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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'''=


==902.5.43 Power Outages at Signalized Intersections==
'''Guidance.''' Each District should plan for signalized intersection power outages by developing procedures for signalized intersections that include information about the installation, use, and recovery of Temporary Stop Signs (TSS) and, if used, the installation of battery backup systems. These subarticles provide information for these items.


===902.5.43.1 Temporary Stop Signs at Signalized Intersections===
='''REVISION REQUEST 4143'''=
'''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.
==751.36.5 Design Procedure==
*Structural Analysis
*Geotechnical Analysis
*Drivability Analysis


'''Standard.''' Utilities or other non-MoDOT parties doing planned permitted work that will cause a power outage leading to a non-functioning signalized intersection(s) shall be responsible for providing the necessary TSS or generator(s) to power the signalized intersection(s) until power at the non-functioning signalized intersection(s) has been restored.
===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]).


====902.5.43.1.1 Conditions For Use====
===751.36.5.2 Structural Resistance Factor (ϕ<sub>c</sub> and ϕ<sub>f</sub>) for Strength Limit State===
'''Option.''' 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. When a signalized intersection is non-functioning, then TSS may be installed when one of the following conditions is met:
{| style="margin: 1em auto 1em auto"
* 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.
|align="right" width="850"|'''LRFD 6.5.4.2'''
|}


'''Guidance.''' 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.
'''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]].


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


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


If used, TSS signs shall remain at the intersection until power at the non-functioning signalized intersection has been restored (see EPG [[902.5_Traffic_Control_Signal_Features_(MUTCD_Chapter_4D)#902.5.43.1.4_Recovery|902.5.43.1.4 Recovery]]).
===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]].


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


'''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.
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.


'''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.
{|border="1" style="text-align:center; width: 750px" cellpadding="5" align="center"  cellspacing="0"
|+ '''Table - Static Analysis Resistance Factors used for Pile Length Estimates'''
! Pile Type !! Soil Type !! Static Analysis Method !! Side Friction<sup>1</sup><br><math> \phi_{stat}</math> !! End Bearing<br><math> \phi_{stat}</math>
|-
| rowspan="4" | '''CIP Piles - Steel Pipe Shells''' || Clay || Alpha - Tomlinson || <math> \phi_{dyn}</math><sup>2</sup> || <math> \phi_{dyn}</math><sup>2</sup>
|-
| 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
|-
| LCPC<sup>4</sup> || 0.70 || 0.45
|-
| Schmertmann<sup>5</sup> || 0.50 || 0.50
|}


====902.5.43.1.2 Location and Placement====
{|border="0" style="text-align:left; width: 750px" align="center"  cellspacing="0"
'''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.
|-
| <sup>1</sup> For mixed soil profiles the lowest applicable resistance factor for clay or sand may be used to simplify the analysis.
|-
| <sup>2</sup>  ϕ<sub>dyn</sub> = see following section.
|-
| <sup>3</sup>The Nordlund method is recommended for sand layers in mixed soil profiles where CPT data is not available.
|-
| <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.
|-
| <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.
|-
| For more detailed guidance see [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].
|}


'''Option''' Each District may develop a list of signalized intersections to establish a priority for TSS installation.
'''Driving Resistance Factor, ϕ<sub>dyn</sub>:'''


'''Guidance.''' The installation of TSS should be prioritized as follows (as applicable to each district) or, if a list is developed, should begin at the identified intersections:
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.  
# 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.


If battery backup systems are installed (see EPG 902.5.43.3 Battery Backup Systems at Signalized Intersections) at signalized intersections, Districts should re-evaluate their list of prioritized intersections, if developed, for the installation of TSS.
{|border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
! Pile Driving Verification Method !! Resistance Factor,<br/><math> \phi_{dyn}</math>
|-
| FHWA-modified Gates Dynamic Pile Formula<br/>(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
|}


'''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.
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.


'''Guidance.''' If the power outage is widespread, additional personnel should be requested to help with the placement of the signs.
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.


====902.5.43.1.3 Storage and Distribution====
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.  
'''Guidance.''' Each District should store enough TSS to be deployed at high priority signalized intersections.


'''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.
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 [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].


====902.5.43.1.4 Recovery====
===751.36.5.4 Downdrag and Losses to Geotechnical Resistance due to Scour and Liquefaction===
'''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:
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.'''
* 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.


'''Option.''' Detailed recovery procedures for each intersection with TSS may be developed by each District at their discretion.
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.


===902.5.43.2 Start up from Dark at Signalized Intersections===
===751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile ===
'''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'''
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.


'''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.
'''Structural Steel HP Piles'''


===902.5.43.3 Battery Backup Systems at Signalized Intersections===
:<math>\, PNDC = 0.66^\lambda F_y A_S</math>


====902.5.43.3.1 Installation/Placement====
:Since we are assuming the piles are continuously braced, then <math>\,\lambda</math>= 0.  
'''Option.''' Battery Backup Systems (BBS) may be installed at signalized intersections at the District’s discretion. Each District may develop a list of signalized intersections to establish a priority for the installation of BBS.


'''Guidance.''' The installation of BBS should be prioritized as follows (as applicable to each District) or, if a list is developed, should begin at the identified intersections:
:{|
# Signals with railroad preemption
|<math>\, F_y</math>||is the yield strength of the pile
# Signals with a speed limit greater than 50 mph
|-
# Signals with a high accident rate
|<math>\, A_S</math>||is the area of the steel pile
# 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.


If developed, each District’s prioritized installation list for BBS should be based on their traffic conditions and needs. The prioritized TSS installation list, if developed, will need to be reevaluated as BBS are installed.
'''Welded or Seamless Steel Shell (Pipe) Cast-In-Place Piles (CIP Piles)'''


====902.5.43.3.2 Duration====
:<math>\, PNDC = 0.85 f'_c Ac+F_y A_{st}</math>
'''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.


'''Guidance.''' Any signalized intersection with BBS should have a generator socket for extended operation.
:{|
|<math>\, F_y</math>||is the yield strength of the pipe pile
|-
|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.)
|-
|<math>\, f'_c</math>||is the concrete compressive strength at 28 days
|-
|<math>\, Ac</math>|| is the area of the concrete inside the pipe pile
|}


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


----
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.


='''REVISION REQUEST 4088'''=
===751.36.5.6 Preliminary Factored Axial Design Capacity (PFDC) of an Individual Pile ===


==902.6.6  Pedestrian Intervals and Signal Phases (MUTCD Section 4E.06)==
:PFDC = Structural Factored Axial Compressive Resistance – Factored Downdrag Load


'''Support.''' At times, it can be difficult to time for pedestrians. On one side is the duty to consider the time needed to allow pedestrians of all travel speeds to cross wide roadways. On the other side is the responsibility to operate busy arterials to their peak capacity by minimizing stops and delay for the vehicles. These two goals are usually in conflict if every green interval must be timed long enough to accommodate pedestrians.  
===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.  


