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


==106.3.2.93.1 Means of Evaluating Aggregate Alkali Carbonate Reactivity==
==106.3.2.93.1 Means of Evaluating Aggregate Alkali Carbonate Reactivity==
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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:
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
* Quarry name and ledge name; all ledges if used in combination
:* MoDOT District quarry resides
* MoDOT District quarry resides
:* Date sample was obtained; date petrographic analysis was completed
* Date sample was obtained; date petrographic analysis was completed
:* Name of petrographer and company/organization affiliated
* Name of petrographer and company/organization affiliated
:* Lithographic descriptions with photographs of the sample(s) examined
* Lithographic descriptions with photographs of the sample(s) examined
:* Microphotographs of aggregate indicating carbonate particles and/or other reactive materials
* Microphotographs of aggregate indicating carbonate particles and/or other reactive materials
:* Results of the examination
* Results of the examination
:* All conclusions related to 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.   
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.   
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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.
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 4060'''=
='''REVISION REQUEST 4143'''=
==751.36.5 Design Procedure==
*Structural Analysis
*Geotechnical Analysis
*Drivability Analysis


==902.5.43 Power Outages at Signalized Intersections==
===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]).


===902.5.43.1 Temporary Stop Signs at Signalized Intersections===
===751.36.5.2 Structural Resistance Factor (ϕ<sub>c</sub> and ϕ<sub>f</sub>) for Strength Limit State===
'''Support.''' Temporary Stop Signs (TSS) refer to stop signs that meet the MUTCD stop sign design requirements for regulatory signs and are temporarily installed at signalized intersections where the traffic signals cannot function due to damage and/or power outage. These temporary placements include but are not limited to roll-up stop signs, temporary mounts on the signal vertical upright, or stop signs mounted on other crash worthy devices. 
{| style="margin: 1em auto 1em auto"
 
|-
'''Standard.''' If used, such signs shall remain at the intersection until power at the non-functioning signalized intersection has been restored (see [[#902.5.43.1.4 Recovery|EPG 902.5.43.1.4 Recovery]]).
|align="right" width="850"|'''LRFD 6.5.4.2'''
 
|}
====902.5.43.1.1 Conditions For Use====
'''Guidance.''' TSS may be erected at locations where a signalized intersection is non-functioning. A non-functioning signalized intersection is defined as an intersection that is equipped with a traffic signal that is damaged and/or without power which cannot display proper indications to control traffic.
 
After verifying that the signal is non-functioning, Districts should contact the appropriate utility company to notify them of the power outage, if applicable, and to determine if power will be restored in a reasonable amount of time (at the District’s discretion). If used, the TSS should be deployed as soon as practical depending on location of the signalized intersection and the stored TSS. Districts should also request police assistance for traffic control if they are not already present at the site or aware of the power outage. Outside of normal business hours, it might be necessary for the electrician or maintenance personnel to directly contact the highway patrol or local police and the power company. When a signalized intersection is non-functioning, then TSS may be installed when one of the following conditions is met:
* When the traffic signal is both damaged and without power, or
* When the traffic signal is without power and restoration of power using an alternate power source is not possible.
 
'''Standard.''' When TSS are utilized at a signalized intersection that is non-functioning, the District shall decide whether the power shall be disconnected or whether the signal should be switched to flash to avoid conflicts when power is restored.  If switched to flash, the flash shall be red-red since TSS will be installed on all approaches, if used, at a signalized intersection without power (dark signals are to be treated like a 4-way stop according to the Missouri Driver’s Guide).  The TSS shall not be displayed at the same time as any signal indication is displayed other than a flashing red. 
 
A request shall be made of the nearest maintenance building, emergency responder, or external emergency responder (whomever stores the TSS) to bring stop signs to the intersection.  Personnel or emergency responders instructed in signal operation shall disconnect the power or switch the signal to flash operation (external emergency responders will do this in the signal cabinet police door) before placing the TSS.  Without this change in operation, the traffic signal could return to steady (stop-and-go) mode within seconds after the signal is repaired or power is restored, which would cause conflicts between the signal and the TSS (conflicting green or yellow indications with a stop sign for the same approach).  The signal shall be visible to traffic on all approaches and all these approaches will flash upon restoration of power (see EPG 902.5.43.2 for more information regarding Startup from Dark). 
 
'''Guidance.''' When law enforcement is present at a non-functioning signalized intersection to direct traffic, then the TSS that have been placed should be covered or removed to avoid conflicts (the law enforcements authority supersedes the TSS). 
 
'''Option.''' If it has been determined that the power outage will last for an extended amount of time (at the district’s discretion) the signal heads may be covered to reduce the confusion of approaching motorists.
 
'''Guidance.''' If signal heads are covered, the appropriate enforcement agency should be advised and asked to occasionally monitor the intersection.  Also, the power company should be advised and asked to notify proper personnel when the power is restored.
 
====902.5.43.1.2 Location and Placement====
'''Standard.''' The signalized intersection locations for installation of TSS shall meet the conditions of use in EPG 902.5.43.1.1 and shall be at the discretion of the district.
 
'''Guidance.''' The installation of TSS should be prioritized as follows (as applicable to each district):
# Signals with railroad preemption
# Signals with a speed limit greater than 50 mph
# Signals with a high accident rate
# Intersections difficult to flag or require multiple flaggers (non-routine roadway configurations/geometry, SPUIs, multi-lane approaches, etc.)
# Signals with high volumes (freeway type off-ramps, major roadways, etc.)
# Signals with frequent power outages
# Signals located at schools. 
 
'''Standard.''' When used, TSS shall be placed in a location where they are visible to all lanes on all roadways. On two-way roadways, stop signs shall be erected on the right-hand side of all approaches. On divided highways, stop signs shall be erected on both the right and, if possible, on the left-hand side or at location for best visibility of all approaches.
 
'''Guidance.''' If the power outage is widespread, additional personnel should be requested to help with the placement of the signs.
 
====902.5.43.1.3 Storage and Distribution====
'''Standard.''' TSS shall be distributed by the district to the district’s maintenance personnel or emergency responders or external emergency responders on an as-needed basis.  It shall be the responsibility of the district to develop a means of distribution.
 
====902.5.43.1.4 Recovery====
'''Standard.''' TSS shall remain at the intersection until power at the non-functioning signalized intersection has been restored.  Power will remain disconnected or the signal will flash until TSS are removed.  Immediately following TSS removal, personnel or emergency responders instructed in signal operation shall restore signal operation in accordance with the procedures set forth in EPG 902.5.43.2 Steady (stop-and-go) Mode for transition to steady (stop-and-go) mode.
 
The recovery of the TSS shall be accomplished by using the district’s maintenance personnel or emergency responders or external emergency responders by either of the following:
* Complete removal from each intersection.
* Stockpiling outside of the intersection to avoid conflicts with the signalized intersection (stockpiled signs shall not be faced towards the traveling public and stored not to damage sheeting) and stored in a location to not become a roadside hazard.
 
===902.5.43.2 Start up from Dark at Signalized Intersections===
'''Standard.''' When a signalized intersection has been damaged and/or is without power the district shall have either disconnected the power or switched the signal to flash to avoid conflicts when power is restored.  If switched to flash, the flash shall be red-red since TSS will be installed on all approaches, if used, at a signalized intersection without power (dark signals are to be treated like a 4-way stop according to the Missouri Drive’s Guide).  If TSS are in place, the power shall remain disconnected or the signal shall operate in flash mode until TSS are removed and personnel or emergency responders instructed in signal operation restore signal operation.
 
'''Steady (stop-and-go) Mode'''
 
'''Standard.''' When power is reconnected or when the signal is switched from flash to steady (stop-and-go) mode, the controllers shall be programmed for startup from flash.  The signal shall flash red-red for 7 seconds and then change to steady red clearance for 6 seconds followed by beginning of major-street green interval or if there is no common major-street green interval, at the beginning of the green interval for the major traffic movement on the major street.


===902.5.43.3 Battery Backup Systems at Signalized Intersections===
'''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]].


====902.5.43.3.1 Installation/Placement====
'''For pile at all locations where integral end bent simple pile design is not applicable,''' use the following:
'''Guidance.''' The installation of Battery Backup Systems(BBS) should be prioritized as follows (as applicable to each district):
# Signals with railroad preemption
# Signals with a speed limit greater than 50 mph
# Signals with a high accident rate
# Intersections difficult to flag or require multiple flaggers (non-routine roadway configurations/geometry, SPUIs, multi-lane approaches, etc.)
# Signals with high volumes (freeway type off-ramps, major roadways, etc.)
# Signals with frequent power outages
# Signals located at schools. 


====902.5.43.3.2 Duration====
: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:
'''Standard.''' BBS shall be capable of operating at a minimum of 2 hours in steady (stop-and-go) mode and a minimum of 2 hours in flash operation.
::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>


'''Guidance.''' Any signalized intersection with BBS should have a generator socket for extended operation.
===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]].


'''Geotechnical Resistance Factor, ϕ<sub>stat</sub>:'''


----
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.


='''REVISION REQUEST 4065'''=
{|border="1" style="text-align:center; width: 750px" cellpadding="5" align="center"  cellspacing="0"
 
|+ '''Table - Static Analysis Resistance Factors used for Pile Length Estimates'''
===712.1.5 High Strength Bolts (Sec 712.7)===
! Pile Type !! Soil Type !! Static Analysis Method !! Side Friction<sup>1</sup><br><math> \phi_{stat}</math> !! End Bearing<br><math> \phi_{stat}</math>
Bolts, nuts, and washers must meet applicable requirements of AASHTO as noted in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1080.2]. ASTM F3125 Grade A325 bolts shall be used on bridge connections unless other types of bolts are specified in the contract. To facilitate easy identification of high strength bolts, the following figure shows some of the typical bolt markings required by the ASTM specification.
 
<center>
{| class="wikitable" style="text-align: center; background: #FFFFFF;"
|+  
! Bolt !! Type 1 Plain !! Type 1 Galvanized !! Type 3 (Weathering)
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A325''' || [[image:712.1.5 A325.jpg|70px]]<br>Three radial lines 120°<br>Apart are optional || [[image:712.1.5 A325.jpg|70px]] || [[image:712.1.5 A325 line.jpg|70px]]
| 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: #f8f8f8;" | '''ASTM F3125 Grade 144''' || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144_line.png|70px]]
| 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
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A490''' || [[image:712.1.5 A490.jpg|70px]] || n/a || [[image:712.1.5 A490 line.jpg|70px]]
| LCPC<sup>4</sup> || 0.70 || 0.45
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3148 Grade 144''' || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144_line.png|80px]]
| Schmertmann<sup>5</sup> || 0.50 || 0.50
|}
|}
{| class="wikitable" style="text-align: center; background: #FFFFFF;"
 
|+
{|border="0" style="text-align:left; width: 750px" align="center"  cellspacing="0"
! Nuts !! Type 1 Plain !! Type 1 Galvanized !! Type 3 (Weathering)
|-
|-
| style="background: #f8f8f8;" rowspan="4" | '''ASTM A563''' || [[image:712.1.5_XYZ.jpg|70px]]<br/>Arcs Indicate<br>Grade C<br>(Grade A325 bolt) || n/a || [[image:712.1.5_XYZ3.jpg|70px]]<br/>Arcs with "3"<br> Indicate Grade C3<br>(Grade A325 bolt)
| <sup>1</sup> For mixed soil profiles the lowest applicable resistance factor for clay or sand may be used to simplify the analysis.
|-
|-
| [[image:712.1.5_XYZD.jpg|70px]]<br>Grade D<br>(Grade A325 bolt) || n/a || n/a
| <sup>2</sup> ϕ<sub>dyn</sub> = see following section.
|-
| [[image:712.1.5_XYZDH.jpg|75px]]<br>Grade DH<br>Grade A325,<br>(Grade 144 or,<br>Grade A490 bolt) || [[image:712.1.5_XYZDH.jpg|75px]][[image:712.1.5_XYZDH3.jpg|75px]]<br>Grade DH or DH3<br>(Grade A325 or<br>Grade 144 bolt) || [[image:712.1.5_XYZDH3.jpg|75px]]<br>Grade DH3<br>(Grade A325,<br>Garade 144 and<br>Grade A490 bolt)
|}
{|
| (Reprinted and modified from 2020 Research Council on Structural Connections (RCSC) Figure C-2.1).
|-
| Note: XYZ represents the manufacturer’s identification mark.
|}
</center>
 
Bolts tightened by the calibrated wrench or turn-of-nut method should be checked following the procedures outlined in the Standard Specifications.
 
The sides of bolt heads and nuts tightened with an impact wrench will appear slightly peened. This will indicate that the wrench has been applied to the fastener.
 
====712.1.5.1 Bolted Parts ====
[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 712.7.1] covers cleaning of parts to be bolted. Bolts, nuts, and washers will normally be received with a light residual coating of lubricant. This coating is not considered detrimental to friction type connections and need not be removed. If bolts are received with a heavy coating of preservative, it must be removed. A light residual coating of lubricant may be applied or allowed to remain in the bolt threads, but not to such an extent as to run down between the washer and bolted parts and into the interfaces between parts being assembled.
 
====712.1.5.2 Bolt Tension====
A washer is required under nut or bolt head, whichever is turned in tightening, to prevent galling between nut or bolt head and the surface against which the head or nut would turn in tightening, and to minimize irregularities in the torque-tension ratio where bolts are tightened by calibrated wrench method. Washers are also required under finished nuts and the heads of regular semi-finished hexagon bolts against the possibility of some reduction in bearing area due to field reaming. When oversized holes are used as permitted by the contract, a washer shall be placed under both the bolt head and the nut. Washers are not required under the round head of ASTM F3148 Grade 144 TNA fixed spline bolts.
 
Standard Specifications require that bolt torque and impact wrenches be calibrated by means of a device capable of measuring actual tension produced by a given wrench effort applied to a representative sample. Current specifications require power wrenches to be set to induce a bolt tension 5 percent to 10 percent in excess of specified values but the Special Provisions for the project should be checked for a possible revision to this requirement.
 
The contractor is required to furnish a device capable of indicating actual bolt tension for the calibration of wrenches or load indicating device. A certification indicating recent calibration of the device should accompany it. It is recommended that the certification of calibration be within the past year but if the device is being used with satisfactory results, the period may be extended. More frequent calibration may be necessary if the device receives heavy use over an extended period.
 
The contractor shall use one of the tightening methods as outlined in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 712.7] or as directed by the engineer or contract documents. ASTM F3148 Grade 144 TNA fixed spline bolts shall use combined method for tightening bolts as outlined in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 712.7]. The sides of bolt heads or nuts tightened with an impact wrench will appear slightly peened.  This will usually indicate that the wrench has been applied to the fastener.  If the wrench damages the galvanized coating, the contractor shall repair the coating by an acceptable method.
 
====712.1.5.3 Rotational-Capacity Testing and Installation of Type 3 Bolts====
Type 3 (weathering steel) bolts behave quite differently than the galvanized bolts used in most MoDOT structures and require additional care to test and install properly. 
 
The contractor '''must''' keep bolts stored in sealed kegs out of the elements until ready for use.  Storage in a warehouse, shed, shipping container or other weatherproof building is best.  The lubricant used on Type 3 bolts dissipates quickly, allowing rust to begin.  Kegs should not be opened until absolutely necessary and promptly resealed whenever work stops.
 
If bolts fail the rotational-capacity test, preinstallation tension test or fails in torsion during installation, insufficient lubrication is the most likely cause. Relubrication of Grade A325 bolts is allowed. Several different waxes and lubricants are suggested by FHWA, including Castrol 140 Stick Wax (which has been successfully field tested by MoDOT), Castrol Safety-Film 639, MacDermid Torque’N Tension Control Fluid, beeswax, etc. Relubrication shall be performed by or at the direction of the manufacturer for ASTM F3148 Grade 144 bolts and ASTM F3125 Grade 144 bolts, Grade F1852 (A325TC) and F2280 (A490TC) twist-off tension control bolts.
 
Galling of the washer may occur, especially with longer bolts. This can be reduced by lubricating the contact area of the bolt face at the washer with an approved lubricant. If this face is lubricated for testing, it must also be lubricated during bolt installation.
 
Failure of the bolts due to galling of the washer can also be prevented by turning the nut in one continuous motion during testing.  For larger diameter bolts, this can be a problem.  Torque multipliers amplify this effect.  If many larger diameter bolts will be tested, ask the contractor to purchase an electric gear reduction wrench with reaction arm.  The Skidmore will need to have a reaction kit installed.  This wrench will produce better results and save time spent performing tests (and, therefore, lower costs).
 
For long bolts, (L>8d), use proper spacer bushings on the back of the Skidmore to avoid excessive use of spacers between the washer and front plate of the Skidmore. Stacking spacers can cause bending of long bolts, which will cause inaccurate results, false failures and potential damage to the Skidmore. Consult the Skidmore user manual for maximum allowable spacer lengths.
 
====712.1.5.4 Bolt Testing and Verification====
Bridges are designed so that many of the steel-to-steel connections that are made in the field are slip-critical connections.  Slip-critical means that once the bolt is tightened, the bolt and the pieces of steel (or plies) will not move.  It relies on the bolt to clamp down on the steel and create so much force between the steel plates that they will not move at all.  Should they slip and move it would be a critical issue for the bridge.
 
When it comes to bolt design, the bolt is being tensioned in order to establish the clamping force needed.  The tightening of the nut on the bolt is what produces the needed tension.  Bridge Designers will design each of these joints based on established minimums for each bolt size.  So, for example, a Bridge Designer will assume that an ASTM F3125 Grade A325 7/8” diameter bolt will be able to supply 39,000 pounds of clamping force.  This means that the contractor in the field must ensure that they are tightening each bolt to this tension. 
 
