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='''REVISION REQUEST 3980'''=
='''REVISION REQUEST 4036'''=


==620.2.16 Stop and Yield Lines (MUTCD Section 3B.16)==
==106.3.2.93.1 Means of Evaluating Aggregate Alkali Carbonate Reactivity==
'''Guidance.''' Stop lines should be used to indicate the point behind which vehicles are required to stop, in compliance with a traffic control signal.
'''Option.''' Stop lines may be used to indicate the point behind which vehicles are required to stop in compliance with a STOP (R1-1) sign, a Stop Here For Pedestrians (R1-5b or R1-5c) sign, or some other traffic control device that requires vehicles to stop, except YIELD signs that are not associated with passive grade crossings.


Yield lines may be used to indicate the point behind which vehicles are required to yield in compliance with a YIELD (R1-2) sign or a Yield Here to Pedestrians (R1-5 or R1-5a) sign.  
'''1. Chemical Analysis'''


'''Standard.''' Except as provided in MUTCD Section 8B.28, stop lines shall not be used at locations where drivers are required to yield in compliance with a YIELD (R1-2) sign or a Yield Here To Pedestrians (R1-5 or R1-5a) sign or at locations on uncontrolled approaches where drivers are required by State law to yield to pedestrians.
The chemical analysis of aggregate reactivity is an objective, quantifiable and repeatable test. MoDOT will perform the chemical analysis per the process identified in ASTM C 25 for determining the aggregate composition. The analysis determines the calcium oxide (CaO), magnesium oxide (MgO), and aluminum oxide (Al<sub>2</sub>O<sub>3</sub>) content of the aggregate.  The chemical compositions are then plotted on a chart with the CaO/MgO ratio on the y-axis and Al<sub>2</sub>O<sub>3</sub> percentage on the x-axis per Fig. 2 in AASHTO R 80.  Aggregates are considered potentially reactive if the Al<sub>2</sub>O<sub>3</sub> content is greater than or equal to 1.0% and the CaO/MgO ratio is either greater than or equal to 3.0 or less than or equal to 10.0 (see chart below). See flow charts in 106.3.2.93.2 for approval hierarchy. CaO, MgO and Al2O3 shall be analyzed by instrumental analysis only.


Yield lines shall not be used at locations where drivers are required to stop in compliance with a STOP (R1-1) sign, a Stop Here For Pedestrians (R1-5b or R1-5c) sign, a traffic control signal, or some other traffic control device.
[[File:106.3.2.93.1_Potentially_Expansive_Aggregate_Limits-01.png|700px]]


Stop lines shall consist of solid white lines extending across approach lanes to indicate the point at which the stop is intended or required.
<nowiki>*</nowiki> MoDOT’s upper and lower limits of potentially reactive (shaded area) aggregates.


Stop lines shall be used in advance of railroad crossings to indicate the appropriate location to stop.
'''2. Petrographic Examination'''


When any crosswalk is installed where a permanent traffic control device is provided, such as a STOP sign or traffic signal, a stop line shall be installed in advance of the crosswalk.
A petrographic examination is another means of determining alkali carbonate reactivity.  The sample aggregate for petrographic analysis will be obtained at the same time as the source sample.  MoDOT personnel shall be present at the time of sample.  The petrographic sample shall be placed in an approved tamper-evident container (provided by the quarry) for shipment to petrographer.  Per ASTM C 295, a petrographic examination is to be performed by a petrographer with at least 5 years of experience in petrographic examinations of concrete aggregate including, but not limited to, identification of minerals in aggregate, classification of rock types, and categorizing physical and chemical properties of rocks and minerals.  The petrographer will have completed college level course work in mineralogy, petrography, or optical mineralogy.  MoDOT does not accept on-the-job training by a non-degreed petrographer as qualified to perform petrographical examinations.  MoDOT may request petrographer’s qualifications in addition to the petrographic report.  The procedures in C 295 shall be used to perform the petrographic examination. The petrographic examination report to MoDOT shall include at a minimum:


Stop lines shall be 24 in. wide and shall extend across all lanes affected by the traffic control device.
* Quarry name and ledge name; all ledges if used in combination
* MoDOT District quarry resides
* Date sample was obtained; date petrographic analysis was completed
* Name of petrographer and company/organization affiliated
* Lithographic descriptions with photographs of the sample(s) examined
* Microphotographs of aggregate indicating carbonate particles and/or other reactive materials
* Results of the examination
* All conclusions related to the examination 


Yield lines shall consist of a row of solid white isosceles triangles pointing toward approaching vehicles extending across approach lanes to indicate the point at which the yield is intended or required. The spacing of triangles in a yield line shall be consistent for that marking.
See flow charts in EPG 106.3.2.93.2 for the approval hierarchy.  See EPG 106.3.2.93.3 for petrographic examination submittals.  No direct payment will be made by the Commission for shipping the petrographic analysis sample to petrographer, or for the petrographic analysis performed by the petrographer.
 
'''3. Concrete Prism/Beam Test'''


'''Guidance.''' Yield lines should be 24in. wide by 36in. long with 12 in. spacing between triangles, as shown on [https://www.modot.org/media/16896 Standard Plan 620.00]. Yield line triangles are paid for per each individual triangle. A yield line, for a lane that is 10 ft. or narrower, will consist of 4 individual triangles spaced accordingly.
ASTM C 1105 is yet another means for determining the potential expansion of alkali carbonate reactivity in concrete aggregate.  MoDOT will perform this test per C 1105 at its Central Laboratory. Concrete specimen expansion will be measured at 3, 6, 9, and 12 months. The test specimens will be considered alkali carbonate reactive (expansive) if the specimens expand greater than 0.015% at 3 months, 0.025% at 6 months, or 0.030% at 12 months. See flow chart in EPG 106.3.2.93.2 for the approval hierarchy.


Yield lines may be considered for those locations where a free right turn lane is developed but there is not an acceleration lane on the intersecting road. Yield lines may also be considered at on ramps with tapered acceleration lanes as shown in [[#Fig. 620.2.5.3|Fig. 620.2.5.3, Examples of Dotted Lined and Channelizing Line Applications for Entrance Ramp Markings]].


Yield lines may also be used where engineering judgment indicates a need.


'''Guidance.''' If used, stop and yield lines should be placed a minimum of 4 ft. in advance of the nearest crosswalk line at controlled intersections, except for yield lines at roundabouts as provided for in [https://epg.modot.org/index.php/620.3_Roundabout_Markings_(MUTCD_Chapter_3C)#620.3.4_Yield_Lines_for_Roundabouts_.28MUTCD_Section_3C.4.29 EPG 620.3.4 Yield Lines for Roundabouts] and at midblock crosswalks. In the absence of a marked crosswalk, the stop line or yield line should be placed at the desired stopping or yielding point, but should not be placed more than 30 ft. nor less than 4 ft. from the nearest edge of the intersecting traveled way. Stop lines should be placed to allow sufficient sight distance to all other approaches to an intersection.
='''REVISION REQUEST 4143'''=
==751.36.5 Design Procedure==
*Structural Analysis
*Geotechnical Analysis
*Drivability Analysis


When a stop line is used in conjunction with the STOP sign it should be placed adjacent to, or in line with, the STOP sign.
===751.36.5.1 Design Procedure Outline===
*Determine foundation load effects from the superstructure and substructure for Service, Strength and Extreme Event Limit States. 
*If applicable, determine scour depths, liquefaction information and pile design unbraced length information. 
*Determine if downdrag loadings should be considered. 
*Select preliminary pile size and pile layout.
*Perform a Static Pile Soil Interaction Analysis.  Estimate Pile Length and pile capacity.
*Based on pile type and material, determine Resistance Factors for Structural Strength (<math>\, \phi_c</math> and <math>\, \phi_f</math>).
*Determine:
**Maximum axial load effects at toe of a single pile
**Maximum combined axial & flexural load effects of a single pile
**Maximum shear load effect for a single pile
**Uplift pile reactions
*Determine Nominal and Factored Structural Resistance for single pile
**Determine Structural Axial Compression Resistance
**Determine Structural Flexural Resistance
**Determine Structural Combined Axial & Flexural Resistance
**Determine Structural Shear Resistance
*Determine method for pile driving acceptance criteria
*Determine Resistance Factor for Geotechnical Resistance (<math>\, \phi_{stat}</math>) and Driving Resistance (<math>\, \phi_{dyn}</math>).
*If other than end bearing pile on rock or shale, determine Nominal Axial Geotechnical Resistance for pile.
*Determine Factored Axial Geotechnical Resistance for single pile.
*Determine Nominal pullout resistance if pile uplift reactions exist.
*Check for pile group effects.
*Resistance of Pile Groups in Compression 
*Check Drivability of all pile (bearing and friction pile) using the Wave equation analysis.
*Review Static Pile Soil Interaction Analysis and pile lengths for friction pile.
*Show proper Pile Data on Plan Sheets ([https://epg.modot.org/index.php/751.50_Standard_Detailing_Notes#E2._Foundation_Data_Table Foundation Data Table]).


When a yield line is used in conjunction with the YIELD sign it should be placed adjacent to, or in line with, the YIELD sign.
===751.36.5.2 Structural Resistance Factor (ϕ<sub>c</sub> and ϕ<sub>f</sub>) for Strength Limit State===
 
{| style="margin: 1em auto 1em auto"
Stop lines at midblock signalized locations should be placed at least 40 ft. in advance of the nearest signal indication.
 
If yield or stop lines are used at a crosswalk that crosses an uncontrolled multilane approach, the yield lines or stop lines should be placed 20 to 50 ft. in advance of the nearest crosswalk line, and parking should be prohibited in the area between the yield or stop line and the crosswalk (see Figure 620.2.17.1 Examples of Yield Lines at Unsignalized Midblock Crosswalks).
 
'''Standard.''' If yield (stop) lines are used at a crosswalk that crosses an uncontrolled multi-lane approach, [https://epg.modot.org/index.php/903.5_Regulatory_Signs#903.5.6_YIELD_HERE_TO_PEDESTRIANS_Signs_.28R1-5.2C_R1-5a.29_.28MUTCD_Section_2B.11.29 Yield Here To (Stop Here For) Pedestrians (R1-5 series)] signs (see [[#620.2.11 Raised Pavement Markers (MUTCD Section 3B.11)|EPG 620.2.11 Raised Pavement Markers]]) shall be used.
 
'''Guidance.''' Yield (stop) lines and Yield Here To (Stop Here For) Pedestrians signs should not be used in advance of crosswalks that cross an approach to or departure from a roundabout.
 
'''Support.''' Drivers yielding or stopping too close to crosswalks that cross uncontrolled multi-lane approaches place pedestrians at risk by blocking other drivers’ views of pedestrians and by blocking pedestrians’ view of vehicles approaching in the other lanes.
 
'''Option.''' Stop and yield lines may be staggered longitudinally on a lane-by-lane basis. Refer to [[#Fig. 620.2.8.2|"D" of Fig. 620.2.8.2]].
 
'''Support.''' Staggered stop lines and staggered yield lines can improve the driver's view of pedestrians, provide better sight distance for turning vehicles and increase the turning radius for left-turning vehicles.
 
[[620.2_Pavement_and_Curb_Markings_(MUTCD_Chapter_3B)#620.2.25_Stop_and_Yield_Lines_at_Highway-Rail_Grade_Crossings_(MUTCD_section_8B.28)|EPG 620.2.25 Stop and Yield Lines at Highway-Rail Grade Crossings]] contains information regarding the use of stop lines and yield lines at grade crossings.
 
 
----
 
 
==620.2.24 Pavement Markings for Highway-Rail Grade Crossings (MUTCD Section 8B.27)==
'''Standard.''' All grade crossing pavement markings shall be retroreflectorized white. All other markings shall be in accordance with [[:Category:620 Pavement Marking|EPG 620 Pavement Marking]].
 
On paved roadways, pavement markings in advance of a grade crossing shall consist of an X, the letters RR, a no-passing zone marking (on two-lane, two-way highways with centerline markings in compliance with [[#620.2.1 Yellow Centerline Pavement Markings and Warrants (MUTCD Section 3B.01)|EPG 620.2.1]]), and certain transverse lines as shown in Fig. 620.2.25.1, Example of Placement of Warning Signs and Pavement Markings at Grade Crossings and Fig. 620.2.25.2, Grade Crossing Pavement Markings.
 
Identical markings shall be placed in each approach lane on all paved approaches to grade crossings where signals or automatic gates are located, and at all other grade crossings where the posted or statutory highway speed is 40 mph or greater.
 
Pavement markings shall not be required at grade crossings where the posted or statutory highway speed is less than 40 mph if an engineering study indicates that other installed devices provide suitable warning and control. Pavement markings shall not be required at grade crossings in urban areas if an engineering study indicates that other installed devices provide suitable warning and control.
 
'''Guidance.''' When pavement markings are used, a portion of the X symbol should be directly opposite the Grade Crossing Advance Warning sign. The X symbol and letters should be elongated to allow for the low angle at which they will be viewed.
 
'''Option.''' When justified by engineering judgment, supplemental pavement marking symbol(s) may be placed between the Grade Crossing Advance Warning sign and the grade crossing.
 
 
----
 
 
==620.2.25 Stop and Yield Lines at Highway-Rail Grade Crossings (MUTCD section 8B.28)==
'''Standard.''' On paved roadways at grade crossings that are equipped with active control devices such as flashing-light signals, gates, or traffic control signals, a stop line (see [[#620.2.16 Stop and Yield Lines (MUTCD Section 3B.16)|EPG 620.2.16]]) shall be installed to indicate the point behind which highway vehicles are or might be required to stop.
 
'''Guidance.''' On paved roadway approaches to passive grade crossings where a STOP sign is installed in conjunction with the Crossbuck sign, a stop line should be installed to indicate the point behind which highway vehicles are required to stop or as near to that point as practical.
 
If a stop line is used, it should be a transverse line at a right angle to the traveled way and should be placed approximately 8 ft. in advance of the gate (if present), but no closer than 15 ft. in advance of the nearest rail.
 
'''Option.''' On paved roadway approaches to passive grade crossings where a YIELD sign is installed in conjunction with the Crossbuck sign, a yield line (see [[#620.2.16 Stop and Yield Lines (MUTCD Section 3B.16)|EPG 620.2.16]]) or a stop line may be installed to indicate the point behind which highway vehicles are required to yield or stop or as near to that point as practical.
 
'''Guidance.''' If a yield line is used, it should be a transverse line at a right angle to the traveled way and should be placed no closer than 15 ft. in advance of the nearest rail (see Fig. 620.2.25.1, Example of Placement of Warning Signs and Pavement Markings at Grade Crossings).
 
[[Image:620.2.25.1 8B6 2020.jpg|thumb|center|780px|<center>'''Fig. 620.2.25.1, Example of Placement of Warning Signs and Pavement Markings at Grade Crossings (MUTCD 8B-6)'''</center>]]
 
[[Image:620.2.28.2 8B7.jpg|thumb|center|780px|<center>'''Fig. 620.2.25.2, Grade Crossing Pavement Markings (MUTCD 8B-7)'''</center><center>Note: Refer to Fig. 620.2.25.1 for placement.</center>]]
 
 
='''REVISION REQUEST 3981'''=
 
 
==620.2.18 Crosswalk Markings (MUTCD Section 3B.18)==
'''Support.''' Crosswalk markings provide guidance for pedestrians who are crossing roadways by defining and delineating paths on approaches to and within signalized intersections, and on approaches to other intersections where traffic stops.
 
In conjunction with signs and other measures, crosswalk markings help to alert road users of a designated pedestrian crossing point across roadways at locations that are not controlled by traffic control signals or STOP or YIELD signs.
 
At non-intersection locations, crosswalk markings legally establish the crosswalk.
 
'''Standard.''' When crosswalk lines are used, they shall consist of solid white lines that mark the crosswalk.
 
There are two styles of crosswalk markings: transverse and longitudinal (also known as continental). In most applications, the longitudinal markings are preferred and should be used to provide greater visibility, especially at midblock and uncontrolled crossings.
 
When used, longitudinal crosswalk markings shall be 24 inches wide and at least 6 feet in length, except that they shall be at least 8 feet in length at non-intersection crossings where the posted speed limit is 40 mph or greater.
 
If used, transverse crosswalk lines shall be no less than 6 inches wide and at least 6 feet apart
 
'''Guidance.''' Crosswalk lines, if used on both sides of the crosswalk, should extend across the full width of pavement or to the edge of the intersecting crosswalk to discourage diagonal walking between crosswalks.
 
At locations controlled by traffic control signals or on approaches controlled by STOP or YIELD signs, crosswalk lines should be installed where engineering judgment indicates they are needed to direct pedestrians to the proper crossing path(s).
 
Crosswalk lines should not be used indiscriminately. An engineering study should be performed before a marked crosswalk installed at a location away from a traffic control signal or STOP or YIELD signs. The engineering study should consider the number of lanes, the presence of a median, the distance from adjacent signalized intersections, the pedestrian volumes and delays, the average annual daily traffic (AADT), the posted or statutory speed limit or 85<sup>th</sup>-percentile speed, the geometry of the location, the possible consolidation of multiple crossing points, the availability of street lighting and other appropriate factors.
 
New marked crosswalks alone, without other measures designed to reduce traffic speeds, shorten crossing distances, enhance driver awareness of the crossing, and/or provide active warning of pedestrian presence, should not be installed across uncontrolled roadways where the speed limit exceeds 40 mph and either:
 
:A. The roadway has four or more lanes of travel without a raised median or pedestrian refuge island and an ADT of 12,000 vehicles per day or greater; or
 
:B. The roadway has four or more lanes of travel with a raised median or pedestrian refuge island and an ADT of 15,000 vehicles per day or greater.
 
'''Support.''' Chapter 4F of the MUTCD contains information on Pedestrian Hybrid Beacons. Section 4L.03 contains information regarding Warning Beacons to provide active warning of a pedestrian's presence. Section 4N.02 contains information regarding In-Roadway Warning Lights at crosswalks. Chapter 7D contains information regarding school crossing supervision.
'''Guidance.''' Because non-intersection pedestrian crossings are generally unexpected by the road user, warning signs (see [[903.6 Warning Signs#903.6.41 Non-Vehicular Warning Signs (W11-2, W11-3, W11-4, W11-7, W11-32, W11-33, W16-9P) (MUTCD Section 2C.50)|Non-vehicular Sign (W11-2, W11-7)]]) should be installed and adequate visibility should be provided by parking prohibitions.
 
If used, the high-visibility longitudinal pedestrian crosswalk marking should consist of longitudinal bars 24 in. wide and spaced uniformly, centering one bar in each lane, and across each lane line, centerline, and edgeline ([https://www.modot.org/media/16896 see Standard Plan 620.00]).
 
When longitudinal bars are used to mark a crosswalk, the transverse crosswalk lines should be omitted. The marking design should avoid the wheel paths.
 
Existing 30 in. crosswalk bars should be replaced with 24 in. bars when the roadway is resurfaced.
 
'''Support.''' [[#620.2.16 Stop and Yield Lines (MUTCD Section 3B.16)|EPG 620.2.16]] contains information regarding placement of stop line markings near crosswalk markings.
 
'''Option.''' Where permanent traffic control devices are not provided, speeds are greater than 35 mph or the crosswalk is located in rural locations where they are unexpected, the width of the crosswalk line may be increased up to 24 inches.
 
Crosswalks may be located mid-block if this placement offers greater safety to the pedestrian than the normal placement at an intersection. In these cases, the longitudinal bar pedestrian crosswalk marking should be used for greater emphasis and visibility. This type of marking may also be used at locations where substantial numbers of pedestrians cross without any other traffic control device, at locations where physical conditions are such that added visibility of the crosswalk is desired, or at places where a pedestrian crosswalk might not be expected.
 
'''Standard.''' All school crosswalks authorized by an agreement between the Commission and the school and/or city shall be marked. Crosswalks for schools shall be maintained in a manner that will provide a clearly visible marking at all times.
 
All school crosswalks shall be marked using both the advance school crosswalk and the school crosswalk sign, refer to [[903.18 Signing for School Areas#903.18.8 School Sign (S1-1) and Plaques (S4-3p, W16-9P and W16-7P) (MUTCD Section 7B.08)|EPG 903.18.8 School Sign (S1-1) and Plaques]].
 
'''Option.''' When school crosswalks are located mid-block, the longitudinal bar pedestrian crosswalk marking should be used for greater emphasis and visibility.
 
'''Guidance.''' Crosswalk markings should be located so that the curb ramps are within the extension of the crosswalk markings.
 
'''Support.''' Detectable warning surfaces mark boundaries between pedestrian and vehicular ways where there is no raised curb. Detectable warning surfaces are required by 49 CFR, Part 37 and by the Americans with Disabilities Act (ADA) where curb ramps are constructed at the junction of sidewalks and the roadway, for marked and unmarked crosswalks. Detectable warning surfaces contrast visually with adjacent walking surfaces, either light-on-dark, or dark-on-light. The [https://www.access-board.gov/guidelines-and-standards/buildings-and-sites/about-the-ada-standards/background/adaag ''Americans with Disabilities Act Accessibility Guidelines for Buildings and Facilities (ADAAG)''] (see MUTCD Section 1A.11) contains specifications for design and placement of detectable warning surfaces.
 
[[Image:620.2.18 3B19.jpg|thumb|center|780px|<center>'''Fig. 620.2.18, Examples of Crosswalk Markings (MUTCD Figs. 3B-19 and -20)'''</center>]]
 
 
='''REVISION REQUEST 3997'''=
 
 
===616.6.2.2 Flags and Advance Warning Rail System on Signs===
<div style="width:100%; overflow:auto;">
<div style="width:70%; float:left;">
Signs may be enhanced with flags, but only during daytime hours. Flags should not be used on signs at night, except that it is allowable to leave flags on signs when the work carries over from day to night.
 
'''Standard.''' When standard orange flags are used in conjunction with signs, they shall not block the sign face.
</div>
<div style="width:30%; float:left;"">
{|
| [[image:616.6.2.2_01.png|right|210px|thumb|<center>'''Example of flag assembly on a sign'''</center>]] || [[image:616.2.9 flag assembly.jpg|right|210px|thumb|<center>'''Example of flag assembly, viewed from behind the temporary sign'''</center>]]
|}
</div>
</div>
 
 
 
 
 
==616.23.1 Definitions==
{|style="border:10px solid #ff9933;" width="775px" align="center"  
|-
|-
|[[image:616.23.1.jpg|center|750px]]
|align="right" width="850"|'''LRFD 6.5.4.2'''
|}
|}


'''Activity Area''' - Area of a temporary traffic control zone where work activity takes place. It is comprised of the work, traffic and buffer spaces.
'''For integral end bent simple pile design,''' use Φ<sub>c</sub>  = 0.35 for CIP steel pipe piles and HP piles. See [[751.35 Concrete Pile Cap Integral End Bents#751.35.2.4.2 Pile Design|Figure 751.35.2.4.2]].
 
'''Advance Warning Area''' - Area of a temporary traffic control zone where traffic is informed of the upcoming temporary traffic control zone.


'''Area Lighting''' - Lighting used at night to guide traffic through the temporary traffic control zone.
'''For pile at all locations where integral end bent simple pile design is not applicable,''' use the following:


'''Annual Average Daily Traffic (AADT) ''' - Volume of vehicular traffic using a section of highway on an average day.
:The structural resistance factor for axial resistance in compression is dependent upon the expected driving conditions. When the pile is subject to damage due to severe driving conditions where use of pile point reinforcement is necessary:
::Steel Shells (Pipe): <math> \phi_c </math>= 0.60
::HP Piles: <math> \phi_c </math>= 0.50
:When the pile is subject to good driving conditions where use of pile point reinforcement is not necessary:
::Steel Shells (Pipe) Piles: <math> \phi_c </math>= 0.70
::HP Piles: <math> \phi_c </math>= 0.60
:For HP piles, pile point reinforcement is always required when HP piles are anticipated to be driven to rock and proofed. Driving HP piles to rock is considered severe driving conditions for determination of structural resistance factor. However, driving HP piles through overburden not likely to impede driving to deep rock or preboring to rock for setting piles are two situations that could be considered as less than severe. Further, driving any steel pile through soil without rubble, boulders, cobbles or very dense gravel could be considered good driving conditions for determination of structural resistance factor. Consult the Structural Project Manager or Structural Liaison Engineer.
:The structural resistance factor for combined axial and flexural resistance of undamaged piles:
::Axial resistance factor for HP Piles: <math> \phi_c </math>= 0.70
::Axial resistance for Steel Shells (Pipe): <math> \phi_c </math>= 0.80
::Flexural resistance factor for HP Piles or Steel Shells: <math> \phi_f </math>= 1.00
:For Extreme Event Limit States, see LRFD 10.5.5.3.
<div id="751.36.5.3 Geotechnical Resistance"></div>


'''Barricade''' - Temporary traffic control device consisting of one or three appropriately marked rails used to close, restrict or delineate all or a portion of the right of way.
===751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)===
The factors for Geotechnical Resistance (<math> \phi_{stat}</math>) and Driving Resistance (<math> \phi_{dyn}</math>) may be different because of the reliability of the different methods used to determine the nominal bearing resistance. Caution should be used if the difference in factors for Geotechnical Resistance and Driving Resistance are great as it can lead to issues with pile overruns. Also see [[#751.36.5.9 Estimate Pile Length and Check Pile Capacity|EPG 751.36.5.9]].


'''Barrier-Mounted Sign''' - Sign mounted on a temporary or permanent traffic barrier.
'''Geotechnical Resistance Factor, ϕ<sub>stat</sub>:'''


'''Buffer Space''' - Area within the activity area free of equipment, material, and personnel used to provide lateral and/or longitudinal separation of traffic from the workspace or an unsafe condition.
The Geotechnical Resistance factor is based on the static method used by the designer in determining the nominal bearing resistance. Unlike the Driving Resistance factor the Geotechnical Resistance factor can vary with the soil layers. If Geotechnical Resistance factors are not provided by the Geotechnical Engineer, the static method and resistance factors shall be selected from the table below. The values provided in LRFD Table 10.5.5.2.3-1 are only applicable if the end of drive criteria is based off the total pile penetration which is not recommended. For Extreme Event Limit States see LRFD 10.5.5.3.


'''Channelizer''' - Temporary traffic control device used to guide traffic or delineate an unsafe condition.
{|border="1" style="text-align:center; width: 750px" cellpadding="5" align="center" cellspacing="0"
[[image:616.23.1 daytime.jpg|right|200px]]
|+ '''Table - Static Analysis Resistance Factors used for Pile Length Estimates'''  
'''Crash Cushion''' - Temporary traffic control device used at fixed object and other desirable locations to reduce crash severity.
! Pile Type !! Soil Type !! Static Analysis Method !! Side Friction<sup>1</sup><br><math> \phi_{stat}</math> !! End Bearing<br><math> \phi_{stat}</math>
 
'''Daytime/Daylight''' - Period of time from one-half hour after sunrise to one-half hour before sunset.
 
'''Detour''' - Temporary rerouting of traffic onto an existing facility to avoid a temporary traffic control zone.
 
'''Diversion''' - Rerouting of traffic around an activity area using a temporary roadway or portions of an existing parallel roadway.
 
'''Divided Highway''' - Highway with physical separation of traffic in opposite directions.
 
'''Downstream Taper''' - Visual cue to traffic that access back into a closed lane is available.
 
'''Emergency Operation''' - Work involving the initial response to and repair/removal of safety concerns including Response Priority 1 items.
 
'''Fine Sign''' - Regulatory sign indicating the applicability of additional fines in a temporary traffic control zone.
 
'''Flag System''' – A flag bracket and two flag assemblies. Flags are used to enhance signs.
 
'''Flagger''' - Person who provides temporary traffic control by assigning right of way.
 
'''Flashing Arrow Panel''' - Temporary traffic control device with a pattern of elements capable of flashing displays (i.e. left/right arrow, double arrow, caution mode) used to provide warning or guidance to traffic.
[[image:616.23.1 fleet warning light.jpg|right|200px|thumb|<center>'''Fleet Lighting'''</center>]]
'''Fleet Lighting''' - Rotating or flashing lights used to increase the visibility of work-related vehicles and equipment in the temporary traffic control zone.
 
'''Guide Sign''' - Sign showing route designations, destinations, directions, distances, services, points of interest or other geographical, recreational or cultural information.
 
'''High Speed''' - Posted speed of 50 mph and above.
 
'''Highway''' - Any facility constructed for the purposes of moving traffic.
 
'''Incident Area''' - Temporary traffic control zone where temporary traffic control devices are deployed in response to a traffic incident, natural disaster, special event, etc.
 
'''Intermediate-Term Stationary Operation''' - Daytime work occupying a location from more than one daylight period up to 3 days or nighttime work occupying a location more than 60 minutes.
 
'''Lane Taper''' - Temporary traffic control measure used to merge or shift traffic either left or right out of a closed lane.
 
'''Lateral Buffer Space''' - Obstacle-free area adjacent to the workspace or an unsafe condition that provides room for recovery of an errant vehicle.
 
'''Lighting Device''' - Temporary traffic control device illuminating a portion of the roadway or supplementing other traffic control devices.
 
'''Long-Term Stationary Operation''' - Work occupying a location longer than 3 days.
 
'''Longitudinal Buffer Space''' - Obstacle-free area in advance of the work space or an unsafe condition that provides room for recovery of an errant vehicle.
 
'''Low Speed''' - Posted speed of 45 mph and below.
 
'''Low Volume''' - 500 or less AADT. The rule of thumb is to count the number of vehicles passing a single reference point over a five-minute period. If not more than three vehicles pass the reference point in that period, then the road can be considered low volume for the purpose of installing work zone traffic control.
 
'''May''' - Indicates a permitted practice and carries no requirement or recommendation.
 
'''Mobile Operation''' - Work on the roadway that moves intermittently or continuously.
 
'''Motorized Traffic''' - Movement of vehicles and equipment on the roadway.
 
'''Multilane Highway''' - Highway with two or more driving lanes in the same direction of travel.
 
'''Nighttime''' - Period of time from one-half hour before sunset to one-half hour after sunrise.
[[image:616.23.1 non-motorize 2013.jpg|right|300px]]
'''Non-Motorized Traffic''' - Movement of pedestrians, bicycles, horse-drawn vehicles, etc. on roadway or within the right of way.
 
