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='''REVISION REQUEST 4023'''=
===751.24.2.1 Design===
Designs of Mechanically Stabilized Earth (MSE) walls shall be completed by consultants or contractors in accordance with Section 11.10 of LRFD specifications, FHWA-NHI-10-024 and FHWA-NHI-10-025 for LRFD. [https://www.modot.org/bridge-pre-qualified-products-list Bridge Pre-qualified Products List (BPPL)] provided on MoDOT's web page and in Sharepoint contains a listing of facing unit manufacturers, soil reinforcement suppliers, and wall system suppliers which have been approved for use. See [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 720] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1010] for additional information. The Geotechnical Section is responsible for checking global stability of permanent MSE wall systems, which should be reported in the Foundation Investigation Geotechnical Report. For MSE wall preliminary information, see [[751.1_Preliminary_Design#751.1.4.3_MSE_Walls|EPG 751.1.4.3 MSE Walls]]. For design requirements of MSE wall systems and temporary shoring (including temporary MSE walls), see [[:Category:720_Mechanically_Stabilized_Earth_Wall_Systems#720.2_Design_Requirements|EPG 720 Mechanically Stabilized Earth Wall Systems]]. For staged bridge construction, see [[751.1_Preliminary_Design#751.1.2.11_Staged_Construction|EPG 751.1.2.11 Staged Construction]].
For seismic design requirements, see [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]. References for consultants and contractors include Section 11.10 of LRFD, FHWA-NHI-10-024 and FHWA-NHI-10-025.
'''Design Life'''
* 75 year minimum for permanent walls (if retained foundation require 100 year than consider 100 year minimum design life for wall).
'''Global stability:'''
Global stability will be performed by Geotechnical Section or their agent.
'''MSE wall contractor/designer responsibility:'''
MSE wall contractor/designer shall perform following analysis in their design for all applicable limit states.
:* External Stability
::* Limiting Eccentricity
::* Sliding
::* Factored Bearing Pressure/Stress ≤ Factored Bearing Resistance
:* Internal Stability
::* Tensile Resistance of Reinforcement
::* Pullout Resistance of Reinforcement
::* Structural Resistance of Face Elements
::* Structural Resistance of Face Element Connections
:* Compound Stability
:: Capacity/Demand ratio (CDR) for bearing capacity shall be ≥ 1.0
:: <math>Bearing\ Capacity\ (CDR)  = \frac{Factored\ Bearing\ Resistance}{Maximum\ Factored\ Bearing\ Stress} \ge 1.0</math>
:: Strength Limit States:
:: Factored bearing resistance = Nominal bearing resistance from Geotech report X Minimum Resistance factor (0.65, Geotech report)  LRFD Table 11.5.7-1 
:: Extreme Event I Limit State:
:: Factored bearing resistance = Nominal bearing resistance from Geotech report X Resistance factor
:: Resistance factor = 0.9  LRFD 11.8.6.1
:: Factored bearing stress shall be computed using a uniform base pressure distribution over an effective width of footing determined in accordance with the provisions of LRFD 10.6.3.1 and 10.6.3.2, 11.10.5.4  and Figure 11.6.3.2-1 for foundation supported on soil or rock.
:: B’ = L – 2e
:: Where,
::: L = Soil reinforcement length (For modular block use B in lieu of L as per LRFD 11.10.2-1)
::: B’ = effective width of footing
::: e = eccentricity
::: Note: When the value of eccentricity e is negative then B´ = L.