In order to verify that the bolts are installed correctly in the field, it is essential that contractors and inspectors understand the requirements of bolted connections, and the specifications that govern them.  For this work, [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 712 Structural Steel Connection and Sec 1080 Structural Steel Fabrication] will primarily be consulted. 
 
The general steps are:
:[[#712.1.5.4.1 Step 1, Determine Bolt Type|Step 1, Determine Bolt Type]]
:[[#712.1.5.4.2 Step 2, Inspection Type Selection|Step 2, Inspection Type Selection]]
:[[#712.1.5.4.3 Step 3, Rotational Capacity|Step 3, Rotational Capacity Test]]
:[[#712.1.5.4.4 Step 4, Installation|Step 4, Installation]]
:[[#712.1.5.4.5 Step 5, Bolt Verification|Step 5, Bolt Verification]]
 
=====712.1.5.4.1 Step 1, Determine Bolt Type=====
The first step is to review the contractor’s submittals to see what kind of bolts they will be using.  You can also look at the bolts in the field to check for the bolt type.  Table 712.1.5.4.1 shows what is on the hex head of the bolt, and how the markings can show what type of bolt it is.
 
<center>
{| class="wikitable" style="text-align: center; background: #FFFFFF;"
|+ '''Table 712.1.5.4.1'''
! Bolt !! Type 1 Plain !! Type 1 Galvanized !! Type 3 (Weathering)
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A325''' || [[image:712.1.5 A325.jpg|70px]]<br>Three radial lines 120°<br>Apart are optional || [[image:712.1.5 A325.jpg|70px]] || [[image:712.1.5 A325 line.jpg|70px]]
| <sup>3</sup>The Nordlund method is recommended for sand layers in mixed soil profiles where CPT data is not available.
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade 144''' || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144_line.png|70px]]
| <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.
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A490''' || [[image:712.1.5 A490.jpg|70px]] || n/a || [[image:712.1.5 A490 line.jpg|70px]]
| <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.
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3148 Grade 144''' || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144_line.png|80px]]
| For more detailed guidance see [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].
|}
|}
</center>


Below is a reproduction of ASTM F3125 Section 9 and ASTM F3148 Section 8 that governs the testing requirements for these types of high-strength bolts. The text shown is a portion of the test method that deals with lot control and mimics the numbering used in both specifications (e.g., 8.1 = 1, 8.1.1 = 1.1, etc.). It is an expectation of the standard that not only are all high-strength bolts produced meeting the material properties specified, but the manufacturer also must produce these bolts with a specific tracking procedure that reduces groups of bolts into lots. The lots are a set of bolts that are represented by material tests to prove they meet requirements. Each of these sets of bolts are tracked with test reports tied to lot identification numbers. Not only are the bolts produced this way, but also all the nuts and washers have specific lots assigned. When a bolt, nut, and washer are put together and sold together, they are referred to as an assembly, and these assemblies are further tracked by assembly lots. Once one piece of the assembly changes, the properties or behavior of the bolt could potentially have been changed.
'''Driving Resistance Factor, ϕ<sub>dyn</sub>:'''


: '''Testing and Lot Control'''
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.  
: 1. Testing Responsibility:
: 1.1 Each lot shall be tested by the responsible party prior to shipment in accordance with the lot control and identification quality assurance plan in 2 through 5.
: 4. A lot shall be a quantity of uniquely identified bolts of the same nominal size and length produced consecutively at the initial operation from a single mill heat of material and processed at one time, by the same process, in the same manner so that statistical sampling is valid.
: 5. Fastener tension testing and rotational capacity testing require that the responsible party maintain assembly lot traceability. A unique assembly lot number shall be created for each change in assembly component lot number, such as nuts or washers.


{|  
{|border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
! Pile Driving Verification Method !! Resistance Factor,<br/><math> \phi_{dyn}</math>
|-
|-
| colspan="3" | Figure 712.1.5.4.1.1, 712.1.5.4.1.2 and 712.1.5.4.1.3 show different types of bolt heads. Figure 712.1.5.4.1.4 shows a copy of a common certified material test report that provides testing verification of the bolts. Figure 712.1.5.4.1.5 shows a copy of a common Test Report for a Torque and Angle (TNA) fixed spline bolt assembly.
| FHWA-modified Gates Dynamic Pile Formula<br/>(End of Drive condition only) || 0.40
|-
|-
| [[image:712.1.5.4.1.1.jpg|center|300px|thumb|<center>'''Figure 712.1.5.4.1.1, A325/144/A490 will be stamped on the head of the bolt.'''</center>]] ||[[image:712.1.5.4.1.2.jpg|center|300px|thumb|<center>'''Figure 712.1.5.4.1.2, A325TC/A490TC Twist-off Tension Control Bolt</center><br>These bolts will follow requirements of ASTM Grade F1852 (A325TC) or Grade 2280 (A490TC).''']] || [[image:712.1.5.4.1-3.jpg|center|300px|thumb|<center>'''Figure 712.1.5.4.1.3, 144 TNA Fixed Spline Bolt</center><br>These fixed spline bolts will follow the requirements of ASTM F3148 Grade 144 with TNA (Torque & Angle) listed on the bolt head.'''
| Wave Equation Analysis (WEAP) || 0.50
]]
|-
|-
| colspan="3" | [[image:712.1.5.4.1.3.jpg|center|750px|thumb|'''<center>Figure 712.1.5.4.1.4, Copy of a Common Certified Material Test Report</center>''']]
| Dynamic Testing (PDA) on 1 to 10% piles || 0.65
|-
|-
| colspan="3" | [[image:712.1.5.4.1.5.jpg|center|750px|thumb|'''<center>Figure 712.1.5.4.1.5, Copy of Test Report for TNA Fixed Spline Structural Bolting Assembly</center>''']]
| Other methods || Refer to LRFD Table 10.5.5.2.3-1
|}
|}


=====712.1.5.4.2 Step 2, Inspection Type Selection=====
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.
The second step is to determine the inspection type. The information below shows how to proceed once it is determined what type of bolt is being used in the field. The bolt type and verification method available will dictate the options and the requirements needed to follow for inspection in the field.  


Prior to going into the field, determine the bolt type and the inspection method that will be used. This will allow you to know the equipment needed and discuss test procedures with the contractor.  For some test methods, the contractor will provide the calibrated equipment to check the bolts.
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.


======712.1.5.4.2.1 Bolt Type======
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.  
The first step is to find out what type of bolt you are using in the field. The bolt type will dictate how much information is needed for the Rotational Capacity Testing.


======712.1.5.4.2.2 A325/144/A490 Hex Head Bolt======
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.
The use of A325/144/A490 hex head bolts will come with standard nuts, bolts, and washers. These will be tightened in the field using air tools and torque wrenches.
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].


Rotational Capacity Testing is based on Table 712.1.5.4.3.1, Long Bolts, or 712.1.5.4.3.2, Short Bolts. Bolt checks will need to address questions shown in the table used.
===751.36.5.4 Downdrag and Losses to Geotechnical Resistance due to Scour and Liquefaction===


Bolt inspection acceptance by the calibrated wrench method will be made using Sec 712.7.5 and Sec 712.7.13(c).
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.'''


Bolt inspection acceptance by the turn-of-nut method will be made using Sec 712.7.6 and Sec 712.7.13(c).
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.


======712.1.5.4.2.3 A325TC/A490TC Twist-off Tension Control Bolt======
===751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile ===
The use of A325TC/A490TC bolts will come with nuts, bolts and washers. These will be tightened in the field using a specialized tool designed to tighten the nut and hold the spline of the bolt till the spline twists off.


Rotational Capacity Testing is based on Table 712.1.5.4.3.3. Bolt checks will need to address questions shown in the table.
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.


Bolt inspection acceptance by the twist off tension control bolt method will be made using Sec  712.7.7 and Sec 712.7.13(c).
'''Structural Steel HP Piles'''


======712.1.5.4.2.4 144 TNA Fixed Spline Bolt======
:<math>\, PNDC = 0.66^\lambda F_y A_S</math>
The use of 144 TNA fixed spline bolts will come with nuts, bolts and washers. These will be tightened in the field using a specialized tool designed to tighten the nut and the hold the spline of the bolt.  


Test Report for a Torque and Angle (TNA) fixed spline bolt assembly shall be included from the supplier with Rotational Capacity Test results for initial acceptance.
:Since we are assuming the piles are continuously braced, then <math>\,\lambda</math>= 0.  


Bolt inspection acceptance by the combined method will be made using Sec 712.7.8 and Sec 712.7.13(c).
:{|
 
|<math>\, F_y</math>||is the yield strength of the pile
=====712.1.5.4.3 Step 3, Rotational Capacity=====
|-
The third step is to verify that the bolts on the jobsite are going to perform as intended by the design team. Each of these bolts must achieve a specific tension that will be confirmed using Rotational Capacity (RoCap) Testing except ASTM F3148 Grade 144 TNA fixed spline bolts shall have Pre-Installation Verification Testing performed in accordance with ASTM F3148 Appendix X2 in lieu of RoCap Testing. RoCap Testing is described in Sec 712.7 and Sec 1080.2.5.4. 
|<math>\, A_S</math>||is the area of the steel pile
 
|}
The goal of the RoCap or Pre-Installation Verification test is to verify that the bolts will perform as intended. The main component that is being tested is that the bolts can be brought to the correct tension. This must be accomplished without applying too much torque to the bolts and field installed bolts will be turned to the correct rotation meeting or exceeding the design tension for the fastener. For the bolts to work correctly, it is critical for the threads to be clean and there must be plenty of lubricant on the bolts and nuts. There is a chance that the protective coatings and lubricants will be washed away anytime the bolts, nuts, and washers are allowed to sit out in the elements. In addition, there is a chance that rust could develop from water being on the bolts, and carelessness could lead to physical damage of the bolts. Any of these issues could cause the bolts and the nuts to not interact as designed. It may take more torque to achieve the needed tension in the bolts or the installed fasteners cannot be checked accordingly with a torque wrench.


The bolt manufacturer may provide documentation to show that a RoCap Test has been performed. For all bolts except F3148 Grade 144 TNA fixed spline bolts, The inspector and contractor will still have to perform RoCap Tests in the field even if the RoCap Test Report is provided. Supplier Test Report for F3148 Grade 144 TNA fixed spline bolt assemblies shall include the RoCap Testing and the Pre-Installation Verification Testing for initial acceptance. According to Sec 712.7.11, “rotational capacity test shall be performed on 3 bolts of each rotational-capacity lot prior to the start of bolt installation except ASTM F3148 Grade 144 TNA fixed spline bolts shall have Pre-Installation Verification Testing performed on 3 bolts assemblies of each lot in accordance with ASTM F3148 Appendix X2”. All bolt assemblies provided shall be a part of a rotational capacity or Pre-Installation Verification lot, which means that all bolt assembly lots used on MoDOT jobs shall be tested on the jobsite prior to incorporation. The first time a new lot of bolts is opened, plan on performing the required test. Also, the RoCap Test or Pre-installation Verification Test should be run any time questions or issues arise when torquing a bolt to achieve design tension, or bolt hardware conditions change.
'''Welded or Seamless Steel Shell (Pipe) Cast-In-Place Piles (CIP Piles)'''


The RoCap or Pre-Installation Verification test should only be run once per lot, unless one of the following conditions occur:
:<math>\, PNDC = 0.85 f'_c Ac+F_y A_{st}</math>
:1. Bolts arrive on the jobsite for the first time
:: All bolt assembly lots must be tested once they are on the jobsite.  If conditions do not change, then the one test should suffice.
:2. Bolt, washer, or nut lots have been interchanged
:: It is important when the RoCap or Pre-Installation Verification Test is run that lot numbers for all the individual pieces (bolts, nuts, and washers) remain the same. Once any of these lots change, the RoCap or Pre-Installation Verification Test must be run again.
:3. Bolt lubrication appears to have been compromised
:: Once a RoCap or Pre-Installation Verification Test has been run, another one will not have to be run, unless the bolt condition changes. One aspect that is a factor is bolt lubrication. If the bolt is left in the wind and rain, the lubrication likely will be compromised. Once it is noticed that a bolt lubrication has changed, the RoCap or Pre-Installation Verification Test must be run again.
:4. Bolts appear rusty or damaged
:: Rust is the far extreme of a lack of lubrication. Not only has the lubrication gone away, but the protective coating is gone, and the bolt has been allowed to rust. They will need to be cleaned, re-lubricated and tested again for RoCap or Pre-Installation Verification.


[[image:712.1.5.4.3 skidmore.jpg|right|175px]]
:{|
 
|<math>\, F_y</math>||is the yield strength of the pipe pile
There is not a way to test tension once the bolt has been tightened.  The RoCap or Pre-Installation Test is a way to verify not only that the bolts are in good condition, but also that they have not been impacted by field conditions.  The test will require two components.  One component is to visually inspect the bolts and record the results on the form provided in eProjects.  The second component is to run tests on the three bolts in the field using a Skidmore-Wilhelm Bolt tension measuring device and a torque wrench.  Both the Skidmore and torque wrench must have a calibration performed on it within the previous year from the manufacturer or a test lab. There must be a sticker on it, as well as all supporting documentation to show it has been calibrated.
 
[https://epg.modot.org/forms/CM/RoCap_Test_Form_Long_Bolts.pdf RoCap Test Form Long Bolts] are shown in Table 712.1.5.4.3.1 and Table 712.1.5.4.3.3. [https://epg.modot.org/forms/CM/RoCap_Test_Form_Short_Bolts.pdf RoCap Test Form Short Bolts] are shown in Table 712.1.5.4.3.2. [https://epg.modot.org/forms/CM/Pre-Installation_Verification_Test_Form_TNA_Bolts.pdf Pre-Installation Verification Test Form for TNA fixed spline bolts are shown in Table 712.1.5.4.3.4]. These forms will assist in obtaining all the required information for the testing methods allowed by MoDOT.
 
Table 712.1.5.4.3.1 and Table 712.1.5.4.3.2 are to be used when the Calibrated Wrench (Sec 712.7.5) or Turn-Of-Nut (Sec 712.7.6) Methods are used. Table 712.1.5.4.3.4 is to be used when Combined Method (Sec 712.7.8) is used for TNA fixed spline bolts. By running the calculations in the spec book to verify the bolts, the values needed for the equipment in the field will also be determined. The entire test will need to be completed to verify that the bolt is good for use in the field.
: Calibrated Wrench – The values from Table 712.1.5.4.3.1 and Table 712.1.5.4.3.2 that will be needed are the recorded Torque Values.
: Turn-Of-Nut – When using the Turn-Of-Nut Method, the RoCap Test provides a check that the turn requirements of Sec 712.7.6 will generate the minimum tension required. Verify that the amount the nut has turned going to the minimum bolt tension is less than the specified nut rotation in Sec 712.7.6 Nut Rotation from Snug Tight Condition table.
: Combined Method – When using the Combined Method, the Supplier Test Report for F3148 Grade 144 TNA fixed spline bolt assemblies shall include the RoCap Testing and the Pre-Installation Verification Testing for initial acceptance.  In lieu of RoCap testing, Pre-Installation Verification Testing of the assembly shall be performed in accordance with Sec 712.7.8 (ASTM F3148 Appendix X2).
 
The RoCap test for Calibrated Wrench and Turn-Of-Nut Methods is split based on long and short hex head bolts. Long bolts are those bolts that can fit into the Skidmore-Wilhelm Bolt Tension Measuring Device or the Skidmore-Wilhelm short bolt setup. Short bolts are those that are too short to fit into the short bolt setup tension measuring device.
 
Table 712.1.5.4.3.1 provides info about how to run the test, and the information to be recorded.
 
<center>
{| class="wikitable"
|-
! colspan="12" | Rotation Capacity Testing Steps for Calibrated Wrench Method (Sec 712.7.5) and Turn-Of-Nut Method (Sec 712.7.6)
|-
! colspan="12" | Table 712.1.5.4.3.1<br>Job Site Rotational Capacity Test (RoCap Test) – A325, 144 & A490 Long Hex Head Bolts
|-
! rowspan="2" | <div style="transform:rotate(-90deg);">Test No. !! colspan="8" | Part 1!! colspan="3" | Part 2
|-
! style="background:white"width="150" | Sec 712.7.3 Minimum Final Bolt Tension (P) !! style="background:white" width="50" | <div style="transform:rotate(-90deg);">Less Than !! style="background:white" width="100" | Bolt Tension Gauge Reading (P) !! style="background:white" width="130" | Sec 1080.2.5.4.6 Maximum Allowable Torque (T) !! style="background:white"width="50" | <div style="transform:rotate(-90deg);">Greater Than !! style="background:white" width="100" | Torque Gauge Reading !! style="background:white"width="100" | Actual Nut Rotation (turn) !! style="background:white"width="130" | Sec 712.7.6 Nut Rotation (turn) Less than actual(Y/N) !! style="background:white"width="130" | Sec 1080.2.5.4 Required Rotation (turn) Tension Gauge Reading !! style="background:white"height="150"width="100" | <div style="transform:rotate(-90deg);">Equal or Greater Than !! style="background:white" width="130" | Sec 1080.2.5.4.5  Required Turn Test Tension
|-
|-
| align="center" | 1 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||  
|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.)
|-
|-
| align="center" | 2 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||  
|<math>\, f'_c</math>||is the concrete compressive strength at 28 days
|-
|-
| align="center" | 3 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|<math>\, Ac</math>|| is the area of the concrete inside the pipe pile
|-
| align="center" | R1 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|-
| align="center" | R2 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|-
| align="center" | R3 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|-
! style="background:white" colspan="12" | Torque Formula (T=0.25P x Dia./12), T in ft-lbs, P in lbs, Bolt Dia. in inches
|}
|}
</center>


'''Long Bolt Test'''
:Maximum Load during pile driving = <math>\, 0.90 (f_y A_{st})</math>
# Measure the ratio of diameter/length of the bolt.
# Place the bolt into the Skidmore and set it to snug tight (10% of installation tension in Sec 712.7.3 Bolt Tension Table).  This is to be done with a spud wrench. The contractor should add washers until three to five threads are in the grip, if less than 3 threads, the test will fail.  Mark reference rotation marks on the fastener assembly element turned and on face plate of Skidmore. (Mark starting point on bolt end, nut and calibrator face with straight line.)  Note that some short bolts may require the shortbolt setup for the Skidmore. [[image:712.1.5.4.3_Bolt-test_2022.png|right|280px]]
# Turn the fastener with the wrench to be used for the daily testing in the field to the installation minimum tension in Sec 712.7.3 Bolt Tension Table. Stop and record the torque at that moment from the torque wrench and record the tension on the Skidmore. Verify the recorded torque does not exceed the maximum allowable torque (refer to Sec 1080.2.5.4.6 formula).  Verify that the amount the nut has turned going to the minimum bolt tension is less than the specified nut rotation in Sec 712.7.6 Nut Rotation from Snug Tight Condition table.
# Further turn the bolt according to Sec 1080.2.5.4.4. This rotation is measured from the initial match mark made in step 2. Record the tension achieved and then compare the tension at this point to the Turn Test Tension in Sec 1080.2.5.4.5 Required Bolt Tensions Table. The tension must be equal or greater than Turn Test Tension.
# Remove the bolt and inspect for damage and record it on our form. Turn the nut by hand on the bolt threads to the position it was in during the test. Not being able to turn the nut by hand is thread failure.
# Repeat the process 2 additional times for each type of bolt assembly (Total of 3 tests per assembly lot).
# Once the 3 tension and torque values have been obtained from Step 3, use the higher of the 3 numbers. 


