

<center>(**) Maximum length from End Bent to End Bent = 800 feet.</center>
<center>'''TYPICAL CONTINUOUS PRESTRESSED STRUCTURE<br/>(NON-INTEGRAL END BENTS)'''</center>

===751.22.1.5 Constant and Varied Joint Filler Loads===

'''Varied joint filler load'''

The prestressed I-girder should first be designed assuming that the contractor will vary the joint filler supporting the panels on the girder flange.  This assumption will maintain the minimum slab/panel combination thickness of 8 1/2”, and will eliminate the possibility of increased load due to varying slab thickness.


'''Constant joint filler load'''

With the girder designed and the camber and haunching dimensions calculated, the girder should be checked assuming the contractor will use a constant 1” joint filler.  This will cause the slab thickness to vary due to camber of the girder, increasing load.  This additional load shall be placed as a concentrated load at 1/8 point from each end of the girder.  

An example of how this concentrated load could be calculated is shown as follows:
:Load <math>\, w = (A)(0.15 kips/ft.^3)</math>
:Determine the concentrated load* to girders by distributing w transversely across the girders.  If the minimum haunch is greater than 1” joint filler, the additional haunch shall be included in the slab thickness as a uniform load.  If the use of these loads causes the girder design to change, it shall be the responsibility of the designer to determine if the camber and haunching should be recalculated.

<math>*</math>This load shall be positioned at the 1/8 point from centerline of bearing pad.

The girder and bearing designs should be checked for the constant joint filler option and constant joint filler load. However, camber, haunching and beam seat elevations shown on the plans should be based on the variable joint filler option.


<center>[[Image:751.22_Joint_Filler_Loads.gif]]</center>

<center>'''JOINT FILLER LOADS'''</center>

==751.22.2 Design==
===751.22.2.1 Load Combinations===


In general, each component shall satisfy the following equation:

<math>\,Q = \textstyle \sum</math><math>\,  \eta_i  \gamma_i  Q_i  \le  \phi  R_n = R_r</math>



Where:
{|
|<math>\,Q</math>||= Total factored force effect<br/>
|-
|<math>\,Q_i</math>||= Force effect<br/>
|-
|<math>\,\eta_i</math>||= Load modifier<br/>
|-
|<math>\,\gamma_i</math>||= Load factor<br/>
|-
|<math>\,\phi</math>||= Resistance factor<br/>
|-
|<math>\,R_n</math>||= Nominal resistance<br/>
|-
|<math>\,R_r</math>||= Factored resistance
|}


;Limit States
The following limit states shall be considered for P/S Girder design:

:SERVICE I - for compressive stress
:SERVICE III - for tensile stress
:STRENGTH I

See LRFD Table 3.4.1-1 for Loads and Load Factors applied at each given limit state.


;Resistance factors, <math>\,\phi</math>
STRENGTH limit states, see LRFD Article 6.5.4.2 & 5.5.4.2.1<br/>
For all other limit states, <math>\,\phi</math> = 1.00


'''See [[751.2_Loads#Load Modifiers|EPG 751.2.3.1 Load Modifiers]].'''

===751.22.2.2 Prestressing Strands===


'''Transfer Length of Prestressing Strands'''

The prestressing force may be assumed to vary linearly from zero at the point where bonding commences to a maximum at the transfer length. The transfer length may be taken as 60 times the strand diameter.


'''Development Length of Prestressing Strands'''

The development length for prestressing strands shall be taken as:

<math>\,l_d\ge1.6\Bigg(f_{ps}-\frac{2}{3}f_{pe}\Bigg)d_{ps}</math>
 
Where:
<math>\,d_{ps}</math> =  Nominal diameter of strand, (in.)
<math>\,f_{ps}</math> =  Average stress in prestressing strand at the time for which the   nominal resistance of the girder is required, (ksi)


'''Stress limits for prestressing strands'''

Strand stress at service limit state shall not exceed the following:

At jacking:
:::<math>\,f_{pj}\le0.75f_{pu}</math> ksi
:::(For typical girders and fabrication economy, <math>\,f_{pj} = 0.75 f_{pu}</math>)

At service limit state after all losses:
:::<math>\,f_{pe}\le0.80f_{py}</math> ksi

Where:
{|
|<math>\,f_{pj}</math>|| = Stress in prestressing strand at jacking, (ksi)
|-
|<math>\,f_{pe}</math>|| = Effective stress of strand after all losses, (ksi)
|-
|<math>\,f_{py}</math>|| = Yield strength of strand, (ksi)
|-
|<math>\,f_{pu}</math>|| = Ultimate tensile strength of strand, (ksi)
|}


'''Prestress Losses'''

Refined estimates of time-dependent losses are used, based on AASHTO LRFD Article 5.9.5.4, as opposed to approximate lump sum estimate of losses in AASHTO LRFD Article 5.9.5.3.  

The prestress losses shall be calculated to investigate concrete stresses at two different stages. 
#Temporary stresses immediately after transfer:
#Final stresses


SERVICE I and SERVICE III Limit states shall be investigated at each stage.  

<div id="Harped Strands"></div>
'''Harped Strands'''

Harped strands, although they add to the shear strength of the girder, are primarily used to keep the girder stresses (both top and bottom) within allowable limits while developing the full capacity of the girder at midspan.

Harped strands should be held down at points of 0.4 of the distance from each end of the girder. Distances along girder to hold-down devices and between hold-down devices should be reported on the plans to the nearest inch. Per [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=13 Sec 1029], precaster may position hold-down devices +/- 6 in. longitudinally from position shown on the plans.

<center>[[Image:751.22_harped_strand_layout.gif]]</center>


<center>'''Example Harped Strand Layout'''</center>


The jacking force applied to prestress strands produces an excessive vertical uplift in short spans on tall girders resulting in failure of harped strand hold-downs.  The allowable limits for hold-downs are as follows:

#5 kip/strand
#10 kip/bolt
#42 kip/hold-down


<center>[[Image:751.22_hold-down_device.gif]]</center>


<center>'''Hold-Down Device'''</center>


If necessary lower harped strand end location to meet criteria or use straight strands only.   Investigate the possibility of using all straight strands when strength check of a hold-down device exceeds allowable. 

'''Straight Strands'''.

Short spans (<40 ft.) are to use straight strands only for all girders greater than 2'-8" tall.  Use at least two straight strands at the top of the girder when straight strands are used.  Where straight strands only will not work a single hold-down point may be used.  Note:  A single point hold-down has twice the uplift force.

'''Strand Arrangement Optimizing'''

Using all straight strands for girder lengths less than 70 ft. should be investigated for MoDOT Standard Girder Types 6, 7, 8 and all NU Standard Girders in order to reduce risk of strand or hold-down breakage, increase safety by reducing risk of injury during fabrication and reduce cost.  

Consider using the same section for all spans.  This permits the use of shorter girders in the casting bed with longer girders, even if straight strands are needed, in the top flanges of the girders.  They can be placed at either end of the bed and still optimize the usage of the bed.
  
Consider using the same number of draped strands for all spans and debond where needed.  Strand patterns should be similar between long and short spans.  For example, the designer should not use a single column of draped strands on the short spans and two columns of draped strands on the long spans.  This will prevent optimization of the bed.
<div id="When using straight strands"></div>
When using straight strands in the top flange of NU Girders and harped strands, lower (drop) the harped strand end locations and vertically align straight strands directly over harped strands to facilitate top flange blockout fabrication by removing interference created between straight strands placed to the outside of the harped strands and the flange blockout forms. If for any reason this is not possible, then place straight strands to the outside of the harped strands.

'''Debonding Strands'''

In all debonding operations the prestressing forces must be in such a manner as to prevent any sudden or shock loading.

Debonding a strand consists of wrapping the unnecessary strand(s) with a polyethylene plastic sleeve  that prevents interaction of the strand with the concrete during casting and release which prevents any prestress force transfer.

===751.22.2.3 Flexure===

Flexure capacity of prestressed I-girders shall be determined as the following.

'''Flexural resistance at strength limit state'''<br/>

<math>\,M_r = \phi M_n \ge M_u</math>

Where:
{|border="0" cellpadding="5"
|<math>\,M_r</math>||=||Flexural resistance
|-
|<math>\,M_n</math>||=||Nominal flexural resistance
|-
|<math>\,M_u</math>||=||Total factored moment from Strength I load combination
|-
|valign="top"|<math>\, \phi</math>
|valign="top"|=
|Flexural resistance factor as calculated in LRFD 5.5.4.2
|}


'''Negative moment reinforcement design'''

P/S I-girder shall be designed as a reinforced concrete section at regions of negative flexures (i.e., negative moments). 

At least one-third of the total tensile reinforcement provided for negative moment at the support shall have an embedment length beyond the point of inflection not less than the specified development length of the bars used.

Slab longitudinal reinforcement that contributes to making the precast beam continuous over an intermediate bent shall be anchored in regions of the slab that can be shown to be crack-free at strength limit states.  This reinforcement anchorage shall be staggered.  Regular longitudinal slab reinforcement may be utilized as part of the total longitudinal reinforcement required.


'''Effective Slab Thickness '''

An effective slab thickness shall be used for design by deducting from the actual slab thickness a 1” integral, sacrificial wearing surface. 


<div id="Design A1 reinforcement in the top flange"></div>

'''Design A1 reinforcement in the top flange '''

The A1 reinforcement shall resist the tensile force in a cracked section computed on the basis of an uncracked section. 

For MoDOT Standard Girders, A1 reinforcement shall consist of deformed bars (minimum #5 for Girder Type 2, 3 and 4 and minimum #6 for Girder Type 6, 7 and 8). 

For NU Standard Girders, A1 reinforcement shall consist of the four 3/8-inch diameter reinforcement support strands with deformed bars added only as needed. The WWR in the top flange shall not be used for A1 reinforcement because there is insufficient clearance to splice the WWR.  

Reinforcement shall be designed and spliced using f’<sub>ci</sub> in accordance with [[751.5 Structural Detailing Guidelines#751.5.9.2.8 Development and Lap Splices|EPG 751.5.9.2.8 Development and Lap Splices]].


Required steel area is equal to:


<math>\,A1=\frac{T_t}{f_s}</math>

 
Where:
{|
|<math>\, f_s</math>||= <math>\, 0.5 f_y \le 30 KSI</math>, allowable tensile stress of mild steel, (ksi)
|-
|<math>T_t</math>||= Resultant of total tensile force computed on the basis of an uncracked section, (kips)
|}


'''Limits for reinforcement'''

The following criteria shall be considered only at composite stage.

Minimum amount of prestressed and non-prestressed tensile reinforcement shall be so that the factored flexural resistance, ''M<sub>r''</sub>, is at least equal to the lesser of:<br/>

::1) M<sub>cr</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;	LRFD Eq. 5.7.3.3.2-1
::2) 1.33M<sub>u</sub>

Where:
{|border="0" cellpadding="5" 
|-
|M<sub>cr</sub>||=||Cracking moment, (kip-in.)
|-
|M<sub>u</sub> ||=||Total factored moment from Strength I load combination,  (kip-in.)
|}

===751.22.2.4 Shear===


Shear capacity of P/S I-girder should be checked along girder length and girder-slab interface.


'''Shear resistance at strength limit state'''

<math>\, V_r = \phi V_n \ge V_u</math>

Where:
{|border="0" cellpadding="5"
|<math>\, V_r</math>||=||Shear resistance
|-
|<math>\, V_n</math>||=||Nominal shear resistance
|-
|<math>\, V_u</math>||=||Total factored shear from Strength I load combination
|-
|<math>\, \phi</math>||=||Shear resistance factor
|}


'''Nominal shear resistance'''

The nominal shear resistance, <math>\, V_n</math>, shall be lesser of:
::*<math>\, V_c + V_s + V_p</math>, or
::*<math>\, 0.25 f'_{c} b_v d_v + V_p</math>


Where:
 
<math>\, V_c = 0.0316 \beta b_v d_v \sqrt{f'_c}</math>


<math>\, V_s = \frac {A_v f_y d_v (cot \theta + cot \alpha) sin \alpha}{s}</math>

 
Where:
{|border="0" cellpadding="5"
|<math>\, V_c</math>||=||Nominal concrete shear resistance, (kips)
|-
|<math>\, V_s</math>||=||Nominal shear reinforcement resistance, (kips)
|-
|<math>\, V_p</math>||=||Component of prestressing force in the direction of shear force, (kips)
|-
|<math>\, b_v</math>||=||Thickness of web, (in.)
|-
|valign="top"|<math>\, d_v</math>
|valign="top"|=
|Effective shear depth taken as the distance measured perpendicular to the neutral axis, between the resultants of tensile and compressive forces due to flexure, (in.)
|-
|<math>\, s</math>||=||Spacing of shear reinforcement, (in.)
|-
|<math>\, \beta</math>||=||Factor indicating ability of diagonally cracked concrete to transmit tension
|-
|<math>\, \theta</math>||=||Angle of inclination of diagonal compressive stress, (degree)
|-
|<math>\, \alpha</math>||=||90.0, Angle of inclination of shear reinforcement to a longitudinal axis, (degree)
|-
|<math>\, A_v</math>||=||Area of shear reinforcement, (in.<sup>2</sup>)
|-
|<math>\, f_y</math>||=||Minimum yield strength of tension shear reinforcement, (ksi)
|}


'''Design sections near supports'''

Where a reaction force in the direction of the applied shear introduces compression into the end region of girder, the location of the critical section for shear is measured from the internal face of support a distance, ''d<sub>v</sub>''. Otherwise, the design section shall be taken at the internal face of the support.


Where:


<math>\, d_v</math> = effective shear depth taken as the distance, measured perpendicular to the neutral axis, between the resultants of the tensile and compressive forces due to flexure; it need not be taken to be less than the greater of 0.9d<sub>e</sub> and 0.72h.


'''Girder regions requiring shear reinforcement'''

Girder shear reinforcement, usually consisting of stirrups, shall be provided where:


<math>\, V_u > 0.50 \phi (V_c + V_p)</math>


Where:
{|border="0" cellpadding="5"
|<math>\, V_u</math>||=||Factored shear force from Strength I load combination, (kips)
|-
|<math>\, V_c</math>||=||Nominal concrete shear resistance, (kips)
|-
|<math>\, V_p</math>||=||Component of prestressing force in the direction of shear force, (kips)
|-
|valign="top"|<math>\, \phi</math>
|valign="top"|=<br/>=
|Shear resistance factor
0.9 for normal weight concrete
|}


'''''Shear Reinforcement Limits'''''


'''Minimum reinforcement'''

Area of shear reinforcement shall not be less than:


<math>\, A_v \ge 0.0316 \Bigg( \frac{b_v s}{f_y} \Bigg) \sqrt{f'_c}</math> 


Where:
{|border="0" cellpadding="5"
|<math>\, A_v</math>||=||Area of shear reinforcement, (in.<sup>2</sup>)
|-
|<math>\, b_v</math>||=||Thickness of web, (in.)
|-
|<math>\, s</math>||=||Spacing of shear reinforcement, (in.)
|-
|<math>\, f'_c</math>||=||Final concrete compressive strength, (ksi)
|}


'''Maximum reinforcement'''

Maximum spacing of shear reinforcement shall be determined as:<br/>
If <math>\, v_u<0.125 f'_c</math>, then <math>\, s_{max} = 0.8 d_v \le 24.0^{\prime\prime}</math>


If <math>\, v_u \ge 0.125 f'_c</math>, then <math>\, s_{max} = 0.4 d_{v} \le 12.0^ {\prime\prime}</math>


Where:
{|border="0" cellpadding="5"
|valign="top"|<math>\, d_v</math>
|valign="top"|=
|Effective shear depth taken as the distance measured perpendicular to the neutral axis, between the resultants of tensile and compressive forces due to flexure, (in.)
|-
|<math>\, v_u</math>||=||Shear stress on concrete, (ksi)
|-
|<math>s_{max}</math>||=||Maximum spacing of shear reinforcement, (in.)
|}


Shear stress on concrete shall be determined as:


<math>\, v_u = \frac {V_u - \phi V_p}{\phi b_v d_v}</math>


<math>\, d_v = \Bigg( d_e - \frac{a}{2} \Bigg) \ge larger of \begin{cases}0.9 d_e\\0.72h\end{cases}</math>  
  
 
Where:
{|border="0" cellpadding="5"
|<math>\, v_u</math>||=||Shear stress on concrete, (ksi)
|-
|<math>\, V_u</math>||=||Factored shear from Strength I load combination, (kips)
|-
|valign="top"|<math>\, \phi</math>
|valign="top"|=<br>=
|Shear resistance factor
0.9 for normal weight concrete
|-
|<math>\, b_v</math>||=||Thickness of web, (in.)
|-
|<math>\, V_p</math>||=||Component of prestressing force in the direction of shear force, (kips)
|-
|valign="top"|<math>\, d_v</math>
|valign="top"|=
|Effective shear depth taken as the distance measured perpendicular to the neutral axis, between the resultants of tensile and compressive forces due to flexure, (in.)
|-
|&nbsp;||=||<math>\, \frac{M_n}{A_s f_y + A_{ps} f_{ps}}</math>
|-
|<math>\, d_e</math>||=||Distance from extreme compression fiber to the centroid of tensile force in the tensile reinforcement, (in.)
|-
|<math>\, h</math>||=||Total height of girder including slab thickness, (in.)
|}


'''Girder-Slab Interface'''

The horizontal shear between the girder and slab shall be determined as specified in LRFD 5.7.4.4.  The nominal horizontal shear resistance of the interface plane shall be taken as specified in LRFD 5.7.4.3.  Minimum interface shear reinforcement shall be provided as specified in LRFD 5.7.4.2.  The parameters used in determining the nominal horizontal shear resistance shall be taken as specified for a “cast-in-place concrete slab on clean concrete girder surfaces, free of laitance with surface roughened to an amplitude of 0.25 inch.”  

The interface shear shall be resisted by extending and anchoring the vertical shear reinforcement into the slab.  If the resistance provided by extending the vertical shear reinforcement is inadequate then additional U-bars may be provided as shown for a MoDOT Standard Girder Type 7 in [[#751.22.3.6 Girder Reinforcement|EPG 751.22.3.6 Girder Reinforcement]].

For NU Girders the edges of the top of girder flange are intentionally debonded (see figure below) and shall not be included when determining the nominal horizontal shear resistance.  See [[751.50 Standard Detailing Notes#(H2c2.10)|EPG 751.50 Standard Detailing Notes H2c2.10]] for specifics about the debonded width for NU Girders.  Similarly, for all other prestressed girders, the joint filler width supporting precast panels shall be considered debonded and excluded when determining the interface resistance.  

[[image:751.22.2.4 NU Girder Debonding Limits.jpg|300px|center|thumb|<center>'''NU Girder Debonding Limits'''</center>]]

'''Pretensioned anchorage zones'''

The bursting resistance of anchorage zones provided by vertical reinforcement (i.e., B2 bars, WWF, G402 bars) in the ends of prestressed girders at the service limit state shall be taken as:


<math>\, P_r = f_s A_s \ge 0.04F_{po}</math>


Where:
{|border="0" cellpadding="5"
|<math>\, f_s</math>||=||Stress in mild steel not exceeding 20 ksi
|-
|<math>\, A_s</math>||=||Total area of vertical reinforcement located within a minimum distance of h/4 from the end of the girder where h is overall depth of precast member as shown below.
|-
|<math>\, F_{po}</math>||=||Prestressing force at transfer
|}


[[Image:751.22.2.4.jpg|center|thumb|550px|<center>'''MoDOT Standard Girder</center>
<center>'''Anchorage Zone and Confinement Reinforcement'''</center>]]


'''Confinement reinforcement'''

Reinforcement (i.e., D1 bars or G301 bars, not shown) shown in the figure above shall be placed to confine the prestressing strands in the bottom flange for a minimum distance of 1.5''d'' from the end of beam.

The reinforcement shall not be less than #3 deformed bar, with spacing not exceeding 6.0 inches and shaped to enclose the strands.

MoDOT extends the use of D1 and G301 bars for the full length of girders.

===751.22.2.5 Deformations===


'''Criteria for deflection'''

For investigating maximum absolute deflection, all design lanes shall be loaded, and all supporting components should be assumed to deflect equally.

For composite design, the design cross-section should include the entire width of the roadway and the structurally continuous portions of railings, sidewalks, and median barriers.  Note that safety barrier curbs are usually discontinuous over the bents.  For skewed bridges, a right cross-section may be used.

Service I load combination shall be used.  Dynamic load allowance shall be applied. 