::Capacity/Demand ratio (CDR) for overturning shall be ≥ 1.0
::<math>Overtuning\ (CDR)  = \frac{Total\ Factored\ Resisting\ Moment}{Total\ Factored\ Driving\ Moment} \ge 1.0</math>
::Capacity/Demand ratio (CDR) for eccentricity shall be ≥ 1.0
::<math>Eccentricity\ (CDR)  = \frac{e_{Limit}}{e_{design}} \ge 1.0</math>
::Capacity/Demand ratio (CDR) for sliding shall be ≥ 1.0 &nbsp;&nbsp;&nbsp;&nbsp; LRFD 11.10.5.3 & 10.6.3.4
::<math>Sliding\ (CDR)  = \frac{Total\ Factored\ Sliding\ Resistance}{Total\ Factored\ Active\ Force} \ge 1.0</math>
::Capacity/Demand ratio (CDR) for internal stability shall be ≥ 1.0
::Eccentricity, (e) Limit for Strength Limit State: &nbsp;&nbsp;&nbsp;&nbsp; LRFD 11.6.3.3 & C11.10.5.4
::: For foundations supported on soil or rock, the location of the resultant of the reaction forces shall be within the middle two-thirds of the base width, L or (e ≤ 0.33L).
::Eccentricity, (e) Limit for Extreme Event I (Seismic): &nbsp;&nbsp;&nbsp;&nbsp; LRFD 11.6.5.1
:::For foundations supported on soil or rock, the location of the resultant of the reaction forces shall be within the middle two-thirds of the base width, L or (e ≤ 0.33L) for  γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, L or (e ≤ 0.40L) for  γ<sub>EQ</sub> = 1.0.  For γ<sub>EQ</sub>  between 0.0 and 1.0, interpolate e value linearly between 0.33L and 0.40L. For γ<sub>EQ</sub>  refer to LRFD 3.4.
:::Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5
::Eccentricity, (e) Limit for Extreme Event II:
:::For foundations supported on soil or rock, the location of the resultant of the reaction forces shall be within the middle eight-tenths of the base width, L or (e ≤ 0.40L). 
'''General Guidelines'''
* Drycast modular block wall (DMBW-MSE) systems are limited to a 10 ft. height in one lift.
* Wetcast modular block wall (WMBW-MSE) systems are limited to a 15 ft. height in one lift.
* For Drycast modular block wall (DMBW-MSE) systems and Wetcast modular block wall (WMBW-MSE) systems, top cap units shall be used and shall be permanently attached by means of a resin anchor system.
* For precast modular panel wall (PMPW-MSE) systems, capstone may be substituted for coping and either shall be permanently attached to wall by panel dowels.
* For precast modular panel wall (PMPW-MSE) systems, form liners are required to produce all panels. Using form liner to produce panel facing is more cost effective than producing flat panels. Standard form liners are specified on the [https://www.modot.org/mse-wall-msew MSE Wall Standard Drawings]. Be specific regarding names, types and colors of staining, and names and types of form liner.
* MSE walls shall not be used where exposure to acid water may occur such as in areas of coal mining.
* MSE walls shall not be used where scour is a problem.
* MSE walls with metallic soil reinforcement shall not be used where stray electrical ground currents may occur as would be present near electrical substations.
* No utilities shall be allowed in the reinforced earth if future access to the utilities would require that the reinforcement layers be cut, or if there is a potential for material, which can cause degradation of the soil reinforcement, to leak out of the utilities into the wall backfill, with the exception of storm water drainage.
* All vertical objects shall have at least 4’-6” clear space between back of the wall facing and object for select granular backfill compaction and soil reinforcement skew limit requirements. For piles, see pipe pile spacers guidance.
* The interior angle between two MSE walls should be greater than 70°. However, if unavoidable, then place [[751.50_Standard_Detailing_Notes#J._MSE_Wall_Notes_.28Notes_for_Bridge_Standard_Drawings.29|EPG 751.50 J1.41 note]] on the design plans.
* Drycast modular block wall (DMBW-MSE) systems and Wetcast modular block wall (WMBW-MSE) systems may be battered up to 1.5 in. per foot. Modular blocks are also known as “segmental blocks”.
* The friction angle used for the computation of horizontal forces within the reinforced soil shall be greater than or equal to 34°.
* For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]].