Table 712.1.5.4.3.2 provides info about how to run the short bolt test for those bolts that are too short to fit into the Skidmore-Wilhelm short bolt setup tension measuring device and the information to be recorded.
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.
 
<center>
{| class="wikitable"
|-
! colspan="7" | Rotation Capacity Testing Steps for Calibrated Wrench Method (Sec 712.7.5) and Turn-Of-Nut Method (Sec 712.7.6)
|-
! colspan="7" | Table 712.1.5.4.3.2<br>Job Site Rotational Capacity Test (RoCap Test) – A325, 144 & A490 Short Hex Head Bolts
|-
! style="background: white" | Test No. !! style="background: white" width="130" | Sec 1080.2.5.4.5 Turn Test Tension (P) !! style="background: white" width="100" | 20% of Max. Turn Test Torque (T) !! style="background: white" width="100" | Maximum Calculated Turn Test Torque !! style="background: white" width="80" | Greater Than !! style="background: white" width="100" | Torque Gauge Reading at End of First Rotation !! style="background: white" width="150" | Visual Inspection of nut and bolt after Second Rotation (Acceptable/Not Acceptable)
|-
| align="center" | 1 || || || || align="center" | > || ||
|-
| align="center" | 2 || || || || align="center" | > || ||
|-
| align="center" | 3 || || || || align="center" | > || ||
|-
| align="center" | R1 || || || || align="center" | > || ||
|-
| align="center" | R2 || || || || align="center" | > || ||
|-
| align="center" | R3 || || || || align="center" | > || ||
|-
| align="left" style="background: white" colspan="7" | 20% Torque Formula (T = 0.20T), T in ft-lbs.
|-
| align="left" style="background: white" colspan="7" | Torque Formula (T=0.25P x Dia./12), T in ft-lbs., P in lbs., Bolt Dia. in inches
|-
| align="right" style="background: white" colspan="2" | First Rotation || align="left" style="background: white" colspan="5" | [L<= 4D, 1/3 turn (120°)], [4D< L<8D, 1/2 turn (180°)]
|-
| align="right" style="background: white" colspan="2" | Second Rotation || align="left" style="background: white" colspan="5" | A325 & 144 [L<= 4D, 1/3 turn (120°)], [4D< L<8D, 1/2 turn (180°)]<br>A490 [L<= 4D, 1/4 turn (90°)], [4D< L<8D, 1/3 turn (120°)]
|}
</center>


'''Short Bolt Test'''
===751.36.5.6 Preliminary Factored Axial Design Capacity (PFDC) of an Individual Pile ===
# Measure the ratio of diameter/length of the bolt and refer to Sec 712.7.6 on the installation rotation.
# Place the bolt into the steel plate. The contractor should add washers until three to five threads are in the grip, if less than 3 threads the test will fail. Set it to snug tight (Not exceed 20% of maximum torque at first rotation). Maximum torque at first rotation is equal to Turn Test Tension, Sec 1080.2.5.4.5 and applying that tension to the torque formula in Sec 1080.2.5.4.6. This is to be done with a measuring torque wrench. [[image:712.1.5.4.3_Bolt-test_2022.png|right|280px]]
# Mark reference rotation marks on the fastener assembly element turned and on face of steel plate. (Mark starting point on bolt end, nut and steel plate face with straight line.)
# Turn the fastener with the torque wrench to be used for the daily testing in the field to the rotation shown in Sec 712.7.6 Nut Rotation from Snug Tight Condition Table. Once the first target rotation has been reached, stop and record the torque at that moment from the torque wrench. Verify the recorded torque does not exceed the maximum torque.  Maximum torque at first rotation is turn test tension, Sec 1080.2.5.4.5 with torque formula Sec 1080.2.5.4.6, as shown in step 2.
# Further turn the bolt further according to Sec 1080.2.5.4.4. This rotation is measured from the initial match mark made in step 3.  Assemblies that strip or fracture prior to this rotation fail the test.
# Remove the bolt and inspect for damage and record it on our form. Turn the nut by hand on the bolt threads to the position it was in during the test. Not being able to turn the nut by hand is thread failure.
# Repeat the process 2 additional times for each type of bolt assembly (Total of 3 tests per assembly lot).
# Once the 3 torque values have been obtained from Step 3, use the higher of the 3 torque numbers.


'''Rotation Capacity Testing Steps For Twist Off Tension Control Bolt Method (Sec 712.7.7)'''
:PFDC = Structural Factored Axial Compressive Resistance – Factored Downdrag Load


The Twist Off Tension Control Bolt Method is less common. The bolt is designed to automatically verify that the bolts are not overtightened.  The Rotational Capacity test in the field is to verify that the threads are not binding due to rust and dirt. This binding will give a false reading and cause the bolt spline to shear off prior to the design tension being achieved. Also due to the consistency of the bolt, there will not be a need to tighten the bolt to 1.15 times the Minimum Target Tension.  The spline of the bolts will snap off within 5-10% of the designed tension of the fastener and exceed the Minimum Target Tension when properly lubricated.
===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.  


Table 712.1.5.4.3.3 provides info about how to run the test, and the information to be recorded.
=====751.36.5.7.1.1 Design Values for Individual HP Pile=====


<center>
<center>
{| class="wikitable"
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
|-
|-
! colspan="5" | Table 712.1.5.4.3.3 Rotation Capacity Testing Steps for Twist Off Tension Control Bolt Method (Section 712.7.7)
|HP 12x53|| 15.5|| 775|| 0.35|| 271|| 45.00
|-
|-
! colspan="5" | Job Site Rotational Capacity Test A325TC/A490TC Bolts
|HP 14x73|| 21.4|| 1070|| 0.35|| 375|| 45.00
|-
|-
! style="background: white" width="80" | Test No. !! style="background: white" width="150" | Sec 712.7.3  1.05xMinimum Final Bolt Tension (P) !! style="background: white" width="80" | Less Than !! style="background: white" width="150" | Bolt Tension Gauge Reading (P) !! style="background: white" width="150" | Inspection Torque Calculated Value
|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.
| align="center" | 1 || || align="center" | < || || 
<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.
| align="center" | 2 || || align="center" | < || || 
<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:
| align="center" | 3 || || align="center" | < || ||  
<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>)]].  
| align="center" | R1 || || align="center" | < || || 
<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]]
| align="center" | R2 || || align="center" | < || || 
<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|-
| align="center" | R3 || || align="center" | < || || 
|-
|align="left" style="background: white" colspan="5" | (Inspection Torque formula = 0.95 x 0.25 x Gauged Tension Reading x Bolt Dia. / 12; Bolt Dia. in inches)
|}
|}
</center>
</center>


# Measure the ratio of diameter/length of the bolt.  
=====751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile=====
# Place the bolt into the Skidmore and set it to snug tight (10% of installation tension). This is to be done with a spud wrench. The contractor should add washers until only three threads are showing. [[image:712.1.5.4.3_Bolt-test_2022.png|right|280px]]
# Place the specialty tool used on the end of the bolt and tighten until the spline of the bolt snaps off.
# Record the tension value on the Skidmore once the bolt has snapped.
# Verify that the recorded value is greater than 1.05 times the Minimum Target Tension from Sec 712.7.3.
# Remove the bolt and inspect for damage.
# Repeat the process 2 additional times for each type of bolt assembly (Total of 3 tests per assembly lot).
# Once the 3 torque values have been calculated, use the higher of the 3 torque numbers.
 
It is most important to verify plies were in contact when bolts were snugged and that a fastener was not subsequently loosened when accompanying splice bolts were tightened and compacted the splice faying surfaces into contact after other fasteners had been already tightened.
 
'''Pre-Installation Verification Testing Steps for Torque & Angle (TNA) Fixed Spline Bolts - Combined Method (Sec 712.7.8)'''
 
The Pre-Installation Verification Test for Combined Method uses the Skidmore-Wilhelm Bolt Tension Measuring Device or the Skidmore-Wilhelm short bolt setup.
 
Table 712.1.5.4.3.4 provides info about how to run the test, and the information to be recorded.


<center>
<center>
{| class="wikitable"
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
|-
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
! colspan="9" | Table 712.1.5.4.3.4<br>Pre-Installation Testing Steps for 144 TNA Fixed Spline Bolts - Combined Method (Section 712.7.8)
|-
|-
! colspan="9" | '''Job Site Pre-Installation Verification Test – 144 TNA Fixed Spline Bolts'''
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup>
|-
|-
! colspan="9" | Combined Method (Sec 712.7.8)
! 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
|-
|-
! rowspan="2" | <div style="transform:rotate(-90deg);">Test No. !! colspan="4" | Part 1 !! colspan="4" | Part 2
| rowspan="2" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 323 || 831
|-
|-
! style="background: white" width="150" | Initial Tension Torque Setting (T, ft-lbs) !! style="background: white" width="150" | Sec 712.7.3 Minimum Initial Bolt Tension (P, lbs) !! style="background: white" width="50" | <div style="transform:rotate(-90deg);">Less Than !! style="background: white" width="150" | Bolt Tension Gauge Reading (P, lbs) !! style="background: white" width="150" | <sup>a</sup>Rotation from Initial Tension (1/x Turn) !! style="background: white" width="150" | Sec 712.7.3 Minimum Final Bolt Tension (P, lbs) !! style="background: white "width="50" | <div style="transform:rotate(-90deg);">Less Than !! style="background: white" width="150" | Bolt Tension Gauge Reading (P, lbs)
| 12.75 || 0.625<sup>9</sup> || 0.55 || 22.84 || 1142 || 400 || 1028
|-
|-
| align="center" | 1 || || || align="center" | =< || || || || align="center" | =< ||
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 371 || 955
|-
|-
| align="center" | 2 || || || align="center" | =< || || || || align="center" | =< ||
| 14.75 || 0.625<sup>9</sup> || 0.55 || 26.28 || 1314 || 460 || 1183
|-
|-
| align="center" | 3 || || || align="center" | =< || || || || align="center" | =< ||
| rowspan="2" | 20 || 19 || 0.5 || 0.44 || 26.72 || 1336 || 468 || 1202
|-
|-
| align="center" | R1 || || || align="center" | =< || || || || align="center" | =< || 
| 18.75 || 0.625 || 0.55 || 33.15 || 1658 || 580 || 1492
|-
|-
| align="center" | R2 || || || align="center" | =< || || || || align="center" | =< ||
| rowspan="3" | 24 || 23 || 0.5 || 0.44 || 32.21 || 1611 || 564 || 1450
|-
|-
| align="center" | R3 || || || align="center" | =< || || || || align="center" | =< || 
| 22.75 || 0.625 || 0.55 || 40.03 || 2001 || 700 || 1801
|-
|-
! style="background: white" colspan="9" | <sup>a</sup>Up to 4D = 90° (1/4 turn), >4D to 8D = 120° (1/3 turn), Bolt Length/Bolt Dia. (Length and Diameter in inches), >8D Consult the supplier
| 22.5 || 0.75 || 0.66 || 47.74 || 2387 || 835 || 2148
|-
|-
! style="background: white" colspan="8" | Looking at the Manufacturer/Supplier Test Report for TNA Fixed Spline Structural Bolting Assembly,<br>record the highest torque value obtained on the samples on the Rotational Capacity Tests: || style="background: white" colspan="8" |
| colspan="8" align="left" |
|}
'''<sup>1</sup>'''Values are applicable for Strength Limit States.
</center>


# Measure the ratio of diameter/length of the bolt.
'''<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.
# Place the bolt into the Skidmore. The contractor should add washers until three to five threads are in the grip, if less than 3 threads, the test will fail. Record the torque of the specialized tool capable of engaging the nut and bolt spline. [[image:712.1.5.4.3_Bolt-test_2022.png|right|280px]]
# Tighten the assembly using the specialized tool on snug tightening setting. Record the bolt tension shown on the gauge at the end of tightening. Verify the recorded tension does exceed the minimum in bolt tension (refer to Sec 712.7.3 table).
# Mark reference rotation marks on the fastener assembly element turned and on face plate of Skidmore. (Mark starting point on bolt end, nut and calibrator face with straight line.) Note that some short bolts may require the short bolt setup for the Skidmore.
# Tighten the assembly using the specialized tool on angle tightening setting with angle setting dial set to the correct degree of nut rotation. Record the bolt tension shown on the gauge at the end of tightening.  Verify the recorded tension does exceed the minimum final bolt tension (refer to Sec 712.7.3 table). Verify that the amount the nut has turned is the specified nut rotation.
# Remove the bolt and inspect for damage and record it on our form. Turn the nut by hand on the bolt threads to the position it was in during the test. Not being able to turn the nut by hand is thread failure.
# Repeat the process 2 additional times for each type of bolt assembly (Total of 3 tests per assembly lot).
# Look at the manufacturer or supplier Test Report for the TNA Fixed Spline Structural Bolting Assembly to obtain the higher torque value obtained on the samples tested on the Rotational Capacity Test.


=====712.1.5.4.4 Step 4, Installation=====
'''<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.
The next step is to ensure the proper process is used in the assembly of structural steel.  It is important that the contractor is placing temporary bolts, drift pins and permanent bolts in the correct pattern.  Read Sec 712.5 for additional requirements when fitting-up the structural steel.


The order in which bolts are tightened is important. If not done correctly, the plates will not be sandwiched tightly, and gaps will be introduced. Due to these being slip-critical connections, the joints need to experience 100% contact between all the plies.  The contractor will need to start tightening the joints in the center of the plate, and then work radially out from the center to the extents of the joint.
'''<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).


Once the bolts are tightened by the contractor using one of the four approved methods, MoDOT will be responsible to check a portion of the bolts. We will review 10% of the bolts, or two per lot, whichever is greater. If bolt issues are discovered, more bolts may need to be reviewed. The following steps are generally what is seen in the field. There may be differences per contractor, but MoDOT's roles and requirements should be the same across the state.  
'''<sup>5</sup>''' Structural Nominal Axial compressive resistance for fully embedded piles only.


:'''Contractor/QC:''' The contractor will be installing the bolts through various methods. It can be expected to see Turn-Of-Nut Method, Calibrated Wrench Method (Torque Wrench) or Combined Method. You could also see the contractor using Stall Out guns that are designed to stop spinning the bolts once a certain torque is reached. Sometimes air impact guns are used and have the air pressure adjusted to stop gun at torque desired using a Skidmore to verify they are exceeding the design tension of the fastener(s). This tool would be considered the Calibrated Wrench. This is an acceptable method, provided they do not change any conditions. They should run the RoCap Test with the equipment to be used. Once they change any part of the setup (add or remove an air hose, add an additional gun or item ran off of air hose supply, change air pressure, etc.), they will need to rerun the RoCap Test. If the contractor is using the Turn-Of-Nut Method or Combined Method, then they are not required to use a torque wrench on the nuts as well.
'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>


:'''MoDOT/QA:''' Inspectors will have different checks based upon the type of verification used by the contractor.
&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
:If the contractor is using the Calibrated Wrench Method (Torque Wrench or Stall Out Gun) to check every bolt, MoDOT will use a torque wrench and will follow the Calibrated Wrench Method.
:If the contractor is using the Turn-Of-Nut Method, MoDOT will follow two steps. We will visually watch the contractor install and snug tighten the fastener assembly, ensuring the plies are in contact. Bolts may be required to be snug tightened more than once as plies are pulled together with later bolts.  Once all bolts are snug tight and ensuring the plies are in contact, verify that they are match marking the nut, bolt, and plies correctly. Then watch as they turn the nut (or bolt) to make sure the correct degree of rotation between the bolt and nut has been used. The unturned element should be restrained from turning during installation.  A visual check of all the nuts (or bolts) turned so far can be quickly done to make sure they are marked, and that the marks are turned the correct amount. As a double check, the inspector will also take a torque wrench to check bolt torque on 10% of the bolts. If bolt issues are discovered, more bolts may need to be checked. Even if the contractor did not use a torque wrench to check the bolts, MoDOT inspectors will still use a torque wrench and record findings.
:If the contractor is using the Combined Method, MoDOT will follow two steps. We will visually watch the contractor install and snug tighten the fastener assembly with specialized tool on snug tightening setting.  Bolts may be required to be snug tightened more than once as plies are pulled together with later bolts. Once all bolts are snug tight and ensuring the plies are in contact, ensure that they are marking the nut, bolt, and plies correctly. Then watch as they tighten the fastener assembly with specialized tool on angle tightening setting with angle setting dial set to the correct degree of nut rotation. A visual check of all the nuts turned so far can be quickly done to make sure they are marked, and that the marks are turned the correct amount. As a double check, the inspector will also take a torque wrench to check bolt torque on 10% of the bolts. If bolt issues are discovered, more bolts may need to be checked. Even if the contractor did not use a torque wrench to check the bolts, MoDOT inspectors will still use a torque wrench and record findings.