'''See [[751.2_Loads#751.2.4.2_Live_Load_Deflection|EPG 751.2.4.2 Live Load Deflection Limits]].'''


'''Calculation of deflection and camber'''

Deflection and camber calculations shall consider all internal loads (i.e., prestressing, concrete creep, and shrinkage) and external loads such as dead loads and live loads.


Camber is an upward displacement caused by moment due to prestressing forces.  Deflection is a downward displacement due to external loads.  Therefore, both camber and deflection shall be considered in making an appropriate adjustment for final profile grade on the bridge.


'''Initial camber at transfer at midspan'''

Total initial camber at transfer due to self-weight of girder and prestressing forces shall be determined as:


<math>\, \Delta_{IC} = \Delta_g + \Delta_{SS} + \Delta_{HS}</math>

 
Where:
{|
|<math>\, \Delta_{IC}</math>||= Initial camber at transfer
|-
|<math>\, \Delta_g</math>||= Deflection due to self-weight of girder
|-
|<math>\, \Delta_{SS}</math>||= Camber due to prestressing straight strands
|-
|<math>\, \Delta_{HS}</math>||= Camber due to prestressing harped strands
|}


Note: Positive and negative values indicate downward and upward displacements, respectively.


'''Camber at midspan after strand release (Estimated at 7 days)'''

Theoretical camber of girder after strand release due to self-weight of girder and prestressing forces shall be determined at 7 days as:

<math>\, \Delta_7 = \Delta_{IC} + \Delta_{CR\ at\ 7\ days}</math>

 
Where:
{|
|<math>\, \Delta_7</math>||= Camber at 7 days after strand release with creep
|-
|<math>\, \Delta_{CR\ at\ 7\ days}</math>||= Time - dependent camber due to creep at 7 days
|}

Note: Camber is calculated 7 days after strand release to allow sufficient time for inspection. See [http://epg.modot.org/index.php?title=Category:1029_Fabricating_Prestressed_Concrete_Members_for_Bridges#1029.2.13_Inspection_of_Completed_Members EPG 1029 Fabricating Prestressed Concrete Members for Bridges].

'''Camber at midspan after erection (Estimated at 90 days)'''

Theoretical camber of girder after erection due to self-weight of girder and prestressing forces shall be determined at 90 days as:

<math>\, \Delta_{90} = \Delta_{IC} + \Delta_{CR\ at\ 90\ days}</math>

 
Where:
{|
|<math>\, \Delta_{90}</math>||= Camber at 90 days after strand release with creep
|-
|<math>\, \Delta_{CR\ at\ 90\ days}</math>||= Time - dependent camber due to creep at 90 days
|}


'''Final camber at midspan after slab is poured'''

Total deformation after slab is poured can be determined as the sum of theoretical camber of girder after erection (90 days) and deflections due to slab and concentrated loads (haunch, diaphragms, etc.) before composite action between slab and girder. 

<math>\, \Delta_{FC} = \Delta_{90} + \Delta_S + \sum \Delta_C</math>

 
Where:
{|
|<math>\, \Delta_{FC}</math>||=||Final camber after slab is poured
|-
|<math>\, \Delta_s</math>||=||Deflection due to weight of slab
|-
|<math>\, \sum \Delta_c</math>||=||Deflection due to concentrated loads (haunch, diaphragms, etc.)
|}


'''Final camber along span length'''

Deformations along the span length can be approximately determined as a product of final camber at midspan times correction factors.

{|
|<math>\, \Delta_{0.10}</math>||=||0.3140 <math>\, \Delta_{FC}</math> at span fraction of 0.10
|-
|<math>\, \Delta_{0.20}</math>||=||0.5930 <math>\, \Delta_{FC}</math> at span fraction of 0.20 
|-
|<math>\, \Delta_{0.25}</math>||=||0.7125 <math>\, \Delta_{FC}</math> at span fraction of 0.25 
|-
|<math>\, \Delta_{0.30}</math>||=||0.8130 <math>\, \Delta_{FC}</math> at span fraction of 0.30 
|-
|<math>\, \Delta_{0.40}</math>||=||0.9520 <math>\, \Delta_{FC}</math> at span fraction of 0.40
|-
|<math>\, \Delta_{0.50}</math>||=||1.0000 <math>\, \Delta_{FC}</math> at span fraction of 0.50   
|}


'''Calculation of camber (upward)'''

Camber at midspan due to strand forces is determined as the following:
For straight strands,


<math>\, \Delta_{SS} = \Delta_{ss-j} + \Delta_{ss-l}</math>


Where: &nbsp; <math>\, \Delta_{ss-j} = \frac{F_{1-j} e_1 L^2}{8 E_{ci} I_{tri}}</math> &nbsp; &nbsp; <math>\, \Delta_{ss-l} = \frac{F_{1-l} e_1 L^2}{8 E_c I_{tr}}</math>

 
Where:
{|
|valign="top"|<math>\, F_{1-j}</math>||= Total prestressing force of straight strands at transfer (including losses due to elastic shortening), (kips)
|-
|valign="top"|<math>\, F_{1-l}</math>||= Total prestressing force in straight strands due to time-dependent losses prior to slab placement (kips).  Opposite in sign to <math>\, F_{1-j}</math>, typically.
|-
|<math>\, L</math>||= Distance between centerlines of bearing pads, (in.)
|-
|<math>\, E_{ci}</math>||= Initial concrete modulus of elasticity based on <math>\, f'_{ci}</math>, (ksi)
|-
|<math>\, E_c</math>||= Final concrete modulus of elasticity based on <math>\, f'_c</math> (ksi)
|-
|<math>\, I_{tri}</math>||= Moment of inertia of transformed non-composite section computed based on <math>\, E_{ci}</math>, (in.<sup>4</sup>)
|-
|<math>\, I_{tr}</math>||= Moment of inertia of transformed non-composite section based on <math>\, E_c</math>, (in.<sup>4</sup>)
|-
|<math>\, e_1</math>||= Eccentricity between centroid of straight strands (CSS) and center of gravity of transformed non-composite section (CGB) as shown in Figure below, (in.)
|}


For two-point harped strands,


<math>\, \Delta_{HS} = \Delta_{HS-j} + \Delta_{HS-l}</math>


Where: &nbsp; <math>\, \Delta_{HS-j} = \frac {F_{2-j} e_2 L^2}{8 E_{ci} I_{tri}} - \frac {F_{2-j}(e_2 + e_3) a^2}{6 E_{ci} I_{tri}}</math> &nbsp; &nbsp; <math>\, \Delta_{HS-l} = \frac {F_{2-l} e_2 L^2}{8 E_c I_{tr}} - \frac {F_{2-l}(e_2 + e_3) a^2}{6 E_c I_{tr}}</math>

 
<math>a = (L - b)/2</math>


Where:
{|
|valign="top"| <math>\, F_{2-j}</math>||= Total prestressing force of harped strands at transfer (including loss due to elastic shortening), (kips)
|-
|valign="top"| <math>\, F_{2-l}</math>||= Total prestressing force of harped strands due to time-dependent losses prior to slab placement (kips)
|-
|valign="top"| <math>\, b</math>||= Length between harped points, (in.)
|-
|valign="top"| <math>\, e_2</math>||= Eccentricity between centroid of harped strands (CHS) and center of gravity of transformed non-composite section (CGB) at midspan as shown in Figure below, (in.)
|-
|valign="top"| <math>\, e_3</math>||= Eccentricity between centroid of harped strands (CHS) and center of gravity of transformed non-composite section (CGB) at the end of girder as shown in Figure below, (in.)
|}


<center>[[Image:751.22_details_of_girder_showing_distances_and_eccentricities_used_in_camber_calculations.gif]]</center>

 
<center>'''Details of girder showing distances and eccentricities used in camber calculations'''</center>


'''Calculations of deflections (downward)'''

Deflections at midspan due to dead loads are determined as the following:
For self-weight of girder,


<math>\, \Delta_g = \frac {5 W_g L^4}{384 E_{ci} I_{tri}}</math>

 
Where:
{|
|<math>W_g</math>||=||Uniform load due to self-weight of girder, (kip/in.)
|}


For self-weight of slab,


<math>\, \Delta_s = \frac {5 W_s L^4}{384 E_{c} I'_{tr}}</math>

 
Where:
{|
|<math>\, W_s</math>||=||Uniform load due to self-weight of slab, (kip/in.)
|}

Weight of additional slab haunch may be treated as uniform or concentrated load as appropriate.  Diaphragm weight should be treated as concentrated load.

For one concentrated load at midspan,


<math>\, \Delta_c = \frac {PL^3}{48 E_c I'_{tr}}</math>
 

For two equal concentrated loads,


<math>\, \Delta_c = \frac {Px}{24 E_c I'_{tr}} (3L^2 - 4x^2)</math>

  
Where:
{|
|<math>\, P</math>||= Concentrated load due to diaphragm and/or additional slab haunch, (kips)
|-
|<math>\, x</math>||= Distance from the centerline of bearing pad to the applied load, P, (in.)
|}

'''Creep coefficient'''

Research has indicated that high strength concrete (HSC) undergoes less ultimate creep and shrinkage than conventional concrete.

Creep is a time-dependent phenomenon in which deformation increases under a constant stress.  Creep coefficient is a ratio of creep strain over elastic strain, and it can be estimated as follows:

{|
|<math>\, \Psi(t,t_i)</math>||= <math>\, 1.9k_s k_{hc} k_f k_{td} t_{i}^{-0.118}</math>
|-
|<math>\, k_s</math>||= <math>\, 1.45 - 0.13(v/s)>= 1.0</math>
|-
|<math>\, k_{hc}</math>||= <math>\, 1.56 - 0.008H</math>
|-
|<math>\, k_f</math>||= <math>\, 5/(1+f'_{ci})</math>
|-
|<math>\, k_{td}</math>||= <math>\, t/(61 - 4f'_{ci} + t)</math>
|}


Where:
{|
|<math>\, \Psi</math>||= Creep coefficient.  
|-
|<math>\, H</math>||= 70, Average annual ambient relative humidity
|-
|valign="top"|<math>\, t</math>
|valign="top"|= Maturity of concrete, (days)<br/> &nbsp; &nbsp; Use 7 days for camber design after strand release<br/> &nbsp; &nbsp; Use 90 days for camber design after erection
|-
|valign="top"|<math>\, t_i</math>
|valign="top"|= Age of concrete when a load is initially applied, (days)<br/> &nbsp; &nbsp; Use 0.75 days for camber design.
|-
|<math>\, v/s</math>||= Volume-to-surface area ratio, (in.)
|-
|<math>\, f'_{ci}</math>||= Initial girder concrete compressive strength, (ksi)
|}


<math>\, \Delta_{CR} = \frac{(M_g - F_{1-j} e_1 - F_{2-j} e_2) \Psi L^2}{8 E_{ci} I_{tri}}</math>

Where:
{|
|<math>\, M_g</math>||= Moment due to girder weight at mid span.
|}

==751.22.3 Details==
===751.22.3.1 Reinforcement Criteria===


'''Minimum Concrete Cover'''
::*2.0" (Min.) to centerline of strands
::*1.0" for stirrups


'''Minimum Bend Diameter for Stirrups''' 
::* #3 through #5 bars = 4.0 x Nominal Bar Diameter. 
::*Deformed wire larger than D6 = 4.0 x Nominal Wire Diameter


'''Minimum Spacing of Reinforcement Bars and Wires'''
For precast concrete, the clear distance between parallel bars in a layer shall not be lesser than:
::* Nominal Bar Diameter or Nominal Wire Diameter
::* 1.33 x Maximum Aggregate Size
::* 1.0"


'''Minimum Spacing of Prestressing Strands'''
Spacing between each pretressing strand shall not be less than the larger of:
::* A clear distance of 1.33 x Maximum Aggregate Size
::* Center-to-center spacing of 2" for 0.6" strand diameter
::* Center-to-center spacing of 1.75" for 0.5" strand diameter

===751.22.3.2 MoDOT Standard Girders===
====751.22.3.2.1 Beam Type 2 Dimensions/Strand Arrangements====


<center>[[Image:751.22 Beam Type 2 dim & Girders 2A & 2B.gif]]</center>


{|border="0" cellpadding="5" align="center" textalign="center" width="500"

|align="center" |'''GIRDERS 2A THRU 2C'''
<math>A</math> '''= 310.9 SQ. IN.'''<br/>
<math>Y_b</math> '''= 14.08 IN.'''<br/>
<math>I</math> '''= 33,974 IN.<sup>4</sup>'''
|align="center" width="200"|'''GIRDER 2A'''
'''(11 STRANDS)'''
|align="center"|'''GIRDER 2B'''
'''(12 STRANDS)'''
|}



{|border="0" cellpadding="5" align="center" textalign="center"

|align="center" |[[Image:751.22_Beam_Type_2_Girder_2C.gif]]<br/>
'''GIRDERS 2C'''<br/>'''(14 STRANDS)'''
|align="center"|[[Image:751.22_Beam_Type_2_Girders_Sequence_No_2A_thru_2C_Table.gif]]
{|border="0"
|align="left" width="425pt"|&nbsp;<br/>NOTE: Investigate the possibility of using all straight strands when strength check of a hold-down device exceeds allowable.<br/><u>Strand arrangements shown for Girders 2A thru 2C have straight strands only.</u>

Strand arrangements other than those shown may be investigated by the designer.
|}
|}


<center>[[Image:751.22_Beam_Type_2_Girders_dim_&_Group_I.jpg|700px]]</center>


{|border="0" cellpadding="5" align="center" textalign="center" width="600"

|align="center" width="300"|<math>A</math> '''= 310.9 SQ. IN.'''<br/>
<math>Y_b</math> '''= 14.08 IN.'''<br/>
<math>I</math> '''= 33,974 IN.<sup>4</sup>'''
|align="center" width="300"|'''GROUP I'''
|}


{|border="0" cellpadding="5" align="center" textalign="center"

|align="center"|[[Image:751.22_Beam_Type_2_Girders_Group_II.jpg|325px]]<br/>&nbsp;<br/>'''GROUP II'''
|width="300"|Numbers shown on girders<br/>relate to strand locations.
|}


ATTENTION:  Location of harped strands shown in top flange are at end of girder and harped strands in bottom flange are at centerline.


If the web thickness is required to be increased, then the top and bottom flanges are to be increased by the same amount.  (1" increments, 2"&nbsp;max.)

====751.22.3.2.2 Beam Type 3 Dimensions/Strand Arrangements====


<center>[[Image:751.22_Beam_Type_3_Girders_3A_thru_3B.gif]]</center>


{|border="0" cellpadding="5" align="center" textalign="center" width="600"

|align="center"|'''GIRDERS 3A THRU 3B'''
<math>A</math> '''= 381.9 SQ. IN.'''<br/>
<math>Y_b</math> '''= 17.08 IN.'''<br/>
<math>I</math> '''= 61,841 IN.<sup>4</sup>'''
|align="center" width="200"|'''GIRDER 3A'''
'''(11 STRANDS)'''
|align="center"|'''GIRDER 3B'''
'''(12 STRANDS)'''
|}



<center>[[Image:751.22_Beam_Type_3_Girders_Sequence_No_3A_thru_3B_Table.gif]]</center>


{|border="0" cellpadding="5" align="center"
|align="left" width="425"|Note: Investigate the possibility of using all straight strands when strength check of a hold-down device exceeds allowable.<br/><u>Strand arrangements shown for Girders 3A thru 3B have straight strands only.</u><br/>
Strand arrangements other than those shown may be investigated by the designer.
|}


<center>[[Image:751.22_Beam_Type_3_Girders_dim_&_Group_I.gif]]</center>


{|border="0" cellpadding="5" align="center" textalign="center" width="600"

|align="center" width="300"|<math>A</math> '''= 381.9 SQ. IN.'''<br/>
<math>Y_b</math> '''= 17.08 IN.'''<br/>
<math>I</math> '''= 61,841 IN.<sup>4</sup>'''
|align="center" width="300"|'''GROUP I'''
|}

{|border="0" cellpadding="5" align="center" textalign="center"

|align="center"|[[Image:751.22_Beam_Type_3_Girders_Group_II.gif]]<br/>&nbsp;<br/>'''GROUP II'''
|width="300"|Numbers shown on girders<br/>relate to strand locations.
|}


ATTENTION:  Location of harped strands shown in top flange are at end of girder and harped strands in bottom flange are at centerline.

If the web thickness is required to be increased, then the top and bottom flanges are to be increased by the same amount.  (1" increments, 2"&nbsp;max.)

====751.22.3.2.3 Beam Type 4 Dimensions/Strand Arrangements====



<center>[[Image:751.22_Beam_Type_4_Girders_4A_&_4B.gif]]</center>


{|border="0" cellpadding="5" align="center" textalign="center" width="500"

|align="center" |'''GIRDERS 4A THRU 4C'''
<math>A</math> '''= 428.9 SQ. IN.'''<br/>
<math>Y_b</math> '''= 19.54 IN.'''<br/>
<math>I</math> '''= 92,450 IN.<sup>4</sup>'''
|align="center" width="200"|'''GIRDER 4A'''
'''(10 STRANDS)'''
|align="center"|'''GIRDER 4B'''
'''(11 STRANDS)'''
|}



{|border="0" cellpadding="5" align="center" textalign="center"

|align="center" |[[Image:751.22_Beam_Type_4_Girders_4C.gif]]<br/>
'''GIRDERS 4C'''<br/>'''(13 STRANDS)'''
|align="center"|[[Image:751.22_Beam_Type_4_Girders_Sequence_No_4A_thru_4C_Table.gif]]
{|border="0"
|align="left" width="425pt"|&nbsp;<br/>NOTE: Investigate the possibility of using all straight strands when strength check of a hold-down device exceeds allowable.<br/><u>Strand arrangements shown for Girders 4A thru 4C have straight strands only.</u>

Strand arrangements other than those shown may be investigated by the designer.
|}
|}


<center>[[Image:751.22_Beam_Type_4_Girders_dim_&_Group_I.gif]]</center>


{|border="0" cellpadding="5" align="center" textalign="center" width="600"

|align="center" width="300"|<math>A</math> '''= 428.9 SQ. IN.'''<br/>
<math>Y_b</math> '''= 19.54 IN.'''<br/>
<math>I</math> '''= 92,450 IN.<sup>4</sup>'''
|align="center" width="300"|'''GROUP I'''
|}


{|border="0" cellpadding="5" align="center" textalign="center"

|align="center"|[[Image:751.22_Beam_Type_4_Girders_Group_II.gif]]<br/>&nbsp;<br/>'''GROUP II'''
|width="300"|Numbers shown on girders<br/>relate to strand locations.
|}


ATTENTION:  Location of harped strands shown in top flange are at end of girder and harped strands in bottom flange are at centerline.


If the web thickness is required to be increased, then the top and bottom flanges are to be increased by the same amount.  (1" increments, 2"&nbsp;max.)

====751.22.3.2.4 Beam Type 6 Dimensions/Strand Arrangements====


{|border="0" cellpadding="5" align="center"
|[[Image:751.22_Beam_Type_6_dimensions.gif]]
|&nbsp;
{|border="0" cellpadding="5" align="right" width="150"
|align="center"|<math>\, A</math>||=||643.6 Sq. In.
|-
|align="center"|<math>\, Y_b</math>||=||25.92 In.
|-
|align="center"|<math>\, I</math>||=||235,735 In.<sup>4</sup>
|}
|}


{|border="0" cellpadding="5" align="center"
|align="center"|[[Image:751.22_Beam_Type_6_Group_I.gif]]<br/>&nbsp;<br/>
'''GROUP I'''
|width="250"|Numbers shown on girders<br/>relate to strand locations.
|}


ATTENTION: Location of harped strands shown in top flange are at end of girder and harped strands in bottom flange are at centerline.

If the web thickness is required to be increased, then the top and bottom flanges are to be increased by the same amount. (1" increments, 2"&nbsp;max.)

====751.22.3.2.5 Beam Type 7 Dimensions/Strand Arrangements====


{|border="0" cellpadding="5" align="center"
|[[Image:751.22_Beam_Type_7_dimensions.gif]]
|&nbsp;
{|border="0" cellpadding="5" align="right" width="150"
|align="center"|<math>\, A</math>||=||787.4 Sq. In.
|-
|align="center"|<math>\, Y_b</math>||=||37.58 In.
|-
|align="center"|<math>\, I</math>||=||571,047 In.<sup>4</sup>
|}
|}


{|border="0" cellpadding="5" align="center"
|align="center"|[[Image:751.22_Beam_Type_7_Group_I.gif]]<br/>&nbsp;<br/>
'''GROUP I'''
|width="250"|Numbers shown on girders<br/>relate to strand locations.
|}


ATTENTION: Location of harped strands shown in top flange are at end of girder and harped strands in bottom flange are at centerline.