* All concrete except facing panels or units shall be CLASS B or B-1.
* The friction angle of the soil to be retained by the reinforced earth shall be listed on the plans as well as the friction angle for the foundation material the wall is to rest on.
* The following requirement shall be considered (from 2009_FHWA-NHI-10-024 MSE wall 132042.pdf, page 200-201) when seismic design is required:
:* For seismic design category, SDC C or D (Zones 3 or 4), facing connections in modular block faced walls (MBW) shall use shear resisting devices (shear keys, pin, etc.) between the MBW units and soil reinforcement, and shall not be fully dependent on frictional resistance between the soil reinforcement and facing blocks. For connections partially dependent on friction between the facing blocks and the soil reinforcement, the nominal long-term connection strength T<sub>ac</sub>, should be reduced to 80 percent of its static value.
* Seismic design category and acceleration coefficients shall be listed on the plans for categories B, C and D. If a seismic analysis is required that shall also be noted on the plans. See [[751.50_Standard_Detailing_Notes#A._General_Notes|EPG 751.50 A1.1 note]].
* Plans note ([[751.50_Standard_Detailing_Notes#J._MSE_Wall_Notes_.28Notes_for_Bridge_Standard_Drawings.29|EPG 751.50 J1.1]]) is required to clearly identify the responsibilities of the wall designer.
* Do not use Drycast modular block wall (DMBW-MSE) systems in the following locations:
::* Within the splash zone from snow removal operations (assumed to be 15 feet from the edge of the shoulder).
::* Where the blocks will be continuously wetted, such as around sources of water.
::* Where blocks will be located behind barrier or other obstacles that will trap salt-laden snow from removal operations.
* Do not use Drycast modular block wall (DMBW-MSE) systems or Wetcast modular block wall (WMBW-MSE) systems in the following locations:
::* For structurally critical applications, such as containing necessary fill around structures.
::* In tiered wall systems.
* For locations where Drycast modular block wall (DMBW-MSE) systems and Wetcast modular block wall (WMBW-MSE) systems are not desirable, consider coloring agents and/or architectural forms using precast modular panel wall (PMPW-MSE) systems for aesthetic installations.
* For slab drain location near MSE Wall, see [[751.10 General Superstructure#General Requirements for Location and Spacing of Slab Drains|EPG 751.10.3.1 Drain Type, Alignment and Spacing]] and [[751.10 General Superstructure#751.10.3.3 General Requirements for Location of Slab Drains|EPG 751.10.3.3 General Requirements for Location of Slab Drains]].
* Roadway runoff should be directed away from running along face of MSE walls used as wing walls on bridge structures.
* Drainage:
:*Gutter type should be selected at the core team meeting.
:* When gutter is required without fencing, use Type A or Type B gutter (for detail, see [https://www.modot.org/media/16880 Std. Plan 609.00]).
:* When gutter is required with fencing, use Modified Type A or Modified Type B gutter (for detail, see [https://www.modot.org/media/16871 Std. Plan 607.11]).
:* When fencing is required without gutter, place in tube and grout behind the MSE wall (for detail, see [https://www.modot.org/bridge-standard-drawings MSE Wall Standard Drawings - MSEW], Fence Post Connection Behind MSE Wall (without gutter).
:* Lower backfill longitudinal drainage pipes behind all MSE walls shall be two-6” (Min.) diameter perforated PVC or PE pipe (See Sec 1013) unless larger sizes are required by design which shall be the responsibility of the District Design Division. Show drainage pipe size on plans. Outlet screens and cleanouts should be detailed for any drain pipe (shown on MoDOT MSE wall plans or roadway plans). Lateral non-perforated drain pipes (below leveling pad) are permitted by Standard Specifications and shall be sized by the District Design Division if necessary. Lateral outlet drain pipe sloped at 2% minimum.