=====712.1.5.4.5 Step 5, Bolt Verification=====
&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; ≤ Maximum nominal driving resistance.


======712.1.5.4.5.1 Calibrated Wrench Method, Sec 712.7.5======
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.
The first option listed in the specification book is the Calibrated Wrench Method.  This method will use a calibrated wrench to check that the torque delivered to the bolt is the minimum torque needed to induce the needed minimum tension, as shown in Sec 712.7.3.  In order to do this, information must be available from the Rotational Capacity Test completed for each lot.


Sec 712.7.5 states that when the calibrated wrench is used, it needs to be set 5-10% over the torque gauge value from Column 4 of the Rotational Capacity Test. Take the maximum Torque Gauge Reading from the Rotational Capacity Test and multiply by 1.05. This new value will be the one set onto the calibrated wrench. 
'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.


'''Day-to-Day Verification'''
'''<sup>9</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.


Each day the inspector will need to verify the installed bolts are correctly tensioned. Most of the time, MoDOT inspectors will use the contractor's equipment for the verification. The important thing is that the contractor is verifying the calibrated wrench daily. This will mean that the contractor will need to have the Skidmore on site each day to verify that the wrench is generating the correct tension at the torque it is reading.  MoDOT inspectors will pick 10% of the bolts to also check bolt torque. The torque value MoDOT inspectors are checking is the maximum torque gauge reading generated from Step 3 of the Rotation Capacity Test.
'''Notes: '''


======712.1.5.4.5.2 Turn-Of-Nut Method, Sec 712.7.6======
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.
The second option listed in the specification book is the Turn-Of-Nut Method.  This method uses the fact that the nuts must be turned to the rotation specified in Sec 712.7.6 to induce the needed minimum tension, as shown in Sec 712.7.3.  In order to do this, verification will be needed from the RoCap Test completed for each lot.


When the RoCap Test is run, in Step 3 is to verify the bolt rotation is less than that specified in Sec 712.7.6. Once this is verified, all the bolts can be tightened to the rotation needed and that will confirm that the needed tension has been achieved. This is provided that all the plies are in contact when snug tightened.
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].


'''Example'''
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.


On a project you are installing 7/8” diameter bolts that are 4” long.  The RoCap test was performed on the bolt assemblies.  When the bolts were tensioned during RoCap, they were tensioned to 39,050 lb.  From the formula in Sec 1080.2.5.4.6, the maximum torque is to be 712 lb-ft.  The bolt was torqued to 701 lb-ft, so it passes the RoCap test.  During the test, the inspector also noted that the bolt nut turned 2 flats (or 1/3 of a turn).  Sec 712.7.6 Nut Rotation from Snug Tight Condition table says that this bolt is to be turned 1/2 turn for Turn-Of-Nut in the field.  Since the bolt achieved the minimum tension in 1/3 turn, we know that the turning it to 1/2 turn will achieve a higher tension value.  If the RoCap test shows a higher turn value needed than the Sec 712.7.6 table, then further discussions should be had with the contractor about next steps before any bolts are installed in the field. 
For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
 
'''Day-to-Day Verification''' [[image:712.1.5.4.5.2.jpg|right|200px]]
 
For the day-to-day verifications, MoDOT inspectors will visually verify that the Turn-Of-Nut Method is completed correctly.  MoDOT inspectors will review marks made by the contractor and make sure that there is a general comfort level with how the contractor is doing the work.  In addition to this, MoDOT inspectors will pick 10% of the bolts to also check bolt torque.  The torque value MoDOT inspectors are checking is the maximum torque gauge reading generated from Step 3 of the RoCap Test.
 
The photograph to the right shows what the markings will look like when the Turn-Of-Nut Method is used.  In order to perform the test, three marks are made: one on the nut, one on the bolt, and one on the steel plate underneath.  To begin with, mark the nut at a corner, and follow that line all the way through to the steel.  Notice the left side bolts are all starting in the same position.  The right-side bolts have been rotated 1/3 of a turn, or two flats of the hex head.  Notice how the bolt and the steel still line up, and only the nut has moved.  Marking the bolt and steel ensures that the bolt does not move during tightening.  The nut will show how much it has moved.  Marking the hex head accordingly is a semi-permanent record that the test was run.  This also provides the inspector with the necessary information to quickly verify tightness, but a random check of 10% of bolts with a torque wrench by the QA inspector shall still occur.  The inspector will not have to tighten the bolts themselves but can witness the ironworker who is tightening some of the bolts to ensure they are following the proper procedure of the Turn-Of-Nut Method.
 
======712.1.5.4.5.3 Twist Off Tension Control Bolt Method, Sec 712.7.7======
[[image:712.1.5.4.5.3.jpg|right|175px]]
 
The third option listed in the specification book is the Twist Off Tension Control Bolt Method.  This method uses the fact that the bolts have been specially designed to shear off once a specific torque has been reached in the bolt.  This torque has been correlated to the needed minimum tension as shown in Sec 712.7.3.  In order to do this, the verification must be available from the Rotational Capacity Test completed for each lot. 
 
When the RoCap Test is run, there is one piece of information needed.  The Tension Gauge Reading when the spline shears off.  Since the spline shears off, and the tool cannot provide any more compactive effort, there is generally not a concern about overtightening the bolt provided that the bolt hardware is clean and well lubricated.  Once the bolt shears off, the tension achieved is the final tension.  The RoCapy Test will verify that the final tension is at or above the minimum bolt tension required in Sec 712.7.3.
 
'''Day-to-Day Verification'''
 
Since the specialty tool will shear the bolt off at the specified tension, the biggest piece to verify is done during the RoCap Test. Once that is done, the inspector just needs to ensure that the contractor is following the correct tightening procedure shown in Sec 712.7.7. Ensure that all plies are in contract when snug tight and that bolt hardware is clean and well lubricated. The QA Inspector should also perform checks of at least 10% of the fastener assemblies with a torque wrench to verify the fastener is tight using the Inspection Torque value (0.95 x 0.25 x highest gauged tension from RoCap Test x bolt diameter in inches / 12). If bolt issues are discovered, more bolts may need to be checked.
 
======712.1.5.4.5.4 Combined Method (TNA Fixed Spline Bolts), Sec 712.7.8======
The fourth option listed in the specification book is the Combined Method. This method uses the fact that the nuts must be turned, after initial bolt tensioning (snug), to the rotation specified in ASTM F3148 Table X2.2, Angle Tightening Rotation, to induce at least the required minimum final bolt tension, as shown in Sec 712.7.3. This pre-verification testing shall be performed as mentioned in Sec 712.7.8 (ASTM F3148 Appendix X2).
 
'''Example'''
 
On a project you are installing 7/8” diameter bolts that are 4” long. The pre-installation verification test was performed on the bolt assemblies. When the bolts were tensioned during initial bolt tensioning (snug), the torque used by the installation tool resulted in a tension of 33,000 lbs, greater than the required minimum tension of 22,000 lbs in the minimum initial bolt tension column in the Table in Sec 712.7.3.  After the subsequent application of the 120 degrees (1/3 of a turn or 2 flats) rotation required in ASTM F3148 Table X2.2, the final tension result is 64,000 lbs, greater than the minimum final bolt tension of 49,000 in the Table in Sec 712.7.3.
 
'''Day-to-Day Verification''' [[image:712.1.5.4.5.2.jpg|right|200px]]
 
For the day-to-day verifications, MoDOT inspectors will visually verify that the Combined Method is completed correctly. They will review marks made by the contractor and make sure that there is a general comfort level with how the contractor is doing the work. In addition to this, MoDOT inspectors will pick 10% of the bolts to also check bolt torque. The torque value MoDOT inspector will use is the highest torque value record on the RoCap Test samples shown on the Manufacturer/Supplier Test Report for the TNA Fixed Spline Structural Bolting Assembly.
 
The photograph to the right shows what the markings will look like when the Combined Method is used. In order to perform the test, three marks are made: one on the nut, one on the bolt, and one on the steel plate underneath after initial tensioning.  Bolts may require initial tensioning (snug tightening) more than once as plies are pulled together.  To begin with, mark the nut at a corner, and follow that line all the way through to the steel. Notice the left side bolts are all starting in the same position. The right-side bolts have been rotated 120°, 1/3 of a turn, or two flats of the hex head. Notice how the bolt and the steel still line up, and only the nut has moved. Marking the bolt and steel ensures that the bolt does not move during tightening. The nut will show how much it has moved. Marking the hex head accordingly is a semi-permanent record that the test was run. This also provides the inspector with the necessary information to quickly verify tightness, but a random check of 10% of bolts with a torque wrench by the QA inspector shall still occur. The inspector will not have to tighten the bolts themselves but can witness the ironworker who is tightening some of the bolts to ensure they are following the proper procedure of the Combined Method.
 
===712.1.6 High Strength Anchor Bolts===
When high strength anchor bolts are specified, ASTM F1554 Grade 55 anchor bolts shall be used unless higher grade anchor bolts are required by design. Grade 105 bolts shall not be used in applications where welding is required. Grade 36 anchor bolts are commonly referred to as “low-carbon” and may be used if specified on the plans.  Grade 55 anchor bolts may be substituted for applications where Grade 36 is specified. To facilitate easy identification of anchor bolt, the following figure shows some of the typical bolt markings required by the ASTM specification. The end of the anchor bolt intended to project from the concrete shall be steel die stamped with the grade identification and color coded as follows.
 
<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+
!  style="background:#BEBEBE" width="125"|Grade!! style="background:#BEBEBE" width="125"|Color Code!! style="background:#BEBEBE" width="150"|Identification
|-
|36 ||style="background:#FFFFFF"| [[image:712.1.5 azul.jpg|50px]] ||style="background:#FFFFFF"|AB36<br/>XYZ
|-
|55 ||style="background:#FFFFFF"|  [[image:712.1.5 amarillo.jpg|50px]] ||style="background:#FFFFFF"|AB55<br/>XYZ
|-
|105|| style="background:#FFFFFF"| [[image:712.1.5 rojo.jpg|50px]]  ||style="background:#FFFFFF"|AB105<br/>XYZ
|}
|}
Note: XYZ represents the manufacturer’s identification mark.
</center>
</center>


===712.1.7 Non-destructive Testing===
====751.36.5.7.2 General Pile Design====
In certain instances, non-destructive testing (NDT) may be required to be conducted on steel components of a bridge. The contractor will be responsible for providing and certified NDT technician to conduct the testing. This technician will usually be an employee of a third party inspection agency. Certification for NDT technicians will be in accordance with the requirements of The American Society for Nondestructive Testing (ASNT) Recommended Practice SNT-TC-1A.  MoDOT does not maintain an approved list of NDT technicians.  The Bridge Division does review certifications for testing agencies and keep a list of personnel of these agencies with their respective certifications. 
 
For projects that require NDT in the field, the inspector will collect the information from the contractor as to who will be providing the NDT services. The contractor shall submit the certifications to the Resident Engineer to be forwarded to the Bridge Division at [mailto:Fabrication@modot.mo.gov Fabrication@modot.mo.gov]. These certifications shall include the following documentation for each individual performing NDT: their certifications, current eye exam, and the NDT company written practice, including the Level III individual certification used for the written practice.
At the Resident Engineer’s option, they may choose to keep a list of personnel who have performed NDT work for a quick reference for future projects. However, the Resident Engineer and the inspector will always request to see the current eye exam results prior the technician providing the NDT on these future projects.
 
==712.2 Materials Inspection for Sec 712==
 
===712.2.1 Scope===
This guidance establishes procedures for inspecting and reporting those items specified in [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 712] that are not always inspected by Bridge Division personnel or are not specifically covered in the Materials details of the Specifications.
 
===712.2.2 Procedure===
Normally all materials in [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 712] will be inspected by Bridge Division personnel. Bolts, nuts and washers accepted by PAL may be delivered directly from the manufacturer to the project without prior inspection. When requested by the Bridge Division or construction office, the Construction and Materials Division will inspect fencing and other miscellaneous items. The Bridge Division is responsible for the inspection of shop coating of structural steel at fabricating plants.
 
====712.2.2.1  Project Inspection and Sampling for PAL====
Inspecting of PAL material will be as stated in this section and [[106.12 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]].
 
===712.2.3 Miscellaneous Materials===
 
====712.2.3.1 High Strength Bolts====
All bolts, nuts, and washers should be from a PAL supplier in accordance with [[106.12 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]]. If a supplier proposes to furnish structural steel connectors and is not on PAL, a request is to be made to the Construction and Material Division for acceptance into the PAL program. Once satisfactory submittals have been received, the supplier will be placed on the PAL. Bolts, nuts, and washers, for use other than bridge construction and in quantities less than 50, may be accepted from a PAL supplier without a PAL identification number.
 
'''712.2.3.1.1 Manufacturer's Certification.''' Bolts and nuts specified to meet the requirements of ASTM A307 shall be accompanied by a manufacturer's certification statement that the bolts and nuts were manufactured to comply with requirements of ASTM A307 and, if required, galvanized to comply with requirements of AASHTO M232 (ASTM A153), Class C or were mechanically galvanized and meet the coating thickness, adherence, and quality requirements of ASTM B695, Class 55. Certification shall be retained by the shipper. A copy should be obtained when sampling at the shipper and submitted with the samples to the lab.
 
All bolts, nuts and washers are to be identifiable as to type and manufacturer.  Bolts, nuts, and washers manufactured to meet ASTM A307 will normally be identified on the packaging since no special markings are required on the item.  Dimensions are to be as shown on the plans or as specified.
 
Weight (mass) of zinc coating, when specified, is to be determined by magnetic gauge in the same manner as described for bolts and nuts in [[:Category:1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Three-Strand Guard Cable Material|EPG 1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Three-Strand Guard Cable Material]].
 
Samples for Laboratory testing are only required when requested by the State Construction and Materials Engineer, or when field inspection indicates questionable compliance. Samples shall be taken according to [[#712.2.3.2.1.1 ASTM A307 Bolts|EPG 712.2.3.2.1.1 ASTM A307 Bolts]].
 
'''712.2.3.1.2''' High strength bolts, nuts, and washers specified shall meet the requirements of ASTM F3125 Grade A325. Bridge plans may also specify ASTM F3125 Grade 144 or A490 or ASTM F3148 Grade 144 high strength bolts. Field inspection shall include examination of the certifications or mill test reports; checking identification markings; and testing for dimensions. The certifications or mill test reports, conforming to EPG 712.2.3.1.1 Manufacturer's Certification, shall be retained in the district office. Samples for Laboratory testing shall be taken and submitted in accordance with EPG 712.2.3.2.1.2 ASTM F3125 Grade A325, 144 or A490 Bolts and ASTM F3148 Grade 144 Bolts.
 
====712.2.3.2 PAL Manufacturer Facilities Sampling====
Prior to visiting a PAL supplier or manufacturer facility, the Cognos report “PAL Shipments Within Date Range” should be run for the facility to determine what material has been given MoDOT PAL numbers. For each PAL material, the sample shall consist of six pieces rather than determined from lot quantities as given in the following sections. An individual sample shall consist of bolts, nuts, or washers as these are treated as different materials in the PAL system.


=====712.2.3.2.1 Sample sizes=====
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.


======712.2.3.2.1.1 ASTM A307 Bolts======
=====751.36.5.7.2.1 Design Values for Individual HP Pile=====
Samples for Laboratory testing are only required when requested by the State Construction and Materials Engineer, or when field inspection indicates questionable compliance. When samples are taken, they are to be taken as shown in the following table. When galvanized bolts, nuts and washers are submitted to the Laboratory, a minimum of 3 samples of each are required for Laboratory testing.