===751.22.3.3 NU Standard Girders===

====751.22.3.3.1 Strand Arrangements====

<center>'''NU Girder Dimensions/Strand Arrangements'''</center>
[[image:751.22.3.3.jpg|center|350px|thumb|* Strands shall be placed on outer edge to help place confinement steel]]

::Note:  Strand arrangements shall start at the bottom row and then move up for the most efficient design.

====751.22.3.3.2 Top Flange Blockout====
{| style="margin: 1em auto 1em auto"
|-
|valign="bottom"|[[image:751.22.3.3.2.1.jpg|center|225px]]<br/><br/>||width="15"| || ||[[image:751.22.3.3.2.2.jpg|center|225px]]||width="15"| ||[[image:751.22.3.3.2.3.jpg|center|225px]]|| width="15"| ||[[image:751.22.3.3.2.4.jpg|center|227px]]
|-
|<center>'''SQUARED'''</center>||width="15"| || ||<center>'''>0° TO 7° LEFT ADVANCED'''</center>||width="15"| ||<center>'''>7° TO 14° LEFT ADVANCED'''</center>|| width="15"| ||<center>'''>14° TO 60° LEFT ADVANCED'''</center>
|}

Choose one of the above four details for the top flange blockout detail and follow the provided detailing guidance.

Blockout shall be dimensioned along the girder to 1 1/2 inches inside the face of the diaphragm and adjusted for any girder tilt.

The left advanced details shown may be used for right advanced bridges. The mirror note may be removed if left advanced.

Revise bent references as required and specify the bent number if blockout varies by bent. 

The skew angle value need not be shown for tangent bridges. Consult SPM or Liaison on replacing "skew angle" with actual value for curved bridges.

Revised titles for non-integral end bents (exterior girder at end bent will be same detail as at intermediate bent).


<center>'''Flange Blockout Data'''
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+ 
! style="background:#BEBEBE" width="150"|Skew!! style="background:#BEBEBE" width="65"|X Eq.<br/>Spa. !! style="background:#BEBEBE" width="65"|X<br/>#4-G6 !! style="background:#BEBEBE" width="325"|Bar Lengths
|-
|>14° to 21°||3||	2||rowspan="11"|G3 bar = <math>\frac {46.25''}{cos(skew)}</math><br/><br/>G5 bar = <math>\frac {32.125''}{cos(skew)}</math><br/><br/>'''For skews >7° to 14°:&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;'''<br/>G6 bar = <math>\frac {G3\ bar + 46.25''}{2}</math><br/><br/>'''For skews >14° to 60°:'''<br/>report length of G6 bars as “Varies”
|-
|>21° to 27°||4||3
|-
|>27° to 32°||5||4
|-
|>32° to 37°||6||5
|-
|>37° to 42°||7||6
|-
|>42° to 46°||8||7
|-
|>46° to 49°||9||8
|-
|>49° to 52°||10||9
|-
|>52° to 55°||11||10
|-
|>55° to 57°||12||11
|-
|>57° to 60°||13||12
|}
</center>

===751.22.3.4 Beam Section Properties Tables - Conventional Concrete Strength===

<div id="e1, e2, e3, I_initial & I_final"></div>
The properties of prestressed I-girders in the following tables are valid for <math>\, f'_{ci}</math> = 4.5 ksi and <math>\,f'_c</math> = 6 ksi.  The modular ratio , ''<math>\, n</math>'', is 8 for the initial moment of inertia, <math>\, I_{initial}</math>, and 7 for the final moment of inertia, <math>\, I_{final}</math>. 

Note: Moments of inertia, <math>\, I_{initial}</math> and <math>\, I_{final}</math> are computed based on transformed non-composite section and are used in camber calculations.

Definitions used in tables are:
{|border="0" cellpadding="5"
|valign="top"|Section Area||valign="top"|=||Gross area of girder, (in.<sup>2</sup>)
|-
|valign="top"|Section <math>\, Y_b</math> ||valign="top"|=||Distance from bottom of girder to center of gravity of non-transformed non-composite section, (in.)
|-
|valign="top"| <math>\, I_{nontransformed}</math> ||valign="top"|=||Moment of inertia of non-transformed non-composite section, (in.<sup>4</sup>)
|-
|valign="top"|Depth||valign="top"|=||Height of girder, (in.)
|-
|valign="top"|Strand size||valign="top"|=||Strand diameter, (in.)
|-
|valign="top"|e1*||valign="top"|=||Eccentricity between centroid of straight strands (CSS) and center of gravity of non-transformed non-composite section (CGB) as shown in figure below, (in.)
|-
|valign="top"|e2*||valign="top"|=||Eccentricity between centroid of harped strands (CHS) and center of gravity of non-transformed non-composite section (CGB) at midspan as shown in figure below, (in.)
|-
|valign="top"|e3*||valign="top"|=||Eccentricity between centroid of harped strands (CHS) and center of gravity of non-transformed non-composite section (CGB) at the end of girder as shown in figure below, (in.)
|}


<math>\, *</math> A more accurate value can be used based on transformed non-composite section.  The final camber calculation will not be significantly different using values between transformed and non-transformed sections.

 
<center>[[Image:751.22_Girder_Plan_showing_strands.gif]]</center>


'''Steps for detailing strand patterns from Prestressed Beam Tables'''
#For strand locations at mid-span of girder:  Look up the "Total Number of Strands" value for the corresponding strand pattern number.  The strands will then be located at that number and all numbers below that number.  Ex.  For 14 total strands, the strands will be placed at all locations numbered ≤14.
#For harped strand locations at end of girder:  Look up the "Number of Harped Strands" value for the corresponding strand pattern number.  The strands will then be located at that number and all numbers below that number.  Ex.  For 6 harped strands, the strands will be placed at all locations numbered ≤6.

 
<center>[[Image:751.22_Girder_Section_showing_strands.gif]]</center>

:::::::::::'''GROUP I'''




'''Section Properties'''<br/>
'''Beam Type 2 -- 6" Web'''


{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|310.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|14.08||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|33,974||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|32||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"|<math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" text-align="center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|align="center" colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|align="center" colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
|&nbsp;
|align="center"|#
|align="center"|T
|align="center"|H
|align="center"|S
|align="center"|[[#e1, e2, e3, I_initial & I_final|e1]]
|align="center"|[[#e1, e2, e3, I_initial & I_final|e2]]
|align="center"|[[#e1, e2, e3, I_initial & I_final|e3]]
|align="center"|A1 Bars<br/>2-#5
|align="center"|A1 Bars<br/>2-#6
|align="center"|A1 Bars<br/>2-#5
|align="center"|A1 Bars,<br/>2-#6
|-
!Group
|align="center"|1
|align="center"|8
|align="center"|4
|align="center"|4
|align="center"|11.08
|align="center"|11.08
|align="center"|13.92
|align="center"|36,147
|align="center"|36,627
|align="center"|35,837
|align="center"|36,248
|-
!I
|align="center"|2
|align="center"|10
|align="center"|4
|align="center"|6
|align="center"|11.41
|align="center"|11.08
|align="center"|13.92
|align="center"|36,453
|align="center"|36,938
|align="center"|36,100
|align="center"|36,515
|-
|&nbsp;
|align="center"|3
|align="center"|12
|align="center"|6
|align="center"|6
|align="center"|11.41
|align="center"|10.08
|align="center"|12.92
|align="center"|36,587
|align="center"|37,075
|align="center"|36,215
|align="center"|36,632
|-
|&nbsp;
|align="center"|4
|align="center"|14
|align="center"|6
|align="center"|8
|align="center"|11.08
|align="center"|10.08
|align="center"|12.92
|align="center"|36,794
|align="center"|37,286
|align="center"|36,394
|align="center"|36,814
|-
|&nbsp;
|align="center"|5
|align="center"|16
|align="center"|8
|align="center"|8
|align="center"|11.08
|align="center"|9.08
|align="center"|11.92
|align="center"|36,866
|align="center"|37,360
|align="center"|36,456
|align="center"|36,878
|-
|&nbsp;
|align="center"|6
|align="center"|18
|align="center"|8
|align="center"|10
|align="center"|10.48
|align="center"|9.08
|align="center"|11.92
|align="center"|36,994
|align="center"|37,491
|align="center"|36,568
|align="center"|36,992
|-
!Group
|align="center"|7
|align="center"|8
|align="center"|2
|align="center"|6
|align="center"|11.41
|align="center"|10.08
|align="center"|14.92
|align="center"|36,147
|align="center"|36,627
|align="center"|35,837
|align="center"|36,248
|-
!II
|align="center"|8
|align="center"|10
|align="center"|2
|align="center"|8
|align="center"|11.58
|align="center"|10.08
|align="center"|14.92
|align="center"|36,453
|align="center"|36,938
|align="center"|36,100
|align="center"|36,515
|-
|&nbsp;
|align="center"|9
|align="center"|12
|align="center"|4
|align="center"|8
|align="center"|11.08
|align="center"|11.08
|align="center"|13.92
|align="center"|36,663
|align="center"|37,151
|align="center"|36,280
|align="center"|36,698
|-
|&nbsp;
|align="center"|10
|align="center"|14
|align="center"|4
|align="center"|10
|align="center"|11.28
|align="center"|9.08
|align="center"|13.92
|align="center"|36,794
|align="center"|37,286
|align="center"|36,394
|align="center"|36,814
|-
|&nbsp;
|align="center"|11
|align="center"|16
|align="center"|6
|align="center"|10
|align="center"|11.28
|align="center"|8.08
|align="center"|12.92
|align="center"|36,866
|align="center"|37,360
|align="center"|36,456
|align="center"|36,878
|-
|&nbsp;
|align="center"|12
|align="center"|18
|align="center"|6
|align="center"|12
|align="center"|10.75
|align="center"|8.08
|align="center"|12.92
|align="center"|36,994
|align="center"|37,491
|align="center"|36,568
|align="center"|36,992
|-
|&nbsp;
|align="center"|13
|align="center"|20
|align="center"|6
|align="center"|14
|align="center"|10.65
|align="center"|6.08
|align="center"|12.92
|align="center"|37,024
|align="center"|37,522
|align="center"|36,594
|align="center"|37,019
|}


'''Section Properties'''<br/>
'''Beam Type 2 -- 7" Web'''


{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|342.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|14.26||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|36,812||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|32||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_{c}</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||11.26||11.26||13.74||38,994||39,464||38,683||39,085
|-
!I
|2||10||4||6||11.59||11.26||13.74||39,310||39,784||38,954||39,360
|-
|&nbsp;||3||12||6||6||11.59||10.26||12.74||39,450||39,927||39,075||39,482
|-
|&nbsp;||4||14||6||8||11.26||10.26||12.74||39,666||40,146||39,261||39,671
|-
|&nbsp;||5||16||8||8||11.26||9.26||11.74||39,742||40,225||39,327||39,739
|-
|&nbsp;||6||18||8||10||10.66||9.26||11.74||39,877||40,363||39,444||39,858
|-
!Group
|7||8||2||6||11.59||10.26||14.74||38,994||39,464||38,683||39,085
|-
!II
|8||10||2||8||11.76||10.26||14.74||39,310||39,784||38,954||39,360
|-
|&nbsp;||9||12||4||8||11.26||11.26||13.74||39,528||40,005||39,142||39,550
|-
|&nbsp;||10||14||4||10||11.46||9.26||13.74||39,666||40,146||39,261||39,671
|-
|&nbsp;||11||16||6||10||11.46||8.26||12.74||39,742||40,225||39,327||39,739
|-
|&nbsp;||12||18||6||12||10.93||8.26||12.74||39,877||40,363||39,444||39,858
|-
|&nbsp;||13||20||6||14||10.83||6.26||12.74||39,910||39,473||39,473||39,888
|}


'''Section Properties '''<br/>
'''Beam Type 2 -- 8" Web'''


{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|374.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|14.41||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|39,632||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|32||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||11.41||11.41||13.59||41,823||42,283||41,510||41,905
|-
!I
|2||10||4||6||11.74||11.41||13.59||42,147||42,611||41,789||42,186
|-
|&nbsp;||3||12||6||6||11.74||10.41||12.59||42,292||42,760||41,914||42,313
|-
|&nbsp;||4||14||6||8||11.41||10.41||12.59||42,515||42,985||42,106||42,508
|-
|&nbsp;||5||16||8||8||11.41||9.41||11.59||42,596||43,068||42,176||42,579
|-
|&nbsp;||6||18||8||10||10.81||9.41||11.59||42,737||43,212||42,298||42,703
|-
!Group
|7||8||2||6||11.74||10.41||14.59||41,823||42,283||41,510||41,905
|-
!II
|8||10||2||8||11.91||10.41||14.59||42,147||42,611||41,789||42,186
|-
|&nbsp;||9||12||4||8||11.41||11.41||13.59||42,371||42,839||41,982||42,382
|-
|&nbsp;||10||14||4||10||11.61||9.41||13.59||42,515||42,985||42,106||42,508
|-
|&nbsp;||11||16||6||10||11.61||8.41||12.59||42,596||43,068||42,176||42,579
|-
|&nbsp;||12||18||6||12||11.08||8.41||12.59||42,737||43,212||42,298||42,703
|-
|&nbsp;||13||20||6||14||10.98||6.41||12.59||42,772||43,249||42,329||42,736
|}


'''Section Properties'''<br/>
'''Beam Type 3 -- 6" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|381.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b </math> =
|align="center"|17.08||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|61,841||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|39||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci} </math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||13.08||14.08||17.92||65,179||65,930||64,702||65,346
|-
!I
|2||10||4||6||13.75||14.08||17.92||65,659||66,415||65,114||65,762
|-
|&nbsp;||3||12||4||8||13.58||14.08||17.92||66,014||66,776||65,421||66,072
|-
|&nbsp;||4||14||6||8||13.58||13.08||16.92||66,265||67,032||65,637||66,292
|-
|&nbsp;||5||16||6||10||13.48||13.08||16.92||66,614||67,386||65,938||66,597
|-
|&nbsp;||6||18||8||10||13.48||12.08||15.92||66,776||67,552||66,079||66,740
|-
|&nbsp;||7||20||8||12||13.08||12.08||15.92||67,020||67,799||66,290||66,954
|-
|&nbsp;||8||22||8||14||12.51||12.08||15.92||67,178||67,961||66,427||67,095
|-
|&nbsp;||9||24||10||14||12.51||11.08||14.92||67,270||68,056||66,508||67,177
|-
!Group
|10||8||2||6||13.75||13.08||18.92||65,179||65,930||64,702||65,346
|-
!II
|11||10||2||8||14.08||13.08||18.92||65,659||66,415||65,114||65,762
|-
|&nbsp;||12||12||2||10||13.88||13.08||18.92||66,014||66,776||65,421||66,072
|-
|&nbsp;||13||14||4||10||13.48||14.08||17.92||66,366||67,134||65,724||66,379
|-
|&nbsp;||14||16||4||12||13.75||12.08||17.92||66,614||67,386||65,938||66,597
|-
|&nbsp;||15||18||6||12||13.75||11.08||16.92||66,776||67,552||66,079||66,740
|-
|&nbsp;||16||20||6||14||13.37||11.08||16.92||67,020||67,799||66,290||66,954
|-
|&nbsp;||17||22||6||16||12.83||11.08||16.92||67,178||67,961||66,427||67,095
|-
|&nbsp;||18||24||8||16||12.83||10.08||15.92||67,270||68,056||66,508||67,177
|}


'''Section Properties'''<br/>
'''Beam Type 3 -- 7" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|420.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|17.31||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|66,991||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|39||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||13.31||14.31||17.69||70,343||71,077||69,865||70,493
|-
!I
|2||10||4||6||13.98||14.31||17.69||70,838||71,577||70,289||70,922
|-
|&nbsp;||3||12||4||8||13.81||14.31||17.69||71,207||71,951||70,607||71,243
|-
|&nbsp;||4||14||6||8||13.81||13.31||16.69||71,469||72,218||70,833||71,473
|-
|&nbsp;||5||16||6||10||13.71||13.31||16.69||71,832||72,585||71,146||71,789
|-
|&nbsp;||6||18||8||10||13.71||12.31||15.69||72,004||72,760||71,295||71,940
|-
|&nbsp;||7||20||8||12||13.31||12.31||15.69||72,259||73,019||71,516||72,164
|-
|&nbsp;||8||22||8||14||12.74||12.31||15.69||72,427||73,190||71,662||72,312
|-
|&nbsp;||9||24||10||14||12.74||11.31||14.69||72,526||73,292||71,749||72,401
|-
!Group
|10||8||2||6||13.98||13.31||18.69||70,343||71,077||69,865||70,493
|-
!II
|11||10||2||8||14.31||13.31||18.69||70,838||71,577||70,289||70,922
|-
|&nbsp;||12||12||2||10||14.11||13.31||18.69||71,207||71,951||70,607||71,243
|-
|&nbsp;||13||14||4||10||13.71||14.31||17.69||71,572||72,322||70,922||71,562
|-
|&nbsp;||14||16||4||12||13.98||12.31||17.69||71,832||72,585||71,146||71,789
|-
|&nbsp;||15||18||6||12||13.98||11.31||16.69||72,004||72,760||71,295||71,940
|-
|&nbsp;||16||20||6||14||13.60||11.31||16.69||72,259||73,019||71,516||72,164
|-
|&nbsp;||17||22||6||16||13.06||11.31||16.69||72,427||73,190||71,662||72,312
|-
|&nbsp;||18||24||8||16||13.06||10.31||15.69||72,526||73,292||71,749||72,401
|}


'''Section Properties'''<br/>
'''Beam Type 3 -- 8" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|459.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|17.49||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|72,106||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|39||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||13.49||14.49||17.51||75,470||76,191||74,990||75,607
|-
!I
|2||10||4||6||14.16||14.49||17.51||75,977||76,703||75,425||76,046
|-
|&nbsp;||3||12||4||8||13.99||14.49||17.51||76,357||77,087||75,752||76,376
|-
|&nbsp;||4||14||6||8||13.99||13.49||16.51||76,628||77,363||75,986||76,613
|-
|&nbsp;||5||16||6||10||13.89||13.49||16.51||77,002||77,740||76,308||76,939
|-
|&nbsp;||6||18||8||10||13.89||12.49||15.51||77,182||77,923||76,464||77,096
|-
|&nbsp;||7||20||8||12||13.49||12.49||15.51||77,446||78,191||76,692||77,328
|-
|&nbsp;||8||22||8||14||12.92||12.49||15.51||77,622||78,370||76,845||77,483
|-
|&nbsp;||9||24||10||14||12.92||11.49||14.51||77,728||78,479||76,938||77,577
|-
!Group
|10||8||2||6||14.16||13.49||18.51||75,470||76,191||74,990||75,607
|-
!II
|11||10||2||8||14.49||13.49||18.51||75,977||76,703||75,425||76,046
|-
|&nbsp;||12||12||2||10||14.29||13.49||18.51||76,357||77,087||75,752||76,376
|-
|&nbsp;||13||14||4||10||13.89||14.49||17.51||76,733||77,468||76,076||76,704
|-
|&nbsp;||14||16||4||12||14.16||12.49||17.51||77,002||77,740||76,308||76,939
|-
|&nbsp;||15||18||6||12||14.16||11.49||16.51||77,182||77,923||76,464||77,096
|-
|&nbsp;||16||20||6||14||13.78||11.49||16.51||77,446||78,191||76,692||77,328
|-
|&nbsp;||17||22||6||16||13.24||11.49||16.51||77,622||78,370||76,845||77,483
|-
|&nbsp;||18||24||8||16||13.24||10.49||15.51||77,728||78,479||76,938||77,577
|}