::* Identify on MSE wall plans or roadway plans drainage pipe point of entry, point of outlet (daylighting), 2% min. drainage slopes in between points to ensure positive flow and additional longitudinal drainage pipes if required to accommodate ground slope changes and lateral drainage pipes if required by design.
::* Adjustment in the vertical alignment of the longitudinal drainage pipes from that depicted on the MSE wall standard drawings may be necessary to ensure positive flow out of the drainage system.
::* Identify on MSE wall plans or roadway plans the outlet ends of pipes which shall be located to prevent clogging or backflow into the drainage system. Outlet screens and cleanouts should be detailed for any drain pipe.
:* For more information on drainage, see [[#Drainage at MSE Walls|Drainage at MSE Walls]].
'''MSE Wall Construction: Pipe Pile Spacers Guidance'''
For bridges not longer than 200 feet, pipe pile spacers or pile jackets shall be used at pile locations behind mechanically stabilized earth walls at end bents. Corrugated pipe pile spacers are required when the wall is built prior to driving the piles to protect the wall reinforcement when driving pile for the bridge substructure at end bents(s). Pile spacers or pile jackets may be used when the piles are driven before the wall is built. Pipe pile spacers shall have an inside diameter greater than that of the pile and large enough to avoid damage to the pipe when driving the pile. Use [[751.50 Standard Detailing Notes#E1. Excavation and Fill|EPG 751.50 Standard Detailing Note E1.2a]] on bridge plans.
For bridges longer than 200 feet, pipe pile spacers are required and the pile spacer shall be oversized to mitigate the effects of bridge thermal movements on the MSE wall. For HP12, HP14, CIP 14” and CIP 16” piles provide 24-inch inside diameter of pile spacer for bridge movement. Minimum pile spacing shall be 5 feet to allow room for compaction of the soil layers. Use [[751.50 Standard Detailing Notes#E1. Excavation and Fill|EPG 751.50 Standard Detailing Note E1.2b]] on bridge plans.
The bottom of the pipe pile spacers shall be placed 5 ft. min. below the bottom of the MSE wall leveling pad. The pipe shall be filled with sand or other approved material after the pile is placed and before driving. Pipe pile spacers shall be accurately located and capped for future pile construction.
Alternatively, for bridges shorter than or equal to 200 feet, the contractor shall be given the option of driving the piles before construction of the mechanically stabilized earth wall and placing the soil reinforcement and backfill material around the piling. In lieu of pipe pile spacers contractor may place pile jackets on the portion of the piles that will be in the MSE soil reinforced zone prior to placing the select granular backfill material and soil reinforcement. The contractor shall adequately support the piling to ensure that proper pile alignment is maintained during the wall construction. The contractor’s plan for bracing the pile shall be submitted to the engineer for review.
Piling shall be designed for downdrag (DD) loads due to either method. Oversized pipe pile spacers with sand placed after driving or pile jacket may be considered to mitigate some of the effects of downdrag (DD) loads. Sizing of pipe pile spacers shall account for pile size, thermal movements of the bridge, pile placement plan, and vertical and horizontal placement tolerances.
When rock is anticipated within the 5 feet zone below the MSE wall leveling pad, prebore into rock and prebore holes shall be sufficiently wide to allow for a minimum 10 feet embedment of pile and pipe pile spacer. When top of rock is anticipated within the 5 to 10 feet zone below the MSE wall leveling pad, prebore into rock to achieve a minimum embedment (pile only) of 10 feet below the bottom of leveling pad. Otherwise, the pipe pile spacer requires a minimum 5 feet embedment below the levelling pad. Consideration shall also be given to oversizing the prebore holes in rock to allow for temperature movements at integral end bents.