<center>
<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align: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</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
|width="300"|3 for lots of 0 to 800 pcs. ||rowspan="4"|Each sample is to consist of one bolt, nut and washer. Submit for dimensions, weight (mass) of coating, mechanical properties.  
|-
|-
|6 for lots of 801 to 8,000 pcs.
|HP 12x53|| 15.5|| 775|| 0.5|| 388|| 45.00
|-
|-
|9 for lots of 8,001 to 22,000 pcs.
|HP 14x73|| 21.4|| 1070|| 0.5|| 535|| 45.00
|-
|-
|15 for lots of 22,001+ pcs.
|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]].
|}
|}
</center>
</center>


======712.2.3.2.1.2 ASTM F3125 Grade A325, 144 or A490 Bolts and ASTM F3148 Grade 144 Bolts======
=====751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile=====
Samples for Laboratory testing shall be taken and submitted as follows: All lots containing 501 or more, high strength bolts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more bolts, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all bolts of the same size and length, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:


<center>
<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align: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
|+
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
! width="300" style="background:#BEBEBE" |Number of Bolts in the Lot!! style="background:#BEBEBE" |Number of Bolts Taken for a Sample'''*'''
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup> !! colspan="5" | Concrete Filled Pipe For Flexural Analysis<sup>3</sup>
|-
|-
| 0 through 800 || 3
! 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
|-
|-
| 801 through 8,000 || 6
| rowspan="2" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 554 || 831 || 0.375 || 15.76 || 133 || 1239 || 743
|-
|-
| 8,001 through 22,000 || 9
| 12.75 || 0.625<sup>'''11'''</sup> || 0.55 || 22.84 || 1142 || 685 || 1028 || 0.484 || 20.14 || 128 || 1441 || 865
|-
|-
| 22,001 plus || 15
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 637 || 955 || 0.375 || 18.11 || 177 || 1506 || 904
|-
|-
|align="left" colspan="2"|'''*''' A minimum of 3 samples will be required for galvanized materials.
| 14.75 || 0.625<sup>'''11'''</sup> || 0.55 || 26.28 || 1314 || 788 || 1183 || 0.484 || 23.18 || 171 || 1740 || 1044
|}
</center>
 
All lots containing 501 or more, high strength nuts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more nuts, sample 10 percent of the lots offered or one lot, whichever is greater. A lot is defined as all nuts of the same grade, size, style, thread series and class, and surface finish, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:
 
<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+
! width="300" style="background:#BEBEBE" |Number of Nuts in the Lot!! style="background:#BEBEBE" |Number of Nuts Taken for a Sample'''*'''
|-
|-
| 0 through 800 ||1
| rowspan="2" | 20 || 19 || 0.5 || 0.44 || 26.72 || 1336 || 801 || 1202 || 0.375 || 22.83 || 284 || 2105 || 1263
|-
|-
|801 through 8,000 ||2
| 18.75 || 0.625 || 0.55 || 33.15 || 1658 || 995 || 1492 || 0.484 || 29.27 || 276 || 2402 || 1441
|-
|-
|8,001 through 22,000 ||3
| rowspan="3" | 24 || 23 || 0.5 || 0.44 || 32.21 || 1611 || 966 || 1450 || 0.375 || 27.54 || 415 || 2790 || 1674
|-
|-
|22,000 and over ||5
| 22.75 || 0.625 || 0.55 || 40.03 || 2001 || 1201 || 1801 || 0.484 || 35.36 || 406 || 3150 || 1890
|-
|-
|align="left" colspan="2"|'''*''' A minimum of 3 samples will be required for galvanized materials.  
| 22.5 || 0.75 || 0.66 || 47.74 || 2387 || 1432 || 2148 || 0.594 || 43.08 || 398 || 3506 || 2103
|}
</center>
 
All lots containing 501 or more, high strength washers shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more washers, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all washers of the same type, grade, size and surface finish, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:
 
<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+
! width="300" style="background:#BEBEBE" |Number of Washers in the Lot!!style="background:#BEBEBE" | Number of Washers Taken for a Sample'''* '''
|-
|-
| 0 through 800 || 1
| colspan="13" align="left" |
|-
'''<sup>1</sup>''' Values are applicable for Strength Limit States. Modify value for other Limit States.
|801 through 8,000 || 2
|-
|8,001 through 22,000 || 3
|-
|22,000 and over || 5
|-
|align="left" colspan="2"|'''*''' A minimum of 3 samples will be required for galvanized materials.  
|}
</center>


=====712.2.3.2.2 Bolts for Highway Lighting, Traffic Signals or Highway Signing=====
'''<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.
Bolts, nuts, and washers for highway lighting, traffic signals, or highway signing shall meet the requirements given in EPG 712.2.3.1.2 High Strength Bolts. Samples for Central Laboratory testing are only required when requested by the State Construction and Materials Engineer or when field inspection indicates questionable compliance.


====712.2.3.3 Slab Drains====
'''<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.
Slab drains are to be accepted on the basis of field inspection of dimensions, weight (mass) of zinc coating, and a satisfactory fabricators certification.  The dimensions, weight (mass) of zinc coating, and material specification requirements are shown on the bridge plans.


Field determination of weight (mass) of coating is to be made on each lot of material furnished. The magnetic gauge is to be operated and calibrated in accordance with ASTM E376. At least three members of each size and type offered for inspection are to be selected for testing. A single-spot test is to be comprised of at least five readings of the magnetic gauge taken in a small area and those five readings averaged to obtain a single-spot test result. Three such areas should be tested on each of the members being tested. Test each member in the same manner. Average all single-spot test results from all members to obtain an average coating weight (mass) to be reported. The minimum single-spot test result would be the minimum average obtained on any one member. Material may be accepted or rejected for galvanized coating on the basis of magnetic gauge. If a test result fails to comply with the specifications, that lot should be resampled at double the original sampling rate. If any of the resampled members fail to comply with the specification, that lot is to be rejected. The contractor or supplier is to be given the option of sampling for Laboratory testing, if the magnetic gauge test results are within minus 15 percent of the specified coating weight (mass).
'''<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).


A fabricators certification shall be submitted to the engineer in triplicate stating that "The steel used in the fabrication of the slab drains was manufactured to conform to ASTM A709" or "A500, A501" as the case may be.
'''<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).  


====712.2.3.4 Miscellaneous Structural Steel====
'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>
Other structural steel items not requiring shop drawings also require inspection.  Inspection includes a fabricator's certification identifying the source and grade of steel, as well as verification of dimensions and inspection of any coating applied.  The report is to include the grade of steel, coating applied, and results of inspection.


==712.3 Lab Testing==
&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


===712.3.1 Scope===
&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.
This establishes procedures for Laboratory testing and reporting samples of structural steel, bolts, nuts, and washers and for welding qualifications.


===712.3.2 Procedure===
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered


====712.3.2.1 Chemical Tests - Bolts, Nuts, and Washers====
'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance
Weight (mass) of coating shall be determined in accordance with AASHTO M232. Chemical analysis of the base metal shall be determined, when requested, according to [[:Category:1020 Corrugated Metallic-Coated Steel Culvert Pipe, Pipe-Arches and End Sections#1020.8 Laboratory Testing Guidelines for Sec 1020|Laboratory Testing Guidelines for Sec 1020]]. Original test data and calculations shall be recorded in Laboratory workbooks.


====712.3.2.2 Physical Tests - Bolts and Nuts====
'''<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.  
Original test results and calculations shall be reported through AASHTOWare Project.  


'''Low carbon steel bolts and nuts''' shall be tested according to ASTM A307. Tests are to be as follows:
'''<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).
:(a) Bolts shall be tested for dimensions, hardness, and tensile strength.
:(b) Nuts shall be tested for dimensions, hardness, and proof load.


Due to the shape and length of some bolts and the shape of some nuts, it may not be possible or required to determine the tensile strength of the bolts or the proof load of the nuts.
'''<sup>11</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.  


'''High strength bolts, nuts, and washers''' shall be tested according to ASTM F3125 Grade A325, 144 or A490 or ASTM F3148 Grade 144. Tests are to be as follows:
'''Notes:
:(a) Bolts shall be tested for dimensions, markings, hardness, proof load, and tensile strength.
:(b) Nuts shall be tested for dimensions, markings, hardness, and proof load.
:(c) Washers shall be tested for hardness.


Due to the shape and length of some bolts and the size of some nuts, it may not be possible or required to determine the proof load and tensile strength of the bolts or the proof load of the nuts.
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.


===712.3.3 Sample Record===
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].
The sample record shall be completed in AASHTOWARE Project (AWP), as described in [[:Category:101 Standard Forms#Sample Record, General|AWP MA Sample Record, General]], and shall indicate acceptance, qualified acceptance, or rejection. Appropriate remarks, as described in [[106.20 Reporting|EPG 106.20 Reporting]], are to be included in the report to clarify conditions of acceptance or rejection.


Test results for bolts, nuts and washers shall be reported through AWP.
Require dynamic pile testing for field verification for all CIP piles on the plans.


[[image:712.3.3.jpg|center|1050px]]
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>


===751.36.5.8 Additional Provisions for Pile Cap Footings===
'''Pile Group Layout:'''


== 751.50 Standard Detailing Notes ----- H1. Steel ==
P<sub>u</sub> = Total Factored Vertical Load.
<big>'''ONLY CHANGE NOTE H1.8.1'''</big>


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


'''(H1.8.1) ASTM F3148 Grade 144 bolts may be specified by design or directly substituted for a design with A325 bolts. Consult SPM or SLE before using F3148 bolts.'''
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:
:Bolts shall be 7/8-inch diameter ASTM <u>F3125 Grade A325</u> <u>F3148 Grade A144</u> <u>Type 1</u> <u>Type 3</u> in 15/16-inch diameter holes.


==1080.1 High Strength Bolts==
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>
<div style="float: right; margin-top: 5px; margin-left: 15px; width:380px; font-size: 95%; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
'''<u><center>Videos Showing Strain Testing to Determine Yield Strength</center></u>'''
* [http://epg.modot.mo.gov/documents/1080trusschordmemberKnoxCo.wmv Truss Chord Member for bridge in Knox Co.]
* [http://epg.modot.mo.gov/documents/1080PTBartestMRB.wmv PT Bar for Mississippi River bridge in City of St. Louis]
</div>


All bolts, nuts, and washers should be from a PAL supplier in accordance with [[106.12 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]]. If a supplier proposes to furnish structural steel connectors and is not on PAL, a request is to be made to the Construction and Material Division for acceptance into the PAL program. Once satisfactory submittals have been received, the supplier will be placed on the PAL. Bolts, nuts, and washers, for use other than bridge construction and in quantities less than 50, may be accepted from a PAL supplier without a PAL identification number.
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>


Construction inspection requirements for bolts, nuts and washers are given in [[:Category:712 Structural Steel Construction#712.1.5 High Strength Bolts And Washers (Sec 712.7)|EPG 712.1.5 High Strength Bolts And Washers]]. Materials inspection requirements are given in [[:Category:712 Structural Steel Construction#712.2.4.1 High Strength Bolts|EPG 712.2.4.1 High Strength Bolts]] and Lab testing requirements in [[:Category:712 Structural Steel Construction#712.3.2 Procedure|EPG 712.3.2 Procedure]].
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.


===1080.1.1 Samples Taken at PAL Manufacturer Facilities===
Prior to visiting a PAL supplier or manufacturer facility, the Cognos report “PAL Shipments Within Date Range” should be run for the facility to determine what material has been given MoDOT PAL numbers.  For each PAL material, the sample shall consist of six pieces rather than determined from lot quantities as given in EPG 1080.1.2 Sample Sizes. An individual sample shall consist of bolts, nuts, or washers as these are treated as different materials in the PAL system. 


===1080.1.2 Sample sizes===
'''Pile Uplift on End Bearing Piles and Friction Piles:'''


====1080.1.2.1 ASTM A307 Bolts====
:'''Service - I Limit State:'''
Samples for Laboratory testing are only required when requested by the State Construction and Materials Engineer, or when field inspection indicates questionable compliance. When samples are taken, they are to be taken as shown in the following table. When galvanized bolts, nuts and washers are submitted to the Laboratory, a minimum of 3 samples of each are required for Laboratory testing.


{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
::Minimum factored load per pile shall be ≥ 0.
|width="230"|3 for lots of 0 to 800 pcs.||rowspan="4" width="500" align="center"|Each sample is to consist of one bolt, nut and washer. Submit for dimensions, weight (mass) of coating, mechanical properties.
::Tension on a pile is not allowed for conventional bridges.
|-
|6 for lots of 801 to 8,000 pcs.
|-
|9 for lots of 8,001 to 22,000 pcs.
|-
|15 for lots of 22,001plus pcs.
|}


====1080.1.2.2 ASTM F3125 Grade A325, 144 and A490 Bolts and ASTM F3148 Grade 144====
:'''Strength and Extreme Event Limit States:'''
Samples for Laboratory testing shall be taken and submitted as follows:<br>
All lots containing 501 or more high strength bolts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more bolts, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all bolts of the same size and length, with the same manufacturer's lot identification, offered for inspection at one time.


Samples shall be taken as follows:  
::Uplift on a pile is not preferred for conventional bridges.
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
::Maximum Pile Uplift load = │Minimum factored load per pile│ - │Factored pile uplift resistance│ ≥ 0<sup>'''1'''</sup>
|+
! style="background: #BEBEBE" width="250" | Number of Bolts in the Lot !!style="background: #BEBEBE" | Number of Bolts Taken for a Sample*
|-
| 0 through 800 || align="center" | 3
|-
| 801 through 8,000 || align="center" | 6
|-
| 8,001 through 22,000 || align="center" | 9
|-
| 22,001 plus || align="center" | 15
|-
| colspan="2" | '''*''' A minimum of 3 samples will be required for galvanized materials.
|}
All lots containing 501 or more high strength nuts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more nuts, sample 10 percent of the lots offered or one lot, whichever is greater. A lot is defined as all nuts of the same grade, size, style, thread series and class, and surface finish, with the same manufacturer's lot identification, offered for inspection at one time.


Samples shall be taken as follows:  
:::'''Note:''' Compute maximum pile uplift load if value of minimum factored load is negative.
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background: #BEBEBE" width="248" | Number of Nuts in the Lot !! style="background: #BEBEBE" | Number of Nuts Taken for a Sample*
|-
| 0 through 800 || align="center" | 1
|-
| 801 through 8,000 || align="center" | 2
|-
| 8,001 through 22,000 || align="center" | 3
|-
| 22,000 and over || align="center" | 5
|-
| colspan="2" | '''*''' A minimum of 3 samples will be required for galvanized materials.
|}


All lots containing 501 or more high strength washers shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more washers, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all washers of the same type, grade, size and surface finish, with the same manufacturer's lot identification, offered for inspection at one time.
::::<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.


Samples shall be taken as follows:
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background: #BEBEBE" width="258" | Number of Washers in the Lot !!style="background: #BEBEBE" | Number of Washers Taken for a Sample*
|-
| 0 through 800 || align="center" | 1
|-
| 801 through 8,000 || align="center" | 2
|-
| 8,001 through 22,000 || align="center" | 3
|-
| 22,000 and over || align="center" | 5
|-
| colspan="2" | '''*''' A minimum of 3 samples will be required for galvanized materials.
|}


===1080.1.3 Bolts for Highway Lighting, Traffic Signals or Highway Signing===
'''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'''
Bolts, nuts, and washers for highway lighting, traffic signals, or highway signing shall meet the requirements given in [[:Category:712 Structural Steel Construction#712.1.5 High Strength Bolts (Sec 712.7)|EPG 712.1.5 High Strength Bolts]], except that mechanical galvanization of bolts, nuts and washers for highway lighting or traffic signals shall meet requirements of ASTM B695, Class 55.  Field determination of weight (mass) of zinc coating, when specified, is to be determined by magnetic gauge in the same manner as described [[901.17 Material Inspection for Sec 901|EPG 901.17 Material Inspection for Sec 901]] except that a smaller number of single-spot tests will be sufficient. Samples for Central Laboratory testing are only required when requested by the State Construction and Materials Engineer or when field inspection indicates questionable compliance. When samples are taken, they are to be taken at the frequency and of the size shown in [http://epg.modot.org/index.php?title=Category:1040_Guardrail%2C_End_Terminals%2C_One-Strand_Access_Restraint_Cable_and_Three-Strand_Guard_Cable_Material#Table_1040.2.1.2_Sampling_Requirements Table 1040.2.1.2 Sampling Requirements].


Bolts, nuts, and washers for traffic signals shall also be inspected for conformance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=13 Section 902.4].   Additionally, for traffic signals, anchor bolts and nuts or high strength bolts and nuts, except those meeting requirements of ASTM F3125 Grade A325, shall be accompanied by a test report certified to be representative of the mechanical tests for each size in each shipment.
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.


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


----
====751.36.5.9.1 Estimated Pile Length====


='''REVISION REQUEST 4066'''=
'''Friction Piles:'''


==751.50 Standard Detailing Notes==
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:
:{| style="margin: 1em auto 1em auto"
|-
|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
|}


<big>'''Delete Notes B3.5 and B3.6'''</big>
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


'''(B3.5) Use for CIP pile in all bridges except for continuous concrete slab bridges.'''
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].
All reinforcement in cast-in-place pile at non-integral end bents and intermediate bents is included in the substructure quantities.
'''(B3.6) Use for CIP pile in continuous concrete slab bridges.'''
All reinforcement in cast-in-place pile at end bents and pile cap intermediate bents is included in the superstructure quantities and all reinforcement in cast-in-place pile at open concrete intermediates bents is included in the substructure quantities.


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.


=== G5. CIP Concrete Piles (Notes for Bridge Standard Drawings)===
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.  


====G5a Closed Ended Cast-in Place (CECIP) Concrete Pile====
'''End Bearing Piles:'''
'''(G5a1)'''
:Welded or seamless steel shell (pipe) shall be ASTM A252 Modified Grade 3 (fy = 50,000 psi) with physical and chemical requirements that meet ASTM A572 Grade 50. Pipe certification and source material certification shall be required.


'''(G5a2)'''
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.  
:Concrete for cast-in-place pile shall be Class B-1.


'''(G5a3)'''
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.
:Steel for closure plate shall be ASTM A709 Grade 50.


'''(G5a4)'''
====751.36.5.9.2 Check Pile Geotechnical Capacity (Axial Loads Only)====
:Steel for cruciform pile point reinforcement shall be ASTM A709 Grade 50.


'''(G5a5)'''
Use the same methodology outlined in [[#751.36.5.9.1 Estimated Pile Length|EPG 751.36.5.9.1 Estimated Pile Length]].
:Steel casting for conical pile point reinforcement shall be ASTM A148 Grade 90-60.


'''(G5a6)'''
====751.36.5.9.3 Check Pile Structural Capacity (Combined Axial and Bending)====
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.  


'''(G5a7)'''
Structural design checks which include lateral loading and bending shall be accomplished using the appropriate structural resistance factors.
:Closure plate shall not project beyond the outside diameter of the pipe pile. Satisfactory weldments may be made by beveling tip end of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe. Payment for furnishing and installing closure plate will be considered completely covered by the contract unit price for Galvanized Cast-In-Place Concrete Piles.


'''(G5a8)'''
===751.36.5.10 Pile Nominal Axial Compressive Resistance ===
:Splices of pipe for cast-in-place concrete pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
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.  