The walk interval is intended for pedestrians to start their crossing. The pedestrian clearance time is intended to allow pedestrians who started crossing during the walk interval to complete their crossing. Confusion is common among pedestrians as to the meaning of the indications. This can result in a pedestrian turning back once the WALK time expires and not using the flashing DON'T WALK to cross. Every effort is to be made to educate the public to the meanings of these indications instead of lengthening the WALK time, since the flashing DON'T WALK time is the critical time. Countdown pedestrian indications can help confusion issues see EPG 902.6.7 Countdown Pedestrian Signals.
=====751.36.5.7.1.1 Design Values for Individual HP Pile=====


'''Standard.''' At intersections equipped with pedestrian signal heads, the pedestrian signal indications shall be displayed except when the vehicular traffic control signal is being operated in the flashing mode. At those times, the pedestrian signal indications shall not be displayed.
<center>
 
F<sub>y</sub> = 50 ksi. End Bearing Piles (HP piles) anticipated to be driven to rock.
When the pedestrian signal heads associated with a crosswalk are displaying either a steady WALKING PERSON (symbolizing WALK) or a flashing UPRAISED HAND (symbolizing DONT WALK) signal indication, a steady red signal indication shall be shown to any conflicting vehicular movement that is approaching the intersection or midblock location perpendicular or nearly perpendicular to the crosswalk.
{|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
When pedestrian signal heads are used, a WALKING PERSON (symbolizing WALK) signal indication shall be displayed only when pedestrians are permitted to leave the curb or shoulder.
|-
 
|HP 12x53|| 15.5|| 775|| 0.35|| 271|| 45.00
A pedestrian change interval consisting of a flashing UPRAISED HAND (symbolizing DONT WALK) signal indication shall begin immediately following the WALKING PERSON (symbolizing WALK) signal indication. Following the pedestrian change interval, a buffer interval consisting of a steady UPRAISED HAND (symbolizing DONT WALK) signal indication shall be displayed for at least 2 seconds prior to the release of any conflicting vehicular movement. The sum of the time of the pedestrian change interval and the buffer interval shall not be less than the calculated pedestrian clearance time (see below). The buffer interval shall not begin later than the beginning of the red clearance interval.
|-
 
|HP 14x73|| 21.4|| 1070|| 0.35|| 375|| 45.00
'''Option.''' During the yellow change interval, the UPRAISED HAND (symbolizing DON’T WALK) signal indication may be displayed as either a flashing indication, a steady indication, or a flashing indication for an initial portion of the yellow change interval and a steady indication for the remainder of the interval.
 
'''Support.''' Fig. 902.6.6 illustrates the pedestrian intervals and their possible relationships with associated vehicular signal phase intervals.
 
[[image:902.6.6_01_09-25.png|center|thumb|800px|<center>'''Fig. 902.6.6 Pedestrian Intervals
'''</center>
 
{| style="margin: 1em auto 1em auto;"
|-
|-
| || || colspan="2" style="text-align: center" | '''<u>LEGEND</u>'''
|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/>
|- style="vertical-align:top;"
'''<sup>2</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.
| rowspan="4" | &nbsp;&nbsp;* The countdown display is optional for Pedestrian Change intervals of 7 seconds or less.</br>&nbsp;** The Walk Interval may be reduced under some conditions (see EPG 902.6.6).</br>*** The Buffer Interval, which shall always be provided and displayed, may be used to help satisfy the calculated pedestrian clearance time, or may begin after the calculated pedestrian clearance time has ended (see EPG 902.6.6) || || style="text-align: right; width:35px;" | '''G''' = || style="width:140px;" | Green Interval
<br/><br/>'''<sup>3</sup>''' Maximum factored axial load per pile  ≤  Structural factored axial compressive resistance.
|- style="vertical-align:top;"
<br/><br/>'''<sup>4</sup>''' Values are applicable for Strength Limit States.
| || style="text-align: right" | '''Y''' = || Yellow Change Interval (of at least 3 seconds)
<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)
|- style="vertical-align:top;"
<br/><br/><br/>'''Notes:
| || style="text-align: right" | '''R''' = || Red Clearance Interval
<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
|- style="vertical-align:top;"
<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>)]]. 
| || style="text-align: right" | '''Red''' = || Red because conflicting traffic has been released
<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>


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


'''Guidance.''' The pedestrian clearance time should be sufficient to allow a pedestrian crossing in the crosswalk who left the curb or shoulder at the end of the WALKING PERSON (symbolizing WALK) signal indication to travel at a walking speed of 3.5 ft. per second to at least the far side of the traveled way or to a median of sufficient width for pedestrians to wait.
<center>
Modified Grade 3 F<sub>y</sub> = 50 ksi; F'<sub>c</sub> = 4 ksi; Structural Axial Compressive Resistance Factor, (Φ<sub>c</sub>)<sup>1,3</sup> = 0.35
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|-
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup>
|-
! 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" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 323 || 831
|-
| 12.75 || 0.625<sup>9</sup> || 0.55 || 22.84 || 1142 || 400 || 1028
|-
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 371 || 955
|-
| 14.75 || 0.625<sup>9</sup> || 0.55 || 26.28 || 1314 || 460 || 1183
|-
| rowspan="2" | 20 || 19 || 0.5 || 0.44 || 26.72 || 1336 || 468 || 1202
|-
| 18.75 || 0.625 || 0.55 || 33.15 || 1658 || 580 || 1492
|-
| rowspan="3" | 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
|-
| colspan="8" align="left" |
'''<sup>1</sup>'''Values are applicable for Strength Limit States.


'''Option.''' If pedestrian and/or other unusual characteristics exist and documented engineering judgment supports the use, a walking speed of 4 ft. per second may be considered.
'''<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.


'''Guidance.''' Where pedestrians who walk slower than 3.5 ft. per second, or pedestrians who use wheelchairs, routinely use the crosswalk, a walking speed of less than 3.5 ft. per second should be considered in determining the pedestrian clearance time.
'''<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.


Except as provided in the next Option, the walk interval should be at least 7 seconds in length so that pedestrians will have adequate opportunity to leave the curb or shoulder before the pedestrian clearance time begins.
'''<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).


'''Option.''' If pedestrian volumes and characteristics do not require a 7-second walk interval, walk intervals as short as 4 seconds may be used.
'''<sup>5</sup>''' Structural Nominal Axial compressive resistance for fully embedded piles only.


If pedestrian volumes and characteristics indicate that a longer walk interval is needed then the walk interval may be lengthened.  Longer walk intervals are often used when the duration of the vehicular green phase associated with the pedestrian crossing is long enough to allow it.
'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>


'''Guidance.''' The total of the walk interval and pedestrian clearance time should be sufficient to allow a pedestrian crossing in the crosswalk who left the pedestrian detector (or, if no pedestrian detector is present, a location 6 ft. from the face of the curb or from the edge of the pavement) at the beginning of the WALKING PERSON (symbolizing WALK) signal indication to travel at a walking speed of 3 ft. per second to the far side of the traveled way being crossed or to the median if a two-stage pedestrian crossing sequence is used. Any additional time that is required to satisfy the conditions of this paragraph should be added to the walk interval.
&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 a pedestrian signal head is used that does not have a concurrent vehicular phase (exclusive pedestrian movement), the pedestrian change interval (flashing UPRAISED HAND) should be set to be approximately 4 seconds less than the required pedestrian clearance time and an additional clearance interval (during which a steady UPRAISED HAND is displayed) should be provided prior to the start of the conflicting vehicular phase.  See Fig. 902.6.6.
&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; ≤ Maximum nominal driving resistance.


Every effort is to be made to display the WALK indications with a green phase or interval. This "phase-associated" pedestrian operation lessens the overall delay to drivers. Using a fully actuated intersection as shown:
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.
[[image:902.6.6 phase.jpg|center|500px|thumb|<center>'''Phase-Associated Pedestrian Operation'''</center>]]


The pedestrian WALK and flashing DON'T WALK indications for northbound-southbound on the east side of the intersection would be displayed only during phase 6. Likewise, the indications for eastbound-westbound on the south side would be displayed only during phase 4.  
'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.


'''Standard.''' Under no circumstance will a pedestrian WALK or flashing DON'T WALK indication be active during a phase or interval which leads vehicles into the crosswalk.  
'''<sup>9</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.


'''Guidance.''' Using the previous example, the pedestrian indications for northbound-southbound cannot be active during phase 5, or any phase for the east-west direction of travel. Pedestrian indications are allowed in conjunction with the phase 6 right turn (using the permissive indication) and/or the phase 5 southbound yielding left turn, if allowed, since the pedestrian movement has legal right-of-way over the northbound right turn or southbound yielding left turn.
'''Notes: '''


Under rare circumstances, an exclusive movement might be needed for the pedestrian indications.  
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.


Other options should be considered prior to the installation of an exclusive pedestrian movement.
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].


'''Option.''' On a street with a median of sufficient width for pedestrians to wait, a pedestrian clearance time that allows the pedestrian to cross only from the curb or shoulder to the median may be provided.
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.