For bridges not longer than 200 feet, the minimum clearance from the back face of MSE walls to the front face of the end bent beam, also referred to as setback, shall be 4 ft. 6 in. (typ.) unless larger than 18-inch pipe pile spacer required. The 4 ft. 6 in. dimension serves a dual purpose:
:1) the setback ensures that soil reinforcement is not skewed more than 15° for nut and bolt reinforcement connections to clear an 18-inch inside diameter pipe pile spacers by 6 inches per FHWA-NHI-10-24, Figure 5-17C, while considering vertical and horizontal pile placement tolerances
:2) the setback helps to reduce the forces imparted on the MSE wall from bridge movements that typically are not accounted for in the wall design and cannot be completely isolated using a pipe pile spacer. Increasing the minimum setback shall be considered when larger diameter pile spacers are required or when other types of soil reinforcement connections are anticipated
For bridges longer than 200 feet, the minimum setback shall be 5 ft. 6 in. based on the use of 24-inch inside diameter of pipe pile spacers.
If interference with soil reinforcement is not a concern and the wall is designed for forces from bridge movement, the following guidance for pipe pile spacers clearance shall be used: pipe pile spacers shall be placed 36 in. clear min. from the back face of MSE wall panels to allow for proper compaction; 12 in. minimum clearance is required between pipe pile spacers and leveling pad and 18 in. minimum clearance is required between leveling pad and pile. For isolated pile (e.g, walls skewed from the bent orientation), the pipe pile spacer may be placed 18 in. clear min. from the back face of MSE wall panels.
'''MSE Wall Plan and Geometrics'''
* A plan view shall be drawn showing a baseline or centerline, roadway stations and wall offsets. The plan shall contain enough information to properly locate the wall. The ultimate right of way shall also be shown, unless it is of a significant distance from the wall and will have no effect on the wall design or construction.
* Stations and offsets shall be established between one construction baseline or roadway centerline and a wall control line (baseline). Some wall designs may contain a slight batter, while others are vertical. A wall control line shall be set at the front face of the wall, either along the top or at the base of the wall, whichever is critical to the proposed improvements. For battered walls, in order to allow for batter adjustments of the stepped level pad or variation of the top of the wall, the wall control line (baseline) is to be shown at a fixed elevation. For battered walls, the offset location and elevation of control line shall be indicated. All horizontal breaks in the wall shall be given station-offset points, and walls with curvature shall indicate the station-offsets to the PC and PT of the wall, and the radius, on the plans.
* Any obstacles which could possibly interfere with the soil reinforcement shall be shown. Drainage structures, lighting, or truss pedestals and footings, etc. are to be shown, with station offset to centerline of the obstacle, with obstacle size. Skew angles are shown to indicate the angle between a wall and a pipe or box which runs through the wall.
* Elevations at the top and bottom of the wall shall be shown at 25 ft. intervals and at any break points in the wall.
* Curve data and/or offsets shall be shown at all changes in horizontal alignment. If battered wall systems are used on curved structures, show offsets at 10 ft. (max.) intervals from the baseline.
* Details of any architectural finishes (formliners, concrete coloring, etc.).
* Details of threaded rod connecting the top cap block.
* Estimated quantities, total sq. ft. of mechanically stabilized earth systems.
* Proposed grade and theoretical top of leveling pad elevation shall be shown in constant slope. Slope line shall be adjusted per project. Top of wall or coping elevation and stationing shall be shown in the developed elevation per project. If leveling pad is anticipated to encounter rock, then contact the Geotechnical Section for leveling pad minimum embedment requirements.
'''MSE Wall Cross Sections'''
* A typical wall section for general information is shown.
* Additional sections are drawn for any special criteria. The front face of the wall is drawn vertical, regardless of the wall type.
* Any fencing and barrier or railing are shown.
* Barrier if needed are shown on the cross section. Barriers are attached to the roadway or shoulder pavement, not to the MSE wall. Standard barriers are placed along wall faces when traffic has access to the front face of the wall over shoulders of paved areas.
<div id="Drainage at MSE Walls"></div>
'''Drainage at MSE Walls'''
*'''Drainage Before MSE Wall'''
:Drainage is not allowed to be discharged within 10 ft. from front of MSE wall in order to protect wall embedment, prevent erosion and foundation undermining, and maintain soil strength and stability.