'''(G5a9a) Use the following note for seismic category A'''
: Minimum Nominal Axial Compressive Resistance, MNACR = Required Nominal Driving Resistance, R<sub>ndr</sub> 
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
: = 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


'''(G5a9b) Use the following note for seismic category B, C or D '''
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
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.


'''(G5a10)'''
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.
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.


'''(G5a11)'''  
{| border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
:Closure plate need not be galvanized.
|+ '''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)
'''(G5a12) '''
|-
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.  
! Dynamic Testing !! Wave Equation<br/>Analysis !! FHWA-modified<br/>Gates Dynamic<br/>Pile Formula
 
|-
'''(G5a13) Use for CIP pile on all bridges except for continuous concrete slab bridges. Remove underlined portion for non-integral end bents.'''
! ϕ<sub>dyn</sub>= 0.65 !! ϕ<sub>dyn</sub> = 0.50 !! ϕ<sub>dyn</sub> = 0.40
:All reinforcement for cast-in-place pile <u>at end bents is included in the Estimated Quantities for Slab on _____. Reinforcement for cast-in-place pile at intermediate bents</u> is included in the substructure quantity tables.
|-
| CIP 14” || 210 || 136 || 105 || 84
|-
| CIP 16” || 240 || 156 || 120 || 96
|-
| CIP 20” || 300 || 195 || 150 || 120
|-
| CIP 24” || 340 || 221 || 170 || 136
|-
| 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>.
|}


'''(G5a14) Use for CIP pile on continuous concrete slab bridges. The first underlined portion is included for pile cap intermediate bents. The second underlined portion is included for intermediate bents with pile footings.'''
===751.36.5.11 Check Pile Drivability===
:All reinforcement in cast-in-place pile at end bents <u>and intermediate bents</u> is included in the superstructure quantities <u>and all reinforcement in cast-in-place pile at intermediates bents is included in the substructure quantity tables</u>.
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]].
 
'''(G5a15)'''
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified. No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
 
====G5b Open Ended Cast-in Place (OECIP) Concrete Pile====
 
'''(G5b1)'''
:Welded or seamless steel shell (pipe) shall be ASTM A252 Modified Grade 3 (fy = 50,000 psi) with physical and chemical requirements that meet ASTM A572 Grade 50. Pipe certification and source material certification shall be required.
   
   
'''(G5b2)'''
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).
:Open ended pile shall be augered out to the minimum pile cleanout penetration elevation and filled with Class B-1 concrete.
 
'''(G5b3)'''
:Concrete for cast-in-place pile shall be Class B-1.
 
'''(G5b4)'''
:Steel casting for open ended cutting shoe pile point reinforcement shall be ASTM A148 Grade 90-60.
 
'''(G5b5)'''
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
 
'''(G5b6)'''
:Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
 
'''(G5b7a) Use the following note for seismic category A'''
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 
'''(G5b7b) Use the following note for seismic category B, C or D'''
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.
 
'''(G5b8)'''
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
 
'''(G5b9)'''
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.


'''(G5b10) Use for CIP pile on all bridges except for continuous concrete slab bridges. Remove underlined portion for non-integral end bents.'''
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.
:All reinforcement for cast-in-place pile <u>at end bents is included in the Estimated Quantities for Slab on _____. Reinforcement for cast-in-place pile at intermediate bents</u> is included in the substructure quantity tables.


'''(G5b11) Use for CIP pile on continuous concrete slab bridges. The first underlined portion is included for pile cap intermediate bents. The second underlined portion is included for intermediate bents with pile footings.'''
'''Structural steel HP Pile:'''
:All reinforcement in cast-in-place pile at end bents <u>and intermediate bents</u> is included in the superstructure quantities <u>and all reinforcement in cast-in-place pile at intermediates bents is included in the substructure quantity tables</u>.


'''(G5b12)'''
Drivability analysis shall be performed for the box shape of the pile (i.e., not the perimeter).  
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified.  No additional payment will be made for furnishing a thicker pile wall than specified on the plans.


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:'''


----
{| border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
 
|+ '''Pile Driving Hammer Information For GRLWEAP'''
='''REVISION REQUEST 4071'''=
! colspan="3" | Hammer used in the field per survey response (2017)  
 
 
====751.1.2.9.2 Steel Girder Options====
When considering steel structures, the preliminary designer must decide if the girders should be painted or fabricated from weathering steel.  If site-specific conditions allow, the use of unpainted weathering steel (ASTM A709 Grades 50W and HPS70W) should be considered and is MoDOT’s preferred system for routine steel I-girder type bridges due to its performance, economic and environmental benefits.  Cost savings are realized because of the elimination of the initial paint system as well as the need for periodic renewal of the paint system over the life of the structure.
 
Weathering steels provide significant environmental and worker safety benefits as well.  Since they do not require initial and periodic repainting of the whole bridge, emissions of volatile organic compounds (VOC) are reduced.  Also, they generally do not require coating removal or disposal of contaminated blast debris over the service life of the structure.  By eliminating the need for periodic repainting, the closing of traffic lanes can be prevented as well as the associated hazards to painters, maintenance workers, and the travelling public.
 
Partial coating of weathering steel is required near expansion joints.  See [[751.14 Steel Superstructure#751.14.5.8 Protective Coating Requirements|EPG 751.14.5.8]].  Periodic recoating or overcoating will be required, however, on a much smaller scale than the whole bridge with the effect that lane closures and associated hazards are greatly reduced compared to painted steel. 
 
Although weathering steel is MoDOT’s preferred system for routine I-girder bridges with proper detailing, it should not be used for box girders, trusses or other structure types where details may tend to trap moisture or debris.  There are also some situations where the use of weathering steel may not be advisable due to unique environmental circumstances of the site.  Generally, these types of structures would receive high deposits of salt along with humidity, or long-term wet conditions and individually each circumstance could be considered critical.
 
The FHWA Technical Advisory T5140.22 October 1989 should be used as guidance when determining the acceptability of weathering steel. Due to the large amounts of deicing salts used on our highways which ultimately causes salt spray on bridge girders, the flowchart below should be used as guidance for grade separations. The flowchart, Fig. 751.1.2.9, below, is general guidance but is not all inclusive. There may be cases based on the circumstances of the bridge site where the use of weathering steel is acceptable even though the flowchart may indicate otherwise. In these cases, follow MoDOT’s [[131.1 Design Exception Process|design exception process]].
 
[[image:751.1.2.7 weathering steel Nov 2010.jpg|center|650px|thumb|<center>'''Fig. 751.1.2.9 Guidance on the Use of Weathering Steel for Grade Separations'''</center>
'''*''' For multi-lane divided or undivided highways, consider the AADT and AADTT in one direction only.]]
<div id="Weathering steel may be used"></div>
Weathering steel may be used for stream crossings where 1) the base flood elevation is lower than the bottom of girder elevation and 2) the difference between the ordinary high water and bottom of girder elevations is greater than 10 ft. for stagnant and 8 ft. for moving bodies of water.  Where the difference in elevations is less than noted, weathering steel may be used upon approval of the Assistant State Bridge Engineer.
 
Additional documents that can be referenced to aid in identifying the site-specific locations and details that should be avoided when the use of weathering steel is being considered include:
 
:1. Transportation Research Board. (1989).  ''Guidelines for the use of Weathering Steel in Bridges'', (NCHRP Report 314). Washington, DC: Albrecht, et al.
 
:2. American Iron and Steel Institute. (1995).  ''Performance of Weathering Steel in Highway Bridges, Third Phase Report''. Nickerson, R.L.
 
:3. American Institute of Steel Construction. (2022). Uncoated Weathering Steel Reference Guide. NSBA
 
:4. MoDOT. (1996). ''Missouri Highway and Transportation Department Task Force Report on Weathering Steel for Bridges''. Jefferson City, MO: Porter, P., et al.
The final brown rust appearance could be an aesthetic concern.  When determining the use of weathering steel, aesthetics and other concerns should be discussed by the Core Team members, with input from [https://modotgov.sharepoint.com/sites/br Bridge Division] and [https://modotgov.sharepoint.com/sites/mt Maintenance Division].
 
If weathering steel cannot be used, the girders should be painted gray (Federal Standard #26373).  If the district doesn’t want gray, they can choose brown (Federal Standard #30045).  If the district or the local municipality wants a color other than gray or brown, they must meet the requirements of [[1045.5_Policy_on_Color_of_Structural_Steel_Paint|EPG 1045.5 Policy on Color of Structural Steel Paint]]. See [[751.6_General_Quantities#751.6.2.11_Structural_Steel_Protective_Coatings_.28Non-weathering Steel.29|EPG 751.6.2.11]], [[751.6 General Quantities#751.6.2.12 Structural Steel Protective Coatings (Weathering Steel)|EPG 751.6.2.12]] and [[751.14 Steel Superstructure#751.14.5.8 Protective Coating Requirements|EPG 751.14.5.8]] for further guidance on paint systems.
 
 
 
===751.6.1 Index of Quantities===
 
{| class="wikitable" style="text-align:center"
|-
| colspan="4" align="left" | '''Sec 712 – Structural Steel Construction'''
|-
| 712-09.00 || 1 || linear foot || align="left" | Expansion Device (Finger Plate)
|-
| 712-09.15 || 1 || linear foot || align="left" | Expansion Device (Flat Plate)
|-
| 712-10.00 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Misc.)
|-
| 712-10.10 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (I-Beam)
|-
| 712-10.20 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Plate Girder)
|-
| 712-10.30 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Trusses)
|-
| 712-10.40 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Concrete)
|-
| 712-10.50 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Box Girder)
|-
| 712-10.60 || 1 || lump sum || align="left" | Fabricated Sign Support Brackets
|-
| 712-11.00 || 10 ||pound || align="left" | Fabricated Structural Low Alloy Steel (Misc.)
|-
| 712-11.11 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (I-Beam) A709, Grade 50
|-
| 712-11.13 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (I-Beam) A709, Grade 50W
|-
| 712-11.21 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50
|-
| 712-11.22 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50W
|-
| 712-11.23 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS70W
|-
| 712-11.24 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS50W
|-
| 712-11.30 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Trusses)
|-
| 712-11.40 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Concrete)
|-
| 712-11.51 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50
|-
| 712-11.52 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50W
|-
| 712-11.59 || 1 || each || align="left" | Shear Connectors
|-
| 712-11.60 || 1 || sq. foot || align="left" | Steel Grid Floor (Half Concrete Filled)
|-
| 712-11.61 || 1 || sq. foot || align="left" | Steel Grid Floor (Concrete Filled)
|-
| 712-12.50 || 1 || lump sum || align="left" | Strengthening Existing Beams
|-
| 712-12.51 || 1 || each || align="left" | Hinge Modification
|-
| 712-13.00 || 10 || pound || align="left" | Fabricated Structural Steel Bearings
|-
| 712-20.00 || 10 || pound || align="left" | Carbon Steel Castings
|-
| 712-22.00 || 10 || pound || align="left" | Gray Iron Castings
|-
| 712-23.00 || 1 || linear foot || align="left" | Bridge Rail (Two Tube Structural Steel)
|-
| 712-30.00 || 1 || each || align="left" | Steel Bar Dam
|-
| 712-31.00 || 1 || each || align="left" | Cleaning and Coating Existing Bearings
|-
| 712-31.10 || 1 || each || align="left" | Bearing Removal for Inspection
|-
| 712-31.15 || 1 || each || align="left" | Surface Finishing Bearing Rocker
|-
| 712-31.20 || 1 || each || align="left" | Cleaning, Lubricating and Coating Bearing
|-
| 712-31.30 || 1 || each || align="left" | Rehabilitate Bearing
|-
| 712-31.40 || 10 || pound || align="left" | New Bearing Materials
|-
| 712-31.50 || 1 || each || align="left" | Anchor Bolt Replacement
|-
| 712-32.00 || 1 || each || align="left" | Removing, Coating and Reinstalling Light Standards (Bridges)
|-
| 712-32.10 || 1 || each || align="left" | Earthquake Restrainer Assemblies
|-
| 712-32.50 || 1 || each || align="left" | Rivet Removal and Replacement
|-
| 712-33.00 || 1 || lump sum || align="left" | Existing Diaphragm Connections to Flange
|-
| 712-33.01 || 1 || each || align="left" | Steel Intermediate Diaphragm for P/S Concrete Girders
|-
| 712-35.00 || 1 || linear foot || align="left" | Railing for Steps
|-
| 712-36.10 || 1 || each || align="left" | Slab Drain
|-
| 712-36.11 || 1 || each || align="left" | Slab Drain with Grate
|-
| 712-36.20 || 1 || lump sum || align="left" | Drainage System (On Structure)
|-
| 712-51.00 || 1 || lump sum || align="left" | Surface Preparation for Recoating Structural Steel
|-
| 712-51.01 || 1 || lump sum || align="left" | Surface Preparation for Overcoating Structural Steel (System G)
|-
| 712-51.02 || 1 || lump sum || align="left" | Surface Preparation for Applying Epoxy-Mastic Primer
|-
| 712-51.09 || 1 || lump sum || align="left" | Field Application of Organic Zinc Primer
|-
| 712-51.10 || 1 || lump sum || align="left" | Field Application of Inorganic Zinc Primer
|-
| 712-51.11 || 1 || lump sum || align="left" | Intermediate Field Coat (System G)
|-
| 712-51.12 || 1 || lump sum || align="left" | Finish Field Coat (System G)
|-
| 712-51.13 || 1 || lump sum || align="left" | Intermediate Field Coat (System H)
|-
| 712-51.14 || 1 || lump sum || align="left" | Finish Field Coat (System H)
|-
| 712-51.15 || 1 || lump sum || align="left" | Finish Field Coat (System I)
|-
| 712-51.16 || 1 || lump sum || align="left" | Finish Field Coat (System L)
|-
| 712-52.00 || 100 || sq. foot || align="left" | Surface Preparation for Recoating Structural Steel
|-
| 712-52.01 || 100 || sq. foot ||align="left" | Surface Preparation for Overcoating Structural Steel (System G)
|-
| 712-52.09 || 100 || sq. foot || align="left" | Field Application of Organic Zinc Primer
|-
| 712-52.10 || 100 || sq. foot || align="left" | Field Application of Inorganic Zinc Primer
|-
| 712-53.15A || 0.1 || ton || align="left" | Intermediate Field Coat (System G)
|-
| 712-53.20A || 0.1 || ton || align="left" | Finish Field Coat (System G)
|-
| 712-53.35A || 0.1 || ton || align="left" | Intermediate Field Coat (System H)
|-
|| 712-53.40A || 0.1 || ton || align="left" | Finish Field Coat (System H)
|-
| 712-53.46 || 0.1 || ton || align="left" | Finish Field Coat (System I)
|-
| 712-53.47 || 0.1 || ton || align="left" | Finish Field Coat (System L)
|-
| 712-53.65A || 100 || sq. foot || align="left" | Intermediate Field Coat (System G)
|-
| 712-53.70A || 100 || sq. foot || align="left" | Finish Field Coat (System G)
|-
|-
| 712-53.85A || 100 || sq. foot || align="left" | Intermediate Field Coat (System H)
! GRLWEAP ID !! Hammer name !! No. of Responses
|-
|-
| 712-53.90A || 100 ||sq. foot || align="left" | Finish Field Coat (System H)
| 41 || Delmag D19-42<sup>1</sup> || 13
|-
|-
| 712-53.96 || 100 || sq. foot || align="left" | Finish Field Coat (System I)
| 40 || Delmag D19-32 || 6
|-
|-
| 712-53.97 || 100 || sq. foot || align="left" | Finish Field Coat (System L)
| 38 || Delmag D12-42 || 4
|-
|-
| 712-59.60 || 1 || lump sum || align="left" | Aluminum Epoxy-Mastic Primer 
| 139 || ICE 32S || 4
|-
|-
| 712-59.61 || 1 || lump sum || align="left" | Gray Epoxy-Mastic Primer 
| 15 || Delmag D30-32 || 2
|-
|-
| 712-60.00 || 1 || linear foot || align="left" | Non-Destructive Testing
| || Delmag D25-32 || 2
|-
|-
| 712-99.01 || 1 || lump sum || align="left" | Galvanizing Structural Steel
| 127 || ICE 30S || 1
|-
|-
| 712-99.02 || 1 || each || align="left" | Misc.
| 150 || MKT DE-30B || 1
|-
| 712-99.03 || 1 || linear foot || align="left" | Misc.
|-
| 712-99.04 || 1 || sq. foot || align="left" | Misc.
|-
| 712-99.05 || 1 || sq. yard || align="left" | Misc.
|-
| 712-99.10 || 0.1 || ton || align="left" | Misc.
|-
| 712-99.11 || 10 || pound || align="left" | Misc.
|-
|-
| 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. 


====751.6.2.11 Structural Steel Protective Coatings (Non-weathering Steel)====
Driving should be terminated immediately once 30 blows/inch is encountered.


The protective coating, as specified on the Design Layout, shall be System G, H, I or L with the color being gray or brown. The coating color shall be specified on the Design Layout. The following gives pay item guidelines for most bridges.  
:{| style="margin: 1em auto 1em auto"
|-
|'''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.


Note: The figures in this section are provided to aid in interpretation of the specifications and do not intend to represent a preference for any particular system.
===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.


'''<u>Coating New Multi-Girder/Beam Bridges</u> '''
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.


Intermediate Field Coat and Finish Field Coat (System G, H, I or L) (Gray or Brown) - The quantity shall be computed to the nearest one hundred square foot of structural steel to be field coated. The area computations do not include bearings, diaphragms, stiffeners and all other miscellaneous steel within the limits of the field coatings.


'''1. Bridges over Roadways''' (does not include over Railroads)
<br><br>
<hr style="border:none; height:2px; background-color:red;" />
<br><br>


The intermediate field coat for System G and H and the finish field coat for System L for beam and girder spans shall be applied to the surfaces of all structural steel except those surfaces to be in contact with concrete. The field coat shall also be applied to the bearings, except where bearings will be encased in concrete.