'''One-Lane, Two-Way Taper''' - Temporary traffic control measure used to channelize traffic through an activity area occupying one lane of an undivided, two-lane roadway.
 
'''[[:Category:620 Pavement Marking|Pavement Marking]]''' - Lines, markers, words and symbols affixed to the pavement surface to channelize and guide traffic.
 
'''Pilot Car''' - Vehicle used to guide a queue of vehicles through the temporary traffic control zone.
 
'''[[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)#616.6.60 Portable Changeable Message Signs (MUTCD 6F.60)|
Portable Changeable Message Signs (CMS)]]''' - Temporary traffic control device capable of displaying a variety of messages to traffic.
 
'''Portable Sign''' - Sign mounted on temporary supports (e.g. self-driving post, easels, foldup stands, barricades, etc.).
 
'''Post-Mounted Sign''' - Sign mounted on a non-portable post (e.g. perforated square steel tube, u-channel, wood, etc.).
 
'''Protective Vehicle''' - Vehicle used to protect workers or work equipment from errant vehicles (e.g. pick up, dump truck, loader, etc.).
 
[[903.5 Regulatory Signs|'''Regulatory Sign''']] - Sign giving notice of traffic laws or regulations.
 
'''Roadway''' - Portion of highway, including shoulders, intended for use by motorized traffic.
 
[[941.3 Urban/Rural Designations|'''Rural''']] - Area generally characterized by lower volumes, higher speeds and fewer turning conflicts and conflicts with pedestrians. Includes unincorporated areas designated by community boards.
 
[[616.18 Construction Inspection Guidelines for Sec 616# Safety Requirements (for Sec 616.3)| '''Safety Apparel''']] - [http://sharepoint/safety/csp/SitePages/PPE.aspx Personal protective equipment] worn by a worker to improve visibility (e.g. vests, hats, etc.).
 
'''Shall''' - Indicates a required, mandatory, or specifically prohibitive practice. Shall statements are not to be modified or compromised based on engineering judgement or engineering study.
 
'''Short Duration Operation''' - Daytime or nighttime work occupying a location up to 60 minutes.
 
'''Short-Term Stationary Operation''' - Daytime work occupying a location more than 60 minutes, but less than 12 hours.
 
'''Should''' - Indicates a recommended, but not mandatory, practice in typical situations. Deviations are allowed if engineering judgement or engineering study indicates the deviation to be appropriate.
 
'''Shoulder Taper''' - Temporary traffic control measure used to close the shoulder.
 
'''Sign''' - Traffic control device conveying a static message to traffic through words or symbols.
 
'''Speed Limit''' - Maximum speed applicable to a section of highway as established by law.
 
'''Stop Bar''' - Solid white pavement marking extending across an approach lane to indicate the point where traffic is to stop.
 
'''Supplemental Warning Methods''' - Temporary traffic control enhancements used to increase the effectiveness of select temporary traffic control devices or the awareness of the entire temporary traffic control zone.
 
'''Taper''' - Series of channelizers and/or pavement markings used to move traffic into the intended path.
 
'''Temporary Traffic Barrier''' - Temporary traffic control device used to create a physical separation between traffic and the workspace, an unsafe condition, or non-motorized traffic.
 
'''Temporary Traffic Control Device''' - Item used to regulate, warn or guide traffic through a temporary traffic control zone.
 
'''Temporary Traffic Control Plan''' - Describes temporary traffic control measures to be used for moving traffic through a temporary traffic control zone.
 
'''Temporary Traffic Control Signal''' - Temporary traffic control device used to assign right of way through automatic means.
 
'''Temporary Traffic Control Zone''' - Section of highway where traffic conditions are changed due to a work zone or an incident area through the use of temporary traffic control devices, [[616.16 Law Enforcement Services|law enforcement]] or other authorized officials. It extends from the first warning sign or rotating/strobe lights on a vehicle to the last temporary traffic control device.
 
'''Termination Area''' - Area of a temporary traffic control zone returning traffic to the normal path.
 
'''Traffic''' - Highway user.
 
'''Traffic Space''' - Area within the activity area in which traffic is routed through the activity area.
 
'''Transition Area''' - Area of a temporary traffic control zone where traffic is redirected out of the normal path and into the traffic space.
 
'''Traveled Way''' - Portion of roadway intended for the movement of motorized traffic.
 
[[:Category:612 Impact Attenuators#612.1.1 Truck- and Trailer-Mounted Attenuators|'''Truck-Mounted Attenuator (TMA) ''']] - Device designed to attach to the rear of protective vehicles to absorb the impact of an errant vehicle or inattentive driver.
 
'''Undivided Highway''' - Highway with no physical separation of traffic in opposite directions.
 
'''Urban''' - Area within the limits of incorporated towns and cities where the posted speed is 60 mph or less.
 
'''Vehicle-Mounted Sign''' - Sign mounted on a protective vehicle used in short duration and mobile operations or on a pilot car.
 
'''Warning Sign''' - Sign giving notice of a situation or condition that might not be readily apparent.
 
'''Work Duration''' - Length of time an operation occupies a location.
 
'''Work Lighting''' - Lighting used at night to perform activities within the workspace.
 
'''Work Location''' - Portion of right of way in which work is performed.
 
'''Workspace''' - Area within the activity area closed to traffic and set aside for workers, equipment, materials and a protective vehicle, if one is used upstream. Channelizers usually delineate workspaces.
 
'''Work Vehicle''' - Any vehicle by which work is performed.
 
'''Work Zone''' - Temporary traffic control zone where temporary traffic control devices are deployed for construction, maintenance or utility- related work activities.
 
'''Work Zone Length''' - Distance from last sign in the advance warning area to the last temporary traffic control device in the same direction or the last sign in the advance warning area in the opposing direction, whichever is longest.
 
Refer to [[902.18 Glossary|EPG 902.18 Glossary]] for definitions of interchange, intersection and right of way.
 
 
 
 
 
=====616.23.2.5.1.1 [[616.6_Temporary_Traffic_Control_Zone_Devices_(MUTCD_6F)#616.6.2.2_Flags|Flags]]=====
Guidance is located in [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)#616.6.2.2 Flags|EPG 616.6.2.2 Flags]].
 
 
 
 
 
=====616.23.2.5.1.3 [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)#616.6.2.3 Sign Dimension|Sign Design]]=====
Details, descriptions, and ordering information for signs used for temporary traffic control are specified in [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)|EPG 616.6 Temporary Traffic Control Zone Devices]].
 
These signs may have a rigid or flexible substrate. Additional information is located in [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)#616.6.2.3 Sign Dimension|EPG 616.6.2.3 Sign Dimension]] and [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)#616.6.3 Sign Placement (MUTCD 6F.03)|EPG 616.6.3 Sign Placement]].
 
Flags may be used to supplement these signs provided they do not block the sign face. Additional information located in [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)#616.6.2.2 Flags|EPG 616.6.2.2 Flags]].
 
 
 
 
<BIG><BIG><BIG><BIG>UPLOAD NEW IMAGES</BIG></BIG></BIG></BIG>
 
 
===616.19.2.2.2 Sign and Flag Quality===
<gallery widths=250px heights=250px position="right" style="text-align:center; font-weight:bold; margin-left:0em" caption="Acceptable Examples">
File:616.19.2.2.2_01.jpg|(1)
File:616.19.2.2.2_02.jpg|(2)
File:616.19.2.2.2_03.jpg|(3)
</gallery>
The signs in '''Pictures 1, 2 and 3''' are considered in good quality. Supplemental devices such as flags and/or a cone may be placed next to a sign. Picture 2 is an example of the proper placement of a FLAGGER (WO20-7) sign, with the optional flags, in advance of the hill versus after the hill. In urban areas with barrier walls and narrow shoulders, a truncated sign may be used as shown in Picture 3.
 
::Note: TTCDs may be highly visible during the day but may not be at night due to inadequate retroreflectivity. MoDOT and Contractor representatives should drive through the work zone at night to check nighttime visibility.
 
<gallery widths=250px heights=250px position="right" style="text-align:center; font-weight:bold; margin-left:0em" caption="Unacceptable Examples">
File:616.19.2.2.2_04.jpg|(4)
File:616.19.2.2.2_05.jpg|(5)
File:616.19.2.2.2_06.jpg|(6)
File:616.19.2.2.2_07.jpg|(7)
File:616.19.2.2.2_08.jpg|(8)
File:616.19.2.2.2_09.jpg|(9)
</gallery>
'''Pictures 4-7''' are in unacceptable condition. Dirty or damaged signs should be cleaned, repaired, or replaced before being installed. When cleaning, follow manufacturer’s recommendations, so the daytime and nighttime visibility of the sign is not adversely impacted. The MEN WORKING sign ('''Picture 8''') should be replaced with worker symbol sign or WORKERS sign (WO-21-1 or 1a) to meet current standards. '''Picture 9''' shows unacceptable flags, if used, deteriorated flags should be replaced.
 
<gallery widths=250px heights=250px position="right" style="text-align:center; font-weight:bold; margin-left:0em" caption="Unacceptable Examples">
File:616.19.2.2.2_10.jpg|(10)
File:616.19.2.2.2_11.jpg|(11)
File:616.19.2.2.2_12.jpg|(12)
File:616.19.2.2.2_13.jpg|(13)
</gallery>
'''Pictures 10 - 13''' are examples of  unacceptable nighttime visibility. Proper storing, transporting, and covering signs is crucial to minimizing deficiencies.
 
 
='''REVISION REQUEST 4008'''=
 
 
===403.1.5 Mixture Production Specification Limits (Sec 403.5)===
Intentional deviations from the JMF will not be permitted, except under the conditions set forth in Sec 403.11. The plant shall be operated in such a manner that the mix is produced as shown on the JMF. The specification tolerances are developed in an attempt to keep the mix as consistent as possible and to allow for some variation during production. However, these tolerances are not production limits. For example, if the target binder content is 5.0%, the binder content of the mix can range from 4.7% to 5.3% when the tolerances are applied. The contractor will not be allowed to produce the mix at 4.7% to save money.
 
Operating out of the specifications may reduce the contractor's pay and/or the pavement service life. When QC tests, either random or informational, are out of specification tolerances, the contractor should adjust the production to bring the mix back in. When QA tests are out of specification tolerances, the contractor should be notified immediately. The contractor is responsible for deciding when adjustments are made to control the mix. Some test properties may be allowed to deviate beyond specification limits occasionally, provided that adjustments are made and the following tests show that production is back within limits.
 
Production may be required to cease if the random QC or QA test results are either out of specifications far enough to indicate that the mix may be subject to failure or beyond the specification removal limits. Production should cease until verification that the problem has been corrected. An order record should be written, on the same day or the next day if paving occurs at night, describing the deficiency and the location and amount of mix affected. The contractor may elect to continue production in order to run more tests. If so, the order record should state that any mix produced after the order record was issued is at the contractor’s risk. Final disposition of the mix can then be made based on all tests and observations and may consist of acceptance at a reduced price or removal and replacement of unacceptable material.
 
Both QC and QA will use the following procedures to determine volumetrics of the mix and compliance with Standard Specification Sections 403.5.3 through 403.5.5. These procedures are discussed in greater detail in the Levels 1 and 2 Bituminous Training.
 
In situations where a retained sample must be tested, the following procedure should be used to reheat the sample. Heat the sample in an oven until the mix is workable. Take the mix out of the sample container (box, bucket, etc.) and spread it in a large pan or several smaller pans. Using this procedure, the mix will reach the molding temperature much quicker than it would if it were left in a mass in the sample container. Also, less aging of the mix occurs since the mix is in the oven for a shorter period of time. Once the mix has reached an acceptable temperature, quarter split the mix. The split portions to be used for making gyratory specimens shall then be heated to the compaction temperature. The entire suite of tests must be performed on a retained sample.
 
'''Gradation''' (Sec 403.5.1)
 
See Sieve Analysis in [[460.3 Plant Inspection|Plant Inspection]]. The gradation of the mix
is not a pay factor item. However, it does have a significant influence on the volumetrics of the mix. Samples may be taken from the hot bins at a batch plant or from the combined cold feed at a drum plant. It is acceptable to determine gradation from the binder ignition sample according to AASHTO Standard Test Method T 308. Contractors should be allowed the option provided that the chosen method is spelled out in the Quality Control Plan. Gradations of extracted samples would be satisfactory as well. QC is required to sample the aggregate and perform a sieve analysis twice per lot. QA is required to independently sample the aggregate and perform a sieve analysis once per lot. These testing requirements are minimums and should be increased as necessary. Minor deviations outside the tolerances given in Standard Specification Sections 403.5.1.1 or 403.5.1.2, whichever is applicable, may be allowed if the test results indicate that the binder content, volumetrics, and density of the mix are satisfactory. If the test results are unsatisfactory, adjustments of the JMF, in accordance with Standard Specification Section 403.11, are necessary.
 
'''Stone Matrix Asphalt Tolerances''' (Sec 403.5.1.1)
 
The tolerances from the JMF for SMA mixes are given in Standard Specification Section 403.5.1.1.
 
'''Mixture Tolerance''' (Sec 403.5.1.2)
 
During production, the combined aggregate gradation must be within the following limits:
 
{| class="wikitable" style="margin: 1em auto 1em auto"
|-
|-
! Colspan="4" style="background:#BEBEBE" | Percent Passing by Weight
| rowspan="4" | '''CIP Piles - Steel Pipe Shells''' || Clay || Alpha - Tomlinson || <math> \phi_{dyn}</math><sup>2</sup> || <math> \phi_{dyn}</math><sup>2</sup>
|-
|-
!style="background:#BEBEBE"|Sieve Size||style="background:#BEBEBE"|SP250||style="background:#BEBEBE"|SP190||style="background:#BEBEBE"|SP125
| rowspan="3" | Sand || Nordlund<sup>3</sup> || 0.45 - Gates<br>0.45 - WEAP<br>0.55 - PDA || 0.45 - Gates<br>0.45 - WEAP<br>0.55 - PDA
|-
|-
| 1 ½ in. || 100 || -- || --
| LCPC<sup>4</sup> || 0.70 || 0.45
|-
|-
|1 in.|| 90-100 || 100 || --
| Schmertmann<sup>5</sup> || 0.50 || 0.50
|-
|}
|¾ in.|| 92 Max. || 90-100 || 100
 
|-
{|border="0" style="text-align:left; width: 750px" align="center"  cellspacing="0"
|½ in.|| -- || 92 Max. || 90-100
|-
|3/8 in.|| -- || -- || 92 Max.
|-
|-
|#4||--||--||--
| <sup>1</sup> For mixed soil profiles the lowest applicable resistance factor for clay or sand may be used to simplify the analysis.
|-
|-
|#8||17-47||21-51||26-60
| <sup>2</sup>  ϕ<sub>dyn</sub> = see following section.
|-
|-
|#16||--||--||--
| <sup>3</sup>The Nordlund method is recommended for sand layers in mixed soil profiles where CPT data is not available.
|-
|-
|#30||--||--||--
| <sup>4</sup>The resistance factors associated with the LCPC method are not statistically calibrated for reliability, but studies have shown this method to be one of the most reliable methods for predicting soil behavior from CPT data.
|-
|-
|#50||--||--||--
| <sup>5</sup>Per LRFD 10.7.3.8.6g the Schmertmann method shall only be used for sands and nonplastic silts with CPT data.
|-
|-
|#100||--||--||--
| For more detailed guidance see [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].
|-
|#200||1-7||2-8||2-10
|}
|}


'''Density''' (Sec 403.5.2)
'''Driving Resistance Factor, ϕ<sub>dyn</sub>:'''
 
See also Density in [[460.3 Plant Inspection|Plant Inspection]] Density Samples in [[460.6 Paving Operations|Paving Operations]]. One sample per sublot will be taken for QC testing. QA will randomly test one of the samples from each lot to verify that a favorable comparison is obtained. These testing requirements are minimums and should be increased as necessary. SMA mixes shall have a minimum density of 94.0% with no upper limit. All other mixes shall have a density of 94.0 ±2.0%.
 
'''Shoulder Density''' (Sec 403.5.2.1) and '''Integral Shoulder''' (Sec 403.5.2.2)
 
If the shoulders and the traveled way are placed in the same pass (integrally), the cores will be taken on the traveled way. No cores will be taken on the shoulder. For example, if the paving width is 16’ with a 12’ travel lane and a 4’ shoulder, the shoulder will not be subject to density testing.
 
'''Asphalt Content''' (Sec 403.5.3)
 
QC is required to sample and test the mix for the binder content once per sublot and QA is
required to independently sample and test the mix once per lot. These testing requirements are
minimums and should be increased as necessary. During production, the binder content of the
mix, as determined by sampling and testing, shall be within ±0.3% of the target listed on the JMF.
 
<div id="Voids in the Mineral Aggregate (VMA) (Sec 403.5.4)"></div>
'''Voids in the Mineral Aggregate (VMA)''' (Sec 403.5.4)
 
QC is required to sample and test the mix for the VMA once per sublot and QA is required
to independently sample and test the mix once per lot. These testing requirements are minimums
and should be increased as necessary. The VMA of the mix shall be within –0.5% and +2.0% of
the minimum required for the corresponding mix type (see Standard Specification Section 403.4.6.2).


The following table gives the ranges for each mix type:
The Driving Resistance factor shall be selected from LRFD Table 10.5.5.2.3-1 based on the method to be used in the field during construction to verify nominal axial compressive resistance.


{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|-
! Pile Driving Verification Method !! Resistance Factor,<br/><math> \phi_{dyn}</math>
!style="background:#BEBEBE"|Mix Type||style="background:#BEBEBE"|VMA Limits (percent)
|-
|align="center"| SP250 ||align="center"| 11.5-14.0
|-
|align="center"|SP190||align="center"| 12.5-15.0
|-
|-
|align="center"|SP125||align="center"| 13.5-16.0
| FHWA-modified Gates Dynamic Pile Formula<br/>(End of Drive condition only) || 0.40
|-
|-
|align="center"|SP095||align="center"|14.5-17.0
| Wave Equation Analysis (WEAP) || 0.50
|-
|-
|align="center"|SP048||align="center"| 15.5-18.0
| Dynamic Testing (PDA) on 1 to 10% piles || 0.65
|-
|-
|align="center"|SMA||align="center"| 16.5-19.0
| Other methods || Refer to LRFD Table 10.5.5.2.3-1
|}
|}


'''Air Voids (V<sub>a</sub>)''' (Sec 403.5.5)
Use [https://epg.modot.org/index.php/751.50_Standard_Detailing_Notes#G7._Steel_HP_Pile EPG 751.50 Standard Detailing Note G7.3] on plans as required for end bearing piles driven to rock. This requirement shall apply to any type of rock meaning weak to strong rock including stronger shales where HP piling is anticipated to meet refusal. The verification method shown on the plans is only used to verify the nominal axial compressive resistance prior to reaching practical refusal. If the practical refusal criterion is met the field verification method shown on the plans is no longer considered valid.


QC is required to sample and test the mix for the air voids once per sublot and QA is
For end bearing piles tipped in shale, sandstone, or rock of uncertain strength at any loading where the likelihood of pile damage is increased, the Foundation Investigation Geotechnical Report (FIGR) should give a recommendation for dynamic pile testing (PDA) or no PDA. For most end bearing piles, where a recommendation for field verification is not given in the FIGR, the designer will need to determine whether gates or WEAP is required for the pile driving verification method based on the loading demands on the pile or other factors.
required to independently sample and test the mix once per lot. These testing requirements are
minimums and should be increased as necessary. The V<sub>a</sub> for all mixes shall be 4.0 ±1.0%.


<div id="Tensile Strength Ratio (TSR) (Sec 403.5.6)"></div>
For piles bearing on hard rock with MNACR less than 600 kips, FHWA-modified Gates Dynamic Pile Formula should be listed as verification method, and practical refusal criterion should control end of driving criteria. FHWA-modified Gates Dynamic Pile Formula is not considered accurate for pile loading (Minimum Nominal Axial Compressive Resistance) exceeding 600 kips. When pile loading exceeds 600 kips, use wave equation analysis, dynamic testing, or other method. Consideration should be given to using additional piles to reduce the MNACR below 600 kips.  
'''Tensile Strength Ratio (TSR)''' (Sec 403.5.6)


The TSR is used to evaluate the impact that water saturation and freeze-thaw cycles have on the strength of an asphalt mix. It can also be used to predict the susceptibility of the mix to
Under special circumstances when rock limits or conditions are nonuniform, WEAP should be considered in order to limit pile damage since it requires further scrutiny of the site conditions with the proposed pile driving system.
stripping.  
Dynamic Testing is recommended for projects with friction piles where the soil profile is comprised primarily of sand. For bridges where the soil profile is comprised primarily of clays or evenly mixed clays and sands the recommended verification method is WEAP. When WEAP is specified as the pile driving criteria for friction pile, provide standard note E2.28 below the foundation table. For more detailed guidance see [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].


During production, loose mix samples will be taken and quartered as described in [[#403.1.5 Mixture Production Specification Limits (Sec 403.5)|Mixture Production Specification Limits]]. TSR samples need to be taken from random locations. However, they should be taken whenever it is convenient to production, such as during a big gap between QC volumetric tests. By specification, sampling locations are from the roadway behind the paver, however, should the MoDOT inspector deem this an unsafe or impractical location, the sample may be taken from the plant. The QA sample(s) should be taken from the same point as the QC sample(s). If QC takes their sample from the plant, QA should take their sample from the plant also. This does not mean that QA should be taking their samples at the same time as QC. Two opposite quarters will be retained and the remaining two quarters will be mixed together and tested in accordance with AASHTO T283.
===751.36.5.4 Downdrag and Losses to Geotechnical Resistance due to Scour and Liquefaction===


QC should obtain enough mix to retain a sample. QC will sample and test each mix at a minimum of once every 10,000 tons, or fraction thereof. QA will independently sample and test each mix at a minimum of once every 50,000 tons. The TSR sampling requirements are best described with an example. Suppose that 112,960 tons of SP190 are to be placed on a project. By specification, QC is required to take twelve samples and QA is required to take three samples. There are two possible scenarios for sampling this mix. QC may take eleven samples representing 10,000 tons each and a twelfth sample that represents the remaining 2,960 tons. Or QC may take ten samples that represent 10,000 tons each and two samples that represent the remaining 12,960 tons (6,480 tons each). Either scenario is acceptable. Likewise, QA may take two samples representing 50,000 tons each and a third sample that represents the remaining 12,960 tons. Or QA may take one sample that represents 50,000 tons and two samples that represent the remaining 62,960 tons (31,480 tons each). The contract quantity may be used to approximate sample 1 locations.
Downdrag and Losses to Geotechnical Resistance due to Scour and Liquefaction (kips), '''LRFD 10.7.3.6, 10.7.3.7, and AASHTO Guide Specifications for LRFD Seismic Bridge Design (SGS) 6.8.'''


MoDOT should collect at least 250 pounds of asphalt mix for the QA sample, 125 pounds is retained by the RE and the other 125 pounds is sent to the Central Laboratory (typically) in 4 – 13” x 13” x 4.5” boxes for QA testing. Each box must be labeled on one side with the AASHTOWARE Project (AWP) ID, Mix Type, VMA Limits (percent) number and the mix number. An AWP record must be created for each sample, which must include all required information, the mix number, sample date, and the represented tonnage. The represented tonnage is explained in the example in the preceding paragraph. It is recommended to include the lot and sublot to the AWP record as additional information.
Downdrag, liquefaction and scour all reduce the available skin friction capacity of piles. Downdrag <math>\, (DD)</math> is unique because it not only causes a loss of capacity, but also applies a downward force to the piles. This is usually attributed to embankment settlement.  However, downdrag can also be caused by a non-liquefied layer overlying a liquefied layer. Review geotechnical report for downdrag and liquefaction information.


Additional information that may be included in the AWP record is the G<sub>mm</sub> from the sublot that the sample was taken in (QC or QA) and the specimen weight that QC has been using. The specimen weight may be different from that shown on the JMF because of bin percent changes, etc. This information is helpful because it results in less trial-and-error for the Central Laboratory.
===751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile ===


In the laboratory, a minimum of six specimens are compacted to a height of approximately 95 mm. The air voids of the specimens are calculated. For all mixes other than SMA, the air voids must be within 7.0 ±0.5%. For SMA mixes, the air voids must be within 6.0 ±0.5%. Half of these specimens are saturated, frozen, and thawed. These are the conditioned specimens. The degree of saturation of the conditioned specimens is also calculated. The remaining specimens are unconditioned. Then, the indirect-tensile strength of all of the specimens is determined. Therefore, the TSR is the ratio of the average tensile strength of the conditioned specimens to the average tensile strength of the unconditioned specimens.
The PNDC equations provided herein assume the piles are continually braced. This assumption is applicable for the portion of piling below ground or confined by solid wall encasement. If designing a pile bent structure, scour exists or liquefaction exists, then the pile shall be checked considering the appropriate unbraced length.
<div id="A favorable comparison will be obtained"></div>


A favorable comparison will be obtained if the QC and QA test results are within 10% of each other. The contractor’s pay will be adjusted in accordance with Standard Specification Section 403.23.5 based on the QC test results. For example, if the QC TSR is 95% and the QA TSR is 93%, a favorable comparison has been obtained and the contractor will receive a 3% bonus. However, if the difference is greater than 10%, the field office should be consulted. The field office will evaluate the air voids and saturation levels. The raw data should be collected from QC and forwarded to the field office for comparison in order to determine whether it will be necessary to proceed with 3<sup>rd</sup> party testing. QC and QA retained samples should be kept for an extended period of time so that they may be used during dispute resolution, if necessary.
'''Structural Steel HP Piles'''


The QC data should be reported in AWP (Test - SAA402AB). Contractors may report their own test results using the TSR Contractor Reporting Excel to Oracle Spreadsheet available on the MoDOT [http://www.modot.org/business/contractor_resources/Quality_Management/ Quality Management] website. Furthermore, this information is quarried regularly and, provided that a favorable comparison is reached, used to signal the appropriate time for disposal of the remaining TSR sample at the Central Lab.  
:<math>\, PNDC = 0.66^\lambda F_y A_S</math>
<div id="Aggregate Properties"></div>


'''Aggregate Properties''' (Sec 403.5.7)
:Since we are assuming the piles are continuously braced, then <math>\,\lambda</math>= 0.  


The aggregate consensus tests (Fine and Coarse Aggregate Angularity, Clay Content, and Thin, Elongated Particles) are performed on the blended aggregate. The aggregate will be sampled from the combined cold feed whether dealing with a drum-mix plant or a batch plant. Aggregate samples should be taken in accordance with AASHTO R 90.
:{|
|<math>\, F_y</math>||is the yield strength of the pile
|-
|<math>\, A_S</math>||is the area of the steel pile
|}


For each mix that is produced, QC shall sample the aggregate and perform the consensus tests once every 10,000 tons with a minimum of one per mix per project. QA will independently sample the aggregate and perform the consensus tests once per project. QA should also test a minimum of one QC retained sample per project. For large projects, enough QC retained samples should be tested to ensure that QC is performing the tests correctly. These testing requirements are minimums and should be increased as necessary. During production, the following tolerances are applied (see Standard Specification Sections 403.2.1 through 403.2.5 and [[media:403 Figure Consensus Testing.pdf|Consensus Testing]]).
'''Welded or Seamless Steel Shell (Pipe) Cast-In-Place Piles (CIP Piles)'''


{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
:<math>\, PNDC = 0.85 f'_c Ac+F_y A_{st}</math>
 
:{|
|<math>\, F_y</math>||is the yield strength of the pipe pile
|-
|-
!style="background:#BEBEBE"|Property||style="background:#BEBEBE"|Tolerance
|valign="top"|<math>\, A_{st}</math>||is the area of the steel pipe (deducting 12.5 % ASTM tolerance and 1/16 inch corrosion where appropriate.)
|-
|-
| FAA || 2% below the minimum
|<math>\, f'_c</math>||is the concrete compressive strength at 28 days
|-
|-
| CAA || 5% below the minimum
|<math>\, Ac</math>|| is the area of the concrete inside the pipe pile
|-
| Clay Content|| 5% below the minimum
|-
|Thin, Elongated Particles|| 2% above the maximum
|}
|}


'''Moisture Content''' (Sec 403.5.9)
:Maximum Load during pile driving = <math>\, 0.90 (f_y A_{st})</math>


See also Asphalt Binder Content in [[460.3 Plant Inspection|Plant Inspection]].
Welded or Seamless Steel Shell shall be ASTM A252 Modified Grade 3 (50 ksi). ASTM A252 states “the wall thickness at any point shall not be more than 12.5% under the specified nominal wall thickness.” AASHTO recommends deducting 1/16” of the wall thickness due to corrosion (LRFD 5.13.4.5.2). Corrosion need not be considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis deduct 12.5% of specified nominal wall thickness (ASTM A252). For structural design deduct 12.5 % (ASTM A252) and 1/16” for corrosion (LRFD 5.13.4.5.2) from specified nominal wall thickness.


'''Contamination''' (Sec 403.5.10)
===751.36.5.6 Preliminary Factored Axial Design Capacity (PFDC) of an Individual Pile ===


See Material Acceptance in [[460.6 Paving Operations|Paving Operations]].
:PFDC = Structural Factored Axial Compressive Resistance – Factored Downdrag Load


===751.36.5.7 Design Values for Steel Pile===
====751.36.5.7.1 Integral End Bent Simple Pile Design ====
The following design values may be used for integral end bents where the simple pile design method is applicable per [[751.35 Concrete Pile Cap Integral End Bents#751.35.2.4.2 Pile Design|EPG 751.35.2.4.2 Pile Design]].  These values are not applicable for soils subject to liquefaction or scour where  unbraced lengths may alter the design.