'''Standard.''' Where the pedestrian clearance time is sufficient only for crossing from the curb or shoulder to a median of sufficient width for pedestrians to wait, median-mounted pedestrian signals (with pedestrian detectors if actuated operation is used) shall be provided (see EPG 902.6.7 and EPG 902.6.8) and signing such as the R10-3d sign (see [[903.5 Regulatory Signs#903.5.30 Traffic Signal Signs (R10-3, R10-5 through R10-30) (MUTCD Sections 2B.53 and 2B.54)|EPG 903.5.30]]) shall be provided to notify pedestrians to cross only to the median to await the next WALKING PERSON (symbolizing WALK) signal indication.
For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|}
</center>


'''Guidance.''' Where median-mounted pedestrian signals and detectors are provided, the use of accessible pedestrian signals (see [[#902.6.9 Accessible Pedestrian Signals and Detectors – General (MUTCD Section 4E.13)|EPG 902.6.9]]) should be considered.
====751.36.5.7.2 General Pile Design====


'''Option.''' During the transition into preemption, the walk interval and the pedestrian change interval may be shortened or omitted as described in [[902.5 Traffic Control Signal Features (MUTCD Chapter 4D)#902.5.38 Preemption and Priority Control of Traffic Control Signals (MUTCD Section 4D.27)|EPG 902.5.38 Preemption and Priority Control of Traffic Control Signals]].
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.


At intersections with high pedestrian volumes and high conflicting turning vehicle volumes, a brief leading pedestrian interval, during which an advance WALKING PERSON (symbolizing WALK) indication is displayed for the crosswalk while red indications continue to be displayed to parallel through and/or turning traffic, may be used to reduce conflicts between pedestrians and turning vehicles.
=====751.36.5.7.2.1 Design Values for Individual HP Pile=====


'''Guidance.''' If a leading pedestrian interval is used, the use of accessible pedestrian signals (see [[#902.6.9 Accessible Pedestrian Signals and Detectors – General (MUTCD Section 4E.13)|EPG 902.6.9]]) should be considered.
<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
|-
|HP 12x53|| 15.5|| 775|| 0.5|| 388|| 45.00
|-
|HP 14x73|| 21.4|| 1070|| 0.5|| 535|| 45.00
|-
|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>


'''Support.''' If a leading pedestrian interval is used without accessible features, pedestrians who are visually impaired can be expected to begin crossing at the onset of the vehicular movement when drivers are not expecting them to begin crossing.
=====751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile=====


'''Guidance.''' If a leading pedestrian interval is used, it should be at least 3 seconds in duration and should be timed to allow pedestrians to cross at least one lane of traffic or, in the case of a large corner radius, to travel far enough for pedestrians to establish their position ahead of the turning traffic before the turning traffic is released.
<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"
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup> !! colspan="5" | Concrete Filled Pipe For Flexural Analysis<sup>3</sup>
|-
! 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
|-
| rowspan="2" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 554 || 831 || 0.375 || 15.76 || 133 || 1239 || 743
|-
| 12.75 || 0.625<sup>'''11'''</sup> || 0.55 || 22.84 || 1142 || 685 || 1028 || 0.484 || 20.14 || 128 || 1441 || 865
|-
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 637 || 955 || 0.375 || 18.11 || 177 || 1506 || 904
|-
| 14.75 || 0.625<sup>'''11'''</sup> || 0.55 || 26.28 || 1314 || 788 || 1183 || 0.484 || 23.18 || 171 || 1740 || 1044
|-
| rowspan="2" | 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
|-
| rowspan="3" | 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
|-
| colspan="13" align="left" |
'''<sup>1</sup>''' Values are applicable for Strength Limit States. Modify value for other Limit States.


If a leading pedestrian interval is used, consideration should be given to prohibiting turns across the crosswalk during the leading pedestrian interval.
'''<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.


'''Support.''' At intersections with pedestrian volumes that are so high that drivers have difficulty finding an opportunity to turn across the crosswalk, the duration of the green interval for a parallel concurrent vehicular movement is sometimes intentionally set to extend beyond the pedestrian clearance time to provide turning drivers additional green time to make their turns while the pedestrian signal head is displaying a steady UPRAISED HAND (symbolizing DONT WALK) signal indication after pedestrians have had time to complete their crossings.
'''<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.


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


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


='''REVISION REQUEST 4093''' 106.3.2.96 TM-96, Standard Test Method for Chemical Analysis of Concrete Cores by Extraction and Solubility=
'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>


<div style="float: right; margin-left: 30px; margin-bottom: 30px;">__TOC__</div>
&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


==106.3.2.96.1 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 method evaluates concrete cores by concentrating on three phases (aggregate, paste, and voids) to assist and/or verify the reason(s) for the failure.


==106.3.2.96.2 Summary of Method==
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered
Aggregate and paste samples are meticulously extracted from the concrete core sample. The aggregate and paste samples are analyzed under a stereoscope for any contamination of paste on the aggregate and aggregate in the paste. The samples are crushed and sieved through a #40 sieve. The minus 40 material is evaluated by instrumental analysis for chemical tracers (indicators) potentially associated with the concrete failure. The remaining portions of the concrete core sample(s) are submerged in distilled water and boiled on a hot plate. A semi-quantitative analysis is performed on the extract for water-soluble elements (tracers) that could be potentially associated with the failure.


==106.3.2.96.3 Equipment and Reagents==
'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance
# Glass beaker, 2000-ml; Nitric Acid (HNO3), Certified ACS grade
# Distilled water
# Mortar and pestle
# Hammer
# No. 40 sieve, conforming to ASTM E-11 specification
# Hook/Straight Fork tip, 5 ½ in. in length
# Brown waxed paper, for sample collection
# Graphite crucible, 8-ml capacity
# Clear plastic (polypropylene) beakers, 400-ml capacity
# Magnetic stirring bars, length of bars should be ½” less than the inside diameter of the beaker
# Lithium metaborate (LiBO2), reagent grade, anhydrous
# Yttrium Stock Solution, 1000 ppm (mg/l)
# Inductively Coupled Plasma Optical Emission Spectrometer (ICP-OES), capable of internal standard correction
# Filter paper, rapid filtering, #41 or equivalent
# Filter funnel
# Semi-quantitative standards, traceable to NIST, 10 ppm
# Muffle furnace, 1000 C capability
# Polypropylene digestion vessel with cap, 70-ml capacity
# Porcelain crucible, 15-ml capacity


==106.3.2.96.4 Procedure==
'''<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.  
Place brown wax paper on floor and set the concrete core sample in the middle of the paper. Strike the sample with a hammer to expose the inside of the core. Examine the sample and choose section(s) to extract aggregate and paste from the concrete core. Sample a minimum of 5 large pieces of aggregate and paste to retain separately for further evaluation. Using a Hook Fork tip tool, chip off excess paste off the extracted aggregate and use a stereoscope to verify aggregate is not contaminated and retain. For extracted paster, use mortar and pestle to gently agitate paste to isolate any aggregate and sand in the paste. View under a stereoscope, remove aggregate and sand from the paste, if present, and retain. Use mortar and pestle to break each individual sample into a fine consistency and sieve through a #40 sieve. Repeat, if necessary, and retain for further testing. Determine the moisture content on the paste and aggregate separately in a 105 C drying oven for 2 hours on a 1 +/- 0.0005-gram sample in a porcelain crucible. Cool, weigh, record, and calculate.


Determine the % Loss on Ignition (LOI) on the moisture free aggregate and paste samples at 950 C in a muffle furnace for 2 hours. Cool, weigh, record, and calculate. Use the % LOI result to calculate corrected weight from 0.25 +/- .0005 grams. As an example, if the % LOI is 35%, take (100% - 35%) = %65%. From there, take 0.25 +/- .0005 grams * 0.65 = 0.1625 grams. This is the corrected weight and is used to fuse with LiBO2. For fusion of aggregate and paste, add ¼ teaspoon of LiBO2 to 2 graphite crucibles and use a test tube with the same inner diameter of the crucible, press down on the LiBO2 to make a bed. Use the % LOI of the aggregate and paste, and determine corrected weight, as described above, to weigh into the bed of LiBO2 in the crucibles. Once weighed up, add another ¼ teaspoon of LiBO2 over the sample in the crucibles. Load crucibles into a 1000C muffle furnace for a minimum of 15 minutes, use tongs to remove crucibles, swirl bead in crucible, and carefully drop fused pellet into a clear plastic beaker containing 200-ml of 1:24 HNO3. Place beaker(s) on a stir plate and stir for at least 10 minutes until dissolved. Filter through a #41 filter paper into a 250-ml volumetric flask. Dilute to volume and analyze on ICP-OES using prescribed test template set up for aggregate analysis. 1-ml of Yttrium can be added initially to the 250-volumetric flask prior to filtration of adjusted accordingly based off elemental analysis and volume.
'''<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).