The finish field coat for System G or H for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the finish coat. The finish coat shall also be applied to the exterior bearings, except where bearings will be encased in concrete.  
=== E2. Foundation Data Table ===


The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within this limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats.  
The following table is to be placed on the design plans and filled out as indicated.


<div id="When System I finish field coat"></div>
'''(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.) '''
When System I finish field coat is specified on the plans with System G intermediate coat, System I finish field coat quantity will be figured the same as above for the finish field coat for System G or H. System G intermediate coat with System I finish field coat will be as above for the intermediate field coat except that the area of the System I finish field coat will not be included in the System G intermediate field coat area. When the plans state System I finish field coat shall be substituted for System G intermediate coat, System I finish field coat quantity will be figured for all girder surfaces as discussed above for finish field coat area for System L.


{| style="text-align: center; font-size:1.6em", align="center"
<center>
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
|-
|-
| COLSPAN="3" | <u>'''New Non-Weathering Bridge Over Roadway'''</u>
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
|-
|-
| [[image:751.6.2.11-Typical Roadway.jpg|center|x300px]] || style="width: 50px" | || [[image:751.6.2.11-Deck Joints Roadway.jpg|center|x300px]]
!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
|-
|-
| '''Typical Coating for System G''' || ||'''Coating Near Deck Joints (System G)'''
|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
 
'''2. Bridges over Streams and Bridges over Railroads '''
 
The field coatings (including intermediate and finish coats) for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the field coats. The field coatings shall also be applied to the exterior bearings, except where bearings will be encased in concrete. The interior beams or girders shall only have the prime coat applied with no other field coatings required.
 
The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within the limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats.
 
When System I or L is specified, the intermediate field coat will not be required.
 
{| style="text-align: center; font-size:1.6em", align="center"
|-
|-
| COLSPAN="3"| <u>'''New Non-Weathering Bridge Over Stream or Railroad'''</u>
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
|-
|-
| [[image:751.6.2.11-Typical_Stream_RR.jpg|center|x300px]] || style="width: 50px" | || [[image:751.6.2.11-Deck_Joints_Stream_RR.jpg|center|x300px]]
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|-
|-
| '''Typical Coating for System G''' || || '''Coating Near Deck Joints (System G)'''
|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
|-
|-
|}
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
 
'''<u>Coating New Truss Bridges or Other Unusual Structures</u> '''
 
Intermediate Field Coat and Finish Field Coat (System G, H, I or L) (Gray or Brown) - The quantity shall be computed as a lump sum quantity.
 
All structural steel for truss or steel box girder spans shall be field coated with intermediate and finish coats, except the area of steel to be in contact with concrete. Intermediate field coat is not required when System I or L is specified.  
 
<u>'''Recoating Existing Multi-Girder/Beam Bridges '''</u>
 
Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or coated. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings.
 
'''1. Surface Preparation for Recoating Structural Steel '''- Preparation shall include the surfaces of all structural steel except areas to be in contact with concrete.
 
'''2. Field Application of Inorganic or Organic Zinc Primer''' - Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.  
 
'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' - Coverage shall meet the same requirements as new multi-girder/beam bridges.  
 
'''4. Finish Field Coat (System G, H, I or L) (Gray or Brown)''' - Coverage shall meet the same requirements as new multi-girder/beam bridges.
 
{| style="text-align: center; font-size:1.6em", align="center"
|-
|-
| COLSPAN="3" | <u>'''Existing Non-Weathering Bridge'''</u>
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
|-
|-
| [[image:751.6.2.11-Recoating_Roadway.jpg|center|x300px]] || style="width: 50px"| || [[image:751.6.2.11-Recoating_Stream_RR.jpg|center|x300px]]
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
|-
|-
| '''Typical Recoating Over Roadway for System G or H''' || || '''Typical Recoating Over Stream or Railroad for System G or H'''
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
|-
|-
| COLSPAN="3" | [[image:751.6.2.11-Recoating_Deck_Joints.jpg|center|x300px]]
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|-
|-
| COLSPAN="3" | '''Recoating Near Deck Joints (System G or H)'''
|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
|-
|-
|}
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
 
<u>'''Recoating Existing Truss Bridges or other Unusual Structures '''</u>
 
Quantities shall be computed as lump sum quantities. The approximate weight of steel shall be shown to the nearest ton in the contract documents.
 
'''1. Surface Preparation for Recoating Structural Steel''' - Preparation shall include the surfaces of all structural steel except areas to be in contact with concrete.
 
'''2. Field Application of Inorganic or Organic Zinc Primer''' – Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.
 
'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' – Coverage shall meet the same requirements as new truss bridges.
 
'''4. Finish Field Coat (System G, H, I or L) (Gray or Brown)''' – Coverage shall meet the same requirements as new truss bridges.
 
<u>'''Overcoating Existing Multi-Girder/Beam Bridges '''</u>
 
Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or overcoated except as noted below. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings.  Partial overcoating of steel structures is allowed and the areas of partial overcoating should be clearly indicated on the plans.
 
'''1. Surface Preparation for Overcoating Structural Steel (System G)''' - Preparation shall include the surfaces of all structural steel except areas to be in contact with concrete.
 
'''2. Intermediate Field Coat (System G)''' - Coverage shall meet the same requirements as Surface Preparation for Overcoating Structural Steel (System G).
 
'''3. Finish Field Coat (System G)''' - Coverage shall meet the same requirements as new bridges.
 
{| style="text-align: center; font-size:1.6em", align="center"
|-
|-
|COLSPAN="3"|[[image:751.6.2.11-Overcoating_Existing_Bridge.jpg|center|x300px]]
|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="font-size:0.75em"|'''Overcoating Existing Non-Weathering Bridge (System G)'''
|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|| -
 
<u>'''Limits of Paint Overlap '''</u>
 
Refer to [[751.50_Standard_Detailing_Notes#A4a1._Steel_Structures-_Nonweathering_Steel|EPG 751.50 Note A4a1.24]]. The figure below with note is available in a CADD cell. Detail should be modified as necessary for paint systems other than System G.
 
[[image:Part_Elev_Paint_Overlap_11-3-23.png|800px]]
 
 
 
====751.6.2.12 Structural Steel Protective Coatings (Weathering Steel)====
 
'''<u>Coating New Multi-Girder/Beam Bridges, Truss Bridges or other Unusual Structures</u>'''
 
There will not be a quantity item for coating weathering steel. The cost of coating weathering steel structures will be considered completely covered by the contract unit price for the Fabricated Structural Steel.
 
'''<u>Recoating Existing Multi-Girder/Beam Bridges, Truss Bridges or other Unusual Structures </u>'''
 
Recoating weathering steel when performing joint repair/replacement may be included on the contract plans. Other areas may be recoated depending upon inspection of the condition of weathering steel and the future deterioration expectations of same by Bridge Maintenance. See Structural Project Manager or Structural Liaison Engineer. 
 
For existing multi-girder/beam bridges, quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or recoated. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings. For truss bridges or other unusual structures, quantities shall be computed as lump sum quantities.
 
'''1. Surface Preparation for Recoating Structural Steel''' - Preparation shall be on a case-by-case basis except areas to be in contact with concrete.
 
'''2. Field Application of Inorganic or Organic Zinc Primer''' - Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.
 
'''3. Intermediate Field Coat (System G) (Brown)''' - Coverage shall be on a case-by-case basis.
 
'''4. Finish Field Coat (System G, I or L) (Brown)''' - Coverage shall be on a case-by-case basis.
 
 
 
===751.14.5.8 Protective Coating Requirements===
Coating requirements for new steel girder bridge shall be in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1080] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1081]. See [[751.1 Preliminary Design#751.1.2.9.2 Steel Girder Options|EPG 751.1.2.9.2]], [[751.6_General_Quantities#751.6.2.11_Structural_Steel_Protective_Coatings_.28Non-weathering_Steel.29|EPG 751.6.2.11]] and [[751.6 General Quantities#751.6.2.12 Structural Steel Protective Coatings (Weathering Steel)|EPG 751.6.2.12]] for additional guidance.
 
System G (three-coat system) may be used for non-weathering steel and weathering steel structures ([https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]). System G typically is not preferred when overlapping an existing vinyl coating but may be allowed if the existing coating is determined to be in good condition. System G uses a solvent based finish coat which may cause issues when overlapping an existing solvent-based vinyl coating system (System C) because it may re-wet the existing coating and cause delamination of the base coat. If the existing coating is in good condition as determined by paint pull-off tests the intermediate epoxy coating will provide a reliable barrier between the solvent-based coatings. Consult the structural project manager or structural liaison engineer before using System G near existing vinyl coatings.
 
System G has replaced calcium sulfonate as the preferred overcoating system. To ensure sufficient bond of the existing coating, adhesion pull-off tests shall be performed in accordance with ASTM D4541. If the adhesion test fails, as determined by the engineer of record, then overcoating shall not be allowed and recoating should be considered.
 
System H (three-coat system) is typically used when the bond for System G is considered questionable where recoating operations will take place near an existing vinyl coating system (System C). System H uses a waterborne acrylic for the intermediate and finish field coats that does not tend to interfere with the solvent-based vinyl coating.
 
System I (two-coat system) may be used for non-weathering and weathering steel and should be based on the following guidance:
 
:(a) System I should be considered in areas where the aesthetics of a coating system over the long term is critical. While System G, L and I provide long term protection, System I has excellent gloss retention and UV resistance. System I is a context sensitive design (CSD) solution. CSD follows from project scoping and is subject to the project core team protocols.
 
::(1) Consider for locations where the structure is more visible or the public has leisurely time for more than just a casual glance, for example structures near a ballpark or a pedestrian bridge. Using same rationale, bridges that are tall or have wide girder spacing or a low number of girders where more of the superstructure is visible could also be candidates.
 
::(2) Consider the image consciousness of the surroundings in conjunction with rather than solely the protection of the structure which is equally provided by systems G and I. Maintenance of either System G or I should be considered the same. Reduced maintenance is an expectation for System L.
 
:(b) System I is a polysiloxane finish coat that is normally applied directly over an inorganic or organic zinc primer with no intermediate coating. Since the system is a two-coat system, it may be applied in less time which can influence critical path scheduling and impacts to the driving public. For example, it may be possible for a contractor to get in and out quicker than if they were to use a three-coat system.  MoDOT coating policy as described in Standard Specification Section 1081 requires different field coating requirements based on the type of bridge crossing. For roadway grade separations, it is required that interior girders have only a single field coat in order to satisfy that all girders on a roadway grade separation bridge have at least two coatings for protection. In the case of System I, the Standard Specifications require that a System G epoxy intermediate field coat be applied to all interior girders and the interior of fascia girders and that the System I  polysiloxane finish coating be applied to the exterior of the facia girders only. This is based on a system I polysiloxane coating cost being greater than a system G epoxy coating on a per-gallon cost basis. It also requires that the contractor be given the option to substitute the System I finish coat in place of a System G intermediate coat.  If CSD determines that the polysiloxane should be applied to all girders, then the general notes for coatings and the quantities on the contract plans will need to reflect the revised coating requirements.
 
:(c) System I is approved for use on state highway projects beginning February 2011. Alternate bidding is encouraged if guideline (a) is not required to be met and with approval of the Structural Project Manager or Structural Liaison Engineer and the project core team.
 
System L (two-coat system) may be used for non-weathering steel and weathering steel structures. System L requires an inorganic zinc primer so organic zinc shall not be substituted. Testing indicates that System L is expected to outlast System G, H or I coatings when properly applied. Since the system is a two-coat system, it may be applied in less time which can influence critical path scheduling and impacts to the driving public. Similarly, the expectation for reduced maintenance should be considered for areas where access is limited or impactful (e.g., over railroads and interstates).
 
Inorganic zinc primer shall be used for new steel fabrication with System G, I or L coatings. For recoating operations with System G, H or I, where closure time has severe impacts on cost or safety, organic zinc primer should be considered as a direct replacement for the inorganic zinc required in the specifications. Organic zinc primers require a lower level of surface preparation (SSPC-SP6: commercial blast cleaning vs SSPC-SP10: near white blast cleaning) and are generally easier to apply in the field than inorganic zinc primers. Only organic zinc primers that can provide a Class B slip coefficient are allowed for use in recoating operations.
 
See [https://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#A4._Protective_Coatings EPG 751.50 A4. Protective Coatings] for standard detailing notes and guidance on how they are used.
 
Epoxy-mastic primers may be used for overcoating lead-based coatings if the existing coating is determined to be in good condition, but this is considered a short-term solution in comparison to System G overcoating. Consult the structural project manager or structural liaison engineer before using epoxy-mastics near existing lead-based coatings.
 
Galvanized non-weathering structural steel beams, girders, bracing and diaphragms may be used as required or allowed by alternate, on a case-by-case basis, with approval of the Structural Project Manager or Structural Liaison Engineer and the project core team.
 
When galvanized structural steel is required, place note EPG 751.50 (A4a1.8.2a) on the plans. Do not use notes EPG 751.50 (A4a1.1 – A4a1.7). When galvanized structural steel is bid as an alternate, place notes EPG 751.50 (A4a1.8.1a, A4a1.8.1b, and A4a1.8.1c) on the plans under the applicable coating new steel notes EPG 751.50 (A4a1.1-A4a1.7).
 
 
 
=== A4. Protective Coatings ===
 
====A4a. Structural Steel Protective Coatings====
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "Structural Steel Protective Coatings:".
 
=====A4a1. <u>Steel Structures-Nonweathering Steel</u>=====
 
'''<u>Coating New Steel (Notes A4a1.1 – A4a1.7)</u>'''
 
'''(A4a1.1) Use the 2<sup>nd</sup> underlined option for grade separations where System I finish field coat is only required on the fascia surfaces per Sec 1081.  “System I” may be used for water crossings or where note A4a1.3 is used. '''
 
:Protective Coating: <u>System G</u> <u>System I Prime Coat with System I Finish Field Coat and System G Intermediate Field Coat</u> <u>System I</u> <u>System L</u> in accordance with Sec 1081.
 
'''(A4a1.2)  '''
 
:Prime Coat: The cost of the inorganic zinc prime coat will be considered completely covered by the contract unit price for the fabricated structural steel.
 
'''(A4a1.3) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
 
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
 
'''(A4a1.4) The coating color shall be as specified on the Design Layout. When System L or note (A4a1.3) is used, omit the 2<sup>nd</sup> sentence'''.
 
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Finish Field Coat <u>(System G</u> <u>I</u> <u>L)</u> .
 
'''(A4a1.5) When System L is specified, System I is specified for water crossings or when note (A4a1.3) is used, omit the underlined part.'''
 
:At the option of the contractor, the <u>intermediate field coat and</u> finish field coat may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.
 
'''(A4a1.6) Use for structures with Access Doors'''
 
:Structural steel access doors shall be cleaned and coated in the shop or field with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and AASHTO M 232 (ASTM A153), Class C. The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.
 
'''(A4a1.7) Use for structures with Access Doors and when a fabricated structural steel pay item is not included.'''
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.
 
<div id="(A4a1.8.1) Place"></div>
'''(A4a1.8.1) Place the following notes on the plans when alternate galvanized structural steel protective coating is approved by SPM.'''
 
:'''(A4a1.8.1a) Place the following note under the notes for “Structural Steel Protective Coatings”.'''
::Alternate A Structural Steel Protective Coating:
::Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.
 
:'''(A4a1.8.1b) In "General Notes:" section place the following note under the heading "Miscellaneous:”'''
::Alternate bids for structural steel coating shall be completed.
 
:'''(A4a1.8.1c) Place following information at bottom part of “Estimated Quantities” table. (At least four (4) blank rows should be left at bottom of table to allow for additional entries in the field.)'''
<center>
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|-
!colspan="4"|Estimated Quantities
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -
|-
|-
!Item||Substr.||Superstr.||Total
| 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|| -
|-
|-
|Last Pay Item|| || ||
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
|-
|-
|Blank|| || ||
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -
|-
|-
|ADD ALTERNATE A:|| || ||
| 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|| - || -
|-
|-
|Galvanizing Structural Steel&nbsp;&nbsp;&nbsp;&nbsp; lump sum|| || ||1
|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|| -
|-
|-
|Blank|| || ||
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
|-
|-
|Blank|| || ||
|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.
|-
|-
|Blank|| || ||
|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
|-
|-
|Blank|| || ||
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
|}
|}
</center>
'''(A4a1.8.2) Place the following note instead of notes A4a1.1 – A4a1.7 on the plans when galvanized structural steel protective coating is approved by SPM.'''
:'''(A4a1.8.2a) '''
::Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.


'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
 
'''(A4a1.9) Use the 2<sup>nd</sup> underlined option for grade separations where System I finish field coat is only required on the fascia surfaces per Sec 1081. “System I” may be used for water crossings or where note A4a1.13 is used.'''
 
:Protective Coating: <u>System G</u> <u>System I Prime Coat with System I Finished Field Coat and System G Intermediate Field Coat</u> <u>System I</u> <u>System L</u> in accordance with Sec 1081.
 
'''(A4a1.10) Use primer specified on the Design Memorandum. System L must be used with inorganic zinc primer only.'''
 
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for <u>Recoating of Structural Steel (System G, H, I or L)</u> with <u>organic</u> <u>inorganic</u> zinc primer. The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Surface Preparation for Recoating Structural Steel.
 
'''(A4a1.11) '''
 
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of <u>Inorganic</u> <u>Organic</u> Zinc Primer. 
 
'''(A4a1.12) The coating color shall be as specified on the Design Layout. When System L or note (A4a1.13) is used, omit the 2<sup>nd</sup> sentence.'''
 
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Finish Field Coat <u>(System G</u> <u>I</u> <u>L)</u>.
 