=====751.36.5.7.1.1 Design Values for Individual HP Pile=====


<center>
F<sub>y</sub> = 50 ksi. End Bearing Piles (HP piles) anticipated to be driven to rock.
{|border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
!Pile Size!!A<sub>s</sub><br/>Area,<br/>sq. in.!!Structural<br/>Nominal<br/>Axial<br/>Compressive<br/>Resistance<br/>PNDC<sup>1,2</sup>,<br/>kips!!Φ<sub>c</sub><br/>Structural<br/>Resistance<br/>Factor<sup>4,5</sup>,<br/>LRFD 6.5.4.2!!Structural<br/>Factored<br/>Axial<br/>Compressive<br/>Resistance<sup>2,3,4</sup>,<br/>kips!!0.9*ϕ<sub>da</sub>*F<sub>y</sub><br/>Maximum<br/>Nominal<br/>Driving<br/>Stress,<br/>LRFD 10.7.8,<br/>ksi
|-
|HP 12x53|| 15.5|| 775|| 0.35|| 271|| 45.00
|-
|HP 14x73|| 21.4|| 1070|| 0.35|| 375|| 45.00
|-
|colspan="6" align="left"|'''<sup>1</sup>''' Structural Nominal Axial Compressive Resistance for fully embedded piles only. <br/><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Minimum Nominal Axial Compressive Resistance  =  Required nominal driving resistance, R<sub>ndr</sub><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; = (Maximum factored axial loads / ϕ<sub>dyn</sub>) ≤ Structural nominal axial compressive resistance, PNDC &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;LRFD 10.5.5.2.3<br/><br/>
'''<sup>2</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.
<br/><br/>'''<sup>3</sup>''' Maximum factored axial load per pile  ≤  Structural factored axial compressive resistance.
<br/><br/>'''<sup>4</sup>''' Values are applicable for Strength Limit States.
<br/><br/>'''<sup>5</sup>''' Use (Φ<sub>c</sub>) = 0.35 instead of 0.5 for structural resistance factor (LRFD 6.5.4.2)
<br/><br/><br/>'''Notes:
<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD Table 10.5.5.2.3-1
<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]]. 
<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42.  Do not show minimum hammer energy on plans.
<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]]
<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|}
</center>


===403.1.17 Quality Control (Sec 403.17)===
=====751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile=====


Under QC/QA, the contractor performs quality control (QC) testing. The contractor is paid based on the results of the randomly located QC tests for Superpave mixes. Beyond random QC tests, quality control by the contractor consists of constantly monitoring materials integrity, mix production and laydown operations to ensure overall acceptability.
<center>
 
Modified Grade 3 F<sub>y</sub> = 50 ksi; F'<sub>c</sub> = 4 ksi; Structural Axial Compressive Resistance Factor, (Φ<sub>c</sub>)<sup>1,3</sup> = 0.35
<div id="Asphalt Test Results (Sec 403.17.1.1)">
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
'''Asphalt Test Results''' (Sec 403.17.1.1)
|-
 
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup>
A copy of all random QC test results shall be furnished to the QA inspector no later than the beginning of the day after testing has been performed. All raw data and printouts must be included with the testing records. Raw data consists of all weights, measurements, etc. used to arrive at the final test results. Printouts include the gyration/height data from the gyratory compactor and the asphalt content ticket from the binder ignition oven or nuclear gauge. The QC testing records must be made available to the QA inspector at all times.
|-
 
! Pile Outside Diameter O.D., in. !! Pile Inside Diameter I.D., in. !! Minimum Wall Thickness, in. !! Reduced Wall thick. for Fabrication (ASTM A252), in. !! A<sub>s</sub>,<sup>4</sup><br/>Area<br/>of<br/>Steel<br/>Pipe,<br/>sq. in. !! Structural<br/>Nominal<br/>Axial<br/>Compressive<br/>Resistance<br/>P<sub>n</sub><sup>5,6,7</sup>,<br/>kips !! Structural<br/>Factored Axial<br/>Compressive<br/>Resistance<sup>1,7,8</sup>,<br/>kips !! 0.9*ϕ<sub>da</sub>*F<sub>y</sub>*A<sub>s</sub><br/>Maximum<br/>Nominal<br/>Driving<br/>Resistance<sup>6</sup>,<br/>LRFD 10.7.8,<br/>kips
It is QC’s responsibility to take appropriate action if unsatisfactory mix is being produced. This may include making adjustments to the plant to bring the mix back into specification, sampling the mix from the roadway and performing informational testing, removing mix from the roadway, etc.
|-
 
| rowspan="2" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 323 || 831
'''Informational Tests'''
 
An informational test is a test that QC may perform between random testing to determine whether or not the mix is within specifications. Informational testing is not required and may be performed at any time and at any frequency. Generally, informational testing will be performed early in the production period. The informational test may not be completed in full. For example, QC may only compact the gyratory specimens. Doing so will yield specimen heights and the contractor may or may not make production adjustments based on these heights. Informational test samples must be clearly marked as such if they are tested and stored in the field laboratory.
 
QC is not required to provide the QA inspector with informational test results, since informational tests cannot be used in the QC process to determine pay factors, The timing of random number locations being given to the contractor, typically 100 to 150 tons in advance, is meant to protect the integrity of the statistical sampling process. QA always has the option of taking its own informational samples.
 
Informational test data may be used to determine asphalt removal limits if it is adequately documented. It should not be used for QLA under any circumstances. To be considered adequately documented the following criteria should be met:
 
*The gyratory pucks should be clearly identified and labeled and made available for verification.
*The gyratory printout should be available.
*The printout from the AC test should be available.
 
If the preceding conditions are met and the gyratory specimens are used to troubleshoot the placement, the specimens can then be weighed and bulked to determine the volumetric properties. Data from informational tests is approximate. Its only legitimate use to the QA inspector is to help determine the point on the roadway where the mixture transitioned either above or below the removal limits. We don’t want to remove acceptable mix or leave unacceptable mix in place.
 
'''Removal Limits'''
 
As an example of how informational tests may be used to designate removal limits of failing QC samples, the following situation is provided. The random QC sample shown in the diagram below fell late in sublot ‘a’ and test results indicated that voids were below the limits for removal. By specification sublot ‘a’ should be removed. By the time the test results were available and corrective action was taken, the contractor had crossed into sublot ‘b’. Assuming that mix properties were acceptable at the beginning of sublot ‘a’, the actual limits of unacceptable material are indicated by the dashed lines.
 
Adhering strictly to the specification, it is likely that acceptable material early in sublot ‘a’ will be removed, and it is also likely that unacceptable material early in sublot ‘b’ will be left in place. An adequately documented informational test may be used to zero in on the transitions out of, and back into, acceptable mix. It doesn’t matter that the data is approximate, only that it is above the limit for removal.
 
Random tests within removal limits are to be replaced by an equal number of random QC test locations, regardless of tonnage. For example, if 750 tons replace an area covered by two random tests, the new tests would be randomly chosen in each 375 ton portion of the replaced mixture.
 
The resident engineer has the option to determine removal limits based on puck height, provided that the informational test data is consistent with previous production.
 
[[image:403_removal_limits.png|950px|center|thumb|<center>]]
 
When the random QC density core is below or above the removal limits, additional cores may be cut using the following procedure to determine the area of removal. Locations 250’ parallel to the centerline, ahead and back of the failing QC location, will be determined by the engineer. Cores will be cut in these locations and tested. If both sets of cores are not below or above the removal limits, the 500’ section will be removed and replaced with acceptable material and a new random QC core will be cut with-in the new pavement. If either set of the cores are below or above the removal limits, the whole sublot or the area in which the density core represents is subject to removal.
 
Any sublot of material with air voids in the compacted specimens less than 2.5 percent shall be evaluated with Hamburg testing and removed and replaced with acceptable material by the contractor if the rut depth is greater than 14.0 mm.
 
<div id="level of service (LOS)"></div>
'''Inertial Profiler Test Results''' (Sec 610)
Surface of the pavement should be thoroughly tested with an inertial profiler or straightedge as required by [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=9 Sec 610]. The procedures for testing with an inertial profiler and analyzing the results with the ProVAL software program are set forth in [[106.3.2.59 TM-59, Determination of the International Roughness Index|EPG 106.3.2.59 TM-59, Determination of the International Roughness Index]].
 
'''Bituminous Quality Control Plan''' (Sec 403.17.2)
 
The contractor documents the QC method with a quality control plan (QC Plan*). The QC plan for Superpave mixes shall include the contact information of the contractor’s QC representative, lot and sublot sizes and how they will be designated, the test method for determining asphalt binder content, the number of cores to be cut for density determination, and the independent third party for dispute resolution. The QC plan is approved by MoDOT Construction and Materials and used as a contract document during mix production. Contractor technicians who perform materials testing shall be certified through the MoDOT Technician Certification Program (TCP).
 
*Note*: A QC Plan is not required for bituminous base (BB) and pavement (BP) mixes.
 
Up to 3 cores are allowed at each random location, but only if spelled out in the QC plan. In the drawing below, the cylinder represents the station and offset of the random location. Best management practice is for QA to mark that location on the pavement. The first density core should have that marking on it. Any additional cores should be taken along a straight line, parallel to the centerline, within 1 foot either side of the random location.
 
[[image:403_2foot.png|350px|center|thumb|<center>]]
 
'''Plant Calibration''' (Sec 403.17.2.2)
 
See [[:Category:404 Bituminous Mixing Plants|Bituminous Mixing Plants]].
 
'''Retained Samples''' (Sec 403.17.2.3)
 
QC must retain the portion of each sample that is not tested after the sample has been reduced to testing size. This includes gradation, consensus, TSR, and volumetrics samples. The retained samples must be clearly identified in accordance with Standard Specification Section 403.17.2.3 and stored in the field laboratory for a minimum of 7 days. Also, all cores must be retained for a minimum of 7 days. Notwithstanding the 7 day minimum, retained samples should not be discarded until all comparison issues with the lot are resolved. If space at the field lab is an issue, the sample should be stored at the project office.
 
There is no legitimate reason for unidentified samples to be in the field laboratory. The QA inspector should insist that all test specimens in the field laboratory be marked as soon as they are cool enough. The identifying mark should be permanent, unique, and indicate what the sample is.
 
When running a QC split sample, the comparisons should be within the tolerances shown in the following table:
 
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|-
|-
!style="background:#BEBEBE"|Loose Mix Property||style="background:#BEBEBE"|Tolerance
| 12.75 || 0.625<sup>9</sup> || 0.55 || 22.84 || 1142 || 400 || 1028
|-
|-
|align="center"| G<sub>mb</sub> ||align="center"| 0.010
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 371 || 955
|-
|-
|align="center"|G<sub>mm</sub>||align="center"| 0.010
| 14.75 || 0.625<sup>9</sup> || 0.55 || 26.28 || 1314 || 460 || 1183
|-
|-
|align="center"|AC %||align="center"| 0.1%
| rowspan="2" | 20 || 19 || 0.5 || 0.44 || 26.72 || 1336 || 468 || 1202
|}
 
'''Gradation Sample''' (Sec 403.17.2.3.1)
 
QC will retain the portion of their gradation sample that is not tested. This includes the sample of the combined cold feed from a drum plant and all hot bin samples from a batch plant. Aggregate samples should be taken in accordance with AASHTO R 90.
 
'''Loose Mix Sample''' (Sec 403.17.2.3.2)
 
A loose mix sample consisting of roughly 100 lbs. will be taken from the roadway behind the paver, in accordance with AASHTO T168, at the required frequency. The sample will be thoroughly mixed and quartered in accordance with AASHTO R47, or with an approved splitting/quartering device. Two opposite quarters will be retained for testing during the dispute resolution process, if necessary. The remaining two quarters will be mixed together and quartered again.
 
The required weight of mix, as listed on the JMF, will be taken from one quarter and used to compact a specimen in accordance with AASHTO T312. The mix will be compacted to Ndes gyrations while the mix temperature is within the molding range listed on the JMF. Using the opposite quarter, follow the same procedure for the second specimen. The Gmb of each specimen will be determined and the average will be used to calculate the air voids Va and the voids in the mineral aggregate (VMA). By specification, a minimum of two compacted specimens must be used to calculate these properties.
 
A third quarter will be used to determine the Gmm of the mix in accordance with AASHTO T209. The minimum sample size for each type of mix can be found in the training manual. This property is used to calculate the Va and density. The volume of the sample, which is needed in the calculation, can be determined by either the weigh-in-air method or the weigh-in-water method. The weigh-in-air method consists of weighing the sample and container (with the lid) completely filled with water in air. The weigh-in-water method consists of weighing the sample and container (without the lid) completely submerged in water.
 
The remaining mix should be mixed together and quartered again. To determine the binder content using the nuclear gauge, enough mix should be taken from opposite quarters. The required weight of mix is listed on the JMF. A moisture content sample should be taken from the same quarters. To determine the binder content using the binder ignition oven, enough mix should be taken from one quarter. The minimum sample size for each type of mix can be found in the training manual. A moisture content sample should be taken from the same quarter. Sometimes the ignition oven may not shut itself off. The oven may be shut off manually as long as 3 consecutive readings show less than 0.01% loss. The sample should be examined to assure that a complete burn has been achieved. This will be considered a valid test.
 
'''Quality Control Laboratory''' (Sec 403.17.3)
 
The contractor is required to provide an appropriately equipped QC laboratory, however, it is not required to be at the plant. The contractor is also required to provide office space at the asphalt plant for the QA inspector to work on records and reports. Usually, these two requirements are met with one structure, but not always. The intent of the specification will be met if the QA inspector is provided with suitable facilities at the plant, but the lab is located offsite at another location, such as between the jobsite and the plant. The laboratory should have internet access in the event that cell phone service is not available.
 
'''Calibration Schedule''' (Sec 403.17.3.1)
 
Calibrations and verifications of the testing equipment are very important. If the equipment has not been calibrated or verified as required, false test results may be obtained. The maximum intervals are given in Standard Specification Section 403.17.3.1. These frequencies are taken from the AASHTO test methods and/or the manufacturer’s recommendations.
 
'''Calibration Records''' (Sec 403.17.3.1.2)
 
Periodically, the QA inspector should check the QC calibration records to ensure that the equipment has been calibrated or verified in accordance with Standard Specification Section 403.17.3.1.
 
 
 
='''REVISION REQUEST 4009'''=
 
 
===502.1.11 Contractor Quality Control (Sec 502.11)===
'''Gradation and Deleterious Material (Sec 502.11.2.1.1)'''
 
: '''Aggregate Sampling Hints:'''
 
: '''Bin Discharge'''
:* Ensure sampling device cuts entire stream of material
:* Do not over fill the sample device
:* Ensure sampling device is cleaned out
:* Plant operating at usual production rates
:* Obtain 3 or more equal increments
:* Use AASHTO R 90
 
: '''Belt'''
:* Sample template fits the belt
:* Sweep all the fines from the belt
:* Obtain 3 or more increments
:* Ensure that the contractor is aware that a belt sample is being obtained
:* Ensure that template is pushed all the all the way to the belt
:* AASHTO R 90
 
: '''After Sampling Aggregate'''
:* Ensure that the proper sample size was obtained
:* [[:Category:1001 General Requirements for Material#1001.3 Sampling Procedures|EPG 1001.3 Sampling Procedures]]
:* Remix material during splitting process
:* MoDOT Test Method T-66
:* Use AASHTO T-248 splitting procedure
 
: '''Aggregate Testing Hints'''
:* Ensure sieves not damaged
:* Ensure nesting sieve is used
:* Do not over load the sieves
:* Ensure sieves are cleaned
:* Ensure proper test sample size used
:* [[:Category:1001 General Requirements for Material#1001.5.1.2 Sample Preparation|EPG 1001.5.1.2 Sample Preparation]]
:* Make sure balance is calibrated and level
 
: '''Deleterious Testing Hints'''
:* Ensure proper testing size
:* For Coarse Aggregate
:* [[:Category:1001 General Requirements for Material#1001.5.3 Percent Deleterious Substances in Coarse Aggregate|EPG 1001.5.3 Percent Deleterious Substances in Coarse Aggregate]]
:* [[:Category:1001 General Requirements for Material#1001.5.5 Percent Other Deleterious Substances, Clay Lumps and Shale in Fine Aggregate|EPG 1001.5.5 Percent Other Deleterious Substances, Clay Lumps and Shale in Fine Aggregate]]
:* Ensure balance is calibrated and level
:* Do not soak in water
:* Ensure proper lighting
 
'''Moisture Content (Sec 502.11.2.1.2)'''
 
: '''Moisture Content Testing Hints'''
:* Ensure balance is calibrated and level
:* Use correct sample size
:* Prevent loss of material when stirring
:* Do not over heat sample
:* Use glass plate to check for moisture
:* Use air-tight container to prevent moisture loss prior to testing
 
'''Slump (Sec 502.11.2.2)'''
 
: '''Slump Testing Hints'''
:* Perform test within 2 1/2 minutes
:* Fill mold in 3 equal volumes
:* Do not use rebar as tamper rod
:* Perform on level ground
:* Pre-wet equipment before testing
:* Lift mold straight up
:* Rod concrete properly
 
'''Entrained Air Content (Sec 502.11.2.3)'''
 
: '''Air Content Testing Hints'''
:* Rod concrete properly
:* Fill mold in 3 equal layers
:* Perform on level ground
:* Do not use rebar as tamping rod
:* Use aggregate correction factor
:* Tap sides of bowl after each layer
:* Pre-wet equipment before testing
:* Use calibrated equipment
 
 
='''REVISION REQUEST 4020'''=
 
 
 
===501.1.6 Measurement of Material (Sec 501.6)===
 
====501.1.6.1 Mass Determination (Sec 501.6.1)====
The plant inspector must assure that all equipment is of an approved design and that all
installations meet requirements of the specifications. There must be no attachments to scales or
weighing hoppers which might hamper free movement of any part of the weighing mechanism, or
cause inaccurate weighing during actual operation of the equipment.
 
====501.1.6.2 Mixing Water (Sec 501.6.2)====
Control of the amount of water added to the batch at the concrete mixer is a highly important
part of the proportioning process. This is true whether water is being added through a paving
mixer or is being added to central or truck mixed concrete at the plant. The inspector should be
acquainted with the mechanical operation and construction of the water system. All joints should
be water tight and all valves should close tightly. Leakage of water into the mixer before or after the measuring tank has been discharged should not be permitted.
 
====501.1.6.3 Scale Calibration (Sec 501.6.3)====
Scales may be calibrated in the following manner: Balance the scales accurately with no load. Use standard test weights for the test load. Test weights are suspended from the weighing hopper in such a manner that the test load is uniformly distributed. Load the aggregate scales, using combinations of weights totaling approximately 2000 pounds with test weights as required by [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 501] of the Standard Specifications, and record scale reading. Remove weights and draw 2000 pounds of aggregate equal to the test load from the bins into the weighing hopper. Apply 2000 pounds of standard weights and record scale reading again. Repeat this procedure of drawing up aggregate, adding test weights, and recording scale weights until each scale has been calibrated to a load approximately 5% greater than the maximum working load. Cement scales should be calibrated in the same manner with approximately 500 pounds of test weights. Aggregate or cement scales may be calibrated using different weight increments, if approved by the engineer.
 
PCC pavement plants should be calibrated before actual proportioning starts from any new plant set up. Scale verification by the contractor or producer shall occur six months after the last plant calibration.
 
Calibration for other than PCC pavement plants should be at the start of the construction season. Plants located in urban areas may require more frequent calibration. Verification is required to determine if any wear and tear on the weighing equipment has occurred during the previous six months.
 
Check sensitivity of the scale during the calibration test by applying a small weight and observing movement of the indicator. For aggregate scales, this weight should be 5 pounds and for cement scales, 2 pounds or less. In any case, the sensitivity weight should not be greater than 0.1% of the nominal capacity of the scale. Movement on the indicator should be sufficient to indicate that the scale is out of balance.
 
Check the balance of each scale assembly with all weigh beams in the system free and the weight indicator counterweights moved to zero.
 
The inspector should check scales for balance and sensitivity of each scale assembly at random at least twice each day. These checks should be noted in the diary.
 
Verification of weighing equipment will consist of balancing the scales and then loading the scale to approximately 250 pounds below the scale setting, then adding approximately 500 pounds of standard test weight in not more than 150 pound increments to bring the scale to approximately 250 pounds over the scale setting.
 
These weight intervals for calibration, verification, balance and sensitivity are considered to be the maximum. If difficulty is encountered with the batching operation or if any of the aforementioned checks indicate excessive deviations, the plant should be recalibrated to ensure compliance.
 
[https://www.modot.org/missouri-standard-specifications-highway-construction Sec 502.4.5] of the Standard Specifications sets out certain conditions under which automatic batching equipment must be furnished. In addition to calibration procedures, automatic equipment must be checked for compliance with requirements of Sec 502.4.5 of the Standard Specifications. It is particularly important to ascertain that the discharge
mechanism will not operate when ingredients have not been weighed within specified tolerances.
 
This check can be made by adding or removing a weight slightly greater than the permissible tolerance to see if the discharge mechanism locks and appropriate warning is given, such as a light buzzer.
 
In the case of a breakdown in equipment which requires a shift to manual operation, the time of breakdown should be noted in the inspector's diary. The contractor should be promptly advised of the limitation for manual batching.
 
'''Water Measuring Devices.''' Control of the amount of water added to the batch at the concrete
mixer is a highly important part of the proportioning process. This is true whether water is
being added through a paving mixer or is being added to central or truck mixed concrete at the
plant. The inspector should be acquainted with the mechanical operation and construction of the
water system. All joints should be water tight and all valves should close tightly. Leakage of
water into the mixer before or after the measuring tank has been discharged should not be permitted.
 
Inspection and calibration of the water system should be performed with utmost care and thoroughness. The water measuring device must be calibrated to determine accuracy of measurements. The most common type of measuring device consists of a tank which may be emptied to various levels by adjusting the height of a movable discharge pipe inside the tank. These devices should be calibrated by weighing the amount of water discharged at various settings on the gauge dial. On some installations water may be weighed, in which case, it will be necessary to calibrate the weighing device by using standard weights. Operation of the water system during calibration should be similar to operating conditions. The full range of water measurements required during mixing operations should be covered during calibration. Several checks should be made at various settings to determine if the device will consistently measure the correct quantity within the permissible tolerances allowed by [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=8 Sec 501.6] of the Standard Specifications. The water meter will be verified at the same frequency as the weighing equipment. At least one setting shall be verified within the working range.
 
'''Admixture Dispensers.''' All measuring devices for dispensing of admixtures should also be carefully checked. The admixture dispensers shall be calibrated by a commercial scale company,
the admixture company or the concrete plant company. Admixture dispensers are usually checked by causing the dispenser to discharge into a graduate where the quantity may be accurately
measured. Repeated measurements should establish that the dispenser will operate within
tolerances permitted by the Standard Specifications. Results of all calibrations, verifications, and sensitivity checks should be made a part of the permanent records. Whenever the admixture dispenser is in question, the inspector has the authority to verify the dispenser.
 
 
 
='''REVISION REQUEST 4028'''=
 
====751.5.9.2.8 Development and Lap Splices====
 
{| class="wikitable" style="text-align:left"
|+
!style="background:#BEBEBE" align="center"|Development and Lap Splice Table of Contents
|-
|-
|1. [[#751.5.9.2.8.1 Development and Lap Splice General|General]]
| 18.75 || 0.625 || 0.55 || 33.15 || 1658 || 580 || 1492
|-
|-
|2. [[#751.5.9.2.8.2 Development and Lap Splices of Straight Deformed Bars in Tension|Development and Lap Splices of Straight Deformed Bars in Tension]]
| rowspan="3" | 24 || 23 || 0.5 || 0.44 || 32.21 || 1611 || 564 || 1450
|-
|-
|3. [[#751.5.9.2.8.3 Development and Lap Splices of Deformed Bars in Compression|Development and Lap Splices of Deformed Bars in Compression]]
| 22.75 || 0.625 || 0.55 || 40.03 || 2001 || 700 || 1801
|-
|-
|4. [[#751.5.9.2.8.4 Development and Lap Splices of Standard Hooked Deformed Bars in Tension|Development and Lap Splices of Standard Hooked Deformed Bars in Tension]]
| 22.5 || 0.75 || 0.66 || 47.74 || 2387 || 835 || 2148
|}
 
=====751.5.9.2.8.1 Development and Lap Splice General=====
'''Development of Straight Tension Reinforcement '''
 
Development lengths for tension reinforcement shall be calculated in accordance with LRFD 5.10.8.2.1.
 
Excess reinforcement modification factor (λ''<sub>er</sub>'') and beneficial clamping stresses (β''<sub>t</sub>'' component of λ''<sub>rc</sub>'') of LRFD 5.10.8.2.1c may be used in situations where development length is difficult to attain. All other modification factors shall be used.
 
Temperature and shrinkage reinforcement are assumed to fully develop the specified yield stresses. Therefore the development length shall not be reduced by λ''<sub>er</sub>'' .
 
Development lengths for tension reinforcement have been tabulated on the following pages and include the modification factors except as described above.
 
'''Lap Splices of Tension Reinforcement (Straight and Hooked)'''
 
Lap splice lengths for tension reinforcement shall be calculated in accordance with LRFD 5.10.8.4.2a and 5.10.8.4.3a. Class B splices are preferred when possible, however it is permissible to use Class A when physical space is limited and Class A requirements are met. It should be noted that "''required by analysis''" of the Class A requirements is based on the stress encountered at the splice location, which is not necessarily the maximum stress used to design the reinforcement. Lap splice lengths for tension reinforcement have been tabulated on the following pages and include the development length modification factors as described above.
 
'''Development of Hooked Tension Reinforcement'''
 
Development lengths of hooked tension reinforcement shall be calculated in accordance with LRFD 5.10.8.2.4.
 
Excess reinforcement modification (λ''<sub>er</sub>'') and beneficial clamping stresses (β''<sub>t</sub>'' component of λ''<sub>rc</sub>'') of LRFD 5.10.8.2.1c may be used in situations where development length is difficult to attain. The permissible 20 percent reduction of LRFD 5.10.8.2.4c may be used in situations where development length is difficult to attain and where required conditions are met. All other modification factors shall be used.
 
Development lengths of hooked tension reinforcement have been tabulated on the following pages and include the modification factors except as described above.
'''Development of Compression Reinforcement '''
 
Development lengths for compression reinforcement shall be calculated in accordance with LRFD 5.10.8.2.2.
 
Excess reinforcement modification factor (λ''<sub>er</sub>'') of LRFD 5.10.8.2.2b may be used in situations where development length is difficult to attain. All other modification factors shall be used.
 
Development lengths for compression reinforcement have been tabulated on the following pages and include the modification factors except as described above. 
 
'''Lap Splices of Compression Reinforcement '''
 
Lap splices lengths for compression reinforcement shall be calculated in accordance with LRFD 5.10.8.4.2a and 5.10.8.4.5a.
 
Splice lengths for compression reinforcement have been tabulated on the following pages.
 
=====751.5.9.2.8.2 Development and Lap Splices of Straight Deformed Bars in Tension=====
The values in the following table are based on Grade 60 bars (ƒ''<sub>y</sub>'' = 60 ksi) and may be adjusted for yield strengths up to 100 ksi. The final step in the table adjusts values for other material strengths. The values for Grade 40 bars are 45% (40<sup>2</sup>/60<sup>2</sup>) of the values in the table (not less than 12 inches), and values for 280% 100 ksi bars are (100<sup>2</sup>/60<sup>2</sup>) of the values in the table.
[[File:751.5.9.2.8.2_01.jpg|900px]]
[[File:751.5.9.2.8.2_02.jpg|900px]]
[[File:751.5.9.2.8.2_03.jpg|900px]]
 
=====751.5.9.2.8.3 Development and Lap Splices of Deformed Bars in Compression=====
The values in the following table are based on Grade 60 bars. Development lengths may be adjusted for yield strengths up to 100 ksi. Lap splice lengths for yield strengths greater than 60 ksi up to 100 ksi shall be calculated in accordance LRFD 5.10.8.4.5a. The final step in the table adjusts values for other material strengths. The values for Grade 40 bars are 40/60 of the values in the table (not less than 8 in. for development length and 12 in. for lap splice length).
[[File:751.5.9.2.7.3.jpg|900px]]
 
=====751.5.9.2.8.4 Development and Lap Splices of Standard Hooked Deformed Bars in Tension=====
 
The hooked bar development length (''l<sub>dh</sub>'') is measured from the critical section to the outside edge of the hook.
 
The values in the following table are based on Grade 60 bars. and may be adjusted for yield strengths up to 100 ksi. Due to the complexity of the ''l<sub>dh</sub>'' formula, hooked bar development lengths will need to be calculated manually for ƒ''<sub>c</sub>'' other than 3 and 4 ksi and for ƒ''<sub>y</sub>'' other than 60 ksi. Transverse reinforcement requirements for other material strengths are specified at the bottom of the table.
 
[[File:751.5.9.2.8.4_01.jpg|900px]]
[[File:751.5.9.2.8.4_02.jpg|900px]]
[[File:751.5.9.2.8.4_03.jpg|900px]]
[[File:751.5.9.2.8.4_04.jpg|900px]]
[[File:751.5.9.2.8.4_05.jpg|900px]]
 
 
 
 
 
===751.8.3.2 Steel Reinforcement===
'''Barrel Section '''
 
Standard boxes shall have main reinforcement placed perpendicular to the centerline of culvert.  In any case, main reinforcement should not be skewed more than 25° from a line normal to the centerline of the culvert. (See LRFD 9.7.1.3.)  The bar sizes, spacings and lengths given in the [https://www.modot.org/media/16942 Standard Plans 703.17], [https://www.modot.org/media/16953 703.47] and [https://www.modot.org/media/16962 703.87] are applicable for uncoated steel reinforcement.  Figure 751.8.3.2.1 shows a typical cross-section of standard box culvert and bar marks of steel reinforcement which are described below:
 
''A1 bar - ''Steel reinforcement shall be designed for maximum positive moment in the top slab.  This bar is placed transversely perpendicular to the centerline of culvert at the bottom of top slab.  Place A1 bars into headwall or edge beam as close as practical.
 
''A2 bar - ''Steel reinforcement shall be designed for maximum positive moment in the bottom slab.  This bar is placed transversely perpendicular to the centerline of culvert at the top of bottom slab.
 
[[image:751.8.3.2.1 less 2015.jpg|center|700px]]
 
 
[[image:751.8.3.2.1 over 2015.jpg|center|700px]]
<center>'''Figure 751.8.3.2.1 Typical Cross-Section of Standard Box Culvert Showing Bar Marks'''</center>
 
''B1 bar -'' Steel reinforcement shall be designed for maximum combined axial load and moment at interior walls.  This bar is placed vertical near stream faces of the wall.  Minimum steel reinforcement of #5 bars spaced at 12” centers shall be provided.  This bar should be extended into the top and bottom slabs.  A hook bar may be required if the embedment length is insufficient due to slab thickness limitations.  [[751.5 Standard Details#751.5.9.2.8.1 Development and Lap Splice General|EPG 751.5.9.2.8.1 Development and Lap Splice General] has information pertaining to development of tension reinforcement and hooks.
 