Take remaining pieces of the concrete core sample, after extraction of aggregate and paste, and place in a 2000-ml beaker. Cover the sample with distilled water, cover with suitable watch glass, and boil on hot plate for at least 30 minutes. Take beaker off hot plate, and cool to room temperature. Pour water extract into at least 3 70-ml polypropylene digestion vessels and cap. Analyze water extract on ICP-OES with blank (1:24 HNO3) and 10 ppm semi-quantitative standards. Dilute, if needed, and print report.
'''<sup>11</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.  


The main analytes to evaluate on '''aggregates''' are calcium (CaO), magnesium (MgO), and aluminum (Al2O3). Measure CaO/MgO ratio versus Al2O3 concentration to validate if aggregate is reactive based off MoDOT TM-93 graph.
'''Notes:


The '''paste''' analysis measures moisture availability and total alkali content, which are variables associated with reactive aggregates. The paste is tested for LOI, CO2, Na2O, and K2O. Total alkali content can be calculated by the following equation:
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.


Na2O + 0.658*K2O
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].


High alkali and moisture contents are indicators of tendencies for reaction to occur.
Require dynamic pile testing for field verification for all CIP piles on the plans.


Chemical analysis by '''solubility''' is the last step of the concrete core analysis. This method is done to flush out any chemical tracers (indicators) that assist in pinpointing the cause of pavement distress. A semi-quantitative analysis measures the water extract from the core (entrapped and entrained air) and looks at over 60 analytes. The intensity values are displayed based on the concentration of the analytes present in the water extract.
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.  


In addition, chemical analysis of chloride (Cl-), Sulfur (SO3), and Ferric oxide (Fe2O3) should be noted as indicators and can be included in the '''paste''' analysis.
For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|}
</center>


The chemical analysis of all three phases can assist in identifying the factors leading to the pavement distress.
===751.36.5.8 Additional Provisions for Pile Cap Footings===
'''Pile Group Layout:'''


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


<div style="background-color: #f8f9fa; border: 1px solid #a2a9b1; text-align:left;">
Preliminary Number of Piles Required = <math>\, \frac{Total\ Factored\ Vertical\ Load}{PFDC}</math>
[[106.3.2_Material_Inspection_Test_Methods|106.3.2 Material Inspection Test Methods]]
</div>


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 = &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>


='''REVISION REQUEST 4094'''=
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>


====941.6.3.6 Deposit Requirements====
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.
Deposits are not routinely required for applicants constructing Type I (private residential/farm) entrances, however unusual conditions or construction may warrant a deposit. Deposits may be required for Type II (side street/road), Type III, Type IV, and Type V (commercial/industrial) entrances if the applicant is not a government agency. Details regarding entrance types, refer to the standard plans.


In order to maintain consistent deposit requirements for entrance permits, the cost of curbing required is used as a guide. If other circumstances or construction dictate the need to increase the deposit above the amount required to build the curbing, this increased amount is added to the deposit.


If the deposit is a cashier’s check, a minimum amount of $500 and a maximum of $50,000 will be required. If deposit requirements exceed $50,000, a [https://www.modot.org/media/10740 performance bond] will be required. There is no maximum limit for a performance bond. The performance bond or cashier's check shall be made payable to <u>Director of Revenue - Credit State Road Fund</u>.
'''Pile Uplift on End Bearing Piles and Friction Piles:'''


All deposit checks shall be transmitted to Financial Services using the following procedure:  
:'''Service - I Limit State:'''
# Forward deposit as received to Financial Services by attaching the Receipt - Transmittal of Money form. It is imperative to furnish the remitter’s correct name and address.
# Upon satisfactory completion of the permit, the district advises Financial Services by email or other written communication to refund a check to the remitter.
# Financial Services will transmit the check directly to the remitter and also notify the district by email that the check has been processed. The warrant request is attached to the file copy of the permit.
# If the work is not completed as described in the permit, refer to Default of Permit Requirements.


Performance bonds for permits to work on Missouri Highways and Transportation Commission right of way will cover all permitted work for a five (5) year period beginning from the bond execution date. Bonds will be cancelled after all permit work covered by the bond is successfully completed and the permit is released by MoDOT. Any new permit work will require a new executed bond. Bonds can be cancelled by the principal or surety when there is no active work being completed. MoDOT reserves the right to cancel or hold a bond at their discretion.
::Minimum factored load per pile shall be ≥ 0.
::Tension on a pile is not allowed for conventional bridges.


Performance bonds for permits to work on Missouri Highways and Transportation Commission (MHTC) right of way should use [[#table941.6.3.6|the table below]] to determine minimum performance bond amounts for statewide consistency. All bond amounts should be discussed with a MoDOT representative. MoDOT reserves the right to adjust any performance bond amount at any time.
:'''Strength and Extreme Event Limit States:'''
 
{| id="table941.6.3.6" class="wikitable" style="margin:auto; text-align:center;"
! Number of Permits per Year !! Minimum Bond Amount
|-
| less than 24 || Based on work to be performed
|-
| 24 || $120,000.00
|-
| 40 || $200,000.00
|-
| 60 || $300,000.00
|-
| 100 || $500,000.00
|}


::Uplift on a pile is not preferred for conventional bridges.
::Maximum Pile Uplift load = │Minimum factored load per pile│ - │Factored pile uplift resistance│ ≥ 0<sup>'''1'''</sup>


----
:::'''Note:''' Compute maximum pile uplift load if value of minimum factored load is negative.


='''REVISION REQUEST 4108'''=
::::<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.


==108.16.1 Informational Dates==
Informational dates are defined by each agency using AWP (AASHTOWARE Project) and may be used for any purpose. MoDOT has decided to use these dates for tracking significant contract events and to facilitate the final plans process.