*'''Drainage Behind MSE Wall'''
::'''Internal (Subsurface) Drainage'''
::Groundwater and infiltrating surface waters are drained from behind the MSE wall through joints between the face panels or blocks (i.e. wall joints) and two-6 in. (min.) diameter pipes located at the base of the wall and at the basal interface between the reinforced backfill and the retained backfill.
::Excessive subsurface draining can lead to increased risk of backfill erosion/washout through the wall joints and erosion at the bottom of walls and at wall terminal ends. Excessive water build-up caused by inadequate drainage at the bottom of the wall can lead to decreased soil strength and wall instability. Bridge underdrainage (vertical drains at end bents and at approach slabs) can exacerbate the problem.
::Subsurface drainage pipes should be designed and sized appropriately to carry anticipated groundwater, incidental surface run-off that is not collected otherwise including possible effects of drainage created by an unexpected rupture of any roadway drainage conveyance or storage as an example.
::'''External (Surface) Drainage'''
::External drainage considerations deal with collecting water that could flow externally over and/or around the wall surface taxing the internal drainage and/or creating external erosion issues. It can also infiltrate the reinforced and retained backfill areas behind the MSE wall.
::Diverting water flow away from the reinforced soil structure is important. Roadway drainage should be collected in accordance with roadway drainage guidelines and bridge deck drainage should be collected similarly.
*'''Guidance'''
:ALL MSE WALLS
:1. Appropriate measures to prevent surface water infiltration into MSE wall backfill should be included in the design and detail layout for all MSE walls and shown on the roadway plans.
:2. Gutters behind MSE walls are required for flat or positive sloping backfills to prevent concentrated infiltration behind the wall facing regardless of when top of backfill is paved or unpaved. This avoids pocket erosion behind facing and protection of nearest-surface wall connections which are vulnerable to corrosion and deterioration. Drainage swales lined with concrete, paved or precast gutter can be used to collect and discharge surface water to an eventual point away from the wall. If rock is used, use impermeable geotextile under rock and align top of gutter to bottom of rock to drain. (For negative sloping backfills away from top of wall, use of gutters is not required.)
:District Design Division shall verify the size of the two-6 in. (min.) diameter lower perforated MSE wall drain pipes and where piping will daylight at ends of MSE wall or increase the diameters accordingly.  This should be part of the preliminary design of the MSE wall. (This shall include when lateral pipes are required and where lateral drain pipes will daylight/discharge).
:BRIDGE ABUTMENTS WITH MSE WALLS
:Areas of concern: bridge deck drainage, approach slab drainage, approach roadway drainage, bridge underdrainage:  vertical drains at end bents and approach slab underdrainage, showing drainage details on the roadway and MSE wall plans
:3. Bridge slab drain design shall be in accordance with [[751.10 General Superstructure#751.10.3 Bridge Deck Drainage - Slab Drains |EPG 751.10.3 Bridge Deck Drainage – Slab Drains]] unless as modified below.
:4. Coordination is required between the Bridge Division and District Design Division on drainage design and details to be shown on the MSE wall and roadway plans.
:5. Bridge deck, approach slab and roadway drainage shall not be allowed to be discharged to MSE wall backfill area or within 10 feet from front of MSE wall.
::*(Recommended) Use of a major bridge approach slab and approach pavement is ideal because bridge deck, approach slab and roadway drainage are directed using curbs and collected in drain basins for discharge that protect MSE wall backfill. For bridges not on a major roadway, consideration should be given to requiring a concrete bridge approach slab and pavement incorporating these same design elements (asphalt is permeable).