'''Section Properties'''<br/>
'''Beam Type 4 -- 6" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|428.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|19.54||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|92,450||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|45||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||15.54||16.54||21.46||97,077||98,118||96,416||97,308
|-
!I
|2||10||4||6||16.21||16.54||21.46||97,727||98,775||96,974||97,872
|-
|&nbsp;||3||12||4||8||16.04||16.54||21.46||98,231||99,286||97,408||98,310
|-
|&nbsp;||4||14||6||8||16.04||15.54||20.46||98,608||99,669||97,733||98,640
|-
|&nbsp;||5||16||6||10||15.94||15.54||20.46||99,103||100,170||98,160||99,071
|-
|&nbsp;||6||18||8||10||15.94||14.54||19.46||99,368||100,441||98,390||99,305
|-
|&nbsp;||7||20||8||12||15.54||14.54||19.46||99,735||100,813||98,707||99,626
|-
|&nbsp;||8||22||8||14||14.97||14.54||19.46||99,995||101,078||98,933||99,856
|-
|&nbsp;||9||24||8||16||15.29||12.54||19.46||100,168||101,254||99,083||100,009
|-
|&nbsp;||10||26||10||16||15.29||11.54||18.46||100,271||101,360||99,174||100,102
|-
|&nbsp;||11||28||10||18||15.32||9.54||18.46||100,323||101,414||99,220||100,149
|-
!Group
|12||8||2||6||16.21||15.54||22.46||97,077||98,118||96,416||97,308
|-
!II
|13||10||2||8||16.54||15.54||22.46||97,727||98,775||96,974||97,872
|-
|&nbsp;||14||12||4||8||16.04||16.54||21.46||98,231||99,286||97,408||98,310
|-
|&nbsp;||15||14||4||10||15.94||16.54||21.46||98,730||99,792||97,838||98,745
|-
|&nbsp;||16||16||4||12||16.21||14.54||21.46||99,103||100,170||98,160||99,071
|-
|&nbsp;||17||16||6||10||15.94||15.54||20.46||99,103||100,170||98,160||99,071
|-
|&nbsp;||18||18||6||12||16.21||13.54||20.46||99,368||100,441||98,390||99,305
|-
|&nbsp;||19||20||6||14||15.83||13.54||20.46||99,735||100,813||98,707||99,626
|-
|&nbsp;||20||22||6||16||15.29||13.54||20.46||99,995||101,078||98,933||99,856
|-
|&nbsp;||21||24||6||18||15.32||11.54||20.46||100,168||101,254||99,083||100,009
|-
|&nbsp;||22||26||6||20||15.14||9.54||20.46||100,271||101,360||99,174||100,102
|-
|&nbsp;||23||26||8||18||15.32||10.54||19.46||100,271||101,360||99,174||100,102
|-
|&nbsp;||24||28||6||22||14.81||7.54||20.46||100,323||101,414||99,220||100,149
|-
|&nbsp;||25||28||8||20||15.14||8.54||19.46||100,323||101,414||99,220||100,149
|-
|&nbsp;||26||30||8||22||14.81||6.54||19.46||100,341||101,433||99,236||100,166
|-
|&nbsp;||27||32||8||24||14.37||4.54||19.46||100,342||101,435||99,238||100,168
|}


'''Section Properties'''<br/>
'''Beam Type 4 -- 7" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|473.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|19.82||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|100,400||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|45||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||15.82||16.82||21.18||105,048||106,065||104,384||105,256
|-
!I
|2||10||4||6||16.49||16.82||21.18||105,719||106,743||104,960||105,837
|-
|&nbsp;||3||12||4||8||16.32||16.82||21.18||106,242||107,272||105,410||106,291
|-
|&nbsp;||4||14||6||8||16.32||15.82||20.18||106,636||107,671||105,750||106,635
|-
|&nbsp;||5||16||6||10||16.22||15.82||20.18||107,151||108,192||106,193||107,083
|-
|&nbsp;||6||18||8||10||16.22||14.82||19.18||107,431||108,476||106,436||107,328
|-
|&nbsp;||7||20||8||12||15.82||14.82||19.18||107,815||108,866||106,768||107,664
|-
|&nbsp;||8||22||8||14||15.25||14.82||19.18||108,090||109,145||107,007||107,906
|-
|&nbsp;||9||24||8||16||15.57||12.82||19.18||108,275||109,334||107,168||108,070
|-
|&nbsp;||10||26||10||16||15.57||11.82||18.18||108,388||109,449||107,266||108,171
|-
|&nbsp;||11||28||10||18||15.60||9.82||18.18||108,446||109,510||107,318||108,224
|-
!Group
|12||8||2||6||16.49||15.82||22.18||105,048||106,065||104,384||105,256
|-
!II
|13||10||2||8||16.82||15.82||22.18||105,719||106,743||104,960||105,837
|-
|&nbsp;||14||12||4||8||16.32||16.82||21.18||106,242||107,272||105,410||106,291
|-
|&nbsp;||15||14||4||10||16.22||16.82||21.18||106,760||107,796||105,857||106,742
|-
|&nbsp;||16||16||4||12||16.49||14.82||21.18||107,151||108,192||106,193||107,083
|-
|&nbsp;||17||16||6||10||16.22||15.82||20.18||107,151||108,192||106,193||107,083
|-
|&nbsp;||18||18||6||12||16.49||13.82||20.18||107,431||108,476||106,436||107,328
|-
|&nbsp;||19||20||6||14||16.11||13.82||20.18||107,815||108,866||106,768||107,664
|-
|&nbsp;||20||22||6||16||15.57||13.82||20.18||108,090||109,145||107,007||107,906
|-
|&nbsp;||21||24||6||18||15.60||11.82||20.18||108,275||109,334||107,168||108,070
|-
|&nbsp;||22||26||6||20||15.42||9.82||20.18||108,388||109,449||107,266||108,171
|-
|&nbsp;||23||26||8||18||15.60||10.82||19.18||108,388||109,449||107,266||108,171
|-
|&nbsp;||24||28||6||22||15.09||7.82||20.18||108,446||109,510||107,318||108,224
|-
|&nbsp;||25||28||8||20||15.42||8.82||19.18||108,446||109,510||107,318||108,224
|-
|&nbsp;||26||30||8||22||15.09||6.82||19.18||108,469||109,533||107,338||108,245
|-
|&nbsp;||27||32||8||24||14.65||4.82||19.18||108,472||109,537||107,341||108,248
|}


'''Section Properties'''<br/>
'''Beam Type 4 -- 8" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|518.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|20.06||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|108,288||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|45||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||16.06||17.06||20.94||112,955||113,952||112,289||113,143
|-
!I
|2||10||4||6||16.73||17.06||20.94||113,645||114,648||112,881||113,739
|-
|&nbsp;||3||12||4||8||16.56||17.06||20.94||114,185||115,193||113,345||114,208
|-
|&nbsp;||4||14||6||8||16.56||16.06||19.94||114,594||115,607||113,698||114,563
|-
|&nbsp;||5||16||6||10||16.46||16.06||19.94||115,126||116,144||114,156||115,026
|-
|&nbsp;||6||18||8||10||16.46||15.06||18.94||115,419||116,442||114,409||115,282
|-
|&nbsp;||7||20||8||12||16.06||15.06||18.94||115,818||116,846||114,755||115,631
|-
|&nbsp;||8||22||8||14||15.49||15.06||18.94||116,107||117,138||115,004||115,884
|-
|&nbsp;||9||24||8||16||15.81||13.06||18.94||116,303||117,337||115,175||116,057
|-
|&nbsp;||10||26||10||16||15.81||12.06||17.94||116,424||117,461||115,281||116,165
|-
|&nbsp;||11||28||10||18||15.84||10.06||17.94||116,489||117,528||115,338||116,223
|-
!Group
|12||8||2||6||16.73||16.06||21.94||112,955||113,952||112,289||113,143
|-
!II
|13||10||2||8||17.06||16.06||21.94||113,645||114,648||112,881||113,739
|-
|&nbsp;||14||12||4||8||16.56||17.06||20.94||114,185||115,193||113,345||114,208
|-
|&nbsp;||15||14||4||10||16.46||17.06||20.94||114,720||115,734||113,806||114,673
|-
|&nbsp;||16||16||4||12||16.73||15.06||20.94||115,126||116,144||114,156||115,026
|-
|&nbsp;||17||16||6||10||16.46||16.06||19.94||115,126||116,144||114,156||115,026
|-
|&nbsp;||18||18||6||12||16.73||14.06||19.94||115,419||116,442||114,409||115,282
|-
|&nbsp;||19||20||6||14||16.35||14.06||19.94||115,818||116,846||114,755||115,631
|-
|&nbsp;||20||22||6||16||15.81||14.06||19.94||116,107||117,138||115,004||115,884
|-
|&nbsp;||21||24||6||18||15.84||12.06||19.94||116,303||117,337||115,175||116,057
|-
|&nbsp;||22||26||6||20||15.66||10.06||19.94||116,424||117,461||115,281||116,165
|-
|&nbsp;||23||26||8||18||15.84||11.06||18.94||116,424||117,461||115,281||116,165
|-
|&nbsp;||24||28||6||22||15.33||8.06||19.94||116,489||117,528||115,338||116,223
|-
|&nbsp;||25||28||8||20||15.66||9.06||18.94||116,489||117,528||115,338||116,223
|-
|&nbsp;||26||30||8||22||15.33||7.06||18.94||116,515||117,555||115,361||116,247
|-
|&nbsp;||27||32||8||24||14.89||5.06||18.94||116,520||117,560||115,366||116,252
|}


'''Section Properties'''<br/>
'''Beam Type 6 -- 6.5" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|643.6||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|25.92||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|235,735||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|54||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#6||A1 Bars<br/>2-#6
|-
!Group
|1||14||4||10||23.52||22.92||23.08||248,115||246,353
|-
!I
|2||16||4||12||23.25||22.92||23.08||249,115||247,213
|-
|&nbsp;||3||18||6||12||23.25||21.92||22.08||249,933||247,918
|-
|&nbsp;||4||20||6||14||23.06||21.92||22.08||250,920||248,769
|-
|&nbsp;||5||22||6||16||22.92||21.92||22.08||251,901||249,616
|-
|&nbsp;||6||24||8||16||22.92||20.92||21.08||252,545||250,173
|-
|&nbsp;||7||26||8||18||22.59||20.92||21.08||253,342||250,862
|-
|&nbsp;||8||28||8||20||22.32||20.92||21.08||254,133||251,547
|-
|&nbsp;||9||30||10||20||22.32||19.92||20.08||254,626||251,975
|-
|&nbsp;||10||32||10||22||22.10||19.92||20.08||255,408||252,653
|-
|&nbsp;||11||34||10||24||21.75||19.92||20.08||256,032||253,195
|-
|&nbsp;||12||36||10||26||21.46||19.92||20.08||256,651||253,734
|-
|&nbsp;||13||38||12||26||21.46||18.92||19.08||257,011||254,048
|}


'''Section Properties'''<br/>
'''Beam Type 6 -- 7.5" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|697.6||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|26.00||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|248,915||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|54||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#6||A1 Bars<br/>2-#6
|-
!Group
|1||14||4||10||23.60||23.00||23.00||262,852||260,864
|-
!I
|2||16||4||12||23.33||23.00||23.00||263,868||261,737
|-
|&nbsp;||3||18||6||12||23.33||22.00||22.00||264,701||262,454
|-
|&nbsp;||4||20||6||14||23.14||22.00||22.00||265,707||263,319
|-
|&nbsp;||5||22||6||16||23.00||22.00||22.00||266,706||264,180
|-
|&nbsp;||6||24||8||16||23.00||21.00||21.00||267,365||264,749
|-
|&nbsp;||7||26||8||18||22.67||21.00||21.00||268,178||265,452
|-
|&nbsp;||8||28||8||20||22.40||21.00||21.00||268,987||266,150
|-
|&nbsp;||9||30||10||20||22.40||20.00||20.00||269,493||266,589
|-
|&nbsp;||10||32||10||22||22.18||20.00||20.00||270,294||267,282
|-
|&nbsp;||11||34||10||24||21.83||20.00||20.00||270,933||267,836
|-
|&nbsp;||12||36||10||26||21.54||20.00||20.00||271,569||268,387
|-
|&nbsp;||13||38||12||26||21.54||19.00||19.00||271,941||268,712
|}


'''Section Properties'''<br/>
'''Beam Type 6 -- 8.5" Web'''
 
{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|751.6||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|26.07||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|262,087||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|54||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>2-#6||A1 Bars<br/>2-#6
|-
!Group
|1||14||4||10||23.67||23.07||22.93||276,043||274,052
|-
!I
|2||16||4||12||23.40||23.07||22.93||277,068||274,932
|-
|&nbsp;||3||18||6||12||23.40||22.07||21.93||277,908||275,656
|-
|&nbsp;||4||20||6||14||23.21||22.07||21.93||278,922||276,528
|-
|&nbsp;||5||22||6||16||23.07||22.07||21.93||279,930||277,396
|-
|&nbsp;||6||24||8||16||23.07||21.07||20.93||280,596||277,971
|-
|&nbsp;||7||26||8||18||22.74||21.07||20.93||281,418||278,680
|-
|&nbsp;||8||28||8||20||22.47||21.07||20.93||282,236||279,386
|-
|&nbsp;||9||30||10||20||22.47||20.07||19.93||282,750||279,831
|-
|&nbsp;||10||32||10||22||22.25||20.07||19.93||283,559||280,531
|-
|&nbsp;||11||34||10||24||21.90||20.07||19.93||284,207||281,093
|-
|&nbsp;||12||36||10||26||21.61||20.07||19.93||284,851||281,651
|-
|&nbsp;||13||38||12||26||21.61||19.07||18.93||285,230||281,981
|}

'''Section Properties'''<br/>
'''Beam Type 7 -- 6" Web'''<br/>
'''Bulb-Tee Girder'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|787.4||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|37.58||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|571,047||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|72.5||in
|-
|align="right"|Strand Size=
|align="center"|½||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|4.5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|6||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final|I<sub>final</sub>]]
|-
!valign="top|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final|e1]]||[[#e1, e2, e3, I_initial & I_final|e2]]||[[#e1, e2, e3, I_initial & I_final|e3]]||A1 Bars<br/>4-#6||A1 Bars<br/>4-#6
|-
!Group
|1||14||4||10||35.58||34.58||29.92||603,636||598,983
|-
!I
|2||16||4||12||35.25||34.58||29.92||606,025||601,033
|-
|&nbsp;||3||18||6||12||35.25||33.58||28.92||608,125||602,838
|-
|&nbsp;||4||20||6||14||35.01||33.58||28.92||610,490||604,871
|-
|&nbsp;||5||22||6||16||34.83||33.58||28.92||612,843||606,895
|-
|&nbsp;||6||24||8||16||34.83||32.58||27.92||614,652||608,453
|-
|&nbsp;||7||26||8||18||34.69||32.58||27.92||616,981||610,459
|-
|&nbsp;||8||28||8||20||34.58||32.58||27.92||619,299||612,457
|-
|&nbsp;||9||30||10||20||34.58||31.58||26.92||620,839||613,788
|-
|&nbsp;||10||32||10||22||34.31||31.58||26.92||622,864||615,536
|-
|&nbsp;||11||34||10||24||34.08||31.58||26.92||624,878||617,276
|-
|&nbsp;||12||36||10||26||33.89||31.58||26.92||626,881||619,009
|-
|&nbsp;||13||38||10||28||33.58||31.58||26.92||628,622||620,517
|-
|&nbsp;||14||40||12||28||33.58||30.58||25.92||629,902||621,627
|}

===751.22.3.5 Beam Section Properties Tables - Higher Concrete Strength===

<div id="e1, e2, e3, I_initial & I_final 1"></div>
The properties of prestressed I-girders in the following tables are valid for <math>\, f'_{ci}</math> = 5 ksi and <math>\, f'_c</math> = 7 ksi.  The modular ratio , ''<math>\, n</math>'', is 7 for the initial moment of inertia, <math>\, I_{initial}</math>, and 6 for the final moment of inertia, <math>\, I_{final}</math>. 

Note: Moments of inertia, <math>\, I_{initial}</math> and <math>\, I_{final}</math> are computed based on transformed non-composite section and are used in camber calculations.  A1 Bar locations are assumed at 3" from the top of girder.

Definitions used in tables are:
{|border="0" cellpadding="5"
|Section Area||=||Gross area of girder, (in.<sup>2</sup>)
|-
|Section <math>\, Y_b</math> ||=||Distance from bottom of girder to center of gravity of non-transformed non-composite section, (in.)
|-
| <math>\, I_{nontransformed}</math> ||=||Moment of inertia of non-transformed non-composite section, (in.<sup>4</sup>)
|-
|Depth||=||Height of girder, (in.)
|-
|Strand size||=||Strand diameter, (in.)
|-
|e1*||=||Eccentricity between centroid of straight strands (CSS) and center of gravity of non-transformed non-composite section (CGB) as shown in figure below, (in.)
|-
|e2*||=||Eccentricity between centroid of harped strands (CHS) and center of gravity of non-transformed non-composite section (CGB) at midspan as shown in figure below, (in.)
|-
|e3*||=||Eccentricity between centroid of harped strands (CHS) and center of gravity of non-transformed non-composite section (CGB) at the end of girder as shown in figure below, (in.)
|}


<math>\, *</math> A more accurate value can be used based on transformed non-composite section.  The final camber calculation will not be significantly different using values between transformed and non-transformed sections.

 
<center>[[Image:751.22_Girder_Plan_showing_strands.gif]]</center>


'''Steps for detailing strand patterns from Prestressed Beam Tables'''
#For strand locations at mid-span of girder:  Look up the "Total Number of Strands" value for the corresponding strand pattern number.  The strands will then be located at that number and all numbers below that number.  Ex.  For 14 total strands, the strands will be placed at all locations numbered ≤14.
#For harped strand locations at end of girder:  Look up the "Number of Harped Strands" value for the corresponding strand pattern number.  The strands will then be located at that number and all numbers below that number.  Ex.  For 6 harped strands, the strands will be placed at all locations numbered ≤6.