''B2 bar –'' For culverts with bottom slabs, steel reinforcement shall be designed for the maximum positive moment in the exterior wall.  For culverts on rock, steel reinforcement shall be designed for the maximum combined positive moment and axial load.  This bar is placed vertical near the stream face of the wall.  Minimum steel reinforcement of #5 bar spacing at 12” centers shall be provided.  This bar should be extended into the top and bottom slabs.  A hook bar may be required if the embedment length is insufficient due to slab thickness limitations.  [[751.5 Standard Details#751.5.9.2.8.1 Development and Lap Splice General|EPG 751.5.9.2.8.1 Development and Lap Splice General]] has information pertaining to development of tension reinforcement and hooks.
 
''J3 bar - ''Steel reinforcement shall be designed for the maximum negative moment in the top corner of the culvert.  This bar is placed vertical along the wall and transversely perpendicular to the centerline of culvert.
 
''J4 bar - ''Steel reinforcement shall be designed for maximum negative moment in the bottom corner of the culvert.  The J4 bar should also be designed for the maximum negative moment near the mid-height of the exterior wall.  This bar is placed vertical along the wall and transversely perpendicular to the centerline of culvert.
 
''H1 bar - ''Steel reinforcement shall be designed for the maximum negative moment in the top slab over the interior walls.  This bar is placed transversely perpendicular to the centerline of culvert at the top of top slab.  Its spacing is alternated with spacing of H2 bar.  The length of H1 bar is longer than the length of H2 bar.
 
''H2 bar - ''Steel reinforcement shall be designed for the maximum negative moment in the top slab over the interior walls.  This bar is placed transversely perpendicular to the centerline of culvert at the top of top slab.  Its spacing is alternated with spacing of H1 bar.
 
''F bar -'' Longitudinal steel reinforcement provides for temperature and shrinkage control.  Use #4 bars at about 14” centers for all interior faces. A minimal number of longitudinal bars in exterior faces are also provided primarily to aid in construction.  This bar is placed parallel to the centerline of culvert.  Additional longitudinal reinforcement may be required to provide for lateral distribution of concentrated live loads.  For distribution of reinforcement, see [[#751.8.2.6 Structural Design|EPG 751.8.2.6]].
 
'''Headwalls and Edge Beams'''
 
Figure 751.8.3.2.2 shows a typical cross-section through headwalls and edge beams, and bar marks of steel reinforcement which are described below.  The reinforcement values given below shall be considered standard for headwalls and minimum recommended values for edge beams. 
 
If at least the minimum headwall dimensions are provided (see Fig. 751.8.3.2.2) the steel reinforcement in the top slab need not be increased over that required for barrel design.  Otherwise, the width of the edge beam shall be taken as 3 feet and additional reinforcement in the top and bottom of slab is required.
 
''D1 bar –'' Place 2- #8 bars at the top of headwalls or edge beams.  These bars shall be placed along the headwall or edge beam.
 
''D2 bar – ''Place these bars between D1 bars at the top of headwalls or edge beam and centered over interior walls.  The total length of the bar is equal to two times larger value of 48 bar diameters or ¼ clear span length of headwall or edge beam.  Neglect this bar for single span and if clear span length along headwall is less than or equal to 10’ for multiple spans.  Otherwise, use a number of bars and sizes as indicated below: 
::2- #8 bars when 10’ <math> < \Bigg[\frac{\mbox{clear span length}}{\mbox{cos(skew angle)}}\Bigg] \le </math> 13’
 
::'''*''' 2- #9 bars when 13’<math> < \Bigg[\frac{\mbox{clear span length}}{\mbox{cos(skew angle)}}\Bigg]</math>
 
'''*''' The required area of steel reinforcement should be checked if clear span length along edge beam exceeds 20’.
 
''H bar -'' Provide 4- #8 bars at bottom of headwalls or edge beam when edge beam is skewed.  These bars shall be placed along the headwall or edge beam.
 
''R1 bar –'' Provide minimum #5 bar spacing at 12” centers.  This bar is placed perpendicular to longitudinal axis of upstream headwall or edge beam.
 
''R2 bar -'' Provide minimum #5 bar spacing at 12” centers.  This bar is placed perpendicular to longitudinal axis of upstream headwall or edge beam.
 
''R3 bar -'' Provide minimum #5 bar spacing at 12” centers.  This bar is placed perpendicular to longitudinal axis of downstream headwall or edge beam.
 
[[image:751.8.3.2.2 2021.jpg|center|875px]]
<center>'''Fig. 751.8.3.2.2 Typical Sections and Details of Steel Reinforcement</center>'''
 
'''Wings'''
 
''F bar -'' Longitudinal steel reinforcement provides for temperature and shrinkage control.  Use #4 bars at about 14” centers for all interior faces. A minimal number of longitudinal bars in exterior faces are also provided primarily to aid in construction.  This bar should be placed longitudinal along wing walls as shown in Figure 751.8.3.2.3.  For wings on rock, longitudinal F bars should be designed using maximum moment and shear as specified in [[#751.8.2.5 Structural Model|EPG 751.8.2.5]].
 
''G bar –'' Provide the same bar size and spacing as B1 or B2 bar for interior (Figure 751.8.3.2.3(b)) or exterior wall (Figure 751.8.3.2.3(a)), respectively.
 
''J1 or J6 bar – ''Provide 2- #7 bars at each face of wing walls.  These bars are provided for edge beam action and for support in extreme event scenarios, such as washout. The J6 callout is used for flared wings.
 
''J5 bar –'' Steel reinforcement shall be designed for moment and shear based on Coulomb or Rankine active earth pressure.  In any case, the provided steel area of J5 bar shall not be less than that provided by the adjoined wall.
 
'''Toe Walls'''
 
''E1 bar –'' Provide 4- #5 bars and they should extend into wing walls as far as practical as shown in Figure 751.8.3.2.3.  For wing walls on rock, these bars shall be extended 12” into the rock and grouted.
 
[[image:751-8-3-2_WallReinf-Ext_10-22.jpg|center|750px]]
<center><big>'''(a) ELEVATION OF EXTERIOR WING'''</big></center>
 
 
[[image:751-8-3-2_WallReinf-Int_10-22.jpg|center|775px]]
<center><big>'''(b) ELEVATION OF INTERIOR WING'''</big></center>
 
 
[[image:751.8.3.2.3b 2015.jpg|center|775px]]
 
<center>'''Fig. 751.8.3.2.3 Details of Wings Showing Bar Marks'''</center>
 
 
'''Collar Beams'''
 
Figure 751.8.3.2.4 shows steel reinforcement details of collar beams. The figure also shows that two layers of roofing felt shall be provided between culvert and collar beams.  This will allow free lateral movement of adjoined sections.
 
[[image:751.8.3.2.4a.jpg|center|400px]]
 
 
<gallery heights=376 mode="packed">
File:751.8.3.2_04b.png|'''(b)'''
</gallery>
 
[[image:751.8.3.2.4c.jpg|center|275px]]
 
 
[[image:751.8.3.2.4d.jpg|center|400px]]
 
 
::::::[[image:751.8.3.2.4 footnote.jpg|left|20px]] Two layers of 30# roofing felt.
 
{| style="margin: 1em auto 1em auto" width="516"
|-
|-
|For box culverts where collars are required and the precast option is used, precast concrete box culvert ties in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 733] and [https://www.modot.org/media/16978 Std. Plan 733.00] shall be provided between all precast sections.
| colspan="8" align="left" |
|}
'''<sup>1</sup>'''Values are applicable for Strength Limit States.
 
<center>'''Fig. 751.8.3.2.4 Details of Collar Beam'''</center>
<center>'''(a) Auxiliary View of Collar Beam (b) Section thru Box at Collar Beam '''</center>
<center>'''(c) Section thru Wall (d) Section thru Top and Bottom Slab'''</center>
 
'''Reinforcement Concrete Cover'''
 
The minimum concrete cover shall be 1-1/2” (clear) except the following:
 
:'''Top Slab'''
 
:The minimum concrete cover shall be 2” (clear) at top and 1-1/2” (clear) at bottom of the slab.
 
:'''Bottom Slab '''
 
:The minimum concrete cover shall be 1-1/2” (clear) at top and 3” (clear) at bottom of the slab.
 
:'''Walls and Wing Walls'''


:The minimum concrete cover shall be 2” (clear) at fill face and 1-1/2” (clear) at stream face.
'''<sup>2</sup>''' Use to determine preliminary number of pile and pile size. For piles predominantly embedded and tipped in cohesionless soils the maximum loads provided in [[#751.36.5.10 Pile Nominal Axial Compressive Resistance|EPG 751.36.5.10]] will control.


:'''Wearing Surface'''
'''<sup>3</sup>''' Use (Φ<sub>c</sub>) = 0.35 instead of 0.6 for structural axial compressive resistance factor (LRFD 6.5.4.2). Since ϕ<sub>dyn</sub> >> Φ<sub>c</sub> the maximum nominal driving resistance may not control.


:A 1” monolithic protective surface shall be used on the bottom of bottom slab to compensate for pouring concrete on uneven earth surfaces.  In special cases, where abrasion on the stream faces is a concern, a 1/2" monolithic wearing surface may be used on stream faces of walls and bottom slab. In the analysis, the protective surface and wearing surfaces (when considered) are included as part of the member thickness, but shall be excluded in the calculation of effective depth of the member for design.
'''<sup>4</sup>''' Corrosion NOT considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis use reduced pipe nominal wall thickness, 12.5%, for fabrication (ASTM A252).


'''<sup>5</sup>''' Structural Nominal Axial compressive resistance for fully embedded piles only.


'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>


=== 751.10.1.14 Girder and Beam Haunch Reinforcement===
&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; = Maximum factored axial loads / ϕ<sub>dyn</sub> ≤ Structural nominal axial compressive resistance, P<sub>n</sub> and &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD 10.5.5.2.3


'''General'''
&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; ≤ Maximum nominal driving resistance.


:'''Steel Beams and Girders '''
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.


:Haunch reinforcement consisting of #4 hairpin bars shall be provided where the embedment of existing studs into a new slab is less than 2 inches or for an excessive haunch where at centerline of beam or girder exceeds 3 inches.
'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.


:'''Prestressed Beams or Girders with Full Depth CIP Decks (Conventional or SIP forms)'''
'''<sup>9</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.


:Haunch reinforcement consisting of #4 hairpin bars shall be provided when haunch at centerline of beam or girder exceeds:
'''Notes: '''
:::3 inches for Type 2, 3, 4 girders
:::4 inches for Type 6, 7 and 8 girders (bulb-tee), NU girders and spread beams


:'''Prestressed Beams or Girders and Partial Depth CIP Decks (Prestressed Panels)'''
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.
:Haunch reinforcement should not be required with precast prestressed panel decks due to joint filler limits.


'''Details'''
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].


When possible, hairpin bars and tie bars shall be clearly shown on the section thru slab; otherwise, a part section showing hairpins shall be provided. Include these bars in the slab reinforcing steel quantities.
Require dynamic pile testing for field verification for all CIP piles on the plans. <br/>ϕ<sub>dyn</sub> = 0.65 = Dynamic Testing resistance factor to be used to estimate nominal pile resistance during pile installation. This value may be increased if static load testing is specified per LRFD Table 10.5.5.2.3-1.


[[image:751.10.1.14-part_section-Feb-23.jpg|center|500px]]
For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
<center>'''Part Section Showing Hairpins'''</center>
:(1) Top of slab to bottom of longitudinal bars.
:(2) Haunch limit specified above.
:(3) Use tie bars at the discretion of the Structural Project Manager or the Structural Liaison Engineer.
:(4) The bottom longitudinal bars should be shown to be used as tie bars or add a note allowing adjustment.
:(5) Add asterisked note when there is insufficient clearance or hairpins with varying vertical heights may be used.
 
Hairpin bars and tie bars shall be shown on the plan of slab. Splice lengths of the tie bars shall also be specified if required (19” for #4 bars). For deck replacements without a plan of slab the hairpin bars and tie bars shall be shown either on a part plan detail or in a table. Include these bars in the slab reinforcing steel quantities.
 
[[image:751.10.1.14_02.png|center|1000px]]
<center>'''Example'''</center>
 
Hairpin bars and tie bars shall be included in the bill of reinforcing. Include these bars in the slab reinforcing steel quantities.
 
{|border="1" cellpadding="5" align="center"
|+
|[[image:751.10.1.14 shape 10.jpg|center|250px]] ||width="550"|“C” is based on the top horizontal legs located above the longitudinal bars of the bottom mat at the location of the maximum haunch.
|}
|}
</center>


====751.36.5.7.2 General Pile Design====


The following design values are recommended for general use where the simple pile design method is not applicable per [[751.35 Concrete Pile Cap Integral End Bents#751.35.2.4.2 Pile Design|EPG 751.35.2.4.2 Pile Design]].  These values are not applicable for soils subject to liquefaction or scour where unbraced lengths may alter the design.


=====751.36.5.7.2.1 Design Values for Individual HP Pile=====


 
<center>
====751.12.1.2.7 Details of Mounting Light Poles on Safety Barrier Curbs====
F<sub>y</sub> = 50 ksi. End Bearing Piles (HP piles) anticipated to be driven to rock.
[[image:751.12.1.2.7_01_11-13-23.jpg|center|550px]]
{|border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
[[image:751.12.1.2.7_02.jpg|center|625px]]
!Pile Size!!A<sub>s</sub><br/>Area,<br/>sq. in.!!Structural<br/>Nominal<br/>Axial<br/>Compressive<br/>Resistance<br/>PNDC<sup>1,2</sup>,<br/>kips!!Φ<sub>c</sub><br/>Structural<br/>Resistance<br/>Factor<sup>4</sup>,<br/>LRFD 6.5.4.2!!Structural<br/>Factored<br/>Axial<br/>Compressive<br/>Resistance<sup>2,3,4</sup>,<br/>kips!!0.9*ϕ<sub>da</sub>*F<sub>y</sub><br/>Maximum<br/>Nominal<br/>Driving<br/>Stress,<br/>LRFD 10.7.8,<br/>ksi
[[image:751.12.1.2.7_03.png|center|625px]]
|-
 
|HP 12x53|| 15.5|| 775|| 0.5|| 388|| 45.00
Anchor bolts and nuts shall be in accordance with ASTM F1554 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized, See [[751.50_Standard_Detailing_Notes#H4._Conduit_System|751.50.H4.2.2]] for additional information.
|-
 
|HP 14x73|| 21.4|| 1070|| 0.5|| 535|| 45.00
'''Note to Detailer:''' Extend slab transverse steel to edge of slab in blister region often shown with an additional detail with the slab details.
 
'''Note:''' Conduit not shown for clarity.
 
 
 
 
 
====751.12.1.3.2 Typical Section Reinforcement====
The single R bar adds to the rigidity of the reinforcement during construction and it is believed to help prevent cracking. The single bar also appears to assist maintaining uniform reinforcement cover.
 
Splice length for epoxy coated horizontal #5 bars in barrier shall be 30 inches (25” for galvanized bars).
 
All bent bars are formed using stirrup bends except for the Type D #5-R1 bars.
 
All values may be used with both 2.0% and 3/16 inch-per-foot cross slopes.
[[image:751.12.1.3.2-001-2024.png|center]]
 
 
 
 
=====751.12.1.3.3.1 Type D Ending on Integral End Bents=====
Use when distance between upper and lower construction joint in wings is at least 25½ inches.
[[image:751.12.1.3.3.1.1 2021.jpg|center|700px]]
[[image:751.12.1.3.3.1_002-2025.png|center|700px]]
[[image:751.12.1.3.3.1-003-2024.png|center|700px]]
[[image:751.12.1.3.3.1-004-2024.png|center|700px]]
 
 
 
 
=====751.12.1.3.3.2 Type H Ending on Integral End Bents=====
Use when distance between upper and lower construction joint in wings is at least 25½ inches.
[[image:751.12.1.3.3.2.1 2021.jpg|center|700px]]
[[image:751.12.1.3.3.2-002-2025.png|center|700px]]
 
 
 
 
 
=====751.12.1.3.3.3 Type D Ending on Shallow Integral End Bents=====
Use when distance between upper and lower construction joint in wings is less than 25½ inches.
 
Formulas extend bars to within 1½ʺ of lower construction joint.  
 
[[image:751.12.1.3.3.3.1 2021.jpg|center|700px]]
[[image:751.12.1.3.3.3-002-2024.png|center|700px]]
[[image:751.12.1.3.3.3-003-2024.png|center|700px]]
[[image:751.12.1.3.3.3-004-2024.png|center|700px]]
 
 
 
 
 
=====751.12.1.3.3.4 Type H Ending on Shallow Integral End Bents=====
Use when distance between upper and lower construction joint in wings is less than 25½ inches.
 
Formulas extend bars to within 1½ʺ of lower construction joint.
 
[[image:751.12.1.3.3.4.1 2021.jpg|center|680px]]
[[image:751.12.1.3.3.4-002-2024.png|center|700px]]
 
 
 
 
=====751.12.1.3.3.5 Type D Ending on Non-Integral End Bents=====
Use when distance between upper and lower construction joint in wings is at least 25½ inches.
[[image:751.12.1.3.3.5-001-2024.png|center|700px]]
[[image:751.12.1.3.3.5_002-2025.png|center|700px]]
[[image:751.12.1.3.3.5-003-2024.png|center|700px]]
[[image:751.12.1.3.3.5-004-2024.png|center|700px]]
 
 
 
 
 
=====751.12.1.3.3.6 Type H Ending on Non-Integral End Bents=====
Use when distance between upper and lower construction joint in wings is at least 25½ inches.
[[image:751.12.1.3.3.6_01-25.png|center|700px]]
 
 
 
 
=====751.12.1.3.3.7 Type D Ending at End of Slab (Redecks)=====
Splice length of epoxy coated #5 K12 and #5 K13 bars with #5 R-bars shall be 30 inches (25 inches for galvanized bars).
[[image:751.12.1.3.3.7-001-2024.png|center|700px]]
[[image:751.12.1.3.3.7-002-2024.png|center|750px]]
[[image:751.12.1.3.3.7-003-2024.png|center|700px]]
[[image:751.12.1.3.3.7-004-2024.png|center|700px]]
 
 
 
 
=====751.12.1.3.3.8 Type H Ending at End of Slab (Redecks)=====
Splice length of epoxy coated #5 K7 bars with #5 R-bars shall be 30 inches (25 inches for galvanized bars).
[[image:751.12.1.3.3.8-001-2024.png|center|700px]]
[[image:751.12.1.3.3.8-002-2024.png|center|700px]]
 
=====751.12.1.4.2 Typical Section Reinforcement=====
The single R bar adds to the rigidity of the reinforcement during construction and it is believed to help prevent cracking. The single bar also appears to assist maintaining uniform reinforcement cover.
 
Splice length for horizontal epoxy coated #5 bars in barrier curb shall be 30 inches (25 inches for galvanized bars).
 
All bent bars are formed using stirrup bends except for the R1 bars.
[[image:751.12.1.4.2-001-2024.png|center]]
 
 
 
 
=====751.12.1.4.3 End of Barrier Reinforcement=====
See barrier ending on end bents sheets of the [https://www.modot.org/bridge-standard-drawings barrier standard drawings] for the required details. The bars shown below are for barrier ending on wing walls; see barrier ending at end of slab sheet of the barrier standard drawings for reinforcement details for barrier ending on slabs.  
 
Splice length of #5-K9 bars with #4 K-bars above wing walls shall be 31 inches (embedment of #5 bars controls over splice length of #4 bars).
 
All bent bars are formed using stirrup bends except for the K4 and K11 bars.
 
'''Ending on Integral End Bents and Semi-Deep Abutments'''
Use when distance between upper and lower construction joint in wings is at least 25½ inches.
[[image:751.12.1.4.3_01-25.png|center|600px]]
[[image:751.12.1.4.3_02-25.png|center|600px]]
[[image:751.12.1.4.3-002-2024.png|center|600px]]
 
: <big>'''*'''</big> On skewed integral end bents, if the end K3 bars do not meet the minimum 1 1/2" clearance from the front face of the diaphragm, a K12 bar shall be substituted.
 
: <big>'''*'''</big> Based on no wearing surface, adjust as needed. Example: Add 2ʺ for 2ʺ W.S.
 
: <big>'''*'''</big> Also based on 8½ʺ slab, adjust as needed. Example: Subtract 1ʺ for 7½ʺ slab
 
 
'''Ending on Shallow Integral End Bents'''
 
Use when distance between upper and lower construction joint in wings is less than 25½ inches.
[[image:751.12.1.4.3.3 2021.jpg|center|600px]]
[[image:751.12.1.4.3-004-2024.png|center|650px]]
 
'''Ending on Non-Integral End Bents '''
 
Use when distance between upper and lower construction joint in wings is at least 25½ inches.
[[image:751.12.1.4.3-06-25.png|center|600px]]
[[image:751.12.1.4.3-07-25.png|center|600px]]
[[image:751.12.1.4.3-006-2024.png|center|600px]]
 
 
 
 
 
===751.12.1.6 Type A (32ʺ New Jersey Shaped Median)===
Note: Use same grade reinforcing steel in barrier as in slab.
::: Splice length for epoxy coated #5-R bars in barrier shall be 30 inches (25 inches for galvanized bars).
::: Do not use this barrier over precast prestressed panels.
[[image:751.12.1.6-001-2024.png|center|475px]]
 
'''Twin Bridge Median Barrier Details'''
[[image:751.12.1.6.1 2021.jpg|center|375px]]
 
 
 
 
====751.21.3.3.1 Spread Box Beams====
[[image:751.21.3.3.1 spread1.jpg|center|750px]]
[[image:751.21.3.3.1 spread2.jpg|center|750px]]
'''Bending Diagrams'''
 
Dimensions shown are out to out. Use symmetry for dimensions not shown. Use "ɑ" bars for squared-end beams. Use '''<font color="green">"b"</font color="green">''' bars for skewed-end beams.
[[image:751.21.3.3.1_01-25.png|center|650px]]
{| style="margin: 1em auto 1em auto"
|-
|-
|[[image:751.21.3.3.1 bending2 2021.jpg|center|375px]]||[[image:751.21.3.3.1 bending3 2021.jpg|center|375px]]
|colspan="6" align="left"|'''<sup>1</sup>''' Structural Nominal Axial Compressive Resistance for fully embedded piles only. Structural Nominal Axial Compressive Resistance for unsupported piles shall be determined in accordance with LRFD 10.7.3.13.1. (i.e., intermediate pile cap bent).<br/><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Minimum Nominal Axial Compressive Resistance  =  Required nominal driving resistance, R<sub>ndr</sub><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; = (Maximum factored axial loads / ϕ<sub>dyn</sub>) ≤ Structural nominal axial compressive resistance, PNDC &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;LRFD 10.5.5.2.3<br/><br/>
'''<sup>2</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.
<br/><br/>'''<sup>3</sup>''' Maximum factored axial load per pile  ≤  Structural factored axial compressive resistance.
<br/><br/>'''<sup>4</sup>''' Values are applicable for Strength Limit States.  Modify value for other Limit States.
<br/><br/><br/>'''Notes:
<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD Table 10.5.5.2.3-1
<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]].
<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42. Do not show minimum hammer energy on plans.
<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]]
<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|}
|}
For beams that have excessive haunch or beam steps, create new S2 bars and adjust heights in one-inch increments or provide #4 hairpin bars in accordance with [[751.10 General Superstructure#751.10.1.14 Girder and Beam Haunch Reinforcement|EPG 751.10.1.14 Girder and Beam Haunch Reinforcement]] to ensure at least 2-inch embedment into slab.
</center>


=====751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile=====


 
<center>
 
Modified Grade 3 F<sub>y</sub> = 50 ksi; F'<sub>c</sub> = 4 ksi; Structural Resistance Factor, (Φ<sub>c</sub>)<sup>'''1'''</sup> = 0.6
=====751.21.3.6.3 Reinforcement=====
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup> !! colspan="5" | Concrete Filled Pipe For Flexural Analysis<sup>3</sup>
{| cellpadding="10" style="text-align:center; margin:auto"
|-
! Pile Outside Diameter O.D., in. !! Pile Inside Diameter I.D., in. !! Minimum Wall Thickness, in. !! Reduced Wall thick. for Fabrication (ASTM A252), in. !! A<sub>s</sub>,<sup>4</sup> Area of Steel Pipe, sq. in. !! Structural Nominal Axial Compressive Resistance, P<sub>n</sub><sup>5,6,7</sup>, kips !! Structural Factored Axial Compressive Resistance<sup>1,7,8</sup>, kips !! 0.9*ϕ<sub>da</sub>*F<sub>y</sub>*A<sub>s</sub> Maximum<br/>Nominal<br/>Driving<br/>Resistance<sup>5,6</sup>, LRFD 10.7.8, kips !! Reduced Wall Thick. for Corrosion (1/16"), LRFD 5.13.4.5.2, in. !! A<sub>st</sub>,<sup>9</sup> Net Area of Steel Pipe, sq. in. !! A<sub>c</sub> Concrete Area, sq. in. !! Structural Nominal Axial Compressive Resistance PNDC<sup>5,7,10</sup>, kips !! Structural Factored Axial Compressive Resistance<sup>1,7,10</sup>, kips
|-
|-
| colspan="2" | [[image:751.21.3.6.3 1.jpg|center|750px]]
| rowspan="2" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 554 || 831 || 0.375 || 15.76 || 133 || 1239 || 743
|-
|-
| colspan="2" | [[image:751.21.3.6.3_03-25.jpg|center|800px]]
| 12.75 || 0.625<sup>'''11'''</sup> || 0.55 || 22.84 || 1142 || 685 || 1028 || 0.484 || 20.14 || 128 || 1441 || 865
|-
|-
| colspan="2" | '''SECTION A-A''' (Structure skewed over 25° with skewed-end beams) 
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 637 || 955 || 0.375 || 18.11 || 177 || 1506 || 904
|-
|-
| [[image:751.21.3.6.3_04-25.jpg|center|400px]] || rowspan="4" style="text-align:left;"| '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>Bar marks shown are for these details only; vary as needed. <br>Bars will need to clear any required shear blocks for expansion bents. <br>[[image:751.21.3.6.3_06-25.jpg|center|300px]] <br><span style="color:#00B050">'''(ɑ)'''</span> One strand tie bar for each layer of bent up strands. <br><span style="color:#00B050">'''(b)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars. <br><span style="color:#00B050">'''(c)'''</span> 11-inch centers may be used if necessary.
| 14.75 || 0.625<sup>'''11'''</sup> || 0.55 || 26.28 || 1314 || 788 || 1183 || 0.484 || 23.18 || 171 || 1740 || 1044
|-
|-
| '''PART SECTION A-A''' <br>(Bend strand tie bars if necessary, for clearance)
| rowspan="2" | 20 || 19 || 0.5 || 0.44 || 26.72 || 1336 || 801 || 1202 || 0.375 || 22.83 || 284 || 2105 || 1263
|-
|-
| [[image:751.21.3.6.3_05-25.png|center|400px]]
| 18.75 || 0.625 || 0.55 || 33.15 || 1658 || 995 || 1492 || 0.484 || 29.27 || 276 || 2402 || 1441
|-
|-
| '''SECTION B-B''' <br>(Fixed bent and squared or skewed-end beams)
| rowspan="3" | 24 || 23 || 0.5 || 0.44 || 32.21 || 1611 || 966 || 1450 || 0.375 || 27.54 || 415 || 2790 || 1674
|}
 
===751.22.2.3 Flexure===
 
Flexure capacity of 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
| 22.75 || 0.625 || 0.55 || 40.03 || 2001 || 1201 || 1801 || 0.484 || 35.36 || 406 || 3150 || 1890
|-
|-
|<math>\,M_u</math>||=||Total factored moment from Strength I load combination
| 22.5 || 0.75 || 0.66 || 47.74 || 2387 || 1432 || 2148 || 0.594 || 43.08 || 398 || 3506 || 2103
|-
|-
|valign="top"|<math>\, \phi</math>
| colspan="13" align="left" |
|valign="top"|=
'''<sup>1</sup>''' Values are applicable for Strength Limit States. Modify value for other Limit States.
|Flexural resistance factor as calculated in LRFD 5.5.4.2
|}


'''<sup>2</sup>''' Use to determine preliminary number of pile and pile size. For piles predominantly embedded and tipped in cohesionless soils the maximum loads provided in [[#751.36.5.10 Pile Nominal Axial Compressive Resistance|EPG 751.36.5.10]] will control.


'''Negative moment reinforcement design'''
'''<sup>3</sup>''' Pipes placed in prebored holes in rock can use filled pipe capacity for axial plus flexural resistance. Therefore, number of piles should be based on this capacity assuming rock is infinitely more stiff. This recognizes that pile driving is not a concern.


P/S I-girder shall be designed as a reinforced concrete section at regions of negative flexures (i.e., negative moments).  
'''<sup>4</sup>''' Corrosion NOT considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis use reduced pipe nominal wall thickness, 12.5%, for fabrication (ASTM A252).


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.
'''<sup>5</sup>''' Structural Nominal Axial compressive resistance for fully embedded piles only. Value in table is a raw number and is the value used to determine the factored resistance. Structural Nominal Axial Compressive Resistance for unsupported piles shall be determined in accordance with LRFD 10.7.3.13.1. (i.e. Intermediate pile cap bent).  


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.
'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>


&nbsp; &nbsp; &nbsp; = Maximum factored axial loads / ϕ<sub>dyn</sub> ≤ Structural nominal axial compressive resistance, P<sub>n</sub> and &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; LRFD 10.5.5.2.3


'''Effective Slab Thickness '''
&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; ≤ Maximum nominal driving resistance.


An effective slab thickness shall be used for design by deducting from the actual slab thickness a 1” integral, sacrificial wearing surface.
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered


'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance


<div id="Design A1 reinforcement in the top flange"></div>
'''<sup>9</sup>''' Net area of steel pipe, A<sub>st</sub>, assumes a 12.5% fabrication reduction (ASTM A252) and 1/16" (LRFD 5.13.4.5.2) reduction in pipe nominal wall thickness for corrosion.