The person(s) responsible for entering the Informational dates and their definitions follow:
'''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'''
:'''1. Letting Date (LETD)''' - The date on which bids for the project are accepted and opened publicly by MoDOT. Date passes through AWP during the transition from Preconstruction to Construction modules.
:'''2. Award Date (AWRD-DT)''' - The date of action of the Commission accepting the bid of the lowest responsible bidder for the work, subject to the execution and approval of a satisfactory contract therefore and bond to secure the performance thereof, and to such other conditions as may be specified or as required by law. The date passes into AWP during contract transition from Preconstruction to Construction modules.
:'''3. Execution Date (EXEC)''' - The date that the contract has been signed by all parties and approved by the Chief Counsel's Office. The contractor has 15 days from award to return an executed contract for execution by the commission. The execution date can be more or less than 15 days after award based on the time the contractor takes to return the contract and the time for review and execution by the commission. The date for this record is entered at time of contract activation by CM-Division.
:'''4. Notice to Proceed Date (NTP)''' - The date on which prosecution of the work may begin. This date is specified in the contract and is generally about 45 days after letting unless modified by JSP. Date is entered into AWP during contract activation from CM-Division.
:'''5. Work Begin Date (WKBG-DT)''' - This is the date the contractor begins work and is used by AWP as the start date for the count of contract time.  This date is entered by the Project Office.
:'''6. Open to Traffic Date (OPTF)''' - Leave this field blank except for special program projects that are designated by the Division to have the “opening” date documented.  When required, this date serves as a measure of progress towards completion of the special program.  ''Smooth Road Initiative'' and ''Focus on Bridges'' are examples of past programs that required tracking of the Open to Traffic date.  The Division will let the REs know what programs require tracking and what parameters constitute the project as being “Open to Traffic”.
:'''7. Date of Final Inspection''' - See Sec 105.10.7 and [[:Category:105 Control of Work#105.15.1.4 Acceptance for Maintenance (Final Inspection)|EPG 105.15.1.4 Acceptance for Maintenance (Final Inspection)]] for detail on the Final Inspection. This is the date of the Final Inspection, which is when all corrections and [[:Category:105 Control of Work#105.15.1.2 Exceptions|exceptions]] are complete on the last remaining project to be finally inspected in the contract. This date will be pulled from AWP by Cognos and listed on the Final Acceptance form. (See QRG [http://epg.modot.mo.gov/forms/CM/AWP_CO_Contract_Times.doc AWP CO Contract Times]). The Final Inspection Date is entered into AWP by the Project Office.
:'''8. Acceptance Date (ACCEPT-DT)''' - This is the Final Acceptance date as confirmed and documented by the District Construction & Materials Engineer (DCE) on the [https://epg.modot.org/forms/CM/Final_Acceptance_C_239.pdf Final Acceptance Report (C-239)]. Reference [[:Category:105_Control_of_Work#105.15.2_Final_Acceptance|EPG 105.15.2 Final Acceptance]]. The DCE makes Final Acceptance after receiving the Final Inspection notice from the RE and confirming that all requirements listed in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 105.15.2] have been met. Final Acceptance should be made as soon as possible after receiving the final documentation from the contractor, but no later than the 30 day maximum allowed per [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=4 Sec 105.10.7]. The Final Acceptance date is entered by the District Final Plans and Reports Processor.
:'''9. 030 Project Data ready for Matls Summary (MCF)''' - The date is entered by the project office when the last change order is approved or when it is determined that the current contract quantities are final. The date is used to notify district materials personnel that the materials summary may be completed.
:'''10. 040 Date Final Plans Recvd at District (FPR)''' -  After the project office completes the as built plans, the RE shall notify the DFP&RP by email that the project is complete and ready for review by the district. After confirming all final documents are present in eProjects, the DFP&RP shall enter the date as built plans were received by the district.
:'''11. 080 Materials Summary Submitted to HQ (SSH)''' - This date is entered by District Materials when the materials summary is completed, uploaded to eProjects and available for review by the CM-Division.
:'''12. 095 Materials Summary Approved by HQ (SAH)''' - The date is entered by the CM-Division after the materials summary is approved.
:'''13. 050 Date Final Plans Received at HQ (DFPR)''' -  After the district check of the as built plans is complete, the DFP&RP shall notify the Final Plans Reviewer by email that the project is ready for final review and processing. After confirming that all needed documents are present in eProjects, the Final Plans Reviewer will enter the date into this record to indicate the plans have been received by CM-Division.
:'''14. 100 Date Sent to DBE (SDBE)''' - The Final Plans Reviewer enters this date when the as built plans are sent to Business Development and Compliance (BDC) for their review.
:'''15. 105 – Date Approved by DBE (ADBE)''' - The date the BDC approved the final DBE participation of the project. The date is populated by the BDC.
:'''16. 110 Date Received from DBE (RDBE)''' - The Final Plans Reviewer enters this date when the as built plans are received from BDC after their review.
:'''17. Contract Closed for CRLMS Date (CRLMS-DT)''' - This date represents the review and approval of the final DBE participation for a contract. Entry of this date is necessary for the project data to be reported on the DBE Uniform Report. The date is populated by BDC.
:'''18. 060 Date Final Plans Check is Complete (FPC)''' - The Final Plans Reviewer will enter this date after completing the review of the as built plans and approving the final estimate as the second level of approval.
:'''19. Contract Items Complete Date (CICM)''' - This will be the same date as the date of the Final Payment letter (Surety Letter) from the Financial Services office, which occurs after the FS Controller approves the final estimate as the third and final level of approval. The date is entered by the Final Plans Reviewer.


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.


==237.8==
===751.36.5.9 Estimate Pile Length and Check Pile Capacity===


<div style="float: right; margin-top: 5px; margin-left: 30px; margin-bottom: 30px;">__TOC__</div>
====751.36.5.9.1 Estimated Pile Length====


[[image:237.8 contract time.jpg|left|400px]]
'''Friction Piles:'''


<div style="float: right; margin-top: 5px; margin-left: 5px; width:300px; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
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:
'''<u><center>Figures</center></u>'''
:{| style="margin: 1em auto 1em auto"
* [[media:Fig 237.8 (4-03.8) Table of average working days per month.doc|Average Working Days per Month for Six Major Item Types of Work]]
|-
* [[media:237.8 Contract Time Determination.pdf|Contract Time Determination]]
|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
* [[media:237.8 Production Rates 2017.xlsx|2017 Production Rates]]
|}
'''<u><center>Request Form</center></u>'''
* [https://epg.modot.org/forms/general_files/TP/Road_User_Costs_Request_Form.pdf Road User Cost Request Form]
</div>


Contract time is to be set to encourage contractors to continuously and diligently prosecute the work in a reasonable fashion while causing the least disruption to traffic.  Calculate contract time using the typical working days available during a construction season and anticipated production rates for the items of work , such as [[media:Fig 237.8 (4-03.8) Table of average working days per month.doc|average working days per month for six major item types of work]]. Great care is to be taken in preparing a working day study for a project. Incorrect contract time can be the most significant factor in the bid prices on a project, as well as a primary cause of claims, particularly where other constraints such as tight working conditions, heavy traffic, multiple traffic shifts, complex staging or weather-dependent items are included. When preparing the [https://epg.modot.org/forms/general_files/DE/124_Work_Day_Study_a.dotx working day study]], review the standard specifications for construction restrictions and approval requirements, and consult with Bridge and district construction and materials personnel to determine probable order of work and time involved to receive material and mix design approvals. Consideration is to be given, but not limited to:
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


* Restrictions on construction of individual items of work (e.g. thickness of lifts allowed)
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].
* Time allowed for asphalt mix design approval process (particularly on Superpave projects)
* Concrete curing time
* 120 calendar days are to be added to the working days in computation of the project completion date for fabrication and delivery of signal posts and lighting poles, when signals or lighting are a significant portion of the project
* Other materials fabrication or delivery time (including aggregate, steel, and other specialty items such as signal controllers)


When asphalt paving, a temperature-sensitive project activity, is a part of the project, the designer is to try to coordinate working days so paving activities can be completed during favorable weather conditions. If paving activities are to extend beyond one construction season, working days are to reflect a milestone around October 1 so plan thickness is constructed for all pavements to be opened to traffic over the winter season.
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.  


Design will assign the Notice to Proceed date for the contractor to receive a Notice to Proceed for the contract 45 days from the award of the contract. The district is to coordinate with Design when determining a delayed Notice to Proceed. An early notice to proceed should not be granted without approval from the Bidding and Contract Services Engineer and the Construction Liaison Engineer. For early or delayed Notice’s to Proceed, a [[Job_Special_Provisions|JSP]] stating the date of the Notice to Proceed is to be included in the final plans submittal.
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.  


A [[media:237.8 Contract Time Determination.pdf|Contract Time Determination]] report is available for further information on developing working day studies.  This report contains the most current data available for production rates.  Core team members and Central Office personnel are good resources to use for assisting in establishing contract time.
'''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.


='''REVISION REQUEST 4109'''=
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.


='''REVISION REQUEST 4112'''=
====751.36.5.9.2 Check Pile Geotechnical Capacity (Axial Loads Only)====


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


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


===236.14.2.1 Convey to Local Government Agency (CRSR required)===
Structural design checks which include lateral loading and bending shall be accomplished using the appropriate structural resistance factors.


Sections of the existing route that need to remain in place to serve local public interests will be identified in the location/environmental study or conceptual study report. These sections may be conveyed to the appropriate local government agency, which is capable of accepting a deed for the right of way. Upon approval of the CRSR by the Chief Engineer or designee, indicating the section of roadway to be transferred to another government agency, a roadway relinquishment agreement must be prepared. The preferred method of transfer is by quitclaim deed to the local government agency. However, the specific method of transfer and other details must be indicated in the agreement. Execution of the roadway relinquishment agreement must be obtained from the local government agencies before the project is advertised for the bid opening. Guidelines for the preparation of the [[236.14 Change in Route Status Report#236.14.6 Roadway Relinquishment Agreement|roadway relinquishment agreement]] are detailed later in this article.
===751.36.5.10 Pile Nominal Axial Compressive Resistance ===
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.  