 
<center>[[Image:751.22_Girder_Section_showing_strands.gif]]</center>

:::::::::::'''GROUP I'''




'''Section Properties'''<br/>
'''Beam Type 2 -- 6" Web'''


{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|310.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|14.08||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|33,974||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|32||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" text-align="center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|align="center" colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|align="center" colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
|&nbsp;
|align="center"|#
|align="center"|T
|align="center"|H
|align="center"|S
|align="center"|[[#e1, e2, e3, I_initial & I_final 1|e1]]
|align="center"|[[#e1, e2, e3, I_initial & I_final 1|e2]]
|align="center"|[[#e1, e2, e3, I_initial & I_final 1|e3]]
|align="center"|A1 Bars<br/>2-#5
|align="center"|A1 Bars<br/>2-#6
|align="center"|A1 Bars<br/>2-#5
|align="center"|A1 Bars,<br/>2-#6
|-
!Group
|align="center"|1
|align="center"|8
|align="center"|4
|align="center"|4
|align="center"|11.08
|align="center"|11.08
|align="center"|13.92
|align="center"|36,407
|align="center"|36,838
|align="center"|36,062
|align="center"|36,429
|-
!I
|align="center"|2
|align="center"|10
|align="center"|4
|align="center"|6
|align="center"|11.41
|align="center"|11.08
|align="center"|13.92
|align="center"|36,828
|align="center"|37,265
|align="center"|36,424
|align="center"|36,797
|-
|&nbsp;
|align="center"|3
|align="center"|12
|align="center"|6
|align="center"|6
|align="center"|11.41
|align="center"|10.08
|align="center"|12.92
|align="center"|36,983
|align="center"|37,424
|align="center"|36,559
|align="center"|36,935
|-
|&nbsp;
|align="center"|4
|align="center"|14
|align="center"|6
|align="center"|8
|align="center"|11.08
|align="center"|10.08
|align="center"|12.92
|align="center"|37,265
|align="center"|37,711
|align="center"|36,804
|align="center"|37,183
|-
|&nbsp;
|align="center"|5
|align="center"|16
|align="center"|8
|align="center"|8
|align="center"|11.08
|align="center"|9.08
|align="center"|11.92
|align="center"|37,304
|align="center"|37,753
|align="center"|36,839
|align="center"|37,221
|-
|&nbsp;
|align="center"|6
|align="center"|18
|align="center"|8
|align="center"|10
|align="center"|10.48
|align="center"|9.08
|align="center"|11.92
|align="center"|37,465
|align="center"|37,917
|align="center"|36,980
|align="center"|37,364
|-
!Group
|align="center"|7
|align="center"|8
|align="center"|2
|align="center"|6
|align="center"|11.41
|align="center"|10.08
|align="center"|14.92
|align="center"|36,407
|align="center"|36,837
|align="center"|36,061
|align="center"|36,429
|-
!II
|align="center"|8
|align="center"|10
|align="center"|2
|align="center"|8
|align="center"|11.58
|align="center"|10.08
|align="center"|14.92
|align="center"|36,829
|align="center"|37,265
|align="center"|36,425
|align="center"|36,797
|-
|&nbsp;
|align="center"|9
|align="center"|12
|align="center"|4
|align="center"|8
|align="center"|11.08
|align="center"|11.08
|align="center"|13.92
|align="center"|37,112
|align="center"|37,553
|align="center"|36,670
|align="center"|37,046
|-
|&nbsp;
|align="center"|10
|align="center"|14
|align="center"|4
|align="center"|10
|align="center"|11.28
|align="center"|9.08
|align="center"|13.92
|align="center"|37,265
|align="center"|37,711
|align="center"|36,804
|align="center"|37,183
|-
|&nbsp;
|align="center"|11
|align="center"|16
|align="center"|6
|align="center"|10
|align="center"|11.28
|align="center"|8.08
|align="center"|12.92
|align="center"|37,304
|align="center"|37,753
|align="center"|36,839
|align="center"|37,221
|-
|&nbsp;
|align="center"|12
|align="center"|18
|align="center"|6
|align="center"|12
|align="center"|10.75
|align="center"|8.08
|align="center"|12.92
|align="center"|37,466
|align="center"|37,918
|align="center"|36,981
|align="center"|37,365
|-
|&nbsp;
|align="center"|13
|align="center"|20
|align="center"|6
|align="center"|14
|align="center"|10.65
|align="center"|6.08
|align="center"|12.92
|align="center"|37,409
|align="center"|37,864
|align="center"|36,934
|align="center"|37,320
|}


'''Section Properties'''<br/>
'''Beam Type 2 -- 7" Web'''


{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|342.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|14.26||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|36,812||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|32||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||11.26||11.26||13.74||39,272||39,691||38,922||39,281
|-
!I
|2||10||4||6||11.59||11.26||13.74||39,706||40,132||39,297||39,660
|-
|&nbsp;||3||12||6||6||11.59||10.26||12.74||39,871||40,300||39,440||39,806
|-
|&nbsp;||4||14||6||8||11.26||10.26||12.74||40,165||40,599||39,695||40,064
|-
|&nbsp;||5||16||8||8||11.26||9.26||11.74||40,211||40,648||39,736||40,108
|-
|&nbsp;||6||18||8||10||10.66||9.26||11.74||40,382||40,822||39,885||40,259
|-
!Group
|7||8||2||6||11.59||10.26||14.74||39,271||39,691||38,921||39,280
|-
!II
|8||10||2||8||11.76||10.26||14.74||39,707||40,133||39,297||39,660
|-
|&nbsp;||9||12||4||8||11.26||11.26||13.74||40,002||40,432||39,553||39,919
|-
|&nbsp;||10||14||4||10||11.46||9.26||13.74||40,165||40,599||39,695||40,064
|-
|&nbsp;||11||16||6||10||11.46||8.26||12.74||40,211||40,648||39,736||40,108
|-
|&nbsp;||12||18||6||12||10.93||8.26||12.74||40,383||40,823||39,886||40,260
|-
|&nbsp;||13||20||6||14||10.83||6.26||12.74||40,331||40,773||39,843||40,219
|}


'''Section Properties '''<br/>
'''Beam Type 2 -- 8" Web'''


{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|374.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|14.41||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|39,632||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|32||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||11.41||11.41||13.59||42,114||42,525||41,761||42,113
|-
!I
|2||10||4||6||11.74||11.41||13.59||42,561||42,977||42,146||42,502
|-
|&nbsp;||3||12||6||6||11.74||10.41||12.59||42,734||43,154||42,296||42,654
|-
|&nbsp;||4||14||6||8||11.41||10.41||12.59||43,039||43,463||42,560||42,921
|-
|&nbsp;||5||16||8||8||11.41||9.41||11.59||43,091||43,518||42,607||42,970
|-
|&nbsp;||6||18||8||10||10.81||9.41||11.59||43,270||43,700||42,764||43,129
|-
!Group
|7||8||2||6||11.74||10.41||14.59||42,114||42,525||41,761||42,112
|-
!II
|8||10||2||8||11.91||10.41||14.59||42,562||42,978||42,147||42,502
|-
|&nbsp;||9||12||4||8||11.41||11.41||13.59||42,867||43,288||42,411||42,769
|-
|&nbsp;||10||14||4||10||11.61||9.41||13.59||43,039||43,463||42,560||42,921
|-
|&nbsp;||11||16||6||10||11.61||8.41||12.59||43,091||43,518||42,607||42,970
|-
|&nbsp;||12||18||6||12||11.08||8.41||12.59||43,271||43,701||42,765||43,130
|-
|&nbsp;||13||20||6||14||10.98||6.41||12.59||43,224||43,655||42,725||43,092
|}


'''Section Properties'''<br/>
'''Beam Type 3 -- 6" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|381.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|17.08||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|61,841||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|39||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||13.08||14.08||17.92||65,603||66,291||65,068||65,656
|-
!I
|2||10||4||6||13.75||14.08||17.92||66,265||66,962||65,638||66,233
|-
|&nbsp;||3||12||4||8||13.58||14.08||17.92||66,753||67,457||66,060||66,660
|-
|&nbsp;||4||14||6||8||13.58||13.08||16.92||67,077||67,787||66,341||66,945
|-
|&nbsp;||5||16||6||10||13.48||13.08||16.92||67,555||68,271||66,755||67,364
|-
|&nbsp;||6||18||8||10||13.48||12.08||15.92||67,723||68,444||66,903||67,516
|-
|&nbsp;||7||20||8||12||13.08||12.08||15.92||68,042||68,769||67,182||67,799
|-
|&nbsp;||8||22||8||14||12.51||12.08||15.92||68,218||68,949||67,336||67,957
|-
|&nbsp;||9||24||10||14||12.51||11.08||14.92||68,260||68,994||67,376||67,998
|-
!Group
|10||8||2||6||13.75||13.08||18.92||65,604||66,292||65,068||65,657
|-
!II
|11||10||2||8||14.08||13.08||18.92||66,264||66,961||65,637||66,232
|-
|&nbsp;||12||12||2||10||13.88||13.08||18.92||66,753||67,457||66,060||66,660
|-
|&nbsp;||13||14||4||10||13.48||14.08||17.92||67,236||67,946||66,477||67,082
|-
|&nbsp;||14||16||4||12||13.75||12.08||17.92||67,556||68,272||66,756||67,366
|-
|&nbsp;||15||18||6||12||13.75||11.08||16.92||67,725||68,445||66,904||67,517
|-
|&nbsp;||16||20||6||14||13.37||11.08||16.92||68,045||68,771||67,184||67,800
|-
|&nbsp;||17||22||6||16||12.83||11.08||16.92||68,217||68,948||67,336||67,956
|-
|&nbsp;||18||24||8||16||12.83||10.08||15.92||68,259||68,993||67,375||67,998
|}


'''Section Properties'''<br/>
'''Beam Type 3 -- 7" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|420.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|17.31||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|66,991||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|39||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||13.31||14.31||17.69||70,792||71,464||70,251||70,826
|-
!I
|2||10||4||6||13.98||14.31||17.69||71,477||72,156||70,841||71,420
|-
|&nbsp;||3||12||4||8||13.81||14.31||17.69||71,985||72,670||71,279||71,864
|-
|&nbsp;||4||14||6||8||13.81||13.31||16.69||72,326||73,016||71,575||72,163
|-
|&nbsp;||5||16||6||10||13.71||13.31||16.69||72,823||73,520||72,006||72,599
|-
|&nbsp;||6||18||8||10||13.71||12.31||15.69||73,006||73,707||72,166||72,762
|-
|&nbsp;||7||20||8||12||13.31||12.31||15.69||73,342||74,049||72,459||73,060
|-
|&nbsp;||8||22||8||14||12.74||12.31||15.69||73,532||74,242||72,626||73,229
|-
|&nbsp;||9||24||10||14||12.74||11.31||14.69||73,584||74,298||72,675||73,280
|-
!Group
|10||8||2||6||13.98||13.31||18.69||70,793||71,465||70,252||70,826
|-
!II
|11||10||2||8||14.31||13.31||18.69||71,476||72,155||70,840||71,420
|-
|&nbsp;||12||12||2||10||14.11||13.31||18.69||71,985||72,670||71,279||71,864
|-
|&nbsp;||13||14||4||10||13.71||14.31||17.69||72,487||73,178||71,714||72,303
|-
|&nbsp;||14||16||4||12||13.98||12.31||17.69||72,825||73,522||72,007||72,600
|-
|&nbsp;||15||18||6||12||13.98||11.31||16.69||73,007||73,708||72,167||72,764
|-
|&nbsp;||16||20||6||14||13.60||11.31||16.69||73,344||74,051||72,461||73,061
|-
|&nbsp;||17||22||6||16||13.06||11.31||16.69||73,531||74,242||72,625||73,229
|-
|&nbsp;||18||24||8||16||13.06||10.31||15.69||73,584||74,298||72,674||73,280
|}


'''Section Properties'''<br/>
'''Beam Type 3 -- 8" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|459.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|17.49||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|72,106||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|39||in
|-
|align="right"|Strand Size=
|align="center"|0.60||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||13.49||14.49||17.51||75,940||76,598||75,394||75,957
|-
!I
|2||10||4||6||14.16||14.49||17.51||76,642||77,307||75,999||76,567
|-
|&nbsp;||3||12||4||8||13.99||14.49||17.51||77,166||77,837||76,451||77,023
|-
|&nbsp;||4||14||6||8||13.99||13.49||16.51||77,520||78,196||76,758||77,334
|-
|&nbsp;||5||16||6||10||13.89||13.49||16.51||78,034||78,716||77,203||77,783
|-
|&nbsp;||6||18||8||10||13.89||12.49||15.51||78,229||78,914||77,373||77,956
|-
|&nbsp;||7||20||8||12||13.49||12.49||15.51||78,580||79,270||77,678||78,265
|-
|&nbsp;||8||22||8||14||12.92||12.49||15.51||78,781||79,475||77,855||78,445
|-
|&nbsp;||9||24||10||14||12.92||11.49||14.51||78,843||79,540||77,911||78,504
|-
!Group
|10||8||2||6||14.16||13.49||18.51||75,941||76,599||75,395||75,958
|-
!II
|11||10||2||8||14.49||13.49||18.51||76,641||77,306||75,998||76,566
|-
|&nbsp;||12||12||2||10||14.29||13.49||18.51||77,166||77,837||76,451||77,023
|-
|&nbsp;||13||14||4||10||13.89||14.49||17.51||77,684||78,361||76,899||77,476
|-
|&nbsp;||14||16||4||12||14.16||12.49||17.51||78,036||78,718||77,204||77,785
|-
|&nbsp;||15||18||6||12||14.16||11.49||16.51||78,230||78,916||77,374||77,957
|-
|&nbsp;||16||20||6||14||13.78||11.49||16.51||78,582||79,273||77,680||78,267
|-
|&nbsp;||17||22||6||16||13.24||11.49||16.51||78,780||79,475||77,854||78,444
|-
|&nbsp;||18||24||8||16||13.24||10.49||15.51||78,842||79,540||77,911||78,503
|}


'''Section Properties'''<br/>
'''Beam Type 4 -- 6" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|428.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|19.54||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|92,450||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|45||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||15.54||16.54||21.46||97,723||98,691||96,972||97,800
|-
!I
|2||10||4||6||16.21||16.54||21.46||98,623||99,602||97,748||98,583
|-
|&nbsp;||3||12||4||8||16.04||16.54||21.46||99,318||100,305||98,347||99,189
|-
|&nbsp;||4||14||6||8||16.04||15.54||20.46||99,818||100,812||98,780||99,627
|-
|&nbsp;||5||16||6||10||15.94||15.54||20.46||100,497||101,501||99,369||100,223
|-
|&nbsp;||6||18||8||10||15.94||14.54||19.46||100,808||101,818||99,640||100,499
|-
|&nbsp;||7||20||8||12||15.54||14.54||19.46||101,297||102,314||100,066||100,930
|-
|&nbsp;||8||22||8||14||14.97||14.54||19.46||101,611||102,634||100,341||101,210
|-
|&nbsp;||9||24||8||16||15.29||12.54||19.46||101,761||102,789||100,475||101,347
|-
|&nbsp;||10||26||10||16||15.29||11.54||18.46||101,762||102,794||100,480||101,356
|-
|&nbsp;||11||28||10||18||15.32||9.54||18.46||101,633||102,667||100,372||101,250
|-
!Group
|12||8||2||6||16.21||15.54||22.46||97,724||98,692||96,973||97,801
|-
!II
|13||10||2||8||16.54||15.54||22.46||98,622||99,601||97,747||98,582
|-
|&nbsp;||14||12||4||8||16.04||16.54||21.46||99,318||100,305||98,347||99,189
|-
|&nbsp;||15||14||4||10||15.94||16.54||21.46||100,005||101,001||98,941||99,790
|-
|&nbsp;||16||16||4||12||16.21||14.54||21.46||100,499||101,503||99,370||100,224
|-
|&nbsp;||17||16||6||10||15.94||15.54||20.46||100,497||101,501||99,369||100,223
|-
|&nbsp;||18||18||6||12||16.21||13.54||20.46||100,810||101,819||99,641||100,500
|-
|&nbsp;||19||20||6||14||15.83||13.54||20.46||101,300||102,317||100,068||100,932
|-
|&nbsp;||20||22||6||16||15.29||13.54||20.46||101,610||102,633||100,340||101,209
|-
|&nbsp;||21||24||6||18||15.32||11.54||20.46||101,762||102,790||100,476||101,349
|-
|&nbsp;||22||26||6||20||15.14||9.54||20.46||101,762||102,794||100,480||101,356
|-
|&nbsp;||23||26||8||18||15.32||10.54||19.46||101,764||102,796||100,482||101,357
|-
|&nbsp;||24||28||6||22||14.81||7.54||20.46||101,629||102,663||100,369||101,246
|-
|&nbsp;||25||28||8||20||15.14||8.54||19.46||101,631||102,666||100,371||101,248
|-
|&nbsp;||26||30||8||22||14.81||6.54||19.46||101,381||102,417||100,158||101,037
|-
|&nbsp;||27||32||8||24||14.37||4.54||19.46||101,033||102,069||99,860||100,739
|}


'''Section Properties'''<br/>
'''Beam Type 4 -- 7" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|473.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|19.82||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|100,400||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|45||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||15.82||16.82||21.18||105,729||106,673||104,971||105,778
|-
!I
|2||10||4||6||16.49||16.82||21.18||106,661||107,614||105,773||106,587
|-
|&nbsp;||3||12||4||8||16.32||16.82||21.18||107,384||108,345||106,396||107,216
|-
|&nbsp;||4||14||6||8||16.32||15.82||20.18||107,908||108,876||106,850||107,675
|-
|&nbsp;||5||16||6||10||16.22||15.82||20.18||108,617||109,593||107,464||108,295
|-
|&nbsp;||6||18||8||10||16.22||14.82||19.18||108,950||109,931||107,753||108,589
|-
|&nbsp;||7||20||8||12||15.82||14.82||19.18||109,464||110,453||108,201||109,041
|-
|&nbsp;||8||22||8||14||15.25||14.82||19.18||109,801||110,795||108,495||109,340
|-
|&nbsp;||9||24||8||16||15.57||12.82||19.18||109,968||110,967||108,644||109,492
|-
|&nbsp;||10||26||10||16||15.57||11.82||18.18||109,984||110,986||108,661||109,512
|-
|&nbsp;||11||28||10||18||15.60||9.82||18.18||109,864||110,869||108,562||109,415
|-
!Group
|12||8||2||6||16.49||15.82||22.18||105,730||106,674||104,971||105,779
|-
!II
|13||10||2||8||16.82||15.82||22.18||106,660||107,613||105,772||106,586
|-
|&nbsp;||14||12||4||8||16.32||16.82||21.18||107,384||108,345||106,396||107,216
|-
|&nbsp;||15||14||4||10||16.22||16.82||21.18||108,100||109,069||107,015||107,841
|-
|&nbsp;||16||16||4||12||16.49||14.82||21.18||108,619||109,595||107,465||108,296
|-
|&nbsp;||17||16||6||10||16.22||15.82||20.18||108,617||109,593||107,464||108,295
|-
|&nbsp;||18||18||6||12||16.49||13.82||20.18||108,951||109,933||107,755||108,590
|-
|&nbsp;||19||20||6||14||16.11||13.82||20.18||109,467||110,456||108,203||109,044
|-
|&nbsp;||20||22||6||16||15.57||13.82||20.18||109,800||110,794||108,484||109,339
|-
|&nbsp;||21||24||6||18||15.60||11.82||20.18||109,970||110,969||108,645||109,494
|-
|&nbsp;||22||26||6||20||15.42||9.82||20.18||109,984||110,986||108,661||109,512
|-
|&nbsp;||23||26||8||18||15.60||10.82||19.18||109,985||110,988||108,663||109,514
|-
|&nbsp;||24||28||6||22||15.09||7.82||20.18||109,860||110,865||108,559||109,411
|-
|&nbsp;||25||28||8||20||15.42||8.82||19.18||109,862||110,867||108,561||109,413
|-
|&nbsp;||26||30||8||22||15.09||6.82||19.18||109,618||110,624||108,353||109,207
|-
|&nbsp;||27||32||8||24||14.65||4.82||19.18||109,271||110,278||108,056||108,910
|}


'''Section Properties'''<br/>
'''Beam Type 4 -- 8" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|518.9||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|20.06||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|108,288||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|45||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]
|colspan="2"|[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
!valign="top"|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6||A1 Bars<br/>2-#5||A1 Bars<br/>2-#6
|-
!Group
|1||8||4||4||16.06||17.06||20.94||113,668||114,591||112,902||113,692
|-
!I
|2||10||4||6||16.73||17.06||20.94||114,627||115,559||113,727||114,523
|-
|&nbsp;||3||12||4||8||16.56||17.06||20.94||115,375||116,314||114,372||115,174
|-
|&nbsp;||4||14||6||8||16.56||16.06||19.94||115,921||116,866||114,844||115,651
|-
|&nbsp;||5||16||6||10||16.46||16.06||19.94||116,655||117,608||115,480||116,291
|-
|&nbsp;||6||18||8||10||16.46||15.06||18.94||117,007||117,965||115,786||116,601
|-
|&nbsp;||7||20||8||12||16.06||15.06||18.94||117,544||118,509||116,252||117,073
|-
|&nbsp;||8||22||8||14||15.49||15.06||18.94||117,900||118,870||116,563||117,387
|-
|&nbsp;||9||24||8||16||15.81||13.06||18.94||118,084||119,058||119,725||117,553
|-
|&nbsp;||10||26||10||16||15.81||12.06||17.94||118,112||119,089||116,754||117,584
|-
|&nbsp;||11||28||10||18||15.84||10.06||17.94||118,001||118,981||116,662||117,494
|-
!Group
|12||8||2||6||16.73||16.06||21.94||113,669||114,592||112,903||113,693
|-
!II
|13||10||2||8||17.06||16.06||21.94||114,626||115,558||113,726||114,522
|-
|&nbsp;||14||12||4||8||16.56||17.06||20.94||115,375||116,314||114,372||115,174
|-
|&nbsp;||15||14||4||10||16.46||17.06||20.94||116,116||117,062||115,012||115,819
|-
|&nbsp;||16||16||4||12||16.73||15.06||20.94||116,657||117,610||115,481||116,293
|-
|&nbsp;||17||16||6||10||16.46||16.06||19.94||116,655||117,608||115,480||116,291
|-
|&nbsp;||18||18||6||12||16.73||14.06||19.94||117,009||117,967||115,787||116,603
|-
|&nbsp;||19||20||6||14||16.35||14.06||19.94||117,547||118,512||116,255||117,075
|-
|&nbsp;||20||22||6||16||15.81||14.06||19.94||117,899||118,869||116,562||117,387
|-
|&nbsp;||21||24||6||18||15.84||12.06||19.94||118,085||119,059||116,727||117,554
|-
|&nbsp;||22||26||6||20||15.66||10.06||19.94||118,112||119,089||116,754||117,584
|-
|&nbsp;||23||26||8||18||15.84||11.06||18.94||118,113||119,091||116,755||117,585
|-
|&nbsp;||24||28||6||22||15.33||8.06||19.94||117,997||118,977||116,659||117,490
|-
|&nbsp;||25||28||8||20||15.66||9.06||18.94||117,999||118,979||116,661||117,493
|-
|&nbsp;||26||30||8||22||15.33||7.06||18.94||117,760||118,742||116,458||117,291
|-
|&nbsp;||27||32||8||24||14.89||5.06||18.94||117,415||118,397||116,163||116,996
|}