'''Design A1 reinforcement in the top flange '''
'''<sup>10</sup>''' Use for lateral load analysis. Resistance value includes filled pipe based on net area of steel pipe, A<sub>st</sub> (12.5% fab. reduction and 1/16” corr. reduction in nominal pipe wall thickness).


The A1 reinforcement shall resist the tensile force in a cracked section computed on the basis of an uncracked section.  
'''<sup>11</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.  


For I girders and bulb-tee girders, A1 reinforcement shall consist of deformed bars (minimum #5 for Type 2, 3 and 4 and minimum #6 for Type 6, 7 and 8).
'''Notes:


For NU 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.
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.


See guidance on [https://www.modot.org/bridge-standard-drawings Bridge Standard Drawings (Prestressed I-Girders - PSI)] for required lap lengths, if required.
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].


Require dynamic pile testing for field verification for all CIP piles on the plans.


Required steel area is equal to:
ϕ<sub>dyn</sub> = 0.65 = Dynamic Testing resistance factor to be used to estimate nominal pile resistance during pile installation. This value may be increased if static load testing is specified per LRFD Table 10.5.5.2.3-1.


For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|}
</center>


<math>\,A1=\frac{T_t}{f_s}</math>
===751.36.5.8 Additional Provisions for Pile Cap Footings===
'''Pile Group Layout:'''


P<sub>u</sub> = Total Factored Vertical Load.
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)
|}


Preliminary Number of Piles Required = <math>\, \frac{Total\ Factored\ Vertical\ Load}{PFDC}</math>


'''Limits for reinforcement'''
Layout a pile group that will satisfy the preliminary number of piles required.  Calculate the maximum and minimum factored load applied to the outside corner piles assuming the pile cap/footing is perfectly rigid.  The general equation is as follows:


The following criteria shall be considered only at composite stage.
Max. Load = &nbsp; <math>\, \frac {P_u}{Total\ No.\ of\ Piles} + \frac {M_{ux} Y_i}{\Sigma Y_i^2} + \frac {M_{uy} X_i}{\Sigma X_i^2}</math>


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/>
Min. Load = &nbsp; <math>\, \frac {P_u}{Total\ No.\ of\ Piles} - \frac {M_{ux} Y_i}{\Sigma Y_i^2} - \frac {M_{uy} X_i}{\Sigma X_i^2}</math>


::1) M<sub>cr</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD Eq. 5.6.3.3-1
The maximum factored load per pile must be less than or equal to PFDC for the pile type and size chosen. If not, the pile size must be increased or additional piles must be added to the pile group. Reanalyze until the pile type, size and layout are satisfactory.
::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.)
|}


'''Pile Uplift on End Bearing Piles and Friction Piles:'''


:'''Service - I Limit State:'''


::Minimum factored load per pile shall be ≥ 0.
::Tension on a pile is not allowed for conventional bridges.


:'''Strength and Extreme Event Limit States:'''


====751.22.3.7.2 Reinforcement====
::Uplift on a pile is not preferred for conventional bridges.
The reinforcement shall be detailed on the plan sheets for closed concrete intermediate diaphragms as shown below except:
::Maximum Pile Uplift load = │Minimum factored load per pile│ - │Factored pile uplift resistance│ ≥ 0<sup>'''1'''</sup>
* Bar marks revised as required.
* Abbreviations used as required.
* Add "(Typ.)" to dimensions and leader notes as appropriate.


All U bar reinforcement shall use stirrup bends.
:::'''Note:''' Compute maximum pile uplift load if value of minimum factored load is negative.


All reinforcement in diaphragms shall be epoxy coated, except coating of dowel bars shall match the coating of intermediate bent reinforcement.
::::<sup>'''1'''</sup> The minimum factored load (maximum tensile load) per pile should preferably not result in uplift for the Strength and Extreme Event Limit States. Pile uplift for the Strength and Extreme Event limit states may be permitted by SPM or SLE based on infrequent uplift load cases and small magnitudes of uplift. This decision is based on the presumed difficulty of a pile cap footing to rotate, specifically for it to be able to rotate on piles driven to rock. When pile uplift is allowed, the necessity of top pile cap reinforcement shall be investigated and the standard  anchorage detail for HP pile per [[#751.36.4.1 Structural Steel HP Pile - Details|EPG 751.36.4.1 Structural Steel HP Pile - Details]] shall be used.


Coil ties and rods shall also be shown in the section near the diaphragm and the horizontal section near the top of diaphragm in accordance with [[#751.22.3.10 Coil Inserts and Tie Rods|EPG 751.22.3.10 Coil Inserts and Tie Rods]].


Unless specified the details shown are for the same girder heights within a continuous girder series.
'''Resistance of Pile Groups in Compression'''&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;&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;&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;'''LRFD 10.7.3.9'''


'''I Girders Type 2, 3, 4 and 6'''
If the cap is not in firm contact with the ground and if the soil at the surface is soft, the individual nominal resistance of each pile (751.36.5.5) shall be multiplied by an efficiency factor, <math>\eta</math>, based on pile spacing.
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="2" | [[image:751.22.3.7.2_01-2025.png|center|400px]] || [[image:751.22.3.7.2_02-2025.png|center|100px]]
|-
| colspan="2" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders) ||
|-
| colspan="2" | [[image:751.22.3.7.2_03-2025.png|center|550px]] || [[image:751.22.3.7.2_04-2025.png|center|175px]]
|-
| colspan="2" | <span style="color:#00B050">(Skewed over 25°)</span> || <span style="color:#00B050">(Skewed up to 25°)</span>
|-
| colspan="3" | '''SECTION A-A'''
|-
| [[image:751.22.3.7.2_05-2025.png|center|200px]] || style="text-align:left;"| '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>Bars will need to clear any shear blocks required for expansion bents. <br>X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(ɑ)'''</span> X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(b)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars. <br><span style="color:#00B050">'''(c)'''</span> Subtract one row for Type 2 and 3. Add one row for Type 6. ||
{| class="wikitable" style="text-align:center; margin:auto"
! rowspan="2" | '''PSI<br>Type''' !! colspan="2" | '''Variable'''
|-
! <span style="color:#00B050">'''A'''</span> !! <span style="color:#00B050">'''B'''</span>
|-
| '''2''' || 4 || 12"
|-
| '''3''' || 4 || 12"
|-
| '''4''' || 5 || 12"
|-
| '''6''' || 6 || 15"
|}
|-
| '''SECTION B-B''' <br>(Normal) <br> <span style="color:#00B050">(Fixed Bent)</span>
|-
|}


===751.36.5.9 Estimate Pile Length and Check Pile Capacity===


'''Bulb-Tee Girders Type 7 and 8'''
====751.36.5.9.1 Estimated Pile Length====
{| cellpadding="10" style="text-align:center; margin:auto;"
|-
| colspan="2" | [[image:751.22.3.7.2_06-2025.png|center|400px]] || [[image:751.22.3.7.2_07-2025.png|center|100px]]
|-
| colspan="2" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders) ||
|-
| colspan="3" | [[image:751.22.3.7.2_08-2025.png|center|550px]]
|-
| colspan="3" | '''SECTION A-A''' <span style="color:#00B050">(Skewed over 25°)</span>
|-
| [[image:751.22.3.7.2_09-2025.png|center|200px]] || [[image:751.22.3.7.2_10-2025.png|center|200px]] ||style="text-align:left;"| '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>See Section A-A for I girders type 2, 3, 4 and 6 for differences in strand<br>tie bars for bents skewed up to 25°. <br>Bars will need to clear any shear blocks required for expansion bents. <br><span style="color:#00B050">'''(ɑ)'''</span> X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(b)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars. <br><span style="color:#00B050">'''(c)'''</span> 11" may be used if required for spacing.
|-
| '''ELEVATION C-C''' || '''SECTION B-B''' <br>(Normal) <br><span style="color:#00B050">(Fixed Bent)</span> ||
|}


'''Friction Piles:'''


'''NU Girders'''
Estimate the pile length required to achieve the minimum nominal axial compressive resistance, MNACR, or required driving resistance, R<sub>ndr</sub>, for establishment of contract pile quantities. Perform a static analysis using one of the methods given in EPG [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_(ϕstat)_and_Driving_Resistance_Factor_(ϕdyn)|751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]] to determine the nominal resistance profile of the soil.  For each soil layer the appropriate resistance factor, ϕ<sub>stat</sub>, shall be applied to account for the reliability of the static analysis method to create a factored resistance profile. The penetration depth would then occur at the location where the factored resistance profile intercepts the factored load. The relationship between the static axial compressive resistance and required driving resistance for a uniform soil profile with a constant static resistance factor is given as follows:
NU 53 girders are shown in the following details. The details for other NU girder types are similar.  
:{| style="margin: 1em auto 1em auto"
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="2" | [[image:751.22.3.7.2_11-2025.png|center|400px]] || [[image:751.22.3.7.2_12-2025.png|center|100px]]
|-
| colspan="2" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders) ||
|-
| colspan="3" | [[image:751.22.3.7.2_13-2025.png|center|550px]]
|-
| colspan="3" | '''SECTION A-A''' <span style="color:#00B050">(Skewed over 25°)</span>
|-
| [[image:751.22.3.7.2_14-2025.png|center|200px]] || [[image:751.22.3.7.2_15-2025.png|center|200px]] ||
{| class="wikitable" style="text-align:center; margin:auto"
! rowspan="2" | '''Nu<br>Type''' !! colspan="2" | '''Variable'''
|-
! <span style="color:#00B050">'''A'''</span> !! <span style="color:#00B050">'''B'''</span>
|-
| '''35''' || 3 || 2
|-
| '''43''' || 4 || 3
|-
| '''53''' || 4 || 3
|-
| '''63''' || 5 || 4
|-
| '''70''' || 6 || 5
|-
| '''78''' || 7 || 6
|}
|-
| '''ELEVATION C-C''' || '''SECTION B-B''' <br>(Normal) <br><span style="color:#00B050">Fixed Bent</span>
|-
| colspan="3" style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>See Section A-A for I girders type 2, 3, 4 and 6 for differences in strand tie bars for bents skewed up to 25°. <br>Bars will need to clear any shear blocks required for expansion bents. <br><span style="color:#00B050">'''(ɑ)'''</span> X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(b)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars.
|-
|-
|ϕ<sub>dyn</sub> x R<sub>ndr</sub> = ϕ<sub>stat</sub> x R<sub>nstat</sub> ≥ Factored Load||width="450"| ||LRFD C10.7.3.3-1
|}
|}


Where:
:ϕ<sub>dyn</sub> = see [[#751.36.5.3 Geotechnical Resistance|EPG.751.36.5.3]]
:R<sub>ndr</sub> = Required nominal driving resistance = MNACR
:ϕ<sub>stat</sub> = Static analysis resistance factor per [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_(ϕstat)_and_Driving_Resistance_Factor_(ϕdyn)|EPG 751.36.5.3]] or as provided by the Geotechnical Engineer. Factors for side friction and end bearing may be different.
:R<sub>nstat</sub> = Required nominal static resistance


'''Change in Girder Height'''
Use soil profiles from borings and mimic soil characteristics as closely as possible in computations or software to calculate the geotechnical resistance and for estimating the length of pile. For more detailed guidance see [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].
 
The following details are based on I Girders Type 2, 3, 4 and 6. The details are appropriate for bulb-tee and NU girders by substituting the appropriate reinforcing details from above. The reinforcement is that of the taller girder with additional #6 bars located under the shorter girder. The section near the diaphragm shall be from the perspective of the shorter girders. The differences from uniform girder height details are highlighted.
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="2" | [[image:751.22.3.7.2_16-2025.png|center|550px]] || [[image:751.22.3.7.2_17-2025.png|center|100px]]
|-
| colspan="2" | '''SECTION NEAR DIAPHRAGM''' <br><span style="color:#00B050">'''(e)'''</span> (Looking back station) (Normal to centerline of girders) ||
|-
| colspan="3" | [[image:751.22.3.7.2_18-2025.png|center|650px]]
|-
| colspan="3" | '''SECTION A-A''' <span style="color:#00B050">(Skewed over 25°)</span>
|-
| [[image:751.22.3.7.2_19-2025.png|center|200px]] || style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>See Section A-A for I girders type 2, 3, 4 and 6 for differences in strand<br>tie bars for bents skewed up to 25°. <br>Bars will need to clear any shear blocks required for expansion bents. <br><span style="color:#00B050">'''(ɑ)'''</span> X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(b)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars. <br><span style="color:#00B050">'''(c)'''</span> Subtract one row for Type 2 and 3. Add one row for Type 6. <br><span style="color:#00B050">'''(d)'''</span> For squared bents replace H26 with H25. <br><span style="color:#00B050">'''(e)'''</span> Only required if shorter girders are down station from taller girders. ||
{| class="wikitable" style="text-align:center; margin:auto"
! rowspan="2" | '''PSI<br>Type''' !! colspan="2" | '''Variable'''
|-
! <span style="color:#00B050">'''A'''</span> !! <span style="color:#00B050">'''B'''</span>
|-
| '''2''' || 4 || 12"
|-
| '''3''' || 4 || 12"
|-
| '''4''' || 5 || 12"
|-
| '''6''' || 6 || 15"
|}
|-
| '''ELEVATION B-B''' <br>(Normal) <br><span style="color:#00B050">(Fixed Bent)</span> <br><span style="color:#00B050">Change in girder heights not</span> <br><span style="color:#00B050">allowed at expansion bents. </span> || ||
|-
|}
 
====751.22.3.8.2 Reinforcement====
The reinforcement shall be detailed on the plan sheets for open concrete intermediate diaphragms as shown below except:
* Bar marks revised as required.
* Abbreviations used as required.
* Add "(Typ.)" to dimensions and leader notes as appropriate.


All U bar reinforcement shall use stirrup bends.
It is not advisable to design pile deeper than available borings or to reach capacity within the bottom 3 to 5 feet of borings. If a longer pile depth is needed to meet design requirements then request Geotechnical Section to provide deeper borings or increase the number of piles which will reduce load per pile as well as the required pile length.  


All reinforcement in diaphragms shall be epoxy coated.
For friction pile the top five feet of soil friction resistance may be neglected with SPM or SLE approval for possible disturbance from MSE wall excavation prior to driving pile.  


Coil ties and rods shall also be shown in the section near the diaphragm and the horizontal section near the top of diaphragm in accordance with [[#751.22.3.10 Coil Inserts and Tie Rods|EPG 751.22.3.10 Coil Inserts and Tie Rods]].
'''End Bearing Piles:'''


'''I Girders Type 2, 3, 4 and 6'''
The estimated pile length is the distance along the pile from the cut-off elevation to the estimated tip elevation considering any penetration into rock. The estimated tip elevation shall not be shown on plans for end bearing piles.  
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="3" | [[image:751.22.3.8.2_01-2025.png|center|600px]]
|-
| colspan="3" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders)
|-
| colspan="3" | [[image:751.22.3.8.2_02-2025.png|center|650px]]
|-
| colspan="3" | '''SECTION A-A'''
|-
| [[image:751.22.3.8.2_03-2025.png|center|250px]] || [[image:751.22.3.8.2_04-2025.png|center|125px]] ||
{| class="wikitable" style="text-align:center; margin:auto"
! rowspan="2" | '''PSI<br>Type''' !! colspan="3" | '''Variable'''
|-
! <span style="color:#00B050">'''A'''</span> !! <span style="color:#00B050">'''B'''</span>!! <span style="color:#00B050">'''C'''</span>
|-
| '''2''' || 4 || 10" || 2
|-
| '''3''' || 4 || 10" || 3
|-
| '''4''' || 4 || 10" || 4
|-
| '''6''' || 5 || 14" || 4
|-
|}
|-
| '''SECTION B-B''' <br>(Normal) ||  ||
|-
| colspan="3" style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>U21 are varied bars. <br><span style="color:#00B050">'''(ɑ)'''</span> Hook ends if length of bar is less than 88" (ℓ<sub>''d''</sub> = 44"). <br><span style="color:#00B050">'''(b)'''</span> For squared bents replace with pairs of U23 bars. <br><span style="color:#00B050">'''(c)'''</span> X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(d)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars.
|-
|}


The geotechnical material above the estimated end bearing tip elevation shall be reviewed for the presence of glacial till or similar layers. If these layers are present, then a static analysis shall be performed to verify if the required pile resistance is reached at a higher elevation due to pile friction capacity.


'''Bulb-Tee Girders Type 7 and 8'''
====751.36.5.9.2 Check Pile Geotechnical Capacity (Axial Loads Only)====
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="2" | [[image:751.22.3.8.2_05-2025.png|center|600px]] || [[image:751.22.3.8.2_06-2025.png|center|125px]]
|-
| colspan="2" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders) ||
|-
| colspan="3" | [[image:751.22.3.8.2_07-2025.png|center|675px]]
|-
| colspan="3" | '''SECTION A-A'''
|-
| [[image:751.22.3.8.2_08-2025.png|center|225px]] || [[image:751.22.3.8.2_09-2025.png|center|225px]] || style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>U31, U35, U36 & U37 are varied bars. <br><span style="color:#00B050">'''(ɑ)'''</span> Hook ends if length of bar is less than 88" (ℓ<sub>''d''</sub> = 44"). <br><span style="color:#00B050">'''(b)'''</span> Replace with pairs of U36 bars for squared bents. <br><span style="color:#00B050">'''(c)'''</span> X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(d)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars.
|-
| '''ELEVATION C-C''' || '''SECTION B-B''' <br>(Normal) ||
|-
|}


Use the same methodology outlined in [[#751.36.5.9.1 Estimated Pile Length|EPG 751.36.5.9.1 Estimated Pile Length]].


'''NU Girders'''
====751.36.5.9.3 Check Pile Structural Capacity (Combined Axial and Bending)====


NU 53 girders are shown in the following details. The details for other NU girder types are similar.
Structural design checks which include lateral loading and bending shall be accomplished using the appropriate structural resistance factors.
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="2" | [[image:751.22.3.8.2_10-2025.png|center|600px]] || [[image:751.22.3.8.2_11-2025.png|center|125px]]
|-
| colspan="2" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders) ||
|-
| colspan="3" | [[image:751.22.3.8.2_12-2025.png|center|700px]]
|-
| colspan="3" | '''SECTION A-A'''
|-
| [[image:751.22.3.8.2_13-2025.png|center|225px]] || [[image:751.22.3.8.2_14-2025.png|center|255px]] ||
{| class="wikitable" style="text-align:center; margin:auto"
! rowspan="2" | '''NU<br>Type''' !! colspan="4" | '''Variable'''
|-
! <span style="color:#00B050">'''A'''</span> !! <span style="color:#00B050">'''B'''</span>!! <span style="color:#00B050">'''C'''</span> !! <span style="color:#00B050">'''D'''</span>
|-
|-
| '''35''' || 2 || 3 || 2 || 1
|-
| '''43''' || 3 || 4 || 3 || 2
|-
| '''53''' || 4 || 5 || 4 || 2
|-
| '''63''' || 5 || 5 || 4 || 3
|-
| '''70''' || 5 || 6 || 5 || 3
|-
| '''78''' || 6 || 6 || 5 || 3
|-
|}
|-
| '''ELEVATION C-C''' || '''SECTION B-B''' <br>(Normal) ||
|-
| colspan="3" style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>U41, U44, U46 & U47 are varied bars. <br><span style="color:#00B050">'''(ɑ)'''</span> Hook ends if length of bar is less than 88" (ℓ<sub>''d''</sub> = 44"). <br><span style="color:#00B050">'''(b)'''</span> For squared bents replace with pairs of U23 bars. <br><span style="color:#00B050">'''(c)'''</span> X equals layers of bent up strands (omit quantity if one layer). <br><span style="color:#00B050">'''(d)'''</span> 19 inches minimum for #4 bars and full available width for #6 bars. <br><span style="color:#00B050">'''(e)'''</span> NU 78 requires another row.
|-
|}


====751.22.3.9.2 Reinforcement====
===751.36.5.10 Pile Nominal Axial Compressive Resistance ===
The reinforcement shall be detailed on the plan sheets for concrete end diaphragms as shown below except:
The minimum nominal axial compressive resistance, MNACR, or required driving resistance, R<sub>ndr</sub>, must be calculated and shown on the final plans. The factored axial compressive resistance will be used to verify the pile group layout and loading. The minimum nominal axial compressive resistance will be used in construction field verification methods to obtain the required nominal driving resistance.  
* Bar marks revised as required.
* Abbreviations used as required.
* Add "(Typ.)" to dimensions and leader notes as appropriate.


All U bar reinforcement shall use stirrup bends.
: Minimum Nominal Axial Compressive Resistance, MNACR = Required Nominal Driving Resistance, R<sub>ndr</sub> 
: = Maximum factored axial loads/ϕ<sub>dyn</sub>
:ϕ<sub>dyn</sub> = Resistance factor of the dynamic method used to estimate nominal pile resistance during pile installation. LRFD 10.5.5.2.3.1


All reinforcement in diaphragms shall be epoxy coated.
The value of R<sub>ndr</sub> shown on the plans shall be the greater of the value required at the '''Strength limit state and Extreme Event limit state'''. This value shall not be greater than the structural nominal axial compressive resistance of the steel HP pile nor shall it exceed the maximum nominal driving resistance of the steel shell for CIP piles.  See [[#751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile |EPG 751.36.5.5]]. &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD 10.7.7


Coil ties and rods shall also be shown in the section near the diaphragm and the horizontal section near the top of diaphragm in accordance with [[#751.22.3.10 Coil Inserts and Tie Rods|EPG 751.22.3.10 Coil Inserts and Tie Rods]].
For friction piles predominantly embedded and tipped in cohesionless soils the minimum nominal axial compressive resistance shall be limited to the values shown in the following table. Approval from the SPM, SLE or owner's representative is required before exceeding the limits provided in this table.


'''I Girders Type 2, 3, 4 and 6'''
{| border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
{| cellpadding="10" style="text-align:center; margin:auto"
|+ '''Maximum Axial Loads for Friction Pile in Cohesionless Soils'''
! rowspan="3" | Pile Type !! rowspan="3" | Minimum Nominal<br/>Axial Compressive<br/>Resistance (R<sub>ndr</sub>)<sup>'''1'''</sup><br/>(kips)<br/> !! colspan="3" | Maximum Factored Axial Load (kips)
|-
|-
| colspan="3" | [[image:751.22.3.9.2_01-2025.png|center|650px]]
! Dynamic Testing !! Wave Equation<br/>Analysis !! FHWA-modified<br/>Gates Dynamic<br/>Pile Formula
|-
|-
| colspan="3" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders)
! ϕ<sub>dyn</sub>= 0.65 !! ϕ<sub>dyn</sub> = 0.50 !! ϕ<sub>dyn</sub> = 0.40
|-
|-
| colspan="3" | [[image:751.22.3.9.2_02-2025.png|center|700px]]
| CIP 14” || 210 || 136 || 105 || 84
|-
|-
| colspan="3" | '''SECTION A-A'''
| CIP 16” || 240 || 156 || 120 || 96
|-
|-
| [[image:751.22.3.9.2_03-2025.png|center|275px]] || [[image:751.22.3.9.2_04-2025.png|center|275px]] || rowspan="3" | [[image:751.22.3.9.2_05-2025.png|center|125px]]
| CIP 20” || 300 || 195 || 150 || 120
|-
|-
| <span style="color:#00B050">Small Expansion Device<br>(End Bend with Sliding Slab Similar)</span> || <span style="color:#00B050">Finger Plate Expansion Device</span>
| CIP 24” || 340 || 221 || 170 || 136
|-
| colspan="2" | '''SECTION B-B''' <br>(Normal)
|-
| colspan="2" style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>Use full available width for lap of all stirrup bars except the upper legs at a<br>finger plate expansion device are developed as specified. <br>U21 and U27 are varied bars. <br><span style="color:#00B050">'''(ɑ)'''</span> Hook ends of H200 bars if length is less than 66" (ℓ<sub>''d''</sub> = 33"). <br><span style="color:#00B050">'''(b)'''</span> For squared bents replace both with Pr.-#4-U23. <br><span style="color:#00B050">'''(c)'''</span> For squared bents replace U24 with U22. <br><span style="color:#00B050">'''(d)'''</span> For finger plate expansion devices replace with #4-U20 & #4-U26. <br><span style="color:#00B050">'''(e)'''</span> For finger plate expansion devices replace with #6-U21 & #6-U27. ||
{| class="wikitable" style="text-align:center; margin:auto"
! rowspan="2" | '''PSI<br>Type''' !! colspan="3" | '''Variable'''
|-
! <span style="color:#00B050">'''A'''</span> !! <span style="color:#00B050">'''B'''</span>!! <span style="color:#00B050">'''C'''</span>
|-
| '''2''' || 4 || 10" || 2
|-
| '''3''' || 4 || 10" || 3
|-
| '''4''' || 4 || 10" || 4
|-
| '''6''' || 5 || 14" || 4
|-
|-
| colspan="5" align="left" | <sup>'''1'''</sup> The minimum nominal axial compressive resistance values are correlated to match the maximum design tonnage values used in past ASD practice.  A factor of safety of 3.5 is used to determine the equivalent R<sub>ndr</sub>.
|}
|}
|}


===751.36.5.11 Check Pile Drivability===
Drivability of the pile through the soil profile shall be investigated using the GRLWEAP wave equation analysis program. The static axial compressive resistance profile used in the wave equation analysis shall be determined using one of the approved static methods given in [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_(ϕstat)_and_Driving_Resistance_Factor_(ϕdyn)|EPG 751.36.5.3]].
Drivability analysis shall be performed by the designer for all pile types (bearing pile and friction pile) using the Delmag D19-42 hammer with manufacturer recommendations. The drivability analysis shall confirm that the pile can be driven to the minimum tip elevation, rock elevation or reach the minimum nominal axial compressive resistance prior to refusal and without overstressing the pile. If the drivability analysis shows overstress or refusal prior to reaching the desired depth a lighter or heavier hammer from the table below may be used to confirm constructability. The drivability analysis is not intended to confirm that a pile can be driven through rock (shales, sandstones, etc…) where the likelihood of pile damage is increased and PDA is recommended to reduce loads and monitor pile stresses in the field. The drivability analyses performed by the designer does not waive the responsibility of the contractor in selecting the appropriate pile driving system per Sec 702.3.5 (also discussed below).
Use soil profiles from borings and mimic soil characteristics as closely as possible for computations or in software to perform drivability analysis of any kind of pile.
'''Structural steel HP Pile:'''


'''Bulb-Tee Girders Type 7 and 8'''
Drivability analysis shall be performed for the box shape of the pile (i.e., not the perimeter).  
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="3" | [[image:751.22.3.9.2_06-2025.png|center|750px]]
|-
| colspan="3" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders)
|-
| colspan="3" | [[image:751.22.3.9.2_07-2025.png|center|850px]]
|-
| colspan="3" | '''SECTION A-A'''
|-
| rowspan="2" | [[image:751.22.3.9.2_08-2025.png|center|225px]] || colspan="2" | [[image:751.22.3.9.2_09-2025.png|center|525px]]
|-
| colspan="2" style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>See Section B-B for I Girders for differences due to a finger plate expansion device. <br>Lap #4 stirrup bars 19 inches if available otherwise lap all stirrup bars full available width. <br>H301, U301, U304, U306, U308 and U310 are varied bars. <br><span style="color:#00B050">'''(ɑ)'''</span> Hook ends of H300 bars if length is less than 66" (ℓ<sub>''d''</sub> = 33"). <br><span style="color:#00B050">'''(b)'''</span> For squared bents replace both with Pr.-#4-U306. <br><span style="color:#00B050">'''(c)'''</span> For squared bents replace U307 with U303, U308 with U304 and U309 with U305.
|-
| '''SECTION B-B'''<br>(Normal)
|}


Drivability shall be performed considering existing condition without considering any excavation/ disturbance (i.e., possible disturbance to top 5 feet of soil from MSE wall excavation prior to driving pile), liquefaction or future scour loss.


'''NU Girders'''
'''Hammer types:'''


NU 53 girders are shown in the following details. The details for other NU girder types are similar.
{| border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
{| cellpadding="10" style="text-align:center; margin:auto"
|+ '''Pile Driving Hammer Information For GRLWEAP'''
|-
! colspan="3" | Hammer used in the field per survey response (2017)
| colspan="3" | [[image:751.22.3.9.2_10-2025.png|center|775px]]
|-
| colspan="3" | '''SECTION NEAR DIAPHRAGM''' <br>(Normal to centerline of girders)
|-
| colspan="3" | [[image:751.22.3.9.2_11-2025.png|center|875px]]
|-
| colspan="3" | '''SECTION A-A'''
|-
| [[image:751.22.3.9.2_12-2025.png|center|225px]] || [[image:751.22.3.9.2_13-2025.png|center|275px]] ||
{| class="wikitable" style="text-align:center; margin:auto"
! rowspan="2" | '''NU<br>Type''' !! colspan="4" | '''Variable'''
|-
|-
! <span style="color:#00B050">'''A'''</span> !! <span style="color:#00B050">'''B'''</span> !! <span style="color:#00B050">'''C'''</span> !! <span style="color:#00B050">'''D'''</span>
! GRLWEAP ID !! Hammer name !! No. of Responses
|-
|-
| '''35''' || 2 || 3 || 2 || 1
| 41 || Delmag D19-42<sup>1</sup> || 13
|-
|-
| '''43''' || 3 || 4 || 3 || 2
| 40 || Delmag D19-32 || 6
|-
|-
| '''53''' || 4 || 5 || 4 || 2
| 38 || Delmag D12-42 || 4
|-
|-
| '''63''' || 5 || 5 || 4 || 3
| 139 || ICE 32S || 4
|-
|-
| '''70''' || 5 || 6 || 5 || 3
| 15 || Delmag D30-32 || 2
|-
|-
| '''78''' || 6 || 6 || 5 || 3
| || Delmag D25-32 || 2
|-
|-
|}
| 127 || ICE 30S || 1
|-
|-
| '''SECTION B-B''' <br>(Normal) || ||
| 150 || MKT DE-30B || 1
|-
|-
| colspan="3" style="text-align:left;" | '''Detailing Guidance:''' <br><span style="color:#00B050">'''Green items'''</span> are guidance only and shall not be shown on the plans. <br>See Section B-B for I Girders for differences due to a finger plate expansion device. <br>Lap #4 stirrup bars 19 inches if available otherwise lap all stirrup bars full available width. <br>H401, U401, U404, U406, U408 and U410 are varied bars. <br>Do not vary U403 and U407 bars. Horizontal legs are controlled by the minimum allowable space on each end of diaphragm. <br><span style="color:#00B050">'''(ɑ)'''</span> Hook ends of H400 bars if length is less than 66" (ℓ<sub>''d''</sub> = 33"). <br><span style="color:#00B050">'''(b)'''</span> For squared bents replace both with 2 Pr.-#4-U406. <br><span style="color:#00B050">'''(c)'''</span> For squared bents replace U407 with U403, U408 with U404 and U409 with U405. <br><span style="color:#00B050">'''(d)'''</span> NU 78 requires another row of H401 and H402 (4-#6-H401 & 3-#6-H402 in Section A-A).
| colspan="3" | <sup>'''1</sup>''' Delmag series of pile hammers is the most popular, with the D19-42 being the most widely used.  
|}
|}


The contractor is responsible for determining the driving system required to successfully drive the pile to the minimum tip elevation and to reach the minimum nominal axial compressive resistance specified on the plans. The contractor is required to perform a drivability analysis to select an appropriate hammer size to ensure the pile can be driven without overstressing the pile and to prevent refusal of the pile prior to reaching the minimum tip elevation. The contractor shall plan pile driving activities and submit hammer energy requirements to the engineer for approval before driving. There is an exception to the contractor’s responsibility for the drivability analysis when WEAP is specified as the driving criteria for friction pile. When WEAP is specified for friction pile an inspector’s chart will be provided for the contractor in the electronic deliverables. For more detailed guidance see [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].