In situations where a roadway will be conveyed to a local government agency with the intent for the road remain a public right of way the Road Relinquishment Agreement and conveyance deed should include the following reversionary clause:  
: Minimum Nominal Axial Compressive Resistance, MNACR = Required Nominal Driving Resistance, R<sub>ndr</sub> 
:<i>The (City/County) shall be prohibited from abandoning or conveying any or all the (Route) right of way, which is the subject of this conveyance. In the event of such an abandonment or attempted conveyance by the (City/County), then in such event, the conveyance by the Missouri Highways and Transportation Commission to the (City/County) by this quitclaim deed, shall be null and void and all of the area herein conveyed shall revert and vest immediately to the Missouri Highways and Transportation Commission.</i>
: = 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


If the roadway conveyance includes excess land classified “right of way” of the roadway, then the roadway and excess land are required to be surveyed separately, and the excess land be conveyed separately. The conveyance transaction will be contingent upon Central Office ROW’s approval.
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


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.


==236.14.6 Roadway Relinquishment Agreement==
{| border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
A roadway relinquishment agreement will need to be prepared for any sections of the existing route that will be conveyed to other owners. A standard form agreement named Form RW27 has been prepared by the Chief Counsel's Office as a basis to develop the agreement. Form RW27 is accessible in [https://netprod3.dot.missouri/eAgreements/Admin/TemplateAdmin eAgreements]. Any modifications to the standard language must be approved by the Chief Counsel's Office prior to execution.
|+ '''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)
|-
! Dynamic Testing !! Wave Equation<br/>Analysis !! FHWA-modified<br/>Gates Dynamic<br/>Pile Formula
|-
! ϕ<sub>dyn</sub>= 0.65 !! ϕ<sub>dyn</sub> = 0.50 !! ϕ<sub>dyn</sub> = 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
|-
| 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>.
|}


Any commitments or promises made by either party that constitute a condition of acceptance of the existing roadway must be fully detailed in the agreement. These conditions of acceptance might include upgrading the road to a certain condition prior to transfer or future state maintenance of the section at a specified time period. It is important to note that this agreement will be developed through a process of negotiations resulting in an agreement that is mutually beneficial to both parties. Each case will have unique conditions that will need to be considered during the negotiation of the relinquishment agreement. The district will consider all requests from the party receiving the section of the existing roadway that will minimize the burden of ownership and future maintenance. However, the cost associated with any conditions of acceptance must be compared to the benefit MoDOT will receive from the transfer of the existing roadway. Any conditions of acceptance that cannot be shown to be cost effective for MoDOT will not be accepted.
===751.36.5.11 Check Pile Drivability===
Drivability of the pile through the soil profile shall be investigated using the GRLWEAP wave equation analysis program. The static axial compressive resistance profile used in the wave equation analysis shall be determined using one of the approved static methods given in [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_(ϕstat)_and_Driving_Resistance_Factor_(ϕdyn)|EPG 751.36.5.3]].
Drivability analysis shall be performed by the designer for all pile types (bearing pile and friction pile) using the Delmag D19-42 hammer with manufacturer recommendations. The drivability analysis shall confirm that the pile can be driven to the minimum tip elevation, rock elevation or reach the minimum nominal axial compressive resistance prior to refusal and without overstressing the pile. If the drivability analysis shows overstress or refusal prior to reaching the desired depth a lighter or heavier hammer from the table below may be used to confirm constructability. The drivability analysis is not intended to confirm that a pile can be driven through rock (shales, sandstones, etc…) where the likelihood of pile damage is increased and PDA is recommended to reduce loads and monitor pile stresses in the field. The drivability analyses performed by the designer does not waive the responsibility of the contractor in selecting the appropriate pile driving system per Sec 702.3.5 (also discussed below).


In situations where a roadway will be conveyed to a local government agency with the intent for the road to remain a public right of way, the Road Relinquishment Agreement and conveyance deed should include the following reversionary clause:
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.
:''The (agency) shall be prohibited from abandoning or conveying any or all the (Route) right of way, which is the subject of this conveyance. In the event of such an abandonment or attempted conveyance by the (agency), then in such event, the conveyance by the Missouri Highways and Transportation Commission to the (agency) by this quitclaim deed, shall be null and void and all of the area herein conveyed shall revert and vest immediately to the Missouri Highways and Transportation Commission.''


If a roadway will be relinquished to a local public transportation authority, with the intent that it continues to be used as a public roadway, the Road Relinquishment Agreement shall include the following clause:
'''Structural steel HP Pile:'''
:''This conveyance includes all appurtenances and easements benefitting the property herein conveyed.''


If the roadway conveyance includes excess land classified “right of way” of the roadway, then the roadway and excess land are required to be surveyed separately, and the excess land be conveyed separately.  The conveyance transaction will be contingent upon Central Office ROW’s approval.
Drivability analysis shall be performed for the box shape of the pile (i.e., not the perimeter).  


The requirements for proper execution of the agreement will depend on the party receiving the existing roadway. If the accepting agency is a county commission, the agreement is to be executed by at least two of the county commissioners. If the accepting agency is a city, a copy of the ordinance or resolution authorizing execution of the agreement must be attached. Only the authorized party can execute the agreement. If an adjacent property owner is the recipient, the agreement only needs to be executed by the future owner. In any case, the execution of the roadway relinquishment agreement must be obtained from the other parties before the project is advertised for the bid opening. The Commission's Execution of Documents Policy is reviewed to determine the proper party authorized to execute the agreement on behalf of the commission.
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.


See [[236.5 Property Management#236.5.12.2 Road Relinquishment Utilities|EPG 236.5.12.2 Road Relinquishment Utilities]] for further guidance.
'''Hammer types:'''


Proposed roadway relinquishments to private entities shall be reviewed in a manner consistent with the conveyance of excess property described in [[236.5 Property Management#236.5.12.1 Excess Land Conveyances Utilities|EPG 236.5.12.1 Excess Land Conveyances Utilities]].
{| border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
|+ '''Pile Driving Hammer Information For GRLWEAP'''
! colspan="3" | Hammer used in the field per survey response (2017)
|-
! GRLWEAP ID !! Hammer name !! No. of Responses
|-
| 41 || Delmag D19-42<sup>1</sup> || 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
|-
| 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. 


='''REVISION REQUEST 4113'''=
Driving should be terminated immediately once 30 blows/inch is encountered.


==236.3.12 Consultant Right of Way Appraisal, Acquisition, and Relocation Services (RWRS)==
:{| 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.


===236.3.12.1 Introduction===
===751.36.5.12 Information to be Included on the Plans===
When projected workloads are high and available MoDOT staffing resources are limited, the need may arise to solicit for Right of Way Services. This is a guide for soliciting, selecting, and managing consultant contracts with MoDOT. Because Right of Way Appraisal, Acquisition, and Relocation Services are not defined as a professional service, the steps associated with RWRS consultant selection require a different process and procedure prior to entering into a contract for services. Right of Way Consultants do not require prequalification.
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.


===236.3.12.2 On-call Consultant Services Process – Right of Way===
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.
'''Step 1.''' The District ROW Manager identifies a project to utilize a Consultant for Right of Way Services such as appraisals, negotiations, relocations, or combination thereof.


'''Step 2.''' The District ROW Manager works with the Project Manager to determine if funding is available under using the On-Call Consultant contract for the specified project. If expenditures for On-Call consultant work have utilized the $200,000, a separate solicitation will be required, proceed to EPG [[#236.3.12.3 Solicitation for Consultant Services Process – Right of Way|236.3.12.3]]; or [[#236.3.12.4 ROW Hybrid Consultant Services Process|236.3.12.4]] another option to procure consultant ROW hybrid services <u>with the approval of Central Office ROW</u>. 