'''Section Properties'''<br/>
'''Beam Type 6 -- 6.5" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|643.6||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|25.92||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|235,735||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|54||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#6||A1 Bars<br/>2-#6
|-
!Group
|1||14||4||10||23.52||22.92||23.08||251,047||248,880
|-
!I
|2||16||4||12||23.25||22.92||23.08||252,425||250,070
|-
|&nbsp;||3||18||6||12||23.25||21.92||22.08||253,525||251,022
|-
|&nbsp;||4||20||6||14||23.06||21.92||22.08||254,886||252,199
|-
|&nbsp;||5||22||6||16||22.92||21.92||22.08||256,238||253,370
|-
|&nbsp;||6||24||8||16||22.92||20.92||21.08||257,053||254,081
|-
|&nbsp;||7||26||8||18||22.59||20.92||21.08||258,130||255,017
|-
|&nbsp;||8||28||8||20||22.32||20.92||21.08||259,191||255,940
|-
|&nbsp;||9||30||10||20||22.32||19.92||20.08||259,751||256,433
|-
|&nbsp;||10||32||10||22||22.10||19.92||20.08||260,803||257,350
|-
|&nbsp;||11||34||10||24||21.75||19.92||20.08||261,604||258,052
|-
|&nbsp;||12||36||10||26||21.46||19.92||20.08||262,412||258,760
|-
|&nbsp;||13||38||12||26||21.46||18.92||19.08||262,739||259,053
|}


'''Section Properties'''<br/>
'''Beam Type 6 -- 7.5" Web'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|697.6||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|26.00||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|248,915||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|54||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#6||A1 Bars<br/>2-#6
|-
!Group
|1||14||4||10||23.60||23.00||23.00||264,293||262,115
|-
!I
|2||16||4||12||23.33||23.00||23.00||265,686||263,318
|-
|&nbsp;||3||18||6||12||23.33||22.00||22.00||266,801||264,281
|-
|&nbsp;||4||20||6||14||23.14||22.00||22.00||268,178||265,473
|-
|&nbsp;||5||22||6||16||23.00||22.00||22.00||269,548||266,658
|-
|&nbsp;||6||24||8||16||23.00||21.00||21.00||270,378||267,381
|-
|&nbsp;||7||26||8||18||22.67||21.00||21.00||271,472||268,330
|-
|&nbsp;||8||28||8||20||22.40||21.00||21.00||272,551||269,269
|-
|&nbsp;||9||30||10||20||22.40||20.00||20.00||273,125||269,772
|-
|&nbsp;||10||32||10||22||22.18||20.00||20.00||274,195||270,705
|-
|&nbsp;||11||34||10||24||21.83||20.00||20.00||275,014||271,420
|-
|&nbsp;||12||36||10||26||21.54||20.00||20.00||275,839||272,143
|-
|&nbsp;||13||38||12||26||21.54||19.00||19.00||276,180||272,447
|}


'''Section Properties'''<br/>
'''Beam Type 6 -- 8.5" Web'''
 
{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|751.6||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|26.07||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|262,087||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|54||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
|&nbsp;||#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>2-#6||A1 Bars<br/>2-#6
|-
!Group
|1||14||4||10||23.67||23.07||22.93||277,522||275,336
|-
!I
|2||16||4||12||23.40||23.07||22.93||278,930||276,549
|-
|&nbsp;||3||18||6||12||23.40||22.07||21.93||280,057||277,523
|-
|&nbsp;||4||20||6||14||23.21||22.07||21.93||281,449||278,727
|-
|&nbsp;||5||22||6||16||23.07||22.07||21.93||282,834||279,925
|-
|&nbsp;||6||24||8||16||23.07||21.07||20.93||283,678||280,658
|-
|&nbsp;||7||26||8||18||22.74||21.07||20.93||284,786||281,620
|-
|&nbsp;||8||28||8||20||22.47||21.07||20.93||285,881||282,571
|-
|&nbsp;||9||30||10||20||22.47||20.07||19.93||286,468||283,085
|-
|&nbsp;||10||32||10||22||22.25||20.07||19.93||287,554||284,030
|-
|&nbsp;||11||34||10||24||21.90||20.07||19.93||288,388||284,758
|-
|&nbsp;||12||36||10||26||21.61||20.07||19.93||289,228||285,493
|-
|&nbsp;||13||38||12||26||21.61||19.07||18.93||289,581||285,807
|}

'''Section Properties'''<br/>
'''Beam Type 7 -- 6" Web'''<br/>
'''Bulb-Tee Girder'''

{|border="1" cellpadding="3" cellspacing="0" text-align="right"

|align="right"|Section Area =
|align="center"|787.4||in<sup>2</sup>
|rowspan="4"|&nbsp;
{|border="0" cellpadding="0"
|NOTE:||#||=||strand pattern number
|-
|&nbsp;||T||=||total number of strands
|-
|&nbsp;||H||=||number of harped strands
|-
|&nbsp;||S||=||number of straight strands
|}
|-
|align="right"|Section <math>\, Y_b</math> =
|align="center"|37.58||in
|-
|align="right"| <math>\, I_{nontransformed}</math> =
|align="center"|571,047||in<sup>4</sup>
|-
|align="right"|Depth=
|align="center"|72.5||in
|-
|align="right"|Strand Size=
|align="center"|0.6||in
|-
|align="right"| <math>\, f'_{ci}</math> =
|align="center"|5||ksi
|-
|align="right"| <math>\, f'_c</math> =
|align="center"|7||ksi
|}


{|border="1" cellpadding="5" cellspacing="0" style="text-align:center"

!Cont.
|&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||&nbsp;||[[#e1, e2, e3, I_initial & I_final 1|I<sub>initial</sub>]]||[[#e1, e2, e3, I_initial & I_final 1|I<sub>final</sub>]]
|-
!valign="top|Span
|#||T||H||S||[[#e1, e2, e3, I_initial & I_final 1|e1]]||[[#e1, e2, e3, I_initial & I_final 1|e2]]||[[#e1, e2, e3, I_initial & I_final 1|e3]]||A1 Bars<br/>4-#6||A1 Bars<br/>4-#6
|-
!Group
|1||14||4||10||35.58||34.58||29.92||609,994||604,448
|-
!I
|2||16||4||12||35.25||34.58||29.92||613,316||607,307
|-
|&nbsp;||3||18||6||12||35.25||33.58||28.92||616,196||609,790
|-
|&nbsp;||4||20||6||14||35.01||33.58||28.92||619,469||612,612
|-
|&nbsp;||5||22||6||16||34.83||33.58||28.92||622,719||615,417
|-
|&nbsp;||6||24||8||16||34.83||32.58||27.92||625,140||617,512
|-
|&nbsp;||7||26||8||18||34.69||32.58||27.92||628,347||620,286
|-
|&nbsp;||8||28||8||20||34.58||32.58||27.92||631,536||623,046
|-
|&nbsp;||9||30||10||20||34.58||31.58||26.92||633,518||624,769
|-
|&nbsp;||10||32||10||22||34.31||31.58||26.92||636,280||627,166
|-
|&nbsp;||11||34||10||24||34.08||31.58||26.92||639,012||629,539
|-
|&nbsp;||12||36||10||26||33.89||31.58||26.92||641,737||631,909
|-
|&nbsp;||13||38||10||28||33.58||31.58||26.92||644,052||633,926
|-
|&nbsp;||14||40||12||28||33.58||30.58||25.92||645,607||635,289
|}

===751.22.3.6 Girder Reinforcement===

====751.22.3.6.1 Reinforcing Steel Details ====

<center>'''Bar Reinforcing Steel Details for MoDOT Standard Girders'''<br/>

See [http://www.modot.org/business/standard_drawings2/psi_girders_new_title_block.htm Bridge Standard Drawings] for details not shown below.</center>

{|border="1" cellpadding="3" cellspacing="0" style="text-align:center" align="center"

|&nbsp;
|colspan="13"|TABLE OF DIMENSIONS BY GIRDER TYPE
|-
|&nbsp;
|colspan="3"|TYPE 2
|colspan="3"|TYPE 3
|colspan="3"|TYPE 4
|colspan="3"|TYPE 6
|TYPE 7
|-
|WEB||6"||7"||8"||6"||7"||8"||6"||7"||8"||6½"||7½"||8½"||6"
|-
|"A"||5½"||5½"||5½"||5½"||5½"||5½"||5½"||5½"||5½"||8¾"||8¾"||8¾"||10"
|-
|"B"||4"||4"||4"||4"||4"||4"||4"||4"||4"||4"||4"||4"||4"
|-
|"C"||6"||6"||6"||6"||6"||6"||6"||6"||6"||7"||7"||7"||4½"
|-
|"D"||3¼"||3¼"||3¼"||5⅛"||5⅛"||5⅛"||6¼"||6¼"||6¼"||4⅛"||4⅛"||4⅛"||4⅛"
|-
|"E"||13"||14"||15"||13"||14"||15"||13"||14"||15"||18"||19"||20"||20"
|-
|"F"||2"||2"||2"||2"||2"||2"||2"||2"||2"||3"||3"||3"||7¾"
|-
|"G"||11"||12"||13"||11"||12"||13"||11"||12"||13"||22"||23"||24"||2'-10"
|-
|"H"||2'-6"||2'-6"||2'-6"||3'-1"||3'-1"||3'-1"||3'-7"||3'-7"||3'-7"||4'-4"||4'-4"||4'-4"||5'-10½"
|-
|"I"
|3'-0½"||3'-0½"||3'-0½"||3'-7½"||3'-7½"||3'-7½"||4'-1½"||4'-1½"||4'-1½"||4'-10½"||4'-10½"||4'-10½"||6'-5"
|}


<center>Note: Dimensions shown above are out to out.</center>


{|border="1" cellpadding="1" cellspacing="0" style="text-align:center" align="center"

|&nbsp;
|colspan="13"|TOTAL BAR LENGTH BY GIRDER TYPE
|-
|&nbsp;
|colspan="3"|TYPE 2
|colspan="3"|TYPE 3
|colspan="3"|TYPE 4
|colspan="3"|TYPE 6
|TYPE 7
|-
|width="32pt"|WEB||width="45pt"|6"||width="45pt"|7"||width="45pt"|8"||width="45pt"|6"||width="45pt"|7"||width="45pt"|8"||width="50pt"|6"||width="50pt"|7"||width="50pt"|8"||width="50pt"|6½"||width="50pt"|7½"||width="50pt"|8½"||width="100pt"|6"
|-
|#4-B1||4'-1"||4'-1"||4'-1"||4'-8"||4'-8"||4'-8"||5'-2"||5'-2"||5'-2"||5'-11"||5'-11"||5'-11"||7'-8"
|-
|#5-B1||4'-1"||4'-1"||4'-1"||4'-8"||4'-8"||4'-8"||5'-2"||5'-2"||5'-2"||5'-11"||5'-11"||5'-11"||7'-7" 
|-
|#6-B1||3'-11"||3'-11"||3'-11"||4'-6"||4'-6"||4'-6"||5'-0"||5'-0"||5'-0"||5'-9"||5'-9"||5'-9"||7'-6" 
|-
|#6-B2||3'-5"||3'-5"||3'-5"||4'-0"||4'-0"||4'-0"||4'-6"||4'-6"||4'-6"||5'-3"||5'-3"||5'-3"||6'-11" 
|-
|#4-C1||13"||14"||15"||13"||14"||15"||13"||14"||15"||2'-2"||2'-3"||2'-4"||3'-5" 
|-
|#4-D1||2'-3"||2'-4"||2'-5"||2'-5"||2'-6"||2'-7"||2'-6"||2'-7"||2'-8"||3'-0"||3'-1"||3'-2"||3'-1" 
|}


Note:  For girders that have excessive haunch or girder steps, create new B1 and C1 bars and adjust heights in one-inch increments to ensure at least 2 inches of embedment into slab. 


{|border="0" cellpadding="1" cellspacing="0" style="text-align:center" align="center"

|[[Image:751.22.3.6 C1.jpg|200px]]
|rowspan="2"|[[Image:751.22.3.6 B1 and B2.jpg|325px]]
|[[Image:751.22.3.6 C1 Type 7.jpg|225px]]
|-
|valign="top"|C1 BAR
(Girders Type 2-6)
|valign="top"|C1 BAR
(Girder Type 7)<!--column 2 occupied by cell [[Image:751.22_B1_&_B2_Bar.gif]]-->
|-
|&nbsp;
|B1 and B2 Bar
|rowspan="3"|[[Image:751.22_Section_Thru_Girder_Type_7.gif]]
|-
|rowspan="2"|[[Image:751.22_Section_Thru_Girder_2-6.gif]]
|valign="bottom"|[[Image:751.22.3.6 D1.jpg|175px]]
|-
|D1 BAR <!--column 1 occupied by cell [[Image:751.22_Section_Thru_Girder_2-6.gif]]-->
|-
|SECTION THRU GIRDER
(Typical for MoDOT standard girder Type 2-6)
|&nbsp;
|SECTION THRU GIRDER
(MoDOT standard girder Type 7)
|}

'''Welded Wire Reinforcing Steel Details for NU Standard Girders'''

See [http://www.modot.org/business/standard_drawings2/psi_girders_new_title_block.htm Bridge Standard Drawings] for details. For girders that have excessive haunch or girder steps, create new WWR and adjust heights in one inch increments to ensure at least 2 inches of embedment into slab. Length of WWR sections should be based on shear and confinement requirements before adjusting height to avoid multiple short sections.

'''Alternate Bar Reinforcing Steel Details for NU Standard Girders'''

Alternate bar reinforcing steel details shall be provided for all NU girders for all spans.

See [http://www.modot.org/business/standard_drawings2/psi_girders_new_title_block.htm Bridge Standard Drawings] for details. For girders that have excessive haunch or girder steps, create new B1 bars and adjust heights in one inch increments to ensure at least 2 inches of embedment into slab.

====751.22.3.6.2 Shear Reinforcement====

The following criteria are preferred by girder manufacturers and reinforcement suppliers. If the design requires a deviation from the preferred criteria then feasibility should be verified with a manufacturer.

'''MoDOT Standard Girders and NU Standard Girders with Alternate Bar Reinforcing Steel'''

:*	B1 bars shall be either #4 or #5 epoxy-coated bars with #4 bars preferred to allow permissible alternate bar shape. Using #6 B1 bars does not provide one inch clearance when center strands are spaced one inch off centerline of girder between hold down devices because of bend radius of the #6 bars. 
:*	The same shear reinforcement bar size shall be used in a girder. Using the same shear reinforcement bar size for all of the spans is preferred but not required for girders of different spans lengths.
:*	6” is the preferred minimum spacing.
:*	5” spacing may be used for first set if required.
:*	21” is the maximum spacing for #4 bars.
:*	24” is the maximum spacing for #5 bars.
:*	3” increment spacing shall be used (i.e. 6”, 9”, 12”, 15”, 18”, 21” and 24”) except when less than 6” spacing is required for the first set.  In this case, 6” or 9” shall be used for the next set of B1 bars.
:*	Four or less spacing changes are preferred for spans up to 100 feet.
:*	Six spacing changes may be used for spans greater than 100 feet.
:*	Using the same spacing scenario (i.e. sets of B1 bars at 6”, 12” and 18” spacing) for all of spans is preferred but not required for girders of different span lengths.

'''NU Standard Girders with Welded Wire Reinforcing Steel'''

:*	WWR shall be uncoated and shall use either D18, D20, D22 or D31 vertical wire sizes.
:*	The same shear reinforcement wire size shall be used in a girder. Using the same shear reinforcement wire size for all of the spans is preferred but not required for girders of different spans lengths.
:*	4” is the preferred minimum spacing.
:*	2” or 3” spacing (maximum eight spaces) may be used for WWR1 if required.
:*	20” is the maximum spacing for the D18, D20 and D22 wire sizes.
:*	24” is the maximum spacing for the D31 wire size.
:*	4” increment spacing shall be used (i.e. 4”, 8”, 12”, 16”, 20” and 24”) except when the required spacing of WWR1 is less than 4”. In this case, 4” or 8” shall be used for WWR2.
:*	Three or less spacing changes (WWR pieces) are preferred for spans less than 100 feet.
:*	An additional spacing change (WWR piece) may be used when the spacing of WWR1 is less than 4” or in spans greater than 100 feet.
:*	Using the same spacing scenario (i.e. S1=4”, S2=12” and S3=20”) for all of the spans is preferred but not required for girders of different span lengths.

====751.22.3.6.3 Anchorage Zone Reinforcement====

The following details meet the criteria for anchorage zone reinforcement for pretensioned girders in [[#751.22.2.4 Shear|EPG 751.22.2.4]] for all MoDOT and NU standard girder shapes.


'''MoDOT Standard Girder End Section Reinforcement'''

[[Image:751.22.3.6 MoDOT Std Girder End Sect Reinf.jpg|675px|center]]


'''NU Standard Girder End Section Reinforcement'''

Typical end section reinforcement shall be all welded wire reinforcement (WWR) or all deformed bars.  If additional reinforcement is required with WWR, the following options shall be considered.

[[Image:751.22.3.6 NU Std Girder End Sect Reinf 2015.jpg|700px|center|thumb|
{| style="margin: 1em auto 1em auto"
|-
!align="center" rowspan="2" width=280|Option 1 (Preferred)!!width=120| !!align="center" width=280|Option 2
|-
| ||width=280 align="center"|(Use for heavier reinforcement)
|}
]]

Minimum spacing of reinforcing bars shall be in accordance with LRFD 5.10.3.1.2.  

Consideration shall be given to spacing reinforcing bars 1” clear from welded studs on bearing plates (not shown).


'''Bearing Plate Anchor Studs'''


The standard ½" bearing plate will be anchored with four ½" x 4" studs for MoDOT shapes and eight ½” x 5” studs for NU shapes.

If required, increase the number of ½" studs and space between open B2 bars.


The minimum ¼" fillet weld between the ½" bearing plate and 1½" sole plate is adequate for all cases.

'''LFD Seismic Design'''

Studs shall be designed to meet the criteria of 2002 AASHTO 17<sup>th</sup> Edition Division I-A in Seismic Performance Category C or D.

Stud capacity is determined as follows for:

:Stud Cap. = (n)(A<sub>s</sub>)(0.4F<sub>y</sub>)(1.5)

::Where:
:::N = number of studs
:::A<sub>s</sub> = area of stud
:::F<sub>y</sub> = yield strength of stud (50 ksi)
:::0.4F<sub>y</sub> = Allowable Shear in Pins AASHTO Table 10.32.1A
:::1.5 = seismic overload factor

If required, increase the number of 1/2” studs to six and space between open B2 bars or WWF.  If this is still not adequate, 5/8” studs may be used.  The following table may be used as a guide for upper limits of dead load reactions:

{|border="1" cellpadding="3" cellspacing="0" style="text-align:center" align="center"
|-
!rowspan="2"|No. of Studs||rowspan="2"|	Stud Dia.||colspan="2"|Max Allowable D.L Reaction (kips)
|-
!A = 0.30!!	A = 0.36
|-
|4||	1/2”||	78	||65
|-
|6||	1/2”||	117	||98
|-
|4||	5/8”||	122||	102
|-
|6||	5/8”||	184||	153
|-
|8||	1/2”||	156||	130
|-
|10||	1/2”||	195||	163
|-
|8||	5/8”||	244||	204
|-
|10||	5/8”||	306||	255
|}

===751.22.3.7 Bent-up Strands===

'''Bent-up strands for positive moment connection'''

Tables below show the number of bent-up strands for closed and open diaphragms (with a continuous superstructure), respectively.  Provide a minimum number of bent-up strands as shown in tables at the bottom of girder ends.  These bent-up strands shall be adequate to resist a positive moment over the bents.


<center>[[Image:751.22_Bent_Up_Strands.jpg|750px]]</center>

<math>*</math> &nbsp; &nbsp; Varies<br/>
<math>**</math>&nbsp; #5 bars typical at each layer of bent-up strands.<br/>
<math>***</math>&nbsp; Use 3’-0” projection for NU Girders.<br/>
(1) &nbsp; #5-strand tie bars normal to girder.