'''(A4a1.13) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
 
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
 
'''(A4a1.14) Use for recoating truss bridges.  '''
 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"  
|-
|-
|The length of span that is permissible to drape is to be determined by the designer and given in the note. Typically, ¼ span length is used but greater lengths have been used in the past based on calculations. See Structural Project Manager or Structural Liaison Engineer.
| 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
|}
|}


:For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than <u>1/4</u> the span length at any one time regardless of height of coverage. Simultaneous work in adjacent spans is permissible using the specified limits in each span.


<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
</center>
'''<u>Overcoating Existing Steel (Notes A4a1.21 – A4a1.27)</u> '''


'''(A4a1.21) Include underlined portion when overcoating an existing vinyl coating (System C).'''
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"
 
|-
:Protective Coating: System G in accordance with Sec 1081 <u>except thinners are not permitted</u>.
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
 
|-
'''(A4a1.22) '''
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula
 
|-
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for Overcoating of Structural Steel. The cost of surface preparation will be considered completely covered by the contract <u>lump sum unit</u> price <u>per sq. foot</u> for Surface Preparation for Overcoating Structural Steel (System G).
|DT = Dynamic Testing
 
|-
'''(A4a1.23) The 2nd underlined portion in the first sentence is applicable only for bridges over streams and railroads. '''
|WEAP = Wave Equation Analysis of Piles
 
|-
:Field Coat(s): The color of the field overcoat shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u> and shall be applied in accordance with Sec 1081.10.3.4<u>, except that all structural steel shall have the intermediate field coat applied in accordance with Sec 1081.10.3.4.1.1</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Finish Field Coat (System G).
|SLT = Static Load Test
 
|-
'''(A4a1.24) Use when new coating system overlaps existing coating system. Show detail on plans.'''
|colspan="7"  style="background:#BEBEBE"|
 
|-
:Limits of Paint Overlap: System G shall overlap the existing coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.
|rowspan="7"|Criteria for Minimum Tip Penetration ||Scour
 
|-
=====A4a2. <u>Steel Structures- Weathering Steel</u>=====
|Tension or uplift resistance
 
'''<u>Coating New Steel (Notes A4a2.1 - A4a2.3) </u>'''
 
'''(A4a2.1) '''
 
:Protective Coating: System <u>G</u> <u>I</u> <u>L</u> in accordance with Sec 1080.
 
:Prime Coat: The cost of the inorganic zinc prime coat will be considered completely covered by the contract unit price for the fabricated structural steel.
 
'''(A4a2.2) '''
 
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the <u>intermediate and</u> finish field coats will be considered completely covered by the contract unit price for the fabricated structural steel.
 
'''(A4a2.3) '''
 
:At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.
 
'''<u>Recoating Existing Steel (A4a2.10 – A4a2.13) </u>'''
 
'''(A4a2.10)'''
 
:Protective Coating: System <u>G</u> <u>I</u> <u>L</u> in accordance with Sec 1080.
 
'''(A4a2.11) Use primer specified on Design Memorandum. System L must be used with inorganic zinc primer only.'''
 
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1080 and Sec 1081 for <u>Recoating of Structural Steel (System G, H or I)</u> with <u>inorganic</u> <u>organic</u> zinc primer. The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Surface Preparation for Recoating Structural Steel.
 
'''(A4a2.12)'''
 
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of <u>Inorganic</u> <u>Organic</u> Zinc Primer. 
 
'''(A4a2.13) The coating color shall be as specified on the Design Layout. When System L or I is specified, omit the 2nd sentence.'''
 
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Finish Field Coat (System <u>G</u> <u>I</u>).
 
=====A4a3. <u>Miscellaneous</u>=====
 
'''(A4a3.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
 
:Structural steel for the <u>girder</u> <u>beam</u> chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the <u>girder</u> <u>beam</u> chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the <u>girder</u> <u>beam</u> chairs will be considered completely covered by the contract unit price for other items.
 
'''(A4a3.2) Use when recoating existing exposed piles. (Guidance: "Aluminum" is preferred because it acts as both a barrier and corrosion protection where "Gray" only acts as a barrier. If for any reason coated pile is embedded in fresh concrete, "Aluminum" shall not be used.)'''
 
:All exposed surfaces of the existing structural steel piles <u>and sway bracing</u> shall be recoated with one 6-mil thickness of <u>aluminum</u> <u>gray</u> epoxy-mastic primer applied over an SSPC-SP3 surface preparation in accordance with Sec 1081. The bituminous coating shall be applied one foot above and below the existing ground line and in accordance with Sec 702. These protective coatings will not be required below the normal low water line. The cost of surface preparation will be considered completely covered by the contract lump sum price for Surface Preparation for Applying Epoxy-Mastic Primer. The cost of the <u>aluminum</u> <u>gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for <u>Aluminum</u> <u>Gray</u> Epoxy-Mastic Primer.
 
====A4b. Concrete Protective Coatings====
 
=====A4b1. Concrete Protective Coatings=====
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".
 
'''(A4b1.1) Use note with weathering steel structures. '''
 
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.
 
'''(A4b1.2) Use note with coating for concrete bents and piers either urethane or epoxy. '''
 
:Protective coating for concrete bents and piers <u>(Urethane)</u> <u>(Epoxy)</u> shall be applied as shown on the bridge plans and in accordance with Sec 711.
 
'''(A4b1.3) Use note when specified on Design Layout.'''
 
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
 
'''(A4b1.4) Use note when specified on Design Layout. '''
 
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
 
 
 
=<big><big>'''1045 Paint for Structural Steel'''</big></big>=
<br> <br> <br> <br>
 
[[image:1045.jpg|right|275px]]
 
This article establishes procedures for inspecting, [[106.3 Samples, Tests and Cited Specifications#106.3.1 Sampling|sampling]] and reporting paint and paint constituents.  Refer to [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for MoDOT’s specifications.
 
Discussions on [[1045.4 Non-Standard Colors of Structural Steel Paint|non-standard colors of structural steel paint]] and [[1045.5 Policy on Color of Structural Steel Paint|color of structural steel paint]] policies are available.
 
For Laboratory testing and sample reporting procedures, refer to [[1045.6 Laboratory Testing Guidelines for Sec 1045|EPG 1045.6 Laboratory Testing Guidelines for Sec 1045]].
 
==1045.1 Apparatus==
 
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="210px" align="right"  
|-
|-
|'''Approved and Pre-Qualified List'''
|Lateral stability
|-
|-
|[https://www.modot.org/media/505 Qualified Aluminum Epoxy Mastic Paint]
|Penetration anticipated soft geotechnical layers
|-
|-
|[https://www.modot.org/media/506 Qualified High Solids Inorganic Zinc Silicate Paints]
|Minimize post construction settlement
|-
|-
|[https://www.modot.org/media/507 Qualified Epoxy\Polyurethane Paints]
|Minimum embedment into natural ground
|-
|-
|[https://www.modot.org/media/508 Qualified Waterborne Acrylic Paints]
|Other Reason
|-
|-
|[https://www.modot.org/media/509 Qualified Gray Epoxy-Mastic Primer]
|colspan="7"  style="background:#BEBEBE"|
|-
|-
|[https://www.modot.org/media/510 Qualified Organic Zinc Paints]
|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.)'''
|-
|-
|[https://www.modot.org/media/511 Qualified Polysiloxane Paints]
|colspan="3"|'''For LFD Design'''
|-
|-
|[https://www.modot.org/media/511 Qualified High Solids Inorganic Ethyl Silicate Paints]
|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).
|-
|-
|'''MGS Information'''
|colspan="3"|'''For LRFD Design'''
|-
|-
|[https://www.modot.org/general-services-specifications-mgs-subject Current General Services Specifications (MGS) By Subject]
|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).
|}
|}


All sample containers and equipment used in sampling paint and paint constituents shall be clean and free of all contaminants. The apparatus required shall consist of:
'''Shallow Footings '''


(a) Appropriate size and type of sample container as given in the following subsections for the type of paint to be sampled.
'''(E2.10) (Use when shallow footings are specified on the Design Layout.)'''


(b) Appropriate thief or sampling device to obtain a representative sample.
: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.


(c) Packaging and labeling materials as described in [[106.3 Samples, Tests and Cited Specifications#106.3.1.2.2 Transportation of Samples|EPG 106.3.1.2.2 Transportation of Samples]] and [[106.3 Samples, Tests and Cited Specifications#106.3.1.3 Sampling Supplies|EPG 106.3.1.3 Sampling Supplies]].
'''Driven Piles'''


==1045.2 Procedure==
'''(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.


Samples shall be taken by, or under the direct supervision of, the inspector, using all possible caution, skill and judgment to ensure that a representative sample is obtained.
'''(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>


When sampling paint and paint constituents, take precautions to ensure that the samples are not contaminated or altered by any material not representative of the lot being sampled. Some paints or liquid constituents exhibit a tendency to settle or separate upon standing. Because of this, it is important to ensure that containers to be sampled, no matter the size container, is uniform prior to obtaining a sample. Mark all sample containers with the type of material, lot number, and the inspector's identification number. It is essential that samples of constituents be marked with the chemical names as called for in the given specification. Unless specifically requested, obtain only one random sample from each lot, batch, day's pack or other unit of production. In cases where several small lots are uniformly mixed in a larger mixer or tank, the mixed material shall be considered as one lot.
'''(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.


Whenever possible, obtain samples from original, unopened containers for all types of materials. When constituent containers have no markings distinguishing between units of production, take samples from different containers or storage units in the ratio of two samples for each 10,000 pounds (4500 kg) or portion thereof and blended in equal quantities to form a composite sample. Submit constituent samples only when requested by the Laboratory.
'''(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>.
Packaging must comply with the applicable requirements of [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045].
 
'''(E2.24) '''
===1045.2.1 Vehicle Constituents===
:All piles shall be galvanized down to the minimum galvanized penetration (elevation).
When samples are requested by the Laboratory, ensure that the contents of the container or tank to be sampled has been thoroughly mixed. Fill the sample container, leaving approximately one inch (25 mm) space for expansion. Secure friction top lids with clips or other fastening devices before shipment. Observe shipping regulations when preparing samples for shipment.
 
===1045.2.2 Pigments===
When the Laboratory requests samples, open the package or storage container and take a sample at random from the contents.
 
===1045.2.3 Mixed Paints===
Sample containers are one quart (1 L), friction top cans and should be filled, leaving approximately one inch (25 mm) space for expansion. The inspector may mark and submit an original, unopened container of paint to the Laboratory in cases where the containers are small, such as quarts (L) or gallons (L). When an original container of paint cannot be sent to the Laboratory and there are no facilities for mixing or shaking the material mechanically, the inspector must ensure a representative sample by the following steps:
 
(a) Pour off the top liquid into a clean, suitable container having a volume equal to or larger than the one being sampled.
 
(b) Stir the settled portion of the paint with a paddle, gradually reincorporating the poured off liquid in small quantities until all has been returned.
 
(c) Mix the paint by pouring it back and forth between the two containers several times.
 
(d) Obtain a sample promptly so that settling does not occur before the sample is obtained.
 
NOTE: This process is referred to as “boxing” the material.


When samples are taken during the filling of containers, obtain a composite sample by combining samples taken at the beginning, middle, and near the end of the operation.
'''(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.
<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.) '''


Mechanically mix paint in holding tanks or 55 gallon (208 L) drums to ensure uniformity and sample promptly after mixing.
: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>
'''(E2.27) Use for galvanized piles.'''


===1045.2.4 Submission of Samples===
: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.
Paint and some paint constituents require special handling. See [[106.3 Samples, Tests and Cited Specifications#106.3.1.2.2 Transportation of Samples|EPG 106.3.1.2.2 Transportation of Samples]] and [[106.3 Samples, Tests and Cited Specifications#106.3.1.3 Sampling Supplies|EPG 106.3.1.3 Sampling Supplies]] for packaging, labeling and marking instructions. Enter a Basic Sample Data report into AASHTOWARE Project (AWP) (see [https://epg.modot.org/forms/CM/AWP_MA_Sample_Record_General.docx AWP MA Sample Record, General]) for each sample of material submitted to the Laboratory. Include all pertinent information necessary to the sample, such as: kind of paint or constituent, batch or lot number, project number, purchase order or "general construction" for warehouse stock, inspector, source, quantity, intended use, contractor, destination, manufacturer's name and address.


===1045.2.5 High Solids Inorganic Zinc Silicate Coating===
'''(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.'''
[[image:1045.2.5.jpg|right|325px|thumb|<center>'''Field inspection of existing bridge coatings'''</center>]]
Refer to the applicable requirements of [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for requirements pertaining to prequalification. The list of paints that are qualified by manufacturer and brand name appears as [https://www.modot.org/media/506 Qualified High Solids Inorganic Zinc Silicate Paints]. Sample each batch or lot of each component. A sample consists of one pint (500 mL) of inorganic silicate vehicle, one pint (500 mL) of metallic zinc powder and four ounces (120 mL) of activator component. Note that the activator is not to be sampled in metal containers and will be required only when sampling 3-component, high-solids primer. Submit the samples to the Laboratory through AWP, including the brand name, the batch or lot number of each component and the net weight (mass) shown on the container of each component.


===1045.2.6 Polyurethane System G Final Coating===
:<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.
Refer to the applicable requirements of [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for requirements pertaining to prequalification. The list of paints that are qualified by manufacturer and brand name appears as [https://www.modot.org/media/507 Qualified Epoxy\Polyurethane Paints]. Sample each batch or lot of each component. A sample consists of each component in the approximate volume proportions recommended by the manufacturer so that the mixed sample will consist of at least one quart (1 L). Submit the samples to the Laboratory through an AWP record, including the brand name, the batch or lot number of each component, and the net weight (mass) shown on the container of each component.


===1045.2.7 High Solids Epoxy Intermediate Coat===
='''REVISION REQUEST 4151'''=
Refer to the applicable requirements of [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for requirements pertaining to prequalification. The list of paints that are qualified by manufacturer and brand name appears as [https://www.modot.org/media/507 Qualified Epoxy\Polyurethane Paints]. Sample each batch or lot of each component. A sample consists of one pint (500 mL) of each component. Submit the samples to the Laboratory using an AWP record, including the brand name, batch or lot number of each component, and the net weight (mass) as shown on the container of each component.


===1045.2.8 Waterborne Acrylic System H Intermediate and Finish Coating===
====127.2.3.3.1 Missouri Unmarked Human Burials Law====
Refer to the applicable requirements of [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for requirements pertaining to prequalification. The list of paints that are qualified by manufacturer and brand name appears as
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.  
[https://www.modot.org/media/508 Qualified Waterborne Acrylic Paints]. Sample each batch or lot of each intermediate or finish coat.
A sample consists of one quart (1 L) in a friction top can. Submit the sample to the Laboratory through an AWP record, including the brand name, the batch or lot number of each component, and the net weight (mass) shown on the container.


===1045.2.9 Aluminum Epoxy Mastic Primer===
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.
Refer to [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for requirements pertaining to prequalification. Aluminum epoxy mastic primer is not suitable for use in contact with freshly poured concrete. Brands that have been qualified are listed in [https://www.modot.org/media/505 Qualified Aluminum Epoxy Mastic Paint]. Sample each batch or lot submitted for use. A sample consists of one pint (500 mL) of each component in friction top cans. Submit the sample to the Laboratory through an AWP record, including the brand name, batch or lot number(s) of each component, and the weight (mass) shown on each container.


===1045.2.10 Gray Epoxy Mastic Primer===
<br><br>
Refer to [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for requirements pertaining to prequalification. Gray epoxy mastic primer may be used in lieu of aluminum epoxy mastic. The list of paints that have been qualified by manufacturer and brand name are listed in Sec 1045. Each batch or lot submitted for use shall be sampled. A sample consists of one pint (500 mL) of each component in friction top cans. Submit the sample to the Laboratory through an AWP record, including the brand name, batch or lot number(s) of each component, and the weight (mass) shown on each container.
<hr style="border:none; height:2px; background-color:red;" />
<br><br>


===1045.2.11 Organic Zinc-Rich Coating===
==127.2.9 Construction Inspection Guidance==
Refer to the applicable requirements of [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1045] for requirements pertaining to prequalification. The list of paints that are qualified by manufacturer and brand name appears as Qualified Organic Zinc Paints. Sample each batch or lot of each component. A sample consists of one pint (500 mL) of organic vehicle, one pint (500 mL) of metallic zinc powder and four ounces (120 mL) of activator component. Note that the activator is not to be sampled in metal containers and will be required only when sampling 3-component, high-solids primer. Submit the samples to the Laboratory through AWP, including the brand name, the batch or lot number of each component and the net weight (mass) shown on the container of each component.
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.  


===1045.2.12 High Solids Inorganic Ethyl Silicate Coating===
[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.  
Refer to the applicable requirements of Sec 1045 for requirements pertaining to prequalification. The list of paints that are qualified by manufacturer and brand name appears as Qualified High Solids Inorganic Ethyl Silicate Paints. Sample each batch or lot submitted for use. A sample consists of one pint (500 mL) in a friction top can. Submit the sample to the Laboratory through an AWP record, including the brand name, the batch or lot number of each component, and the net weight (mass) shown on the container of each component.


==1045.3 Acceptance==
===127.2.9.1 Cultural Resources Encountered During Construction===
Confirm that the paint is on the current approved list and that the paint is within its shelf life. Obtain a certification specific to the batch of paint, with lot or batch numbers, date of manufacture and quantity represented by the certification.  Confirm that the lot or batch of paint has been sampled and approved by the Laboratory.  If not, sample the paint and submit it for approval prior to use.  
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.


==1045.4 Sample Record==
===127.2.9.2 Human Remains Encountered During Construction===
The Laboratory will issue the reports for samples submitted to the Laboratory. Sample records indicating acceptance for project use will typically state “Prior Approval or Acceptance”, and will include the information provided in the certification, and where the certification is filed.
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.

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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