'''Step 3.''' The District ROW Manager assembles project information for the Right of Way Liaison. Include the following information:
<br><br>
:a. Project Description (Scope, Funding, Schedule, STIP,)
<hr style="border:none; height:2px; background-color:red;" />
:b. Details of Right of Way Services being requested and include the [https://epg.modot.org/forms/RW/Chapter%203_Administration/ROW%20Consultant%20Pricing%20Exhibit.xlsx ROW Consultant Pricing Exhibit]
<br><br>
:c. Period of Service (time period to complete the work)


'''Step 4.''' The ROW Liaison sends an email to DBEConsultGoal, including the project scope, project description, type of ROW services needed and number of parcels. A completed estimated breakdown of work for DBE goal spreadsheet may be required. 


'''Step 5.''' In the event the $200,000 On-Call Consultant services has <u>not</u> been expended or only a portion has been utilized, funding could be available for ROW consultant services. The Right of Way Liaison will gather the required information in Step 3 and send an email to one of the on-call right of way Consultants.
=== E2. Foundation Data Table ===


'''Step 6.''' The District Right of Way Manager and Right of Way Liaison will evaluate all consultant responses/interests narrow the consultants down to move forward with requesting pricing.
The following table is to be placed on the design plans and filled out as indicated.


'''Step 7.''' The District ROW Manager will send an email to the consultants they are not interested in moving forward. An example email is:
'''(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.) '''
:''The purpose of this email is to inform you that the evaluation of the submitted responses to the subject On-Call ROW Services request has been completed.''
:''We regret to inform you that (firm’s name) was not selected. We want to thank you for your interest in this engagement, and we look forward to your future participation in future engagements.''
:''Should you have any questions about this matter, please feel free to contact me.''


'''Step 8.''' The District ROW Manager will send an email to the consultant(s) identified and proceed with pricing request. [https://epg.modot.org/forms/RW/Chapter%203_Administration/ROW%20Consultant%20Pricing%20Exhibit.xlsx ROW Consultant Pricing Exhibit] An example email is:
<center>
:''I have attached the ROW plans for the project. Based upon these plans, please provide me with a cost of services for the services listed in the scope of services. Please submit your cost of services using the ROW Consultant Pricing Exhibit by 3:00 P.M. on (selected date). You can email this directly to me.''  
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
:''Please feel free to contact me if you have any questions.''
|-
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
|-
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
|-
!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
|-
|rowspan="11"|'''Load<br/>Bearing<br/>Pile'''|| colspan="2" align="left" width="300"|CECIP/OECIP/HP Pile Type and Size||CECIP 14"||CECIP 14"||CECIP 16"|| OECIP 24"||HP 12x53
|-
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
|-
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
|-
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|-
|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 || - || -
|-
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
|-
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
|-
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
|-
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|-
|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|| -
|-
|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|| -
|-
|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|| -
|-
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -
|-
| 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|| -
|-
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
|-
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -
|-
| 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|| - || -
|-
|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|| -
|-
|colspan="8" align="left"|'''1'''   Show only required CECIP/OECIP/HP pile data for specific project.
|-
|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.
|-
|colspan="8" align="left"|'''3''' For LFD: For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values: <br/> &nbsp; 1. Design bearing value for AASHTO group loads I thru VI. <br/> &nbsp; 2. Design bearing for seismic loads / 2.0
|-
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
|}


'''Step 9.''' The District ROW Manager and Right of Way Liaison will review the response regarding pricing, schedule, qualifications as it fits the project needs. The District ROW Manager will email the selected consultant and inform them the RW57 MHTC Consultant MOU Agreement will be sent to them for review and approval, prior to routing it through DocuSign for execution.
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
| 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
|}


'''Step 10.''' The ROW Liaison will email the fully executed RW56 agreement to the Obligate email group to setup with project funding.


'''Step 11.''' A copy of the fully executed agreement needs to be uploaded in [http://eprojects/SitePages/Home.aspx eProjects].
</center>


===236.3.12.3 Solicitation for Consultant Services Process – Right of Way===
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"
'''Step 1.''' The District ROW Manager identifies a project to utilize a Consultant for Right of Way Services.
|-
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
|-
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula
|-
|DT = Dynamic Testing
|-
|WEAP = Wave Equation Analysis of Piles
|-
|SLT = Static Load Test
|-
|colspan="7"  style="background:#BEBEBE"|
|-
|rowspan="7"|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
|-
|colspan="7"  style="background:#BEBEBE"|
|-
|colspan="7"|'''Elevation reporting accuracy: Report to nearest foot for min. tip penetration, pile cleanout penetration, max. galvanized depth and est. max. scour depth.  (Any more accuracy is acceptable but not warranted.)'''
|-
|colspan="3"|'''For LFD Design'''
|-
|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).
|-
|colspan="3"|'''For LRFD Design'''
|-
|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).
|}


'''Step 2.''' The District ROW Manager assembles project information for the Right of Way Liaison. Include the following information:
'''Shallow Footings '''
:a. Project Description (Scope, Funding, Schedule, STIP, TIP)
:b. Funding Request details (earmarks, budget source, FY)
:c. Period of Service (time period to complete the work)


'''Step 3.''' Because the solicitation is for a specific project over $200,000, Professional Services Committee (PSC) Approval is required. The Right of Way Liaison will draft a memo from the Assistant to the State Design Engineer-ROW to the PSC (State Design Engineer, State Bridge Engineer & Transportation Planning Director) for approval to proceed. An [https://epg.modot.org/forms/RW/Chapter%203_Administration/Example%20Request%20PSC%20Approval%20to%20Solicit.docx example PSC Approval to Solicit Right of Way Services] is available. The solicitation will include the following information, [https://epg.modot.org/forms/RW/Chapter%203_Administration/Example_Solicitation_letter.docx Example Solicitation]:
'''(E2.10) (Use when shallow footings are specified on the Design Layout.)'''
:a. Letter from State Design Engineer to the pre-qualified Firms
:b. Projects Scope of Services
:c. Project length
:d. Construction Estimate
:e. Other requirements (Interviews, selection date, contact information)
:f. Due date for qualifications
:g. Rating Criteria w/weighted Value


'''Step 4.''' The Right of Way Liaison causes the solicitation to be published on MoDOT’s Consultant Services for RFQs.  
: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.


'''Step 5.''' The District Right of Way Manager identifies a review team and schedules a meeting to review all the responses. A Right of Way Liaison should be part of the team. The example matrix will be used to evaluate the responses in the scheduled meeting. A [https://epg.modot.org/forms/RW/Chapter%203_Administration/ConsultantRatingForm-Blank.xlsx Matrix example] is available.
'''Driven Piles'''


'''Step 6.''' The District Right of Way Manager will receive all the consultant responses and is responsible to share the responses with the review team. Please share the responses timely so it gives the review team time to be prepared for the review meeting.
'''(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.


'''Step 7.''' During the meeting the team will evaluate all consultant responses using the matrix and narrow the consultants down to who the review team wants to move forward with and request pricing.
'''(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>


'''Step 8.''' The District ROW Manager will send an email to the consultants that the team is not interested in moving forward. An example email is:
'''(E2.22)  (Use when estimated maximum scour depth (elevation) for CIP piles is required.)  '''
:''The purpose of this email is to inform you that the evaluation of proposals submitted in response to the subject Request for Qualifications has been completed.''  
: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.
:''The Review Committee evaluated all proposals in accordance with the evaluation criteria set forth in the RFQ. We regret to inform you that (firm’s name) proposal was not selected for award. We want to thank you for your proposal and your interest in this engagement, and we look forward to your future participation in future RFQs for similar engagements.''
:''Should you have any questions about this matter, please feel free to contact me.''


'''Step 9.''' Then the District ROW Manager will send an email to the consultants selected by the team and proceed with pricing request. [https://epg.modot.org/forms/RW/Chapter%203_Administration/ROW%20Consultant%20Pricing%20Exhibit.xlsx ROW Consultant Pricing Exhibit] An example email is:
'''(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.'''
:''The purpose of this email is to inform you that the evaluation of proposals submitted in response to the subject RFQ has been completed.''
:&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>.
:''The Review Committee evaluated all proposals in strict accordance with the evaluation criteria set forth in the RFQ. Based upon this evaluation, '''(Firm’s name) was selected as qualified to move forward to the next phase'''.''
   