{|border="1" cellpadding="5" style="text-align: center;" align="center"

|rowspan="2"|WEB<br/>THICKNESS<br/>(INCHES)
|colspan="5"|NUMBER OF BOTTOM STRANDS FOR POSITIVE MOMENT<BR/>CONNECTION (C) 
|-
|BEAM TYPE 2 <!--column 1 occupied by cell WEB<br/>THICKNESS<br/>(INCHES)-->
|BEAM TYPE 3||BEAM TYPE 4||BEAM TYPE 6||BEAM TYPE 7<BR/>(BULB-TEE)
|-
|6||6||6||8||---||12
|-
|6-1/2||---||---||---||10||---
|-
|7(A)||6||8||8||---||---
|-
|7-1/2(B)||---||---||---||12||---
|-
|8(A)||6||8||10||---||---
|-
|8-1/2(B)||---||---||---||12||---
|}
::::::(A) Modified Beam Type 2, 3 or 4.

::::::(B) Modified Beam Type 6.

::::::(C) If available.  Otherwise, bend all bottom strands.


{|border="1" cellpadding="5" style="text-align: center;" align="center"

|colspan="5"|NUMBER OF BOTTOM STRANDS FOR POSITIVE MOMENT CONNECTION (C) 
|-
|NU 35, 43 and 53 ||	10
|-
|NU 63, 70 and 78 ||	12
|}

===751.22.3.8 Camber, Haunching and Girder Steps===

'''Camber'''

Compute theoretical camber of girder at 90 days and show on the plan as a “Theoretical camber of girder after erection (Estimated at 90 days)". Compute theoretical camber of girder at 7 days and show on the plan as a “Theoretical camber of girder after strand release (Estimated at 7 days)".  Camber shall be reported to the nearest 1/8 inch.

<div id="Sample detail"></div>

Sample detail:

[[image: 751.22.3.8 camber 2013.jpg|center|850px]] 

Show conversion factors for girder camber with camber diagram as per [[751.50 Standard Detailing Notes#(H2c6.1)|EPG 751.50 H2c6.1]]. 

Note: The example shows Dimension A as greater than Dimension C. When Dimension A is less than Dimension C, modify detail to show this correctly keeping definitions of Dimensions A and C the same.  MS Cells are given for each case.

'''Haunching'''

Haunching for a P/S I-girder bridge is the distance between the top of the girder and the bottom of the slab.

Haunching shall be computed at quarter (1/4) points for bridges with spans less than 75 feet, and at tenth (1/10) points for span 75 feet and longer. Haunching shall be reported to the nearest 1/8 inch.  A typical theoretical slab haunching diagram as shown below shall be provided on all P/S I-girder bridges.

For full depth cast-in-place decks, a minimum haunch of 1 in. at the centerline of girder and 1/2 in. at the edge of the girder flange shall be provided to allow for construction tolerances and normal concrete variations.  For NU and MoDOT Bulb-Tee standard girders, the minimum haunch may need to be increased.  See the Structural Project Manager or Structural Liaison Engineer for full depth cast-in-place decks.  

For the same reasons the following minimum haunch shall be provided for precast prestressed panel deck slabs:

:1 1/8” for MoDOT standard girders Type 2, 3 and 4

:1 1/4” for MoDOT standard girder Type 6

:1 1/2” for MoDOT standard girders Type 7 and 8 (bulb-tee) and NU standard girders

A minimum of 1 in. shall be made available below the precast prestressed panels to allow for adequate flow of concrete below the panel. This is accomplished by specifying the placement of 1 in. minimum joint filler thickness under all panels. 

The following maximum haunch at the centerline of the girder is allowed when prestressed panels are used:

:2 1/2" for MoDOT standard girders Type 2, 3 and 4 

:4 1/2” for MoDOT standard girders Type 6, 7 and 8 and NU standard girders

A maximum haunch of 3 1/2 in. is allowed for all girders when only the cast-in-place option is used.

The maximum joint filler thickness to be used for supporting panels shall be 2 inches for MoDOT standard girders Type 2, 3 and 4 or 4 inches for MoDOT standard girders Type 6, 7 and 8 and NU standard girders; the remaining haunch thickness will be addressed by varying the slab thickness. 
 
Sample detail:

[[Image:751.22.3.8 haunch.jpg|center|1025px]]


'''Girder Haunch Reinforcement''' 

Hairpin reinforcement may be required in accordance with [[751.10 General Superstructure#751.10.1.14 Girder Haunch Reinforcement|EPG 751.10.1.14 Girder Haunch Reinforcement]].

'''Girder Steps'''

Steps shall be provided on prestressed girders with precast prestressed panels as shown below to keep the haunch from exceeding 2 inches for MoDOT standard girders Type 2, 3 and 4 or exceeding 4 inches for MoDOT standard girders Type 6, 7 and 8 and NU standard girders. The minimum step height shall be 1/2 inch with 1/2 inch increments with no limit of the number of steps.

<center>[[Image:751.22_Girder_Steps.gif]]</center>
{|border="0" cellpadding="5" style="text-align: center;"

|width="575pt"|PART ELEVATION OF GIRDER
|width="125pt"|SECTION A-A
|}


<center>'''Girder Top Flange Step Example'''</center>


'''Top of Girder'''

Tops of girders, for bridges with a superelevation of more than 2 percent, shall be sloped across the top flange to match the superelevation as shown below.  The minimum thickness of the top flange shall be the standard flange thickness and the overall height at the minimum point shall be the standard girder height.

NU and MoDOT Bulb-Tee standard girders with top flanges exceeding a 4 percent cross-slope may experience sweep after form removal because of the unsymmetrical section and a resulting imbalanced prestressed load.  It is recommended that the flange thickness be increased to only half of that required (but less than or equal to 4 percent cross-slope) and the height difference mitigated using thicker joint filler on the high side.  If thicker joint filler cannot be fully used to compensate for the height difference, the extra load of a thicker slab must be accounted for in the design of the girders.

<center>[[Image:751.22_Superelevation_Slope.gif]]</center>


<center>'''Top Flange Slope with Superelevation'''</center>

===751.22.3.9 Open Intermediate Bent Diaphragms===
Open diaphragms allow clearance for jacks required for future bearing rehabilitation.

====751.22.3.9.1 Dimensions </br>for Expansion Intermediate Bent with Continuous Slab====


[[Image:751.22.3.9.1.1.jpg|center|800px]]


[[Image:751.22.3.9.1.2.jpg|center|650px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::'''<font color = "grass">(ɑ)</font color = "grass">''' Minimum distance. Will need to be increased on one side of the bent for curved alignments. Will need to add "(Min.)" to dimension in the elevation detail or replace dimension with "Varies".

:::'''<font color = "grass">(b)</font color = "grass">''' Dimension based on a tangent alignment and minimum 7 inches between the ends of girders. Will vary for curved alignments.

:::'''<font color = "grass">(c)</font color = "grass">''' Diaphragm shall be 2'-6" wide unless skew requires wider diaphragm to accommodate coil ties.

====751.22.3.9.2 Coil Tie Rod </br>for Expansion Intermediate Bent with Continuous Slab====


[[Image:751.22.3.9.2.1.jpg|center|800px]]

[[Image:751.22.3.9.2.2.jpg|center|830px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::'''<font color = "grass">*</font color = "grass">''' Adjust dimension for modified flange thickness.


====751.22.3.9.3 Reinforcement Details for Type 2, 3, 4 and 6 Girders </br>Using Expansion Intermediate Bent with Continuous Slab====

[[Image:751.22.3.9.3 2018.jpg|center|800px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::Bar marks shown are for these details only; vary as needed.

:::'''<font color = "grass">(ɑ)</font color = "grass">''' Hook ends if length of bars are less than 88” (L<sub>d</sub> = 44”).

:::'''<font color = "grass">(b)</font color = "grass">''' Replace with pair of the same bars for squared bents.

:::'''<font color = "grass">(c)</font color = "grass">''' X equals layers of bent up strands.

:::'''<font color = "grass">(d)</font color = "grass">''' 23" minimum for #4 bars and full available width for #6 bars.

====751.22.3.9.4 Reinforcement Details for Bulb-Tee Girders (Type 7 and 8) </br>Using Expansion Intermediate Bent with Continuous Slab====

[[Image:751.22.3.9.4.jpg|center|850px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::Bar marks shown are for these details only; vary as needed.

:::'''<font color = "grass">(ɑ)</font color = "grass">''' Hook ends if length of bars are less than 88” (L<sub>d</sub> = 44”).

:::'''<font color = "grass">(b)</font color = "grass">''' Replace with pairs of the same bars for squared bents.

:::'''<font color = "grass">(c)</font color = "grass">''' X equals layers of bent up strands.

:::'''<font color = "grass">(d)</font color = "grass">''' 23" minimum for #4 bars and full available width for #6 bars.


====751.22.3.9.5 Reinforcement Details for NU Girders </br>Using Expansion Intermediate Bent with Continuous Slab====

[[Image:751.22.3.9.5.jpg|center|880px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::Bar marks shown are for these details only; vary as needed.

:::'''<font color = "grass">(ɑ)</font color = "grass">''' Hook ends if length of bars are less than 88” (L<sub>d</sub> = 44”).

:::'''<font color = "grass">(b)</font color = "grass">''' Replace with pairs of the same bars for squared bents.

:::'''<font color = "grass">(c)</font color = "grass">''' X equals layers of bent up strands.

:::'''<font color = "grass">(d)</font color = "grass">''' 23" minimum for #4 bars and full available width for #6 bars.

:::'''<font color = "grass">(e)</font color = "grass">''' NU 78 requires another row of bars.

===751.22.3.10 Closed Intermediate Bent Diaphragms===

====751.22.3.10.1 Dimensions </br>for Fixed or Expansion Intermediate Bents with Continuous Slab====


[[Image:751.22.3.10.1.1.jpg|center|800px]]

[[Image:751.22.3.10.1.2.jpg|center|650px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::For End Detail and Edge Detail see the end of this section.

:::'''<font color = "grass">(ɑ)</font color = "grass">''' Minimum distance. Will need to be increased on one side of the bent for curved alignments. Will need to add "(Min.)" to dimension in the elevation detail or replace dimension with "Varies".

:::'''<font color = "grass">(b)</font color = "grass">''' Dimension based on a tangent alignment and minimum 7 inches between the ends of girders. Will vary for curved alignments.

:::'''<font color = "grass">(c)</font color = "grass">''' Diaphragm shall be 2'-6" wide unless skew requires wider diaphragm to accommodate coil ties. 
	
:::'''<font color = "grass">(d)</font color = "grass">''' "W" is width of bearing and is equal to width of bottom flange minus 1 1/2". Bearing length and thickness is by design. Bearings may vary on each side of bent.

:::'''<font color = "grass">(e)</font color = "grass">''' 3 3/4" minimum.  Make diaphragm flush with beams less than three feet wide.

:::'''<font color = "grass">(f)</font color = "grass">''' Remove thickness for tapered bearings or when bearings vary on each side of bent.

====751.22.3.10.2 Coil Tie Rod </br>for Fixed or Expansion Intermediate Bents with Continuous Slab====


[[Image:751.22.3.10.2.1.jpg|center|450px]]

[[Image:751.22.3.10.2.2.jpg|center|800px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::'''<font color = "grass">(ɑ)</font color = "grass">''' Adjust dimension for modified flange thickness.

====751.22.3.10.3 Reinforcement Details for Type 2, 3, 4 and 6 Girders </br>Using Fixed or Expansion Intermediate Bents with Continuous Slab====

[[Image:751.22.3.10.3.jpg|center|800px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::Bar marks shown are for these details only; vary as needed.

:::Bars will need to clear any required shear blocks for expansion bents.	

:::'''<font color = "grass">(ɑ)</font color = "grass">''' X equals layers of bent up strands.

:::'''<font color = "grass">(b)</font color = "grass">''' 23" minimum for #4 bars and full available width for #6 bars.

:::'''<font color = "grass">(c)</font color = "grass">''' Subtract one row for Type 2 & 3. Add one row for Type 6.

====751.22.3.10.4 Reinforcement Details for Bulb-Tee Girders (Type 7 and 8) </br>Using Fixed or Expansion Intermediate Bents with Continuous Slab====

[[Image:751.22.3.10.4.jpg|center|800px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::Bar marks shown are for these details only; vary as needed.

:::Bars will need to clear any required shear blocks for expansion bents.	

:::'''<font color = "grass">(ɑ)</font color = "grass">''' X equals layers of bent up strands.

:::'''<font color = "grass">(b)</font color = "grass">''' 23" minimum for #4 bars and full available width for #6 bars.

:::'''<font color = "grass">(c)</font color = "grass">''' May need to use 11" so as to make spacing work.

====751.22.3.10.5 Reinforcement Details for NU Girders </br>Using Fixed or Expansion Intermediate Bents with Continuous Slab====

[[Image:751.22.3.10.5.jpg|center|800px]]

::'''Detailing Guidance:'''

:::<font color = "grass">Green items</font color = "grass"> are guidance only and shall not be shown on plans.

:::Bar marks shown are for these details only; vary as needed.

:::Bars will need to clear any required shear blocks for expansion bents.	

:::'''<font color = "grass">(ɑ)</font color = "grass">''' X equals layers of bent up strands.

:::'''<font color = "grass">(b)</font color = "grass">''' 23" minimum for #4 bars and full available width for #6 bars.

====751.22.3.10.6 Change in Girder Height at Fixed Bents====

'''- General'''

Change girder heights within a continuous girder series only when specified on Design Layout or by Structural Project Manager.

Girder heights can only be changed at fixed bents for continuous series.

See [http://epg.modot.org/index.php?title=751.11_Bearings#751.11.3.6_Girder.2FBeam_Chairs EPG 751.11.3.6 Girder/Beam Chairs] for additional girder chair details.


'''Change in Girder Height at Fixed Bents<br/>- Reinforcement'''

<center>[[Image:751.22_Closed_Int_Bent_Diaphragms_Reinf_Change_in_Height_at_Fixed_Bents.gif]]</center>

<center>'''PART ELEVATION'''</center>
<br/>
<br/>
<center>[[Image:751.22_Closed_Int_Bent_Diaphragms_Reinf_Change_in_Height_at_Fixed_Bents_Part_Plan.gif]]</center>

<center>'''PART PLAN'''</center>


{|border="0" cellpadding="5" align="center"

|(*) By design, min. #6 dowel bars @ 12" cts. (Typ.) 

(1) At each layer of bent strands.

(2) For bulb-tee girders, use 3-#4 bars in each diaphragm face.

(3) 3" min. when using beam step.

(4) By design, min. #6 @ 12" cts. dowel bars (Typ.)
|}


<center>[[Image:751.22_Closed_Int_Bent_Diaphragms_Reinf_Change_in_Height_at_Fixed_Bents_Part_Section_AA_Thru_Diaphragm.gif]]</center>

<center>'''PART SECTION A-A THRU DIAPHRAGM'''</center>


{|border="0" cellpadding="5" align="center"

|Note:  Girder heights can change a maximum of one girder type.

(1) For bulb-tee girders, use 3-#4 bars in each diaphragm face.
|}



'''Change in Girder Height at Fixed Bents<br/>- Edge Distance Details'''


<center>[[Image:751.22.3.10 part plan skewed 2017.jpg|650px]]</center>

<center>'''PART PLAN SKEWED STRUCTURES'''</center>

{|border="0" cellpadding="5" align="center"

|valign="top"|NOTE:||Field bending may be required for #4 and #6 H Bars<br/>in skewed structures near short exterior girder.
|-
|align="center"|*	||5” (Min.) for MoDOT Standard P/S Girders and <br/>3 ½” (Min.) for NU Standard P/S Girders (Typ.)
|-
|align="center"|**	||8 ½” (Min.) for MoDOT Standard P/S Girders and<br/>7” (Min.) for NU Standard P/S Girders (Typ.)
|}


<center>[[Image:751.22_Closed_Int_Bent_Diaphragms_Edge_Distance_Change_in_Height_at_Fixed_Bents_Part_Plan_Square.gif]]</center>

<center>'''PART PLAN SQUARED STRUCTURES'''</center>

(1) When beam width is controlled by girder chair clearance, make diaphragm flush with beam cap.


====751.22.3.10.7 End and Edge Detail====

[[image:751.22.3.10.7.jpg|center|775px]]


===751.22.3.11 Non-integral End Bent Diaphragms===


'''(End Diaphragm with no Expansion Devices)<br/>Dimensions:'''

<center>[[Image:751.22.3.11 Non_Int Dimensions Part Elev.jpg|800px]]</center>

{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="175"|'''PART ELEVATION FOR<br/>BULB-TEE GIRDERS'''
|width="450"|'''PART ELEVATION NEAR END BENT'''
|}


<center>[[Image:751.22.3.11 Non Int Dimensions Part Plan.jpg|800px]]</center>


<center>'''PART PLAN NEAR END BENT'''</center>


{|border="0" cellpadding="5" style="text-align:center"

|[[Image:751.22.3.11 Non Int Dimensions Part Sec AA.jpg|400px]]<br/>&nbsp;<br/>'''PART SECTION A-A'''
|align="left" width="200"|'''*''' A sloped diaphragm allows clearance for the future placement of jacks needed to replace bearings.<br/> &nbsp; <br/>
'''**''' For Bulb-Tee Girder, spacings less than 8'-8" dimensions A, B & C may have to be modified.<br/> &nbsp; <br/>'''***''' Make sure the diaphragm is wide enough to provide cover for the coil tie rods.<br/> &nbsp; <br/>'''****''' Not given on plans.
 
|
{|border="1" cellpadding="5" style="text-align:center"

|rowspan="2"|GIRDER<br/>TYPE
|colspan="3"|DIMENSIONS
|-
|A <!-- column occupied by cell GIRDER<br/>TYPE -->
|B
|C
|-
|TYPE 2<br/>2'-8"
|12"||15"||13"
|-
|TYPE 3<br/>3'-3"
|17"||15"||19"
|-
|TYPE 4<br/>3'-9"
|19"||18"||21"
|-
|TYPE 6<br/>4'-6"
|2'-3"||21"||2'-1"
|-
|BULB-TEE<br/>6'-0½ *
|3'-0"||2'-6½"||2'-9"
|-
|NU 35	|| ****	||18”||	14”
|-
|NU 43	||****	||18”||	19”
|-
|NU 53	||****	||20”||	22”
|-
|NU 63	||****	||2’-0”||	2’-0”
|-
|NU 70	||****	||2’-4”	||2’-7”
|}
|}


'''(End Diaphragm with no Expansion Devices)<br/>Coil Tie Rods:'''


<center>[[Image:751.22.3.11 Coil Tie Rod Part Elev.jpg|800px]]</center>


<center>'''PART ELEVATION NEAR END BENT'''</center>


{|border="0" cellpadding="5" align="center"

|NOTE:||For location of the Coil Tie Rods in a plan view, see [[#plan of ciol tie rods|Coil Ties]].
|-
|&nbsp;||'''*''' 6" (Min.) shall be used for all I-Girders including Bulb-Tee and NU Girders.
|}


{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.22_Non_Integral_End_Bent_Diaphragms_No_Exp_Device_Coil_Tie_Rods_Part_Section.gif]]
|valign="bottom" colspan="2"|[[Image:751.22_Non_Integral_End_Bent_Diaphragms_No_Exp_Device_Coil_Tie_Rods_Details.gif]]
|-
|&nbsp;||'''EXTERIOR GIRDERS'''||'''INTERIOR GIRDERS'''
|-
|'''PART SECTION A-A'''||colspan="2"|'''DETAILS OF COIL TIE RODS<br/>IN BULB-TEE GIRDERS'''
|}


[[image:751.22.3.9 Coil Tie NU.jpg|center|800px]]



'''(End Diaphragm with no Expansion Devices)<br/>Reinforcement:'''


<center>[[Image:751.22_Non_Integral_End_Bent_Diaphragms_No_Exp_Device_Reinforcement_Part_Elevation.gif]]</center>


{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="175"|'''PART ELEVATION<br/>NEAR END BENT FOR<br/>BULB-TEE GIRDERS'''
|width="450"|'''PART ELEVATION NEAR END BENT'''
|}


<center>[[Image:751.22_Non_Integral_End_Bent_Diaphragms_No_Exp_Device_Reinforcement_Part_Plan.gif]]</center>