Practical refusal is defined at 20 blows/inch or 240 blows per foot. 


Driving should be terminated immediately once 30 blows/inch is encountered.


====751.22.3.9.3 Closed Diaphragm====
:{| style="margin: 1em auto 1em auto"
Use only when expansion device connects prestressed girder series and steel girder series, and laminated neoprene pads are used under the prestressed girders in accordance with expansion limits of these bearings and only with the approval of the Structural Project Manager or Structural Liaison Engineer.
 
The simplified detail below is for I girders. The actual details required on the plans can be developed for all girder types by substituting the dimensions and reinforcement of the corresponding section near the diaphragm detail of [[#751.22.3.7 Closed Concrete Intermediate Diaphragms|EPG 751.22.3.7]] and the dimensions from the corresponding Section A-A of [[#751.22.3.9.1 Dimensions|EPG 751.22.3.9.1 Dimensions]].
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| [[image:751.22.3.9.3_01-2025.png|center|470px]] || [[image:751.22.3.9.3_02-2025.png|center|225px]]
|-
|-
| '''SECTION THRU CLOSED END DIAPHRAGM''' ||
|'''Nominal Driving Stress'''||width="840"| ||'''LRFD 10.7.8'''
|}
|}
:Nominal driving stress ≤ 0.9*ϕ<sub>da</sub>*F<sub>y</sub>
::For structural steel HP pile, Maximum nominal driving stress = 45 ksi
::For CIP pile, Maximum nominal driving resistance, see [[#751.36.5.7.2.1 Design Values for Individual HP Pile|EPG 751.36.5.7.1.2]] or [[#751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile|EPG 751.36.5.7.2.2]] (unfilled pipe for axial analysis).
If analysis indicates the piles do not have sufficient structural or geotechnical strength or drivability issues exist, then consider increasing the number of piles.


===751.36.5.12 Information to be Included on the Plans===
See [https://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#A1._Design_Specifications.2C_Loadings_.26_Unit_Stresses EPG 751.50 A1 Design Specifications, Loadings & Unit Stresses] for appropriate design stresses to be included in the general notes.


See [https://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#E2._Foundation_Data_Table EPG 751.50 E2 Foundation Data Table] for appropriate data to be included in the foundation data table for HP pile and CIP pile and any additional notes required below the table. See [https://www.modot.org/pile-pile  Bridge Standard Drawings “Pile”] for CIP data table.




<br><br>
<hr style="border:none; height:2px; background-color:red;" />
<br><br>




===751.31.3.1 Beam Cap===
=== E2. Foundation Data Table ===
{| cellpadding="10" style="text-align:center; margin:auto"
|-
| colspan="2" | [[Image:751.31.3.1_01-2025.jpg|center|500px]] || [[Image:751.31.3.1_02-2025.jpg|center|200px]] || [[Image:751.31.3.1_03-2025.jpg|center|125px]]
|-
| colspan="2" | '''PART ELEVATION''' || '''SECTION A-A''' || '''SECTION B-B'''
|-
| colspan="2" | || colspan="2" | '''(Single Stirrups)'''
|-
| colspan="2" | [[Image:751.31.3.1_04-2025.png|center|500px]] || [[Image:751.31.3.1_05-2025.jpg|center|225px]] || [[Image:751.31.3.1_06-2025.jpg|center|150px]]
|-
| colspan="2" | '''PART PLAN''' || '''SECTION A-A''' || '''SECTION B-B'''
|-
| colspan="2" | || colspan="2" | '''(Double Stirrups)'''
|-
| colspan="2" | [[Image:751.31.3.1_07-2025.jpg|center|450px]] || colspan="2" | [[Image:751.31.3.1_08-2025.jpg|center|150px]]
|-
| colspan="2" | '''TRANSVERSE BEAM STEPS OVER 3 INCHES'''<br>(Also, steps accumulating over 3 inches) || colspan="2" | '''SLOPED BEAMS'''<br>(Steps over 3 inches on high side)
|-
| [[Image:751.31.3.1_09-2025.jpg|center|230px]] || [[Image:751.31.3.1_10-2025.jpg|center|250px]] || rowspan="5" colspan="2" style="text-align:left; vertical-align:top;" |
(1) #4 @ 12” cts. (Min.)<br>
&nbsp;&nbsp;&nbsp;&nbsp; #6 (Dbl.) @ 6” cts. (Max.)<br>
&nbsp;&nbsp;&nbsp;&nbsp; Minimum spacing of 5” for single stirrups and 6” for double stirrups<br>
&nbsp;&nbsp;&nbsp;&nbsp; Maximum spacing of 12”<br>
&nbsp;&nbsp;&nbsp;&nbsp; All stirrups in the beam shall be the same bar size.<br>
(2) L/4 + d, but not less than theoretical cut-off plus development length, where d equals<br>&nbsp;&nbsp;&nbsp;&nbsp; the distance from compression face to centroid of tension steel.<br>
(3) Beam width controlled by minimum support length required for earthquake criteria.<br>
(4) Location 1 Class B lap splice.<br>
(5) 6” (Max.), add #6 bars as needed.<br>
(6) 9” (Max.), add #6 bars at each face as needed.<br>
(7) Location 2 development length, f'c = 3 ksi: 20”(uncoated), 30”(epoxy coated)<br>


See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for<br>scenarios other than those shown. Provide standard hooks if required.
The following table is to be placed on the design plans and filled out as indicated.


See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
'''(E2.1) <font color="purple">[MS Cell] (E2.1)</font color="purple"> (Example: Use the underlined parts in the bent headings for bridges having detached wing walls at end bents only.) '''


See [https://epg.modot.org/index.php/751.13_Expansion_Devices#751.13.1.4_Details_of_Substructure_Protection EPG 751.13.1.4] for details of protective coating and sloping top of beam to drain<br>when below an expansion device.
<center>
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|-
| '''Over 3 Inches Thru 12 Inches''' || '''Over 12 Inches'''
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
|-
|-
| colspan="2" | '''LONGITUDINAL BEAM STEPS'''
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
|-
|-
| colspan="2" | [[Image:751.31.3.1_11-2025.jpg|center|475px]]
!style="background:#BEBEBE"|1 <u>(Detached<br/>Wing Walls<br/>Only)</u> !!style="background:#BEBEBE"|1 <u>(Except<br/>Detached<br/>Wing Walls)</u> !!style="background:#BEBEBE"|2 !!style="background:#BEBEBE"| 3 !!style="background:#BEBEBE"|4
|-
|-
| colspan="2" | '''REINFORCEMENT UNDER BEARINGS'''  
|rowspan="11"|'''Load<br/>Bearing<br/>Pile'''|| colspan="2" align="left" width="300"|CECIP/OECIP/HP Pile Type and Size||CECIP 14"||CECIP 14"||CECIP 16"|| OECIP 24"||HP 12x53
|-
|-
|}
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
 
|-
 
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
 
 
===751.31.3.2 Column===
 
{| style="text-align:center; margin:auto"
|-
|-
| colspan="2" | [[image:751.31.3.2_01-2025.jpg|center|200px]] || [[image:751.31.3.2_02-2025.jpg|center|200px]]
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|-  
| colspan="2" | '''MINIMUM SPACING AT LAP SPLICES''' || '''ALTERNATE DOWEL PLACEMENT'''
|-
|-
| style="width:25px; text-align:right;" | A = || colspan="2" style="text-align:left;" | 4 1/2” minimum spacing center-to-center.
|colspan="2" align="left" width="300"|Min. Galvanized Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||303||295<sup>'''4'''</sup>||273||Full Length||300
|-
|-
| style="width:25px; text-align:right;" | B = || colspan="2" style="text-align:left;" | 2” clear spacing for bar sizes thru #10.
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
|-
|-
| style="width:25px; text-align:right;" | || colspan="2" style="text-align:left;" | 2 1/2” clear spacing for bar sizes #11 and #14.
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
|-
|-
| style="width:25px; text-align:right;" | || colspan="2" style="text-align:left;" | 3 1/2” clear spacing for bar size #18.
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
|-
|-
| colspan="3" | [[image:751.31.3.2_03-2025.jpg|center|275px]]
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
|-
|-
| colspan="3" | '''STIRRUP LAP DETAIL AND STAGGER NOTE'''
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|-
|-
| colspan="3" style="text-align:left;" | Lap splices for closed circular ties shall be provided and staggered in accordance with LRFD 5.10.6.3.  
|colspan="2" align="left" width="300"|<u>Design Bearing</u><sup>'''3'''</sup> <u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u> [[image:751.50 kip.jpg|27px|right]]||175||200||300||600||250
|-
|-
| colspan="3" style="text-align:left;" | Lap length of 1.3 '''l'''<sub>d</sub> (or Class B) for closed stirrup/ties shall be provided in accordance with LRFD 5.11.2.6.4.
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
|-
|-
| colspan="3" style="text-align:left;" | Lap length for #4 stirrup bars (4” min. spacing, f’c = 3 ksi, and clear cover = 1½”) equals 24” for uncoated<br>bars and 28” for epoxy coated bars.  
|colspan="2" align="left"|<u>Design Bearing</u> <u>Minimum Nominal</u><br/><u>Bearing Resistance</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||10.2||22.6|| -
|-
|-
| colspan="3" style="text-align:left;" | For lap length for other scenarios, see [[751.5 Structural Detailing Guidelines#751.5.9.2.8 Development and Lap Splices|EPG 751.5.9.2.8 Development and Lap Splices]].
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
|-
|-
|}
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
 
{| class="wikitable" cellpadding="10" style="text-align:center; margin:auto"
|+'''Collision Shear Reinforcement<sup>1</sup>'''
|-
|-
! rowspan="2" | Column Diameter !! rowspan="2" | Minimum Reinforcement<sup>2,3</sup> !! colspan="2" | Minimum Lap Splice
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -
|-
|-
! Uncoated<br>(f’c = 3ksi)<br>(Cl. = 1½”) !! Epoxy Coated<br>(f’c = 3ksi)<br>(Cl. = 1½”)
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||20.0||20.0|| -
|-
|-
| 3’-0” || By Design || NA || NA
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
|-
|-
| 3’-6” || By Design || NA || NA
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -
|-
|-
| 4’-0” || #6 @ 5” || 47” || 61”
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||9.0|| - || -
|-
|-
| 4’-6” || #5 @ 5” || 34” || 44”
|colspan="2" align="left"|<u>Design End Bearing</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Tip Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||12||216|| -
|-
|-
| 5’-0” || #4 @ 5” || 24” || 28”
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
|-
|-
| 5’-6” || #4 @ 10” || 24” || 28”
|colspan="8" align="left"|'''2''' Show maximum of total scour depths estimated for multiple return periods in years from Preliminary design which should be given on the Design Layout. Show the controlling return period (e.g. 100, 200, 500). If return periods are different for different bents, add a new line.
|-
|-
| 6’-0” || #4 @ 12” || 24” || 28”
|colspan="8" align="left"|'''3''' For LFD: For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values: <br/> &nbsp; 1. Design bearing value for AASHTO group loads I thru VI. <br/> &nbsp; 2. Design bearing for seismic loads / 2.0
|-
|-
| colspan="4" style="text-align:left;" |
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
'''<sup>1</sup>''' See [[751.2 Loads#751.2.2.6 Other Loads|EPG 751.2.2.6 Other Loads]] to determine if a pier requires design for collision loads.<br/>
'''<sup>2</sup>''' Design assumptions:<br/>
* Vu = 600 k, Pu = 0 k, Mu = 0 k-ft<br/>
* f’c = 3 ksi, fy = 60 ksi, 1.5” clear cover<br/>
* Shear resistance factor = 1.0<br/>
* Minimum longitudinal reinforcement per [[#751.31.2.3 General Design Assumptions|EPG 751.31.2.3 General Design Assumptions]]<br/>
'''<sup>3</sup>''' The shear reinforcement tabulated is adequate for collision but may not be adequate for other design<br>checks. For example, columns greater than 5’-0” require more stirrups to meet min reinforcement. Lesser<br>reinforcement values may be used by design. Design is required for 3’-0” and 3’-6” columns because the<br>design criteria used for the table requires double stirrups which is not common practice.
|}
|}


::Columns shall be reinforced using stirrup ties, unless excessive reinforcement is required, in which case spirals shall be used.
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
 
::Show spiral details of [[751.9 LFD Seismic#Fig. 751.9.3.1.7.4|Fig. 751.9.3.1.7.4]] on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.
 
{| style="margin: 1em auto 1em auto"
|-
|-
|[[Image:751.31.3.2.3 part elev.jpg|left|375px]]||valign="center"|(1) Location 2 development length.<br/><br/>(2) Check clearance to concrete piles.<br/><br/>See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.<br/><br/>See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
| align="left"|'''Additional notes:'''<br/> On the plans, report the following definition(s) just below the foundation data table for the specific method(s) used:<br/>
DT = Dynamic Testing<br/>
DF = FHWA-modified Gates Dynamic Pile Formula<br/>
WEAP = Wave Equation Analysis of Piles<br/>
SLT = Static Load Test<br/><br/>On the plans, report the following definition(s) just below the foundation data table for CIP Pile:<br/>CECIP = Closed Ended Cast-In-Place concrete pile<br/>OECIP = Open Ended Cast-In-Place concrete pile<br/><br/>On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used:<br/>'''Rock Socket (Drilled Shafts):'''<br/>Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance) = Maximum Factored Loads/Resistance Factors<br/>'''Spread Footings:'''<br/>Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor <br/>'''Load Bearing Pile:'''<br/>Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor
|}
|}




</center>


 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"
 
|-
===751.31.3.3 Web Beam===
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
{| cellpadding="10" style="text-align:center; margin:auto"
|-
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula
|-
|DT = Dynamic Testing
|-
|WEAP = Wave Equation Analysis of Piles
|-
|SLT = Static Load Test
|-
|-
| colspan="2" | [[image:751.31.3.3_01-2025.jpg|center|600px]] || [[image:751.31.3.3_02-2025.jpg|center|300px]]
|colspan="7" style="background:#BEBEBE"|
|-
|-
| colspan="2" | '''PART ELEVATION''' || '''SECTION THRU WEB BEAM'''
|rowspan="7"|Criteria for Minimum Tip Penetration ||Scour
|-
|-
| [[image:751.31.3.3_03-2025.jpg|center|275px]] || colspan="2" rowspan="2" style="text-align:left; |
|Tension or uplift resistance
(1) L/4 + d, but not less than theoretical cut-off + development length.
: L = span between columns
: d = distance from compression face to centroid of tension steel
 
(2) Location 2 development length, 4” to 12” spacing, 1½” clear, f'c = 3 ksi:
: 14" (uncoated #4), 17" (epoxy coated #4)
: 18" (uncoated #5), 27" (epoxy coated #5)
 
(3) Location 1 development length, f'c = 3 ksi:
: 18" (uncoated #4), 22" (epoxy coated #4)
: 23" (uncoated #5), 27" (epoxy coated #5)
 
(4) Location 2 development length.
 
(5) Location 2 Class B lap splice.
 
(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.
 
See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths<br>not given or for lengths for scenarios other than those shown. Provide standard hooks if required.
 
See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
|-
|-
| '''VARIABLE DIAMETER COLUMN'''<BR>(Without Seismic Detailing)
|Lateral stability
|-
|-
|}
|Penetration anticipated soft geotechnical layers
 
 
 
 
===751.31.3.4 Tie Beam===
{| cellpadding="10" style="text-align:center; margin:auto"
|-
|-
| colspan="2" | [[image:751.31.3.4_01-2025.jpg|center|400px]] || [[image:751.31.3.4_02-2025.jpg|center|400px]]
|Minimize post construction settlement
|-
|-
| colspan="2" | '''CONSTANT COLUMN DIAMETER''' || '''CHANGE IN COLUMN DIAMETER'''
|Minimum embedment into natural ground
|-
|-
| [[image:751.31.3.4_03-2025.jpg|center|250px]] || colspan="2" rowspan="2" style="text-align:left; |
|Other Reason
(1) Location 1 development length, f'c = 3 ksi:<br/>
&nbsp;&nbsp; 18" (uncoated #4), 22" (epoxy coated #4)<br>
&nbsp;&nbsp; 23" (uncoated #5), 27" (epoxy coated #5)<br>
(2) Location 1 development length.<br>
(3) Location 2 development length.<br>
(4) Location 2 Class B lap splice.<br>
(5) If depth of tie beam exceeds 1/2 column spacing, use pairs of U-shaped bars.<br>
(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.
 
See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths<br>for scenarios other than those shown. Provide standard hooks if required.
 
See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
|-
|-
| '''SECTION THRU TIE BEAM'''
|colspan="7"  style="background:#BEBEBE"|
|-
|-
|}
|colspan="7"|'''Elevation reporting accuracy: Report to nearest foot for min. tip penetration, pile cleanout penetration, max. galvanized depth and est. max. scour depth. (Any more accuracy is acceptable but not warranted.)'''
 
 
 
 
 
===751.31.3.5 Hammer Head Type===
{| cellpadding="10" style="text-align:center; margin:auto;"
|-
| style=" vertical-align: bottom;" | [[image:751.31.3.5_01-2025.png|center|325px]] || style=" vertical-align: bottom;" | [[Image:751.31.3.5_02-2025.jpg|center|250px]]
|-
|-
| '''PART PLAN''' || '''SECTION A-A'''
|colspan="3"|'''For LFD Design'''
|-
|-
| style=" vertical-align: bottom;" | [[Image:751.31.3.5_03-2025.jpg|center|350px]] || style=" vertical-align: bottom;" | [[Image:751.31.3.5_04-2025.jpg|center|210px]]
|colspan="3"|Use "Design Bearing" for load bearing pile and spread footing and use "Design Side Friction + Design End Bearing" for rock socket (drilled shaft).
|-
|-
| '''PART ELEVATION''' || '''SECTION B-B'''
|colspan="3"|'''For LRFD Design'''
|-
|-
| colspan="2" style="text-align:left;" |
|colspan="3"|Use "Minimum Nominal Axial Compressive Resistance" for load bearing pile, "Minimum Nominal Bearing Resistance" for spread footing and "Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance)" for rock socket (drilled shaft).
(1) #4 @ 12” cts. (Min.)
|}
: #6 (Dbl.) @ 6” cts. (Max.)
:Minimum spacing of 5” for single stirrups and 6” for double stirrups
:Maximum spacing of 12”
:All stirrups in the beam shall be the same bar size.
:Locate #4 bars (Π) under bearings if required (not required for P/S double-tee girders).


(2) Hook bars if cantilever is less than the required Location 1 development length.
'''Shallow Footings '''


(3) Location 2 development length.
'''(E2.10) (Use when shallow footings are specified on the Design Layout.)'''


(4) Location 2 Class B lap splice, f'c = 3 ksi:
:In no case shall footings of Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> be placed higher than elevations shown <u> &nbsp;  &nbsp;  &nbsp;  </u> and  <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
::34" (uncoated #7), 51" (epoxy coated #7)


(5) Location 1 Class B lap splice, f'c = 3 ksi:
'''Driven Piles'''
::24" (uncoated #4), 28" (epoxy coated #4)
(6) See EPG 751.2.2.6 and 751.31.2.2 for collision requirements.


(7) See LRFD 5.10.6.3 for tie requirements.
'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
:Prebore for piles at Bent(s) No.<u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> to elevation(s) <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths<br>for scenarios other than those shown. Provide standard hooks if required.


See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
|-
:Prebore to natural ground line.
|}
<div id="(E2.22) (Use the following note"></div>


=== 751.32.4.1 Typical Pile Cap Bent ===
'''(E2.22)  (Use when estimated maximum scour depth (elevation) for CIP piles is required.)  '''
:Estimated Maximum Scour Depth (Elevation) shown is for verifying <u>Minimum Nominal Axial Compressive Resistance</u> <u>Design Bearing</u> using dynamic testing only where pile resistance contribution above this elevation shall not be considered.


[[image:751.32.4.1-01-2024.png|center|800px]]
'''(E2.23) (Use when static test piles are required.) The number of piles in table should not include probe piles. If probe piles are specified, place an * beside the number of piles at the bents indicated.'''
:&nbsp;*One concrete probe pile shall be driven in permanent position, one for each bent, at Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
'''(E2.24) '''
:All piles shall be galvanized down to the minimum galvanized penetration (elevation).


{|border="0" cellpadding="3" align="center" cellspacing="0"
'''(E2.25) (Use for all HP pile and when pile point reinforcement is required for CIP pile.)'''
|-
:Pile point reinforcement need not be galvanized. Shop drawings will not be  required for pile point reinforcement.
|valign="top"|Note:||width="550pt" align="left" valign="top"|Locate #4 bars "[[Image:751.32 reinforcement--4 bar under bearing.gif]]" under bearings where required to maintain a 6" maximum spacing of combined stirrups. (#4 bars "[[Image:751.32 reinforcement--4 bar under bearing.gif]]" are not required for Double-Tee Structures.)
<div id="(E2.26)"></div>
|-
'''(E2.26) (Use for LFD piling design when Design Bearing is determined from service loads and shown on the plans. See guidance on <font color="purple">[MS Cell] (E2.1)</font color="purple"> for specific pile driving verification method. Example: Considered only for widenings, repairs and rehabilitations.) '''
|&nbsp;||width="550pt"|For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]]. Details of [[751.13 Expansion Devices#751.13.1.4 Details of Substructure Protection|protective coating and sloping top of beam to drain]] shall be used when below an expansion device.
|-
|&nbsp;||width="550pt"|When dimension “B” is required to be greater than 15” to clear piles by 1 ½”, typical when HP14 and CIP14 or larger diameter piles are used, add intermediate longitudinal bar(s) between piles. The spacing between intermediate bar(s) and full length bars shall not be greater than required by crack control provisions.  Ends of intermediate bar(s) shall be hooked.
|}


{| cellpadding="10" style="text-align:center; margin:auto;"
:All  piling shall be driven to a minimum nominal axial compressive resistance equal to <u>3.5</u> <u>2.75</u> <u>2.25</u> <u>2.00</u> times the Design Bearing as shown on the plans.
|-
<div id="(E2.27)"></div>
| [[image:751.32.4.1.3.jpg|center|700px]]
'''(E2.27) Use for galvanized piles.'''
|-
| [[image:751.32.4.1 longitudinal.jpg|center|500px]]
|-
| style="text-align:left;" |
(1) 6” (Max.), add #6 bars as needed.<br>
(2) 9” (Max.), add #6 bars at each face as needed.<br>
(3) Location 2 development length, f'c = 3 ksi:<br>
::20" (uncoated)
::30" (epoxy coated)


See [[751.5 Structural Detailing Guidelines#751.5.9.2.8 Development and Lap Splices|EPG 751.5.9.2.8]] for development and lap splice lengths not given or<br>lengths for scenarios other than those shown. Provide standard hooks if required.
:The contractor shall make every effort to achieve the minimum galvanized penetration (elevation) shown on the plans for all piles. Deviations in penetration less than 5 feet of the minimum will be considered acceptable provided the contractor makes the necessary corrections to ensure the minimum penetration is achieved on subsequent piles.
|}


=== 751.35.4.1 Wide Flange Beams & Plate Girders ===
'''(E2.28) Use when WEAP is specified as the pile driving criteria for friction pile. Place an * behind each instance of WEAP in the Foundation Data table. The pay item Pile Wave Analysis shall not be included when this note is used.'''


{| style="text-align:center; margin:auto;"
:<nowiki>*</nowiki>See electronic deliverables file for pile driving inspector’s chart(s). MoDOT will provide alternate charts for different driving systems as needed per request. With the request, the contractor shall provide the hammer manufacturer make and model, and any modifications to the manufacturer’s recommended settings including hammer cushion information. The contractor shall provide the request 30 calendar days before pile driving operations begin.
|-
| colspan="4" | [[Image:751.35.4.1_01-2025.jpg|750px]]
|-
| colspan="4" | '''PART SECTION NEAR END BENT'''
|-
| colspan="3" | [[Image:751.35.4.1_02-2025.png|800px]] || [[Image:751.35.4.1_03-2025.png|275px]]
|-
| '''SECTION A-A''' || '''SECTION B-B''' || '''SECTION C-C''' || '''SECTION D-D'''
|-
| [[Image:751.35.4.1_04-2025.png|250px]] || colspan="4" | [[Image:751.35.4.1_05-2025.png|800px]]
|-
| '''ALTERNATE SECTION A-A''' || '''ALTERNATE SECTION B-B''' || '''ALTERNATE SECTION C-C''' || '''ALTERNATE SECTION D-D'''
|-
| colspan="4" style="text-align:left;" | '''Detailing Guidance:'''
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">'''Green items'''</font color> are guidance only and shall not be shown plans.
|-
| colspan="4" style="text-align:left;" | Place all U bars and V pairs parallel to centerline roadway.
|-
| colspan="4" style="text-align:left;" | Keep 1 1/2" clearance between the piles and the U1 or U2 bars.
|-
| colspan="4" style="text-align:left;" | Keep 1 1/2" clearance between the beams or girders and the U1 or V1 bars.
|-
| colspan="4" style="text-align:left;" | Keep 1 1/2" clearance between the angles of girder chairs and the U2 or U3 bars.
|-
| colspan="4" style="text-align:left;" | Replace U1 bars with U3 bars at piles under beams or girders.
|-
| colspan="4" style="text-align:left;" | Replace U1 bars with V1 bars at piles between beams or girders.
|-
| colspan="4" style="text-align:left;" | When dimension “A” is required to be greater than 15” to clear piles by 1 ½”, typical when HP14 and CIP14 or larger diameter piles are used, add intermediate longitudinal<br>bar(s) between piles. The spacing between intermediate bar(s) and full length bars shall not be greater than required by crack control provisions. Ends of intermediate<br>bar(s) shall be hooked.
|-
| colspan="4" style="text-align:left;" | See [https://epg.modot.org/index.php/751.50_Standard_Detailing_Notes#G1._Concrete_Bents EPG 751.50 G1 Concrete Bents] for appropriate notes to be placed with details.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(1)</font color> #6-U bar ([[Image:751.35 wide flange and plate girders--6-u-bar.gif]]) at 9" centers between barrier curbs. For shallow beams where 22” is not available extend to top of beam minus 1” clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(2)</font color> U4 bars ([[Image:751.35 wide flange and plate girders--5-u4-bar.gif|13px]]) and #6-U5 bars ([[Image:751.35 wide flange and plate girders--6-u-bar.gif]]) spliced with U1 ([[Image:751.35 wide flange and plate girders-u1-bar.gif]]) and V1 bars (│). U4 bars shall be same size as U1 bars. Show lap splice on plans as shown. For shallow beams<br>stirrup hooks may be required for U4 bars ( [[image:751.35 shape37S-2024.png|14px]] -Shape 37S) (see Alternate Sections). For shallow beams where 21” is not available extend stirrup hooks to top of beam<br>minus 1” clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(3)</font color> U1 bars ([[Image:751.35 wide flange and plate girders-u1-bar.gif]]) at 12" centers. Typically #5 bars, except [https://epg.modot.org/index.php/751.35_Concrete_Pile_Cap_Integral_End_Bents#751.35.2.5_Beam_Reinforcement_Special_Cases special cases]. Replace with pairs of #5-V1 bars (│) at piles. Make sure U1 and V1 bars extend enough to meet<br>lap length requirement across length of diaphragm. For shallow beams stirrup hooks may be required for U1 bars ( [[image:751.35 shape37S-2024.png|14px]] -Shape 37S) and end hooks may be required for V1<br>bars ([[image:751.35.4.1 V1 hook.jpg|8px]]) (see alternate sections). For shallow beams where 21” is not available extend hooks to approach notch minus 1 1/2" clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(4)</font color> Stirrups shall clear step by 1 1/2" minimum, if not lengthen step or skew step.
|-
| colspan="4" style="text-align:left;" |<font color="#00B050">(5)</font color> #6-V bars at no more than 9” centers at the end of girders or beams.
|-
| colspan="4" style="text-align:left;" |<font color="#00B050">(6)</font color> #5-U bars (15”H x 24”V) @ about 12" centers placed parallel to centerline roadway. When approach slab haunch is expected to be greater than 18” at the roadway crown<br>at the end of slab, slope the approach slab notch providing 12” of constant approach slab haunch or with SPM or SLE approval greater than 18” approach slab haunch may<br>be used but increase vertical leg length of #5-U bars to ensure 12” minimum embedment. For shallow beams where 12” embedment is not available adjust length of vertical<br>leg and extend to top of beam minus 1” clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(7)</font color> With SPM or SLE approval a 24” splice may be used in combination with specifying 2” cover to U bars and V bars if doing so avoids the need for using hooked bars.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(8)</font color> See [https://epg.modot.org/index.php/751.35_Concrete_Pile_Cap_Integral_End_Bents#web_hole_tabel tables] for 1 1/16" round hole spacing for #6-H bars.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(9)</font color> Same number of bars as 1 1/16" round holes in beam or girder.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(10)</font color> Add intermediate longitudinal bar(s) when required for spacing. Keep 3” minimum clearance between the pile and intermediate longitudinal bar(s).
|-
|}


='''REVISION REQUEST 4151'''=


====127.2.3.3.1 Missouri Unmarked Human Burials Law====
If human skeletal remains are encountered during construction, their treatment will be handled in accordance with [https://revisor.mo.gov/main/OneChapter.aspx?chapter=194 Sections 194.400 to 194.410, RSMo], as amended. When human remains are encountered, the Contractor shall first stop all work within a 330-ft. or 100-meter radius of the remains, and secondly, shall notify the MoDOT Construction Inspector and/or Resident Engineer who will contact the Historic Preservation section. Historic Preservation staff will in turn notify the local law enforcement (to ensure that it is not a crime scene) and the State Historic Preservation Office (SHPO) as per RSMo 194 or to notify SHPO what has occurred and that it is covered by Missouri’s Cemeteries Law, §§ 214. RSMo. If the contractor is unable to contact appropriate MoDOT staff, the contractor shall initiate the involvement by local law enforcement and the SHPO. A description of the contractor’s actions will be promptly made to MoDOT.