:''I have attached the ROW plans for the project. Based upon these plans, please provide me with a cost of services for the services listed in the previously advertised scope of services (link to previous advertisement with scope below). Please submit your cost of services using the ROW Consultant Pricing Exhibit by 3:00 P.M. on (selected date). You can email this directly to me. We will then select a firm to hire based upon the combination of their qualifications and price.''
'''(E2.24) '''  
:''**Please note that Parcels _____ are total takes and will require Relocation Assistance. There may be other parcels that require relocation for signs. The noted parcels qualify for entire relocation benefits, additional parcels may qualify for partial relocation benefits. (This is an example to provide any special circumstances on parcels within the project)''
:All piles shall be galvanized down to the minimum galvanized penetration (elevation).
:''Please feel free to contact me if you have any questions.''
:''Here is a link to the original advertisement containing the required scope of services (see Example) https://www.modot.org/sites/default/files/documents/J2P2215%20ROW%20Solicitation%20letter.pdf.''
 
'''Step 10.''' The District ROW Manager will schedule a meeting to review the responses regarding pricing, schedule, qualifications as it fits the project needs. This is not a low bid selection, but rather a combination of qualifications and price.
 
'''Step 11.''' The Right of Way Liaison will draft a Memo from the Assistant to the State Design Engineer-ROW to the PSC (State Design Engineer, State Bridge Engineer & Transportation Planning Director) for approval to proceed with the selected consultant.
 
[https://epg.modot.org/forms/RW/Chapter%203_Administration/Example%20Memo%20to%20PSC%20for%20Approval%20of%20Consultant.docx Example Memo to PSC for Approval of Consultant].
 
'''Step 12.''' Once the PSC approves the selected consultant, the District ROW Manager or ROW Liaison will inform them the RW59 Right of Way Services Agreement will be sent to them for review and approval.RW59 ROW Services Agreement.  
 
'''Step 13.''' The Right of Way Liaison and Right of Way Manager will draft the RW59 Right of Way Services Agreement, send to the consultant for review and approval, then route through DocuSign for execution.
 
'''Step 14.''' Send the fully executed RW59 Right of Way Services Agreement to CO FS to setup with project funding and a fully executed copy to the ROW Liaison.
 
'''Step 15.''' A copy of the fully executed agreement needs to be uploaded in eProjects.
 
'''Step 16.''' The district will administer the contract. If the district is unable to administer the contract, central office will provide that service.
 
===236.3.12.4 ROW Hybrid Consultant Services Process===
'''Step 1.''' The District ROW Manager identifies a project to utilize a Consultant for Right of Way services. Once the District ROW Manager has received CO ROW Approval move to step 2.


'''Step 2.''' The District ROW Manager works with the Project Manager to determine if funding is available under the job number to use the On-Call Consultant contract. If expenditures for On-Call consultant work exceed $200,000, then a separate solicitation will be required, see 236.3.12.3. or this option is available to procure consultant ROW services with the approval of Central Office ROW.
'''(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.) '''


'''Step 3.''' The District ROW Manager assembles project information for the Right of Way Liaison. Include the following information:
: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.
:a. Project Description (Scope, Funding, Schedule, STIP)
<div id="(E2.27)"></div>
:b. Details of Right of Way Services being requested and completed this pricing exhibit. ([https://epg.modot.org/forms/RW/Chapter%203_Administration/ROW%20Consultant%20Pricing%20Exhibit.xlsx ROW Consultant Pricing Exhibit])
'''(E2.27) Use for galvanized piles.'''
:c. Period of Service (time period to complete the work)


'''Step 4.''' The ROW Liaison sends an email to DBEConsultGoal, including the project scope of work, project description, ROW services requested and number of parcels.  A completed estimated breakdown of work for DBE goal spreadsheet may be required.
:The contractor shall make every effort to achieve the minimum galvanized penetration (elevation) shown on the plans for all piles.  Deviations in penetration less than 5 feet of the minimum will be considered acceptable provided the contractor makes the necessary corrections to ensure the minimum penetration is achieved on subsequent piles.


'''Step 5.''' Because the cap of $200,000 has been expended for On-Call Consultant services and the District is willing to charge the ROW consultant services expenses to the applicable project, the Right of Way Liaison will gather the required information in Step 3. The Right of Way Liaison will send an email to the “ CORWOnCallConsul” email group identifying the project and inviting them to respond if interested.
'''(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.'''


'''Step 6.''' The District Right of Way Manager and Right of Way Liaison will evaluate all consultant responses/interests and narrow the consultants down to move forward with requesting pricing.
:<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.


'''Step 7.''' The District Right of Way Manager will send an email to the consultants they are not interested in moving forward. An example email is:
='''REVISION REQUEST 4151'''=
:''The purpose of this email is to inform you that the evaluation of the submitted responses to the subject ROW negotiation services request has been completed.''
:''We regret to inform you that (firm’s name) was not selected. We want to thank you for your interest in this engagement, and we look forward to your participation in future engagements.''
:''Should you have any questions about this matter, please feel free to contact me.''


'''Step 8.''' The District ROW Manager will send an email to the consultant(s) identified and proceed with pricing request. [https://epg.modot.org/forms/RW/Chapter%203_Administration/ROW%20Consultant%20Pricing%20Exhibit.xlsx ROW Consultant Pricing Exhibit] example email is:
====127.2.3.3.1 Missouri Unmarked Human Burials Law====
:''I have attached the ROW plans for the project. Based upon these plans, please provide me with a cost of services for the services listed in the scope of services. Please submit your cost of services using the ROW Consultant Pricing Exhibit by 3:00 P.M. on (selected date). You can email this directly to me.''
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.  
:''Please feel free to contact me if you have any questions.''


'''Step 9.''' The District ROW Manager and Right of Way Liaison will review the responses regarding pricing, schedule, qualifications as it fits the project needs. This is not a low bid selection, but rather a combination of qualifications and price. The District ROW Manager will email the selected consultant and inform them the RW34 Negotiation Services Agreement will be sent to them for review and approval.  
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.


'''Step 10.''' The Right of Way Manager will draft the RW34 Negotiation Services Agreement, send to the consultant for review and approval, then route through DocuSign for execution. Execution of the RW34 Negotiator Services Contract under $100,000 can be executed by the District Engineer, contracts over $100,000 must be executed by the Assistant Chief Engineer.
<br><br>
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<br><br>


'''Step 11.''' The ROW Liaison will email the fully executed RW34 agreement to the Obligate email group to setup with project funding.
==127.2.9 Construction Inspection Guidance==
Mitigation by data recovery is usually completed prior to construction if the presence of cultural resources is known. If [http://epg.modot.org/index.php/127.2_Historic_Preservation_and_Cultural_Resources#127.2.8_Artifacts_and_Features artifacts] are discovered during construction activities, the Historic Preservation section must be immediately notified. This will allow an inspection of the site by MoDOT HP staff to determine if further investigation is necessary before construction activities continue.  


'''Step 12.''' A copy of the fully executed agreement needs to be uploaded in eProjects.
[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=4 Sec. 107.8.2] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=5 Sec. 203.4.8] of the ''Missouri Standard Specifications for Highway Construction'' require the contractor to take steps to preserve any such artifacts that may be encountered and to notify the MoDOT Construction Inspector or Resident Engineer of their presence. If it is necessary to discontinue operations in a particular area to preserve such objects, this section of the specifications is basis for a work suspension. In order to ensure compliance with applicable state laws, the MoDOT Construction Inspector or Resident Engineer cannot release remains or artifacts or allow the contractor to disturb the area within the 330-foot or 100-meter buffer space around these discovered items, until after consultation with MoDOT HP staff and until after all applicable requirements from FHWA or SHPO have been addressed.  


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


[[category:236 Right of Way|236.03]]
===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.

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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