<center>'''PART PLAN NEAR END BENT'''</center>


{|border="0" cellpadding="5"

|&nbsp;||(1) For Bulb-Tee Girders, the first #6 Bar shall be placed 10" from the centerline of Web (Top Flange will prevent some Bars from extending into the Slab).
|-
|rowspan="3"|[[Image:751.22_Non_Integral_End_Bent_Diaphragms_No_Exp_Device_Reinforcement_Part_Section.gif]]
|&nbsp;
|-
|NOTE: Bars across end of girders to be continuous.<!--column 1 occupied by cell [[Image:751.22_Non_Integral_End_Bent_Diaphragms_No_Exp_Device_Reinforcement_Part_Section.gif]]-->
|-
|(*) Use the same clearance as longitudinal slab steel.<br/>(**) Show this dimension Bridge Plan Sheets.<!--column 1 occupied by cell [[Image:751.22_Non_Integral_End_Bent_Diaphragms_No_Exp_Device_Reinforcement_Part_Section.gif]]-->
|}

:::::'''PART SECTION A-A'''



'''(End Diaphragm with Expansion Devices)<br/>Dimensions:'''


<center>[[Image:751.22.3.11 Non Int Dimensions Part Elev.jpg|800px]]</center>

{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="175"|'''PART ELEVATION<br/>FOR BULB-TEE GIRDERS'''
|width="450"|'''PART ELEVATION NEAR END BENT'''
|}

<center>[[Image:751.22.3.11 Non Int with Expansion Part Plan.jpg|800px]]</center>

<center>'''PART PLAN NEAR END BENT'''</center>

{|border="0" cellpadding="3" style="text-align:center"

|rowspan="3"|[[Image:751.22.3.11 Non Int with Expansion Part Sec AA.jpg|400px]]<br/>&nbsp;<br/>'''PART SECTION A-A'''
|align="left" width="140"|'''*''' For Bulb-Tee Girder, spacings less than 8'-8" dimensions A, B & C may have to be modified.
|rowspan="3"|
{|border="1" cellpadding="4" style="text-align:center"

|rowspan="2"|GIRDER<br/>TYPE
|colspan="3"|DIMENSIONS
|-
|A <!-- column occupied by cell GIRDER<br/>TYPE -->
|B
|C
|-
|TYPE 2<br/>2'-8"
|12"||15"||13"
|-
|TYPE 3<br/>3'-3"
|17"||15"||19"
|-
|TYPE 4<br/>3'-9"
|19"||18"||21"
|-
|TYPE 6<br/>4'-6"
|2'-3"||21"||2'-1"
|-
|BULB-TEE<br/>6'-0½ *
|3'-0"||2'-6½"||2'-9"
|-
|NU 35	||****	||18”	||14”
|-
|NU 43	||****	||18”	||19”
|-
|NU 53	||****	||20”	||22”
|-
|NU 63	||****	||2’-0”	||2’-0”
|-
|NU 70	||****	||2’-4”	||2’-7”
|}
|-
|align="left"|'''**''' A sloped diaphragm allows clearance for the future placement of jacks needed to replace bearings.
|-
|align="left"| '''***''' Make sure the diaphragm is wide enough to provide cover for the coil tie rods.
|-
|align="left"| '''***''' Not given on plans.
|}


'''(End Diaphragm with Expansion Devices)<br/>Coil Tie Rods:'''


<center>[[Image:751.22.3.11 Coil Tie Rod Part Elev.jpg|800px]]</center>

<center>'''PART ELEVATION NEAR END BENT'''</center>


{|border="0" cellpadding="5" align="center"

|NOTE:||For location of the Coil Tie Rods in a plan view, see [[#plan of ciol tie rods|Coil Ties]]. 
|-
|&nbsp;||'''*''' 6" (Min.) shall be used for all I-Girders including Bulb-Tee and NU Girders.
|}


{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.22_Non_Integral_End_Bent_Diaphragms_with_Exp_Device_Coil_Tie_Rods_Part_Section_AA.gif]]
|valign="bottom" colspan="2"|[[Image:751.22_Non_Integral_End_Bent_Diaphragms_with_Exp_Device_Coil_Tie_Rods_Details.gif]]
|-
|&nbsp;||'''EXTERIOR GIRDERS'''||'''INTERIOR GIRDERS'''
|-
|'''PART SECTION A-A'''||colspan="2"|'''DETAILS OF COIL TIE RODS<br/>IN BULB-TEE GIRDERS'''
|}


[[image:751.22.3.9 Coil Tie NU.jpg|center|800px]]



'''(End Diaphragm with Expansion Devices)<br/>Reinforcement:'''


<center>[[Image:751.22_Non_Integral_End_Bent_Diaphragms_with_Exp_Device_Reinforcement_Part_Elevation.gif]]</center>

{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="175"|'''PART ELEVATION<br/>NEAR END BENT FOR<br/>BULB-TEE GIRDERS'''
|width="450"|'''PART ELEVATION NEAR END BENT'''
|}

<center>[[Image:751.22_Non_Integral_End_Bent_Diaphragms_with_Exp_Device_Reinforcement_Part_Plan.gif]]</center>

<center>'''PART PLAN NEAR END BENT'''</center>


{|border="0" cellpadding="5"

|&nbsp;||(1) For Bulb-Tee Girders, the first #6 Bar shall be placed 10" from the centerline of Web (Top Flange will prevent some Bars from extending into the Slab).
|-
|rowspan="3"|[[Image:751.22_Non_Integral_End_Bent_Diaphragms_with_Exp_Device_Reinforcement_Part_Section.gif]]
|&nbsp;
|-
|NOTE:  Epoxy Coat all Reinforcing Steel in the End of Diaphragms.

NOTE: Bars across end of girders to be continuous.<!--column 1 occupied by cell [[Image:751.22_Non_Integral_End_Bent_Diaphragms_with_Exp_Device_Reinforcement_Part_Section.gif]]-->
|-
|(*) Use the same clearance as longitudinal slab steel.<br/>(**) Show this dimension Bridge Plan Sheets.<!--column 1 occupied by cell [[Image:751.22_Non_Integral_End_Bent_Diaphragms_with_Exp_Device_Reinforcement_Part_Section.gif]]-->
|}

:::::'''PART SECTION A-A'''

===751.22.3.12 Non-integral Intermediate Bent Diaphragms===

'''(End Diaphragms with Expansion Device)<br/>Dimensions:'''


::::::::::::::::NOTE:  Slope at top of Beam Cap and Protective<br/>Coating to be used on Structures with Expansion<br/>Devices.

<center>[[Image:751.22.3.12 Dimensions Part Elev.jpg|800px]]</center>

{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="175"|'''PART ELEVATION FOR<br/>BULB-TEE GIRDERS'''
|width="450"|'''PART ELEVATION NEAR INT. BENT'''
|}


<center>[[Image:751.22.3.12 Dimensions Part Plan.jpg|800px]]</center>


<center>'''PART PLAN NEAR INT. BENT'''</center>


{|border="0" cellpadding="3" style="text-align:center"

|rowspan="3"|[[Image:751.3.12 Dimensions Part Sec AA.jpg|400px]]<br/>&nbsp;<br/>'''PART SECTION A-A'''
|align="left" width="140"|'''*''' A sloped diaphragm allows clearance for the future placement of jacks needed to replace bearings.
|rowspan="3"|
{|border="1" cellpadding="5" style="text-align:center"

|rowspan="2"|GIRDER<br/>TYPE
|colspan="3"|DIMENSIONS
|-
|A <!-- column occupied by cell GIRDER<br/>TYPE -->
|B
|C
|-
|TYPE 2<br/>2'-8"
|12"||15"||13"
|-
|TYPE 3<br/>3'-3"
|17"||15"||19"
|-
|TYPE 4<br/>3'-9"
|19"||18"||21"
|-
|TYPE 6<br/>4'-6"
|2'-3"||21"||2'-1"
|-
|BULB-TEE<br/>6'-0½ *
|3'-0"||2'-6½"||2'-9"
|-
|NU 35	||****	||18”	||14”
|-
|NU 43	||****	||18”	||19”
|-
|NU 53	||****	||20”	||22”
|-
|NU 63	||****	||2’-0” ||2’-0”
|-
|NU 70	||****	||2’-4”	||2’-7”
|}
|-
|align="left" width="140"|'''**''' For Bulb-Tee Girder, spacings less than 8'-8" dimensions A, B & C may have to be modified.
|-
|align="left" width="140"|'''***''' Make sure the diaphragm is wide enough to provide enough cover for the Coil Tie Rods.
|-
|align="left" width="140"|'''****''' Not given on plans.
|}


'''(End Diaphragms with Expansion Device)<br/>Coil Tie Rods:'''


<center>[[Image:751.22.3.11 Coil Tie Rod Part Elev.jpg|800px]]</center>


<center>'''PART ELEVATION NEAR INT. BENT'''</center>


{|border="0" cellpadding="5" align="center"

|NOTE:||For location of the Coil Tie Rods in a plan view, see [[#plan of ciol tie rods|Coil Ties]].
|-
|&nbsp;||'''*''' 6" (Min.) shall be used for all I-Girders including Bulb-Tee and NU Girders.
|}


{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.22 Non Integral Intermediate Bent Diaphragm with Exp Device Coil Tie Rod Part Section.gif]]
|valign="bottom" colspan="2"|[[Image:751.22_Non_Integral_Intermediate_Bent_Diaphragm_with_Exp_Device_Coil_Tie_Rod_Details.gif]]
|-
|&nbsp;||'''EXTERIOR GIRDERS'''||'''INTERIOR GIRDERS'''
|-
|'''PART SECTION A-A'''||colspan="2"|'''DETAILS OF COIL TIE RODS<br/>IN BULB-TEE GIRDERS'''
|}

[[image:751.22.3.9 Coil Tie NU.jpg|center|800px]]



'''(End Diaphragms with Expansion Device)<br/>Reinforcement:'''


<center>[[Image:751.22_Non_Integral_Intermediate_Bent_Diaphragm_with_Exp_Device_Reinf_Elevations.gif]]</center>

{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="175"|'''PART ELEVATION<br/>NEAR INT. BENT FOR<br/>BULB-TEE GIRDERS'''
|width="450"|'''PART ELEVATION NEAR INT. BENT'''
|}

:::Note:  Slope at top of beam cap and protective coating to be used on structures with expansion devices.


:::(1) For Bulb-Tee Girders, the first #6 Bar shall be placed 10" from the centerline of Web (Top Flange will<br/>prevent some Bars from extending into the Slab).

<center>[[Image:751.22_Non_Integral_Intermediate_Bent_Diaphragm_with_Exp_Device_Reinf_Part_Plan.gif]]</center>

<center>'''PART PLAN NEAR INT. BENT'''</center>


{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.22_Non_Integral_Intermediate_Bent_Diaphragm_with_Exp_Device_Reinf_Part_Section.gif]]
|[[Image:751.22_Non_Integral_Intermediate_Bent_Diaphragm_with_Exp_Device_Reinf_Detail.gif]]
|-
|'''PART SECTION A-A'''
|'''DETAIL "A"'''
|}

{|border="0" cellpadding="5" align="center"

|(*) See Detail "A" for the placement of reinforcement.

(**) Use the same clearance as longitudinal slab steel.

NOTE: Epoxy coat all reinforcing steel in the end diaphragms.
|}


'''(End Diaphragm with Finger Plate Expansion Device)<br/>Diaphragm Reinforcements:'''


'''CLOSED DIAPHRAGM:'''
:(NOTE: Use only when expansion device connects prestress girder series and steel girder series.)

<center>[[Image:751.22_Non_Integral_Intermediate_Bent_Diaphragm_with_Finger_Plate_Exp_Device_Reinf_Closed_Diaphragm.gif]]</center>


{|border="0" cellpadding="5" align="center"

|width="300"|NOTE: See preceding sheets for bar spacing and detail not shown.

A protective coating shall be applied to concrete surface exposed to drainage from roadway.  Indicate surface to be coated on plans.  Epoxy coat all reinforcing steel in the end diaphragms.
|width="50"|&nbsp;
|valign="top"|(2) For Bulb-Tee Girders use 3-#4 Bars in each face.
|}


'''OPEN DIAPHRAGM'''

<center>[[Image:751.22_Non_Integral_Intermediate_Bent_Diaphragm_with_Finger_Plate_Exp_Device_Reinf_Open_Diaphragm.gif]]</center>

{|border="0" cellpadding="5" align="center"

|(*)||Use only on Type 6 Girder
|-
|valign="top"|(**)||12" for #4 Bars<br/>14" for #6 Bars<br/>(Shown on Plans)
|width="300"|&nbsp;

|}

(1) Use the same clearance as longitudinal slab steel.

===751.22.3.13 Intermediate Diaphragms===

'''Use steel intermediate diaphragm for prestressed spans over 50 feet except for NU 35 and NU 43 girders. '''


<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+ 
| style="background:#BEBEBE" width="300" |'''[http://www.modot.org/business/consultant_resources/bridgestandards.htm Bridge Standard Drawings]'''
|-
|align="center"|[http://www.modot.org/business/standard_drawings2/diaphragms_new_title_block.htm Steel Intermediate Diaphragms]
|}

</center>
	
 
<u>All Girders</u>

Use straight diaphragm normal to girders for skews thru 20°.

Use stepped diaphragm for skews over 20°.

<u>Bulb-Tee Girders</u>

Bulb-Tee spans of 90 ft. or less require one intermediate diaphragm per span. 

Bulb-Tee spans of over 90 ft. require two intermediate diaphragms per span (spaced equally as allowed by clearance to harped strands). Maximum spacing is 50 ft.

<u>NU 35 and NU 43 Girders</u>

Permanent intermediate diaphragms are not required for NU 35 and NU 43 standard girders. Temporary intermediate diaphragms/bracing are required for construction of the bridge deck. See [[751.50 Standard Detailing Notes#(H2c2.2)|EPG 751.50 Note H2c2.2]].

===751.22.3.14 Coil Ties===


<center>[[Image:751.22.3.14 Part Elev.jpg|800px]]</center>


{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="150"|'''PART ELEVATION FOR<br/>BULB-TEE GIRDERS
|width="450"|'''PART ELEVATION'''

|}

[[image:751.22.3.14 NU.jpg|center|800px]]


<div id="plan of ciol tie rods"></div>
<center>[[Image:751.22_Coil_Ties_Part_Plan_Square.gif]]</center>


<center>'''PART PLAN<br/>(SQUARE)'''<br/>* 4" Min. (Typ.) (Do not show Dim. on Plans)</center>


<center>[[Image:751.22_Coil_Ties_Part_Plan_Skew_to_20_deg.gif]]</center>


<center>'''PART PLAN<br/>(SKEWED TO 20 DEG.)'''</center>


<center>[[Image:751.22_Coil_Ties_Part_Plan_Skew_over_20_deg.gif]]</center>


<center>'''PART PLAN<br/>(SKEWED OVER 20 DEG.)'''</center>


<center>[[Image:751.22_Coil_Ties_Ext_Girder_at_End_Bent.gif]]</center>


<center>'''EXTERIOR GIRDER AT END BENT'''</center>


{|border="0" cellpadding="5" align="center"

|valign="top" align="right"|(1)||3" For Beam Type 2<br/>5" For Beam Type 3, 4 & 6
|-
|&nbsp;
|-
|NOTE:||See previous page for location of Coil Tie Rods on Bulb-Tee girders.

|}

===751.22.3.15 Dowel Bars===


[[Image:751.22.3.15.jpg|center|650px]]


{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="540"|'''PART ELEVATION<br/>(FIXED BENT)'''
|width="240" align="left"|'''SECTION A-A'''

|}


::::Dowel bars shall be used for all fixed intermediate bents under prestressed superstructures. Generally, shear resistance from shear key is not considered for typical bridges in seismic performance Category A.


::::Dowel bars shall be determined by design.  (Minimum #6 Bars @ 12" Cts.) For shear stress, f<sub>v</sub>, computation, see [[751.9 LFD Seismic#751.9.3.1.2 Dowel Bars|EPG 751.9.3.1.2 Dowel Bars]].

:::::f<sub>v</sub> ≤ <math>\,\phi</math><sub>v</sub> ● Fv<sub>n</sub>

:::::Where,

::::::<math>\,\phi</math><sub>v</sub>  = Resistance factor

::::::f<sub>v</sub> = Shear stress (ksi)

::::::Fv<sub>n</sub> = Nominal shear resistance of dowel bar (ksi)

===751.22.3.16 Vent Holes===


::::Note:  Use vent holes on all stream crossing structures.


<center>[[Image:751.22_Vent_Holes_Elevation_&_Section.gif]]</center>

{|border="0" cellpadding="5" align="center" style="text-align:center"

|width="300"|'''PART ELEVATION OF GIRDER'''
|width="300"|'''PART SECTION NEAR VENT HOLE'''

|}


::::Note:  Place vent holes at or near upgrade of 1/3 point of girders and clear<br/>reinforcing steel or strands by 1-1/2" minimum and steel intermediate<br/>diaphragms bolt connection by 6" minimum.

===751.22.3.17 Shear Blocks===


A minimum of two Shear Blocks 12" wide x (1) high by width of diaphragm, will be detailed at effective locations on open diaphragm bent caps when adequate structural restraint cannot be provided for with anchor bolts.

<center>[[Image:751.22_Shear_Blocks_Elevation_View_Open_Diaphragm.gif]]</center>

<center>'''ELEVATION VIEW'''</center>



::::::(1) Height of shear block shall extend a minimum of 1" above the top pf the sole plate.



<center>[[Image:751.22_Shear_Blocks_Elevation_View.gif]]</center>


<center>'''ELEVATION VIEW'''</center>


<center>[[Image:751.22_Shear_Blocks_Plan_View.gif]]</center>


<center>'''PLAN VIEW'''</center>


{|border="0" cellpadding="5" align="center"
|-
|width="375"|Note:<br/>Shear blocks shall be used at bents with open diaphragms when anchor bolts can not be designed to resist earthquake loading.

|}

<center>[[Image:751.22_Shear_Blocks_Plan_View_Exp_Bts_Open_Diaphragms.gif]]</center>


<center>'''PLAN VIEW OF BEAM CAP'''</center>

<center>'''EXPANSION BENTS WITH OPEN DIAPHRAGMS'''</center>


{|border="0" cellpadding="5" align="center"
|-
|width="375"|Note:<br/>For Expansion Bents with open diaphragms, the steps or Shear Block (if applicable) should be normal to the length of cap.

|}


<center>[[Image:751.22_Shear_Blocks_Plan_View_Exp_Bts_Closed_Diaphragms.gif]]</center>


<center>'''PLAN VIEW OF BEAM CAP'''</center>

<center>'''EXPANSION BENTS WITH CLOSED DIAPHRAGMS'''</center>


{|border="0" cellpadding="5" align="center"
|-
|width="475"|Note:<br/>For Closed Diaphragm Expansion Bents, the steps or haunches shall be detailed parallel to the centerline of roadway.

For Integral End Bents the steps may be skewed due to stirrups being placed parallel to centerline of roadway.

Shear Blocks for Expansion Bents with Closed Diaphragms shall be detailed parallel to the centerline of roadway.  Shear Blocks used in conjunction with sole plates and anchor bolts shall be detailed parallel to the edge of sole plate.

|}

===751.22.3.18 Miscellaneous===


'''Dimensional Tolerances'''

'''I-Girders, Solid Slab Beams, Voided Slab Beams, Box Beams, Double-Tee Girders, Deck Panels and Miscellaneous Prestress Units, see [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1029]''' 


'''Expansion Device Support Slots'''


Used with preformed compression joint seal, flat plate, strip seal or finger plate expansion devices.


<center>[[Image:751.22_Miscellaneous_Exp_Device_Support_Part_Plan.gif]]</center>


<center>'''PART PLAN OF P/S CONC. I-GIRDER @ EXP. DEVICE END'''</center>


<center>[[Image:751.22_Miscellaneous_Exp_Device_Support_Part_Elevation.gif]]</center>


<center>'''PART ELEVATION OF P/S CONC. I-GIRDER @ EXP. DEVICE END'''</center>


<center>(*) Show these dimensions on the P/S concrete girder sheet.</center>


'''Anchor Bolts<br/>Simple Spans'''


<center>[[Image:751.22_Miscellaneous_Anchor_Bolts_Part_Elevation.gif]]</center>


<center>'''PART ELEVATION'''</center>

{|border="0" cellpadding="5" align="center"

|width="450"|Note:

It is permissible for the reinforcing bars and or the strands to come in contact with the materials used in forming A.B. holes.

If A.B. holes are formed with galvanized sheet metal, the forms may be left in place.

Hole (1-1/2"ø) to be grouted with expansive type mortar meeting the requirements of Sec 1066.
|}






[[Category:751 LRFD Bridge Design Guidelines]]