If the human remains are prehistoric, the agency must consult with Indian tribes who have with ancestral, historic, and ceded land connections to the area in which the remains are located to determine the appropriate treatment of the remains. [http://www.modot.org/ehp/TribalMap.htm Tribal consultation] may result in the conclusion that the remains should be preserved in place and construction plans changed to facilitate their preservation.


<br><br>
<hr style="border:none; height:2px; background-color:red;" />
<br><br>


=== 751.35.4.2 Prestressed I-Girders, Bulb-Tee Girders and NU-Girders ===
==127.2.9 Construction Inspection Guidance==
 
Mitigation by data recovery is usually completed prior to construction if the presence of cultural resources is known. If [http://epg.modot.org/index.php/127.2_Historic_Preservation_and_Cultural_Resources#127.2.8_Artifacts_and_Features artifacts] are discovered during construction activities, the Historic Preservation section must be immediately notified. This will allow an inspection of the site by MoDOT HP staff to determine if further investigation is necessary before construction activities continue.  
{| style="text-align:center; margin:auto;"
|-
| colspan="4" | [[Image:751.35.4.1_01-2025.jpg|750px]]
|-
| colspan="4" | '''PART SECTION NEAR END BENT'''
|-
| colspan="3" | [[Image:751.35.4.1_02-2025.png|800px]] || [[Image:751.35.4.1_03-2025.png|275px]]
|-
| '''SECTION A-A''' || '''SECTION B-B''' || '''SECTION C-C''' || '''SECTION D-D'''
|-
| [[Image:751.35.4.1_04-2025.png|250px]] || colspan="4" | [[Image:751.35.4.1_05-2025.png|800px]]
|-
| '''ALTERNATE SECTION A-A''' || '''ALTERNATE SECTION B-B''' || '''ALTERNATE SECTION C-C''' || '''ALTERNATE SECTION D-D'''
|-
| colspan="4" style="text-align:left;" | '''Detailing Guidance:'''
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">'''Green items'''</font color> are guidance only and shall not be shown plans.
|-
| colspan="4" style="text-align:left;" | Place all U bars and V pairs parallel to centerline roadway.
|-
| colspan="4" style="text-align:left;" | Keep 1 1/2" clearance between the piles and the U1 or U2 bars.
|-
| colspan="4" style="text-align:left;" | Keep 1 1/2" clearance between the beams or girders and the U1 or V1 bars.
|-
| colspan="4" style="text-align:left;" | Keep 1 1/2" clearance between the angles of girder chairs and the U2 or U3 bars.
|-
| colspan="4" style="text-align:left;" | Replace U1 bars with U3 bars at piles under beams or girders.
|-
| colspan="4" style="text-align:left;" | Replace U1 bars with V1 bars at piles between beams or girders.
|-
| colspan="4" style="text-align:left;" | When dimension “A” is required to be greater than 15” to clear piles by 1 ½”, typical when HP14 and CIP14 or larger diameter piles are used, add intermediate longitudinal<br>bar(s) between piles. The spacing between intermediate bar(s) and full length bars shall not be greater than required by crack control provisions. Ends of intermediate<br>bar(s) shall be hooked.
|-
| colspan="4" style="text-align:left;" | See [https://epg.modot.org/index.php/751.50_Standard_Detailing_Notes#G1._Concrete_Bents EPG 751.50 G1 Concrete Bents] for appropriate notes to be placed with details.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(1)</font color> #6-U bar ([[Image:751.35 wide flange and plate girders--6-u-bar.gif]]) at 9" centers between barrier curbs. For shallow beams where 22” is not available extend to top of beam minus 1” clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(2)</font color> U4 bars ([[Image:751.35 wide flange and plate girders--5-u4-bar.gif|13px]]) and #6-U5 bars ([[Image:751.35 wide flange and plate girders--6-u-bar.gif]]) spliced with U1 ([[Image:751.35 wide flange and plate girders-u1-bar.gif]]) and V1 bars (│). U4 bars shall be same size as U1 bars. Show lap splice on plans as shown. For shallow beams<br>stirrup hooks may be required for U4 bars ( [[image:751.35 shape37S-2024.png|14px]] -Shape 37S) (see Alternate Sections). For shallow beams where 21” is not available extend stirrup hooks to top of beam<br>minus 1” clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(3)</font color> U1 bars ([[Image:751.35 wide flange and plate girders-u1-bar.gif]]) at 12" centers. Typically #5 bars, except [https://epg.modot.org/index.php/751.35_Concrete_Pile_Cap_Integral_End_Bents#751.35.2.5_Beam_Reinforcement_Special_Cases special cases]. Replace with pairs of #5-V1 bars (│) at piles. Make sure U1 and V1 bars extend enough to meet<br>lap length requirement across length of diaphragm. For shallow beams stirrup hooks may be required for U1 bars ( [[image:751.35 shape37S-2024.png|14px]] -Shape 37S) and end hooks may be required for V1<br>bars ([[image:751.35.4.1 V1 hook.jpg|8px]]) (see alternate sections). For shallow beams where 21” is not available extend hooks to approach notch minus 1 1/2" clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(4)</font color> Stirrups shall clear step by 1 1/2" minimum, if not lengthen step or skew step.
|-
| colspan="4" style="text-align:left;" |<font color="#00B050">(5)</font color> #6-V bars at no more than 9” centers at the end of girders or beams.
|-
| colspan="4" style="text-align:left;" |<font color="#00B050">(6)</font color> #5-U bars (15”H x 24”V) @ about 12" centers placed parallel to centerline roadway. When approach slab haunch is expected to be greater than 18” at the roadway crown<br>at the end of slab, slope the approach slab notch providing 12” of constant approach slab haunch or with SPM or SLE approval greater than 18” approach slab haunch may<br>be used but increase vertical leg length of #5-U bars to ensure 12” minimum embedment. For shallow beams where 12” embedment is not available adjust length of vertical<br>leg and extend to top of beam minus 1” clear.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(7)</font color> With SPM or SLE approval a 24” splice may be used in combination with specifying 2” cover to U bars and V bars if doing so avoids the need for using hooked bars.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(8)</font color> See [https://epg.modot.org/index.php/751.35_Concrete_Pile_Cap_Integral_End_Bents#web_hole_tabel tables] for 1 1/16" round hole spacing for #6-H bars.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(9)</font color> Same number of bars as 1 1/16" round holes in beam or girder.
|-
| colspan="4" style="text-align:left;" | <font color="#00B050">(10)</font color> Add intermediate longitudinal bar(s) when required for spacing. Keep 3” minimum clearance between the pile and intermediate longitudinal bar(s).
|-
|}
 


[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=4 Sec. 107.8.2] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=5 Sec. 203.4.8] of the ''Missouri Standard Specifications for Highway Construction'' require the contractor to take steps to preserve any such artifacts that may be encountered and to notify the MoDOT Construction Inspector or Resident Engineer of their presence. If it is necessary to discontinue operations in a particular area to preserve such objects, this section of the specifications is basis for a work suspension. In order to ensure compliance with applicable state laws, the MoDOT Construction Inspector or Resident Engineer cannot release remains or artifacts or allow the contractor to disturb the area within the 330-foot or 100-meter buffer space around these discovered items, until after consultation with MoDOT HP staff and until after all applicable requirements from FHWA or SHPO have been addressed.


===127.2.9.1 Cultural Resources Encountered During Construction===
If cultural resources are encountered during construction, the contractor shall immediately stop all work within a 330-foot or 100-meter buffer around the limits of the resource and shall not resume without specific authorization from a MoDOT Historic Preservation Specialist. The contractor shall notify the MoDOT Resident Engineer or Construction Inspector, who shall contact the MoDOT HP within 24 hours of the discovery. MoDOT HP shall contact FHWA and SHPO within 48 hours of learning of the discovery and provide an evaluation of the resource and reasonable efforts to see if it can be avoided. FHWA shall make an eligibility and effects determination based upon the preliminary evaluation and consul with MoDOT, and SHPO a minimize or mitigate any adverse effect. FHWA will notify the Council and any tribes that might attach religious and/or cultural significance to the property within 48 hours of this determination. FHWA shall take into account Council and Tribal recommendations regarding the eligibility of the property and proposed actions, and direct MoDOT to carry out the appropriate actions. MoDOT will provide FHWA and SHPO with a report of the actions when they are completed. FHWA shall provide this report to the council and the tribes.


<center>
===127.2.9.2 Human Remains Encountered During Construction===
{|border="0" cellpadding="5" cellspacing="1" style="text-align:left"
If human remains are encountered during construction, the contractor shall immediately stop all work within a 330-foot or 100-meter radius of the remains and shall not resume without specific authorization from MoDOT HP Staff, and either the SHPO or the local law enforcement officer, whichever party has jurisdiction over and responsibility for such remains. The contractor shall notify the MoDOT Construction Inspector and/or Resident Engineer who will contact the MoDOT HP section within 24 hours of the discovery. MoDOT HP staff will immediately notify the local law enforcement (to ensure that it is not a crime scene) and the SHPO as per RSMo 194 or to notify SHPO what has occurred and that it is covered by Missouri’s Cemeteries Law, §§ 214. RSMo. MoDOT HP staff will notify FHWA that human remains have been encountered within 24 hours of being notified of the find. If, within 24 hours, the contractor is unable to contact appropriate MoDOT staff, the contractor shall initiate the involvement by local law enforcement and the SHPO. A description of the contractor’s actions will be promptly made to MoDOT. FHWA will notify any Indian tribe that might attach cultural affiliation to the identified remains as soon as possible after their identification. FHWA shall take into account Tribal recommendations regarding treatment of the remains and proposed actions, and then direct MoDOT HP to carry-out the appropriate actions in consultation with the SHPO. MoDOT shall monitor the handling of any such human remains and associated funerary objected, sacred object or objects of cultural patrimony in accordance with the Missouri Unmarked Human Burial Sites Act, §§ 194.400 – 194.410, RSMo.
|-
|colspan="4"|[[Image:751.35.4.2.1.jpg|800px]]
|-
|colspan="4"|[[Image:751.35.4.2.2 2020.jpg|800px]]
|-
|rowspan="21" valign="center"|[[Image:751.35.4.2-03-2024.png|225px]]||colspan="3"|'''Detailing Guidance:'''
|-
|width="15px" rowspan="17"|<font color = "white">ko</font color = "white">  ||colspan="2"|<font color = "green">Green items</font color = "green"> are guidance only and shall not be shown on plans.
|-
|colspan="2"|Place all U bars and V pairs parallel to centerline roadway.
|-
|colspan="2"|Keep 1 1/2" clearance between the piles and the U1 or U2 bars.
|-
|colspan="2"|Keep 1 1/2" clearance between the beams or girders and the U1 or V1 bars.
|-
|colspan="2"|Keep 1 1/2" clearance between the angles of girder chairs and the U2 or U3 bars.
|-
|colspan="2"|Replace U1 bars with U3 bars at piles under beams or girders.
|-
|colspan="2"|Replace U1 bars with V1 bars at piles between beams or girders.
|-
|colspan="2"|When dimension “A” is required to be greater than 15” to clear piles by 1 ½”, typical when HP14 and CIP14 or larger diameter piles are used, add intermediate longitudinal bar(s) between piles. The spacing between intermediate bar(s) and full length bars shall not be greater than required by crack control provisions. Ends of intermediate bar(s) shall be hooked.
|-
|colspan="2"|See [https://epg.modot.org/index.php/751.50_Standard_Detailing_Notes#G1._Concrete_Bents EPG 751.50 G1 Concrete Bents] for appropriate notes to be placed with details.
|-
|valign="top"|<font color = "green">(1)</font color = "green"> ||#6-U bar ([[Image:751.35 wide flange and plate girders--6-u-bar.gif]]) at 9" centers between barrier curbs. For shallow beams where 26” is not available extend to top of beam minus 1” clear.
|-
|valign="top"|<font color = "green">(2)</font color = "green"> ||U4 bars ([[Image:751.35 wide flange and plate girders--5-u4-bar.gif|13px]]) and #6-U5 bars ([[Image:751.35 wide flange and plate girders--6-u-bar.gif]]) spliced with U1 ([[Image:751.35 wide flange and plate girders-u1-bar.gif]]) and V1 bars (│). U4 bars shall be same size as U1 bars. Show lap splice on plans as shown. For shallow beams stirrup hooks may be required for U4 bars ( [[image:751.35 shape37S-2024.png|14px]] -Shape 37S) (see Alternate Sections). For shallow beams where 16” is not available extend stirrup hooks to top of beam minus 1” clear.
|-
|valign="top"|<font color = "green">(3)</font color = "green"> ||U1 bars ([[Image:751.35 wide flange and plate girders-u1-bar.gif]]) at 12" centers. Typically #5 bars, except [https://epg.modot.org/index.php/751.35_Concrete_Pile_Cap_Integral_End_Bents#751.35.2.5_Beam_Reinforcement_Special_Cases special cases]. Replace with pairs of #5-V1 bars (│) at piles. Make sure U1 and V1 bars extend enough to meet lap length requirement across length of diaphragm. For shallow beams stirrup hooks may be required for U1 bars ( [[image:751.35 shape37S-2024.png|14px]] -Shape 37S) and end hooks may be required for V1 bars ([[image:751.35.4.1 V1 hook.jpg|8px]]) (see alternate sections). For shallow beams where 16” is not available extend hooks to approach notch minus 1 1/2" clear.
|-
|valign="top"|<font color = "green">(4)</font color = "green"> ||Stirrups shall clear step by 1 1/2" minimum, if not lengthen step or skew step.
|-
|valign="top"|<font color = "green">(5)</font color = "green"> ||#6-V bars at no more than 9” centers at the end of girders or beams.
|-
|valign="top"|<font color = "green">(6)</font color = "green"> ||#5-U bars (15”H x 24”V) @ about 12" centers placed parallel to centerline roadway. When approach slab haunch is expected to be greater than 18” at the roadway crown at the end of slab, slope the approach slab notch providing 12” of constant approach slab haunch or with SPM or SLE approval greater than 18” approach slab haunch may be used but increase vertical leg length of #5-U bars to ensure 12” minimum embedment.<br/>For shallow beams where 12” embedment is not available adjust length of vertical leg and extend to top of beam minus 1” clear.
|-
|valign="top"|<font color = "green">(7)</font color = "green"> ||With SPM or SLE approval a 29” splice may be used in combination with specifying 2” cover to U bars and V bars if doing so avoids the need for using hooked bars.
|-
|valign="top"|<font color = "green">(8)</font color = "green"> ||Add intermediate longitudinal bar(s) when required for spacing. Keep 3” minimum clearance between the pile and intermediate longitudinal bar(s).  
|}
</center>
[[Image:751.35.4.2-04-2024.png|center|800px]]

Latest revision as of 16:04, 3 February 2026

REVISION REQUEST 4036

106.3.2.93.1 Means of Evaluating Aggregate Alkali Carbonate Reactivity

1. Chemical Analysis

The chemical analysis of aggregate reactivity is an objective, quantifiable and repeatable test. MoDOT will perform the chemical analysis per the process identified in ASTM C 25 for determining the aggregate composition. The analysis determines the calcium oxide (CaO), magnesium oxide (MgO), and aluminum oxide (Al2O3) content of the aggregate. The chemical compositions are then plotted on a chart with the CaO/MgO ratio on the y-axis and Al2O3 percentage on the x-axis per Fig. 2 in AASHTO R 80. Aggregates are considered potentially reactive if the Al2O3 content is greater than or equal to 1.0% and the CaO/MgO ratio is either greater than or equal to 3.0 or less than or equal to 10.0 (see chart below). See flow charts in 106.3.2.93.2 for approval hierarchy. CaO, MgO and Al2O3 shall be analyzed by instrumental analysis only.

* MoDOT’s upper and lower limits of potentially reactive (shaded area) aggregates.

2. Petrographic Examination

A petrographic examination is another means of determining alkali carbonate reactivity. The sample aggregate for petrographic analysis will be obtained at the same time as the source sample. MoDOT personnel shall be present at the time of sample. The petrographic sample shall be placed in an approved tamper-evident container (provided by the quarry) for shipment to petrographer. Per ASTM C 295, a petrographic examination is to be performed by a petrographer with at least 5 years of experience in petrographic examinations of concrete aggregate including, but not limited to, identification of minerals in aggregate, classification of rock types, and categorizing physical and chemical properties of rocks and minerals. The petrographer will have completed college level course work in mineralogy, petrography, or optical mineralogy. MoDOT does not accept on-the-job training by a non-degreed petrographer as qualified to perform petrographical examinations. MoDOT may request petrographer’s qualifications in addition to the petrographic report. The procedures in C 295 shall be used to perform the petrographic examination. The petrographic examination report to MoDOT shall include at a minimum:

  • Quarry name and ledge name; all ledges if used in combination
  • MoDOT District quarry resides
  • Date sample was obtained; date petrographic analysis was completed
  • Name of petrographer and company/organization affiliated
  • Lithographic descriptions with photographs of the sample(s) examined
  • Microphotographs of aggregate indicating carbonate particles and/or other reactive materials
  • Results of the examination
  • All conclusions related to the examination

See flow charts in EPG 106.3.2.93.2 for the approval hierarchy. See EPG 106.3.2.93.3 for petrographic examination submittals. No direct payment will be made by the Commission for shipping the petrographic analysis sample to petrographer, or for the petrographic analysis performed by the petrographer.

3. Concrete Prism/Beam Test

ASTM C 1105 is yet another means for determining the potential expansion of alkali carbonate reactivity in concrete aggregate. MoDOT will perform this test per C 1105 at its Central Laboratory. Concrete specimen expansion will be measured at 3, 6, 9, and 12 months. The test specimens will be considered alkali carbonate reactive (expansive) if the specimens expand greater than 0.015% at 3 months, 0.025% at 6 months, or 0.030% at 12 months. See flow chart in EPG 106.3.2.93.2 for the approval hierarchy.


REVISION REQUEST 4143

751.36.5 Design Procedure

  • Structural Analysis
  • Geotechnical Analysis
  • Drivability Analysis

751.36.5.1 Design Procedure Outline

  • Determine foundation load effects from the superstructure and substructure for Service, Strength and Extreme Event Limit States.
  • If applicable, determine scour depths, liquefaction information and pile design unbraced length information.
  • Determine if downdrag loadings should be considered.
  • Select preliminary pile size and pile layout.
  • Perform a Static Pile Soil Interaction Analysis. Estimate Pile Length and pile capacity.
  • Based on pile type and material, determine Resistance Factors for Structural Strength (ϕc and ϕf).
  • Determine:
    • Maximum axial load effects at toe of a single pile
    • Maximum combined axial & flexural load effects of a single pile
    • Maximum shear load effect for a single pile
    • Uplift pile reactions
  • Determine Nominal and Factored Structural Resistance for single pile
    • Determine Structural Axial Compression Resistance
    • Determine Structural Flexural Resistance
    • Determine Structural Combined Axial & Flexural Resistance
    • Determine Structural Shear Resistance
  • Determine method for pile driving acceptance criteria
  • Determine Resistance Factor for Geotechnical Resistance (ϕstat) and Driving Resistance (ϕdyn).
  • If other than end bearing pile on rock or shale, determine Nominal Axial Geotechnical Resistance for pile.
  • Determine Factored Axial Geotechnical Resistance for single pile.
  • Determine Nominal pullout resistance if pile uplift reactions exist.
  • Check for pile group effects.
  • Resistance of Pile Groups in Compression
  • Check Drivability of all pile (bearing and friction pile) using the Wave equation analysis.
  • Review Static Pile Soil Interaction Analysis and pile lengths for friction pile.
  • Show proper Pile Data on Plan Sheets (Foundation Data Table).

751.36.5.2 Structural Resistance Factor (ϕc and ϕf) for Strength Limit State

LRFD 6.5.4.2

For integral end bent simple pile design, use Φc = 0.35 for CIP steel pipe piles and HP piles. See Figure 751.35.2.4.2.

For pile at all locations where integral end bent simple pile design is not applicable, use the following:

The structural resistance factor for axial resistance in compression is dependent upon the expected driving conditions. When the pile is subject to damage due to severe driving conditions where use of pile point reinforcement is necessary:
Steel Shells (Pipe): ϕc= 0.60
HP Piles: ϕc= 0.50
When the pile is subject to good driving conditions where use of pile point reinforcement is not necessary:
Steel Shells (Pipe) Piles: ϕc= 0.70
HP Piles: ϕc= 0.60
For HP piles, pile point reinforcement is always required when HP piles are anticipated to be driven to rock and proofed. Driving HP piles to rock is considered severe driving conditions for determination of structural resistance factor. However, driving HP piles through overburden not likely to impede driving to deep rock or preboring to rock for setting piles are two situations that could be considered as less than severe. Further, driving any steel pile through soil without rubble, boulders, cobbles or very dense gravel could be considered good driving conditions for determination of structural resistance factor. Consult the Structural Project Manager or Structural Liaison Engineer.
The structural resistance factor for combined axial and flexural resistance of undamaged piles:
Axial resistance factor for HP Piles: ϕc= 0.70
Axial resistance for Steel Shells (Pipe): ϕc= 0.80
Flexural resistance factor for HP Piles or Steel Shells: ϕf= 1.00
For Extreme Event Limit States, see LRFD 10.5.5.3.

751.36.5.3 Geotechnical Resistance Factor (ϕstat) and Driving Resistance Factor (ϕdyn)

The factors for Geotechnical Resistance (ϕstat) and Driving Resistance (ϕdyn) may be different because of the reliability of the different methods used to determine the nominal bearing resistance. Caution should be used if the difference in factors for Geotechnical Resistance and Driving Resistance are great as it can lead to issues with pile overruns. Also see EPG 751.36.5.9.

Geotechnical Resistance Factor, ϕstat:

The Geotechnical Resistance factor is based on the static method used by the designer in determining the nominal bearing resistance. Unlike the Driving Resistance factor the Geotechnical Resistance factor can vary with the soil layers. If Geotechnical Resistance factors are not provided by the Geotechnical Engineer, the static method and resistance factors shall be selected from the table below. The values provided in LRFD Table 10.5.5.2.3-1 are only applicable if the end of drive criteria is based off the total pile penetration which is not recommended. For Extreme Event Limit States see LRFD 10.5.5.3.

Table - Static Analysis Resistance Factors used for Pile Length Estimates
Pile Type Soil Type Static Analysis Method Side Friction1
ϕstat		 End Bearing
ϕstat
CIP Piles - Steel Pipe Shells Clay Alpha - Tomlinson ϕdyn2 ϕdyn2
Sand Nordlund3 0.45 - Gates
0.45 - WEAP
0.55 - PDA		 0.45 - Gates
0.45 - WEAP
0.55 - PDA
LCPC4 0.70 0.45
Schmertmann5 0.50 0.50
1 For mixed soil profiles the lowest applicable resistance factor for clay or sand may be used to simplify the analysis.
2 ϕdyn = see following section.
3The Nordlund method is recommended for sand layers in mixed soil profiles where CPT data is not available.
4The resistance factors associated with the LCPC method are not statistically calibrated for reliability, but studies have shown this method to be one of the most reliable methods for predicting soil behavior from CPT data.
5Per LRFD 10.7.3.8.6g the Schmertmann method shall only be used for sands and nonplastic silts with CPT data.
For more detailed guidance see SEG 25-001 New Policy for Friction Pile.

Driving Resistance Factor, ϕdyn:

The Driving Resistance factor shall be selected from LRFD Table 10.5.5.2.3-1 based on the method to be used in the field during construction to verify nominal axial compressive resistance.

Pile Driving Verification Method Resistance Factor,
ϕdyn
FHWA-modified Gates Dynamic Pile Formula
(End of Drive condition only)		 0.40
Wave Equation Analysis (WEAP) 0.50
Dynamic Testing (PDA) on 1 to 10% piles 0.65
Other methods Refer to LRFD Table 10.5.5.2.3-1

Use EPG 751.50 Standard Detailing Note G7.3 on plans as required for end bearing piles driven to rock. This requirement shall apply to any type of rock meaning weak to strong rock including stronger shales where HP piling is anticipated to meet refusal. The verification method shown on the plans is only used to verify the nominal axial compressive resistance prior to reaching practical refusal. If the practical refusal criterion is met the field verification method shown on the plans is no longer considered valid.

For end bearing piles tipped in shale, sandstone, or rock of uncertain strength at any loading where the likelihood of pile damage is increased, the Foundation Investigation Geotechnical Report (FIGR) should give a recommendation for dynamic pile testing (PDA) or no PDA. For most end bearing piles, where a recommendation for field verification is not given in the FIGR, the designer will need to determine whether gates or WEAP is required for the pile driving verification method based on the loading demands on the pile or other factors.

For piles bearing on hard rock with MNACR less than 600 kips, FHWA-modified Gates Dynamic Pile Formula should be listed as verification method, and practical refusal criterion should control end of driving criteria. FHWA-modified Gates Dynamic Pile Formula is not considered accurate for pile loading (Minimum Nominal Axial Compressive Resistance) exceeding 600 kips. When pile loading exceeds 600 kips, use wave equation analysis, dynamic testing, or other method. Consideration should be given to using additional piles to reduce the MNACR below 600 kips.

Under special circumstances when rock limits or conditions are nonuniform, WEAP should be considered in order to limit pile damage since it requires further scrutiny of the site conditions with the proposed pile driving system.

Dynamic Testing is recommended for projects with friction piles where the soil profile is comprised primarily of sand. For bridges where the soil profile is comprised primarily of clays or evenly mixed clays and sands the recommended verification method is WEAP. When WEAP is specified as the pile driving criteria for friction pile, provide standard note E2.28 below the foundation table. For more detailed guidance see SEG 25-001 New Policy for Friction Pile.

751.36.5.4 Downdrag and Losses to Geotechnical Resistance due to Scour and Liquefaction

Downdrag and Losses to Geotechnical Resistance due to Scour and Liquefaction (kips), LRFD 10.7.3.6, 10.7.3.7, and AASHTO Guide Specifications for LRFD Seismic Bridge Design (SGS) 6.8.

Downdrag, liquefaction and scour all reduce the available skin friction capacity of piles. Downdrag (DD) is unique because it not only causes a loss of capacity, but also applies a downward force to the piles. This is usually attributed to embankment settlement. However, downdrag can also be caused by a non-liquefied layer overlying a liquefied layer. Review geotechnical report for downdrag and liquefaction information.

751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile

The PNDC equations provided herein assume the piles are continually braced. This assumption is applicable for the portion of piling below ground or confined by solid wall encasement. If designing a pile bent structure, scour exists or liquefaction exists, then the pile shall be checked considering the appropriate unbraced length.

Structural Steel HP Piles

PNDC=0.66λFyAS
Since we are assuming the piles are continuously braced, then λ= 0.
Fy is the yield strength of the pile
AS is the area of the steel pile

Welded or Seamless Steel Shell (Pipe) Cast-In-Place Piles (CIP Piles)

PNDC=0.85f'cAc+FyAst
Fy is the yield strength of the pipe pile
Ast is the area of the steel pipe (deducting 12.5 % ASTM tolerance and 1/16 inch corrosion where appropriate.)
f'c is the concrete compressive strength at 28 days
Ac is the area of the concrete inside the pipe pile
Maximum Load during pile driving = 0.90(fyAst)

Welded or Seamless Steel Shell shall be ASTM A252 Modified Grade 3 (50 ksi). ASTM A252 states “the wall thickness at any point shall not be more than 12.5% under the specified nominal wall thickness.” AASHTO recommends deducting 1/16” of the wall thickness due to corrosion (LRFD 5.13.4.5.2). Corrosion need not be considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis deduct 12.5% of specified nominal wall thickness (ASTM A252). For structural design deduct 12.5 % (ASTM A252) and 1/16” for corrosion (LRFD 5.13.4.5.2) from specified nominal wall thickness.

751.36.5.6 Preliminary Factored Axial Design Capacity (PFDC) of an Individual Pile

PFDC = Structural Factored Axial Compressive Resistance – Factored Downdrag Load

751.36.5.7 Design Values for Steel Pile

751.36.5.7.1 Integral End Bent Simple Pile Design

The following design values may be used for integral end bents where the simple pile design method is applicable per EPG 751.35.2.4.2 Pile Design. These values are not applicable for soils subject to liquefaction or scour where unbraced lengths may alter the design.

751.36.5.7.1.1 Design Values for Individual HP Pile

Fy = 50 ksi. End Bearing Piles (HP piles) anticipated to be driven to rock.

Pile Size As
Area,
sq. in.		 Structural
Nominal
Axial
Compressive
Resistance
PNDC1,2,
kips		 Φc
Structural
Resistance
Factor4,5,
LRFD 6.5.4.2		 Structural
Factored
Axial
Compressive
Resistance2,3,4,
kips		 0.9*ϕda*Fy
Maximum
Nominal
Driving
Stress,
LRFD 10.7.8,
ksi
HP 12x53 15.5 775 0.35 271 45.00
HP 14x73 21.4 1070 0.35 375 45.00
1 Structural Nominal Axial Compressive Resistance for fully embedded piles only.

     Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, Rndr
                  = (Maximum factored axial loads / ϕdyn) ≤ Structural nominal axial compressive resistance, PNDC          LRFD 10.5.5.2.3

2 Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.

3 Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.

4 Values are applicable for Strength Limit States.

5 Use (Φc) = 0.35 instead of 0.5 for structural resistance factor (LRFD 6.5.4.2)


Notes:

ϕdyn = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1

For more information about selecting pile driving verification methods refer to EPG 751.36.5.3 Geotechnical Resistance Factor (ϕstat) and Driving Resistance Factor (ϕdyn).

Drivability analysis shall be performed for all HP piles using Delmag D19-42. Do not show minimum hammer energy on plans.

Check drivability for all HP Pile in accordance with EPG 751.36.5.11

For additional design requirements, see EPG 751.36.5.1.

751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile

Modified Grade 3 Fy = 50 ksi; F'c = 4 ksi; Structural Axial Compressive Resistance Factor, (Φc)1,3 = 0.35

Unfilled Pipe For Axial Analysis2
Pile Outside Diameter O.D., in. Pile Inside Diameter I.D., in. Minimum Wall Thickness, in. Reduced Wall thick. for Fabrication (ASTM A252), in. As,4
Area
of
Steel
Pipe,
sq. in.		 Structural
Nominal
Axial
Compressive
Resistance
Pn5,6,7,
kips		 Structural
Factored Axial
Compressive
Resistance1,7,8,
kips		 0.9*ϕda*Fy*As
Maximum
Nominal
Driving
Resistance6,
LRFD 10.7.8,
kips
14 13 0.5 0.44 18.47 923 323 831
12.75 0.6259 0.55 22.84 1142 400 1028
16 15 0.5 0.44 21.22 1061 371 955
14.75 0.6259 0.55 26.28 1314 460 1183
20 19 0.5 0.44 26.72 1336 468 1202
18.75 0.625 0.55 33.15 1658 580 1492
24 23 0.5 0.44 32.21 1611 564 1450
22.75 0.625 0.55 40.03 2001 700 1801
22.5 0.75 0.66 47.74 2387 835 2148

1Values are applicable for Strength Limit States.

2 Use to determine preliminary number of pile and pile size. For piles predominantly embedded and tipped in cohesionless soils the maximum loads provided in EPG 751.36.5.10 will control.

3 Use (Φc) = 0.35 instead of 0.6 for structural axial compressive resistance factor (LRFD 6.5.4.2). Since ϕdyn >> Φc the maximum nominal driving resistance may not control.

4 Corrosion NOT considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis use reduced pipe nominal wall thickness, 12.5%, for fabrication (ASTM A252).

5 Structural Nominal Axial compressive resistance for fully embedded piles only.

6 Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, Rndr

                  = Maximum factored axial loads / ϕdyn ≤ Structural nominal axial compressive resistance, Pn and           LRFD 10.5.5.2.3

                  ≤ Maximum nominal driving resistance.

7 Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.

8 Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.

9 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.

Notes:

Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.

Check drivability for all CIP Pile in accordance with EPG 751.36.5.11.

Require dynamic pile testing for field verification for all CIP piles on the plans.
ϕdyn = 0.65 = Dynamic Testing resistance factor to be used to estimate nominal pile resistance during pile installation. This value may be increased if static load testing is specified per LRFD Table 10.5.5.2.3-1.

For additional design requirements, see EPG 751.36.5.1.

751.36.5.7.2 General Pile Design

The following design values are recommended for general use where the simple pile design method is not applicable per EPG 751.35.2.4.2 Pile Design. These values are not applicable for soils subject to liquefaction or scour where unbraced lengths may alter the design.

751.36.5.7.2.1 Design Values for Individual HP Pile

Fy = 50 ksi. End Bearing Piles (HP piles) anticipated to be driven to rock.

Pile Size As
Area,
sq. in.		 Structural
Nominal
Axial
Compressive
Resistance
PNDC1,2,
kips		 Φc
Structural
Resistance
Factor4,
LRFD 6.5.4.2		 Structural
Factored
Axial
Compressive
Resistance2,3,4,
kips		 0.9*ϕda*Fy
Maximum
Nominal
Driving
Stress,
LRFD 10.7.8,
ksi
HP 12x53 15.5 775 0.5 388 45.00
HP 14x73 21.4 1070 0.5 535 45.00
1 Structural Nominal Axial Compressive Resistance for fully embedded piles only. Structural Nominal Axial Compressive Resistance for unsupported piles shall be determined in accordance with LRFD 10.7.3.13.1. (i.e., intermediate pile cap bent).

     Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, Rndr
                  = (Maximum factored axial loads / ϕdyn) ≤ Structural nominal axial compressive resistance, PNDC          LRFD 10.5.5.2.3

2 Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.

3 Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.

4 Values are applicable for Strength Limit States. Modify value for other Limit States.


Notes:

ϕdyn = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1

For more information about selecting pile driving verification methods refer to EPG 751.36.5.3 Geotechnical Resistance Factor (ϕstat) and Driving Resistance Factor (ϕdyn).

Drivability analysis shall be performed for all HP piles using Delmag D19-42. Do not show minimum hammer energy on plans.

Check drivability for all HP Pile in accordance with EPG 751.36.5.11

For additional design requirements, see EPG 751.36.5.1.

751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile

Modified Grade 3 Fy = 50 ksi; F'c = 4 ksi; Structural Resistance Factor, (Φc)1 = 0.6

Unfilled Pipe For Axial Analysis2 Concrete Filled Pipe For Flexural Analysis3
Pile Outside Diameter O.D., in. Pile Inside Diameter I.D., in. Minimum Wall Thickness, in. Reduced Wall thick. for Fabrication (ASTM A252), in. As,4 Area of Steel Pipe, sq. in. Structural Nominal Axial Compressive Resistance, Pn5,6,7, kips Structural Factored Axial Compressive Resistance1,7,8, kips 0.9*ϕda*Fy*As Maximum
Nominal
Driving
Resistance5,6, LRFD 10.7.8, kips		 Reduced Wall Thick. for Corrosion (1/16"), LRFD 5.13.4.5.2, in. Ast,9 Net Area of Steel Pipe, sq. in. Ac Concrete Area, sq. in. Structural Nominal Axial Compressive Resistance PNDC5,7,10, kips Structural Factored Axial Compressive Resistance1,7,10, kips
14 13 0.5 0.44 18.47 923 554 831 0.375 15.76 133 1239 743
12.75 0.62511 0.55 22.84 1142 685 1028 0.484 20.14 128 1441 865
16 15 0.5 0.44 21.22 1061 637 955 0.375 18.11 177 1506 904
14.75 0.62511 0.55 26.28 1314 788 1183 0.484 23.18 171 1740 1044
20 19 0.5 0.44 26.72 1336 801 1202 0.375 22.83 284 2105 1263
18.75 0.625 0.55 33.15 1658 995 1492 0.484 29.27 276 2402 1441
24 23 0.5 0.44 32.21 1611 966 1450 0.375 27.54 415 2790 1674
22.75 0.625 0.55 40.03 2001 1201 1801 0.484 35.36 406 3150 1890
22.5 0.75 0.66 47.74 2387 1432 2148 0.594 43.08 398 3506 2103

1 Values are applicable for Strength Limit States. Modify value for other Limit States.

2 Use to determine preliminary number of pile and pile size. For piles predominantly embedded and tipped in cohesionless soils the maximum loads provided in EPG 751.36.5.10 will control.

3 Pipes placed in prebored holes in rock can use filled pipe capacity for axial plus flexural resistance. Therefore, number of piles should be based on this capacity assuming rock is infinitely more stiff. This recognizes that pile driving is not a concern.

4 Corrosion NOT considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis use reduced pipe nominal wall thickness, 12.5%, for fabrication (ASTM A252).

5 Structural Nominal Axial compressive resistance for fully embedded piles only. Value in table is a raw number and is the value used to determine the factored resistance. Structural Nominal Axial Compressive Resistance for unsupported piles shall be determined in accordance with LRFD 10.7.3.13.1. (i.e. Intermediate pile cap bent).

6 Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, Rndr

      = Maximum factored axial loads / ϕdyn ≤ Structural nominal axial compressive resistance, Pn and               LRFD 10.5.5.2.3

                                                                    ≤ Maximum nominal driving resistance.

7 Axial Compressive Resistance values shown above shall be reduced when downdrag is considered

8 Maximum factored axial load per pile ≤ Structural factored axial compressive resistance

9 Net area of steel pipe, Ast, assumes a 12.5% fabrication reduction (ASTM A252) and 1/16" (LRFD 5.13.4.5.2) reduction in pipe nominal wall thickness for corrosion.

10 Use for lateral load analysis. Resistance value includes filled pipe based on net area of steel pipe, Ast (12.5% fab. reduction and 1/16” corr. reduction in nominal pipe wall thickness).

11 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.

Notes:

Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.

Check drivability for all CIP Pile in accordance with EPG 751.36.5.11.

Require dynamic pile testing for field verification for all CIP piles on the plans.

ϕdyn = 0.65 = Dynamic Testing resistance factor to be used to estimate nominal pile resistance during pile installation. This value may be increased if static load testing is specified per LRFD Table 10.5.5.2.3-1.

For additional design requirements, see EPG 751.36.5.1.

751.36.5.8 Additional Provisions for Pile Cap Footings

Pile Group Layout:

Pu = Total Factored Vertical Load.

Preliminary Number of Piles Required = TotalFactoredVerticalLoadPFDC

Layout a pile group that will satisfy the preliminary number of piles required. Calculate the maximum and minimum factored load applied to the outside corner piles assuming the pile cap/footing is perfectly rigid. The general equation is as follows:

Max. Load =   PuTotalNo.ofPiles+MuxYiΣYi2+MuyXiΣXi2

Min. Load =   PuTotalNo.ofPiles−MuxYiΣYi2−MuyXiΣXi2

The maximum factored load per pile must be less than or equal to PFDC for the pile type and size chosen. If not, the pile size must be increased or additional piles must be added to the pile group. Reanalyze until the pile type, size and layout are satisfactory.


Pile Uplift on End Bearing Piles and Friction Piles:

Service - I Limit State:
Minimum factored load per pile shall be ≥ 0.
Tension on a pile is not allowed for conventional bridges.
Strength and Extreme Event Limit States:
Uplift on a pile is not preferred for conventional bridges.
Maximum Pile Uplift load = │Minimum factored load per pile│ - │Factored pile uplift resistance│ ≥ 01
Note: Compute maximum pile uplift load if value of minimum factored load is negative.
1 The minimum factored load (maximum tensile load) per pile should preferably not result in uplift for the Strength and Extreme Event Limit States. Pile uplift for the Strength and Extreme Event limit states may be permitted by SPM or SLE based on infrequent uplift load cases and small magnitudes of uplift. This decision is based on the presumed difficulty of a pile cap footing to rotate, specifically for it to be able to rotate on piles driven to rock. When pile uplift is allowed, the necessity of top pile cap reinforcement shall be investigated and the standard anchorage detail for HP pile per EPG 751.36.4.1 Structural Steel HP Pile - Details shall be used.


Resistance of Pile Groups in Compression                                                                                                                          LRFD 10.7.3.9

If the cap is not in firm contact with the ground and if the soil at the surface is soft, the individual nominal resistance of each pile (751.36.5.5) shall be multiplied by an efficiency factor, η, based on pile spacing.

751.36.5.9 Estimate Pile Length and Check Pile Capacity

751.36.5.9.1 Estimated Pile Length

Friction Piles:

Estimate the pile length required to achieve the minimum nominal axial compressive resistance, MNACR, or required driving resistance, Rndr, for establishment of contract pile quantities. Perform a static analysis using one of the methods given in EPG 751.36.5.3 Geotechnical Resistance Factor (ϕstat) and Driving Resistance Factor (ϕdyn) to determine the nominal resistance profile of the soil. For each soil layer the appropriate resistance factor, ϕstat, shall be applied to account for the reliability of the static analysis method to create a factored resistance profile. The penetration depth would then occur at the location where the factored resistance profile intercepts the factored load. The relationship between the static axial compressive resistance and required driving resistance for a uniform soil profile with a constant static resistance factor is given as follows:

ϕdyn x Rndr = ϕstat x Rnstat ≥ Factored Load LRFD C10.7.3.3-1

Where:

ϕdyn = see EPG.751.36.5.3
Rndr = Required nominal driving resistance = MNACR
ϕstat = Static analysis resistance factor per EPG 751.36.5.3 or as provided by the Geotechnical Engineer. Factors for side friction and end bearing may be different.
Rnstat = Required nominal static resistance

Use soil profiles from borings and mimic soil characteristics as closely as possible in computations or software to calculate the geotechnical resistance and for estimating the length of pile. For more detailed guidance see SEG 25-001 New Policy for Friction Pile.

It is not advisable to design pile deeper than available borings or to reach capacity within the bottom 3 to 5 feet of borings. If a longer pile depth is needed to meet design requirements then request Geotechnical Section to provide deeper borings or increase the number of piles which will reduce load per pile as well as the required pile length.

For friction pile the top five feet of soil friction resistance may be neglected with SPM or SLE approval for possible disturbance from MSE wall excavation prior to driving pile.

End Bearing Piles:

The estimated pile length is the distance along the pile from the cut-off elevation to the estimated tip elevation considering any penetration into rock. The estimated tip elevation shall not be shown on plans for end bearing piles.

The geotechnical material above the estimated end bearing tip elevation shall be reviewed for the presence of glacial till or similar layers. If these layers are present, then a static analysis shall be performed to verify if the required pile resistance is reached at a higher elevation due to pile friction capacity.

751.36.5.9.2 Check Pile Geotechnical Capacity (Axial Loads Only)

Use the same methodology outlined in EPG 751.36.5.9.1 Estimated Pile Length.

751.36.5.9.3 Check Pile Structural Capacity (Combined Axial and Bending)

Structural design checks which include lateral loading and bending shall be accomplished using the appropriate structural resistance factors.

751.36.5.10 Pile Nominal Axial Compressive Resistance

The minimum nominal axial compressive resistance, MNACR, or required driving resistance, Rndr, must be calculated and shown on the final plans. The factored axial compressive resistance will be used to verify the pile group layout and loading. The minimum nominal axial compressive resistance will be used in construction field verification methods to obtain the required nominal driving resistance.

Minimum Nominal Axial Compressive Resistance, MNACR = Required Nominal Driving Resistance, Rndr
= Maximum factored axial loads/ϕdyn
ϕdyn = Resistance factor of the dynamic method used to estimate nominal pile resistance during pile installation. LRFD 10.5.5.2.3.1

The value of Rndr shown on the plans shall be the greater of the value required at the Strength limit state and Extreme Event limit state. This value shall not be greater than the structural nominal axial compressive resistance of the steel HP pile nor shall it exceed the maximum nominal driving resistance of the steel shell for CIP piles. See EPG 751.36.5.5.              LRFD 10.7.7

For friction piles predominantly embedded and tipped in cohesionless soils the minimum nominal axial compressive resistance shall be limited to the values shown in the following table. Approval from the SPM, SLE or owner's representative is required before exceeding the limits provided in this table.

Maximum Axial Loads for Friction Pile in Cohesionless Soils
Pile Type Minimum Nominal
Axial Compressive
Resistance (Rndr)1
(kips)
 Maximum Factored Axial Load (kips)
Dynamic Testing Wave Equation
Analysis		 FHWA-modified
Gates Dynamic
Pile Formula
ϕdyn= 0.65 ϕdyn = 0.50 ϕdyn = 0.40
CIP 14” 210 136 105 84
CIP 16” 240 156 120 96
CIP 20” 300 195 150 120
CIP 24” 340 221 170 136
1 The minimum nominal axial compressive resistance values are correlated to match the maximum design tonnage values used in past ASD practice. A factor of safety of 3.5 is used to determine the equivalent Rndr.

751.36.5.11 Check Pile Drivability

Drivability of the pile through the soil profile shall be investigated using the GRLWEAP wave equation analysis program. The static axial compressive resistance profile used in the wave equation analysis shall be determined using one of the approved static methods given in EPG 751.36.5.3.

Drivability analysis shall be performed by the designer for all pile types (bearing pile and friction pile) using the Delmag D19-42 hammer with manufacturer recommendations. The drivability analysis shall confirm that the pile can be driven to the minimum tip elevation, rock elevation or reach the minimum nominal axial compressive resistance prior to refusal and without overstressing the pile. If the drivability analysis shows overstress or refusal prior to reaching the desired depth a lighter or heavier hammer from the table below may be used to confirm constructability. The drivability analysis is not intended to confirm that a pile can be driven through rock (shales, sandstones, etc…) where the likelihood of pile damage is increased and PDA is recommended to reduce loads and monitor pile stresses in the field. The drivability analyses performed by the designer does not waive the responsibility of the contractor in selecting the appropriate pile driving system per Sec 702.3.5 (also discussed below).

Use soil profiles from borings and mimic soil characteristics as closely as possible for computations or in software to perform drivability analysis of any kind of pile.

Structural steel HP Pile:

Drivability analysis shall be performed for the box shape of the pile (i.e., not the perimeter).

Drivability shall be performed considering existing condition without considering any excavation/ disturbance (i.e., possible disturbance to top 5 feet of soil from MSE wall excavation prior to driving pile), liquefaction or future scour loss.

Hammer types:

Pile Driving Hammer Information For GRLWEAP
Hammer used in the field per survey response (2017)
GRLWEAP ID Hammer name No. of Responses
41 Delmag D19-421 13
40 Delmag D19-32 6
38 Delmag D12-42 4
139 ICE 32S 4
15 Delmag D30-32 2
Delmag D25-32 2
127 ICE 30S 1
150 MKT DE-30B 1
1 Delmag series of pile hammers is the most popular, with the D19-42 being the most widely used.

The contractor is responsible for determining the driving system required to successfully drive the pile to the minimum tip elevation and to reach the minimum nominal axial compressive resistance specified on the plans. The contractor is required to perform a drivability analysis to select an appropriate hammer size to ensure the pile can be driven without overstressing the pile and to prevent refusal of the pile prior to reaching the minimum tip elevation. The contractor shall plan pile driving activities and submit hammer energy requirements to the engineer for approval before driving. There is an exception to the contractor’s responsibility for the drivability analysis when WEAP is specified as the driving criteria for friction pile. When WEAP is specified for friction pile an inspector’s chart will be provided for the contractor in the electronic deliverables. For more detailed guidance see SEG 25-001 New Policy for Friction Pile.

Practical refusal is defined at 20 blows/inch or 240 blows per foot.

Driving should be terminated immediately once 30 blows/inch is encountered.

Nominal Driving Stress LRFD 10.7.8
Nominal driving stress ≤ 0.9*ϕda*Fy
For structural steel HP pile, Maximum nominal driving stress = 45 ksi
For CIP pile, Maximum nominal driving resistance, see EPG 751.36.5.7.1.2 or EPG 751.36.5.7.2.2 (unfilled pipe for axial analysis).

If analysis indicates the piles do not have sufficient structural or geotechnical strength or drivability issues exist, then consider increasing the number of piles.

751.36.5.12 Information to be Included on the Plans

See EPG 751.50 A1 Design Specifications, Loadings & Unit Stresses for appropriate design stresses to be included in the general notes.

See EPG 751.50 E2 Foundation Data Table for appropriate data to be included in the foundation data table for HP pile and CIP pile and any additional notes required below the table. See Bridge Standard Drawings “Pile” for CIP data table.







E2. Foundation Data Table

The following table is to be placed on the design plans and filled out as indicated.

(E2.1) [MS Cell] (E2.1) (Example: Use the underlined parts in the bent headings for bridges having detached wing walls at end bents only.)

Foundation Data1
Type Design Data Bent Number
1 (Detached
Wing Walls
Only)		 1 (Except
Detached
Wing Walls)		 2 3 4
Load
Bearing
Pile		 CECIP/OECIP/HP Pile Type and Size CECIP 14" CECIP 14" CECIP 16" OECIP 24" HP 12x53
Number
6 8 15 12 6
Approximate Length Per Each
50 50 60 40 53
Pile Point Reinforcement
 All All - All All
Min. Galvanized Penetration (Elev.)
303 2954 273 Full Length 300
Est. Max. Scour Depth 1002 (Elev.)
- - 285 - -
Minimum Tip Penetration (Elev.)
285 303 270 - -
Criteria for Min. Tip Penetration Min. Embed. Min. Embed. Scour - -
Pile Driving Verification Method DT DT DT DT DF
Resistance Factor 0.65 0.65 0.65 0.65 0.4
Design Bearing3 Minimum Nominal Axial
Compressive Resistance
175 200 300 600 250
Spread
Footing		 Foundation Material - - Weak Rock Rock -
Design Bearing Minimum Nominal
Bearing Resistance
- - 10.2 22.6 -
Rock
Socket		 Number
- - 2 3 -
Foundation Material - - Rock Rock -
Elevation Range
- - 410-403 410-398 -
Design Side Friction
Minimum Nominal Axial
Compressive Resistance
(Side Resistance)
- - 20.0 20.0 -
Foundation Material - - Weak Rock - -
Elevation Range
- - 403-385 - -
Design Side Friction
Minimum Nominal Axial
Compressive Resistance
(Side Resistance)
- - 9.0 - -
Design End Bearing
Minimum Nominal Axial
Compressive Resistance
(Tip Resistance)
- - 12 216 -
1 Show only required CECIP/OECIP/HP pile data for specific project.
2 Show maximum of total scour depths estimated for multiple return periods in years from Preliminary design which should be given on the Design Layout. Show the controlling return period (e.g. 100, 200, 500). If return periods are different for different bents, add a new line.
3 For LFD: For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values:
  1. Design bearing value for AASHTO group loads I thru VI.
  2. Design bearing for seismic loads / 2.0
4 It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
Additional notes:
On the plans, report the following definition(s) just below the foundation data table for the specific method(s) used:

DT = Dynamic Testing
DF = FHWA-modified Gates Dynamic Pile Formula
WEAP = Wave Equation Analysis of Piles
SLT = Static Load Test

On the plans, report the following definition(s) just below the foundation data table for CIP Pile:
CECIP = Closed Ended Cast-In-Place concrete pile
OECIP = Open Ended Cast-In-Place concrete pile

On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used:
Rock Socket (Drilled Shafts):
Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance) = Maximum Factored Loads/Resistance Factors
Spread Footings:
Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor
Load Bearing Pile:
Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor


Guidance for Using the Foundation Data Table:
Pile Driving Verification Method DF = FHWA-Modified Gates Dynamic Pile Formula
DT = Dynamic Testing
WEAP = Wave Equation Analysis of Piles
SLT = Static Load Test
Criteria for Minimum Tip Penetration Scour
Tension or uplift resistance
Lateral stability
Penetration anticipated soft geotechnical layers
Minimize post construction settlement
Minimum embedment into natural ground
Other Reason
Elevation reporting accuracy: Report to nearest foot for min. tip penetration, pile cleanout penetration, max. galvanized depth and est. max. scour depth. (Any more accuracy is acceptable but not warranted.)
For LFD Design
Use "Design Bearing" for load bearing pile and spread footing and use "Design Side Friction + Design End Bearing" for rock socket (drilled shaft).
For LRFD Design
Use "Minimum Nominal Axial Compressive Resistance" for load bearing pile, "Minimum Nominal Bearing Resistance" for spread footing and "Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance)" for rock socket (drilled shaft).

Shallow Footings

(E2.10) (Use when shallow footings are specified on the Design Layout.)

In no case shall footings of Bents No.       and       be placed higher than elevations shown       and       , respectively.

Driven Piles

(E2.20) (Use when prebore is required and the natural ground line is not erratic.)

Prebore for piles at Bent(s) No.       and       to elevation(s)       and       , respectively.

(E2.21) (Use when prebore is required and the natural ground line is erratic.)

Prebore to natural ground line.

(E2.22) (Use when estimated maximum scour depth (elevation) for CIP piles is required.)

Estimated Maximum Scour Depth (Elevation) shown is for verifying Minimum Nominal Axial Compressive Resistance Design Bearing using dynamic testing only where pile resistance contribution above this elevation shall not be considered.

(E2.23) (Use when static test piles are required.) The number of piles in table should not include probe piles. If probe piles are specified, place an * beside the number of piles at the bents indicated.

 *One concrete probe pile shall be driven in permanent position, one for each bent, at Bents No.       and       .

(E2.24)

All piles shall be galvanized down to the minimum galvanized penetration (elevation).

(E2.25) (Use for all HP pile and when pile point reinforcement is required for CIP pile.)

Pile point reinforcement need not be galvanized. Shop drawings will not be required for pile point reinforcement.

(E2.26) (Use for LFD piling design when Design Bearing is determined from service loads and shown on the plans. See guidance on [MS Cell] (E2.1) for specific pile driving verification method. Example: Considered only for widenings, repairs and rehabilitations.)

All piling shall be driven to a minimum nominal axial compressive resistance equal to 3.5 2.75 2.25 2.00 times the Design Bearing as shown on the plans.

(E2.27) Use for galvanized piles.

The contractor shall make every effort to achieve the minimum galvanized penetration (elevation) shown on the plans for all piles. Deviations in penetration less than 5 feet of the minimum will be considered acceptable provided the contractor makes the necessary corrections to ensure the minimum penetration is achieved on subsequent piles.

(E2.28) Use when WEAP is specified as the pile driving criteria for friction pile. Place an * behind each instance of WEAP in the Foundation Data table. The pay item Pile Wave Analysis shall not be included when this note is used.

*See electronic deliverables file for pile driving inspector’s chart(s). MoDOT will provide alternate charts for different driving systems as needed per request. With the request, the contractor shall provide the hammer manufacturer make and model, and any modifications to the manufacturer’s recommended settings including hammer cushion information. The contractor shall provide the request 30 calendar days before pile driving operations begin.

REVISION REQUEST 4151

127.2.3.3.1 Missouri Unmarked Human Burials Law

If human skeletal remains are encountered during construction, their treatment will be handled in accordance with Sections 194.400 to 194.410, RSMo, as amended. When human remains are encountered, the Contractor shall first stop all work within a 330-ft. or 100-meter radius of the remains, and secondly, shall notify the MoDOT Construction Inspector and/or Resident Engineer who will contact the Historic Preservation section. Historic Preservation staff will in turn notify the local law enforcement (to ensure that it is not a crime scene) and the State Historic Preservation Office (SHPO) as per RSMo 194 or to notify SHPO what has occurred and that it is covered by Missouri’s Cemeteries Law, §§ 214. RSMo. If the contractor is unable to contact appropriate MoDOT staff, the contractor shall initiate the involvement by local law enforcement and the SHPO. A description of the contractor’s actions will be promptly made to MoDOT.

If the human remains are prehistoric, the agency must consult with Indian tribes who have with ancestral, historic, and ceded land connections to the area in which the remains are located to determine the appropriate treatment of the remains. Tribal consultation may result in the conclusion that the remains should be preserved in place and construction plans changed to facilitate their preservation.





127.2.9 Construction Inspection Guidance

Mitigation by data recovery is usually completed prior to construction if the presence of cultural resources is known. If artifacts are discovered during construction activities, the Historic Preservation section must be immediately notified. This will allow an inspection of the site by MoDOT HP staff to determine if further investigation is necessary before construction activities continue.

Sec. 107.8.2 and Sec. 203.4.8 of the Missouri Standard Specifications for Highway Construction require the contractor to take steps to preserve any such artifacts that may be encountered and to notify the MoDOT Construction Inspector or Resident Engineer of their presence. If it is necessary to discontinue operations in a particular area to preserve such objects, this section of the specifications is basis for a work suspension. In order to ensure compliance with applicable state laws, the MoDOT Construction Inspector or Resident Engineer cannot release remains or artifacts or allow the contractor to disturb the area within the 330-foot or 100-meter buffer space around these discovered items, until after consultation with MoDOT HP staff and until after all applicable requirements from FHWA or SHPO have been addressed.

127.2.9.1 Cultural Resources Encountered During Construction

If cultural resources are encountered during construction, the contractor shall immediately stop all work within a 330-foot or 100-meter buffer around the limits of the resource and shall not resume without specific authorization from a MoDOT Historic Preservation Specialist. The contractor shall notify the MoDOT Resident Engineer or Construction Inspector, who shall contact the MoDOT HP within 24 hours of the discovery. MoDOT HP shall contact FHWA and SHPO within 48 hours of learning of the discovery and provide an evaluation of the resource and reasonable efforts to see if it can be avoided. FHWA shall make an eligibility and effects determination based upon the preliminary evaluation and consul with MoDOT, and SHPO a minimize or mitigate any adverse effect. FHWA will notify the Council and any tribes that might attach religious and/or cultural significance to the property within 48 hours of this determination. FHWA shall take into account Council and Tribal recommendations regarding the eligibility of the property and proposed actions, and direct MoDOT to carry out the appropriate actions. MoDOT will provide FHWA and SHPO with a report of the actions when they are completed. FHWA shall provide this report to the council and the tribes.

127.2.9.2 Human Remains Encountered During Construction

If human remains are encountered during construction, the contractor shall immediately stop all work within a 330-foot or 100-meter radius of the remains and shall not resume without specific authorization from MoDOT HP Staff, and either the SHPO or the local law enforcement officer, whichever party has jurisdiction over and responsibility for such remains. The contractor shall notify the MoDOT Construction Inspector and/or Resident Engineer who will contact the MoDOT HP section within 24 hours of the discovery. MoDOT HP staff will immediately notify the local law enforcement (to ensure that it is not a crime scene) and the SHPO as per RSMo 194 or to notify SHPO what has occurred and that it is covered by Missouri’s Cemeteries Law, §§ 214. RSMo. MoDOT HP staff will notify FHWA that human remains have been encountered within 24 hours of being notified of the find. If, within 24 hours, the contractor is unable to contact appropriate MoDOT staff, the contractor shall initiate the involvement by local law enforcement and the SHPO. A description of the contractor’s actions will be promptly made to MoDOT. FHWA will notify any Indian tribe that might attach cultural affiliation to the identified remains as soon as possible after their identification. FHWA shall take into account Tribal recommendations regarding treatment of the remains and proposed actions, and then direct MoDOT HP to carry-out the appropriate actions in consultation with the SHPO. MoDOT shall monitor the handling of any such human remains and associated funerary objected, sacred object or objects of cultural patrimony in accordance with the Missouri Unmarked Human Burial Sites Act, §§ 194.400 – 194.410, RSMo.

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