::*(Less Recommended) Use of conduit and gutters:
:::* Conduit: Drain away from bridge and bury conduit daylighting to natural ground or roadway drainage ditch at an eventual point beyond the limits of the wall. Use expansion fittings to allow for bridge movement and consider placing conduit to front of MSE wall and discharging more than 10 feet from front of wall or using lower drain pipes to intercept slab drainage conduit running through backfill.
:::* Conduit and Gutters: Drain away from bridge using conduit and 90° elbow (or 45° bend) for smoothly directing drainage flow into gutters and that may be attached to inside of gutters to continue along downward sloping gutters along back of MSE wall to discharge to sewer or to natural drainage system, or to eventual point beyond the limits of the wall.  Allow for independent bridge and wall movements by using expansion fittings where needed. See [[751.10 General Superstructure#751.10.3.1 Type, Alignment and Spacing|EPG 751.10.3.1 Type, Alignment and Spacing]] and [[751.10 General Superstructure#751.10.3.3 General Requirements for Location of Slab Drains|EPG 751.10.3.3 General Requirements for Location of Slab Drains]].
:6. Vertical drains at end bents and approach slab underdrainage should be intercepted to drain away from bridge end and MSE wall.
:7. Discharging deck drainage using many slab drains would seem to reduce the volume of bridge end drainage over MSE walls.
:8. Drain flumes at bridge abutments with MSE walls do not reduce infiltration at MSE wall backfill areas and are not recommended.
:DISTRICT DESIGN DIVISION MSE WALLS
:Areas of concern: roadway or pavement drainage, MSE wall drainage, showing drainage details on the roadway and MSE wall plans.
:9. For long MSE walls, where lower perforated drain pipe slope become excessive, non-perforated lateral drain pipes, permitted by Standard Specifications, shall be designed to intercept them and go underneath the concrete leveling pad with a 2% minimum slope. Lateral drain pipes shall daylight/discharge at least 10 ft. from front of MSE wall. Screens should be installed and maintained on drain pipe outlets.
:10. Roadway and pavement drainage shall not be allowed to be discharged to MSE wall backfill area or within 10 feet from front of MSE wall.
:11. For district design MSE walls, use roadway or pavement drainage collection pipes to transport and discharge to an eventual point outside the limits of the wall.
:Example: Showing drain pipe details on the MSE wall plans.
<gallery mode=packed widths=300px heights=300px>
File:751.24.2.1_elev_drain_pipe-01.png| <big>'''ELEVATION SHOWING DRAIN PIPE'''</big>
File:751.24.2.1_elev_drain_pipe_alt-01.png| <big>'''Alternate option'''</big>
</gallery>
<gallery mode=packed widths=400px heights=400px>
File:751.24.2.1_sec_A-A-02.png| <big>'''Section A-A'''</big>
</gallery>
{| style="text-align: left; margin-left: auto; margin-right: auto;"
|
Notes:</br>
(1) To be designed by District Design Division.</br>
(2) To be designed by District Design Division if needed. Provide non-perforated lateral drain pipe under leveling pad at 2% minimum slope. (Show on plans).</br>
(3) Discharge to drainage system or daylight screened outlet at least 10 feet away from end of wall (typ.). (Skew in the direction of flow as appropriate).</br>
(4) Discharge to drainage system or daylight screened outlet at least 10 feet away from front face of wall (typ.). (Skew in the direction of flow as appropriate).</br>
(5) Minimum backfill cover = Max(15”, 1.5 x diameter of drain pipe).</br>
|}
=== E1. Excavation and Fill ===
'''(E1.1) Use when specified on the Design Layout.'''
:Existing roadway fill under the ends of the bridge shall be removed as shown. Removal of existing roadway fill will be considered completely covered by the contract unit price for roadway excavation.
'''Use one of the following two notes where MSE walls support abutment fill.'''
'''(E1.2a) <font color="purple">[MS Cell]</font color="purple">  Use when pipe pile spacers are shown on plan details and bridge is 200 feet long or shorter. Add “See special provisions” to the pipe pile spacer callout  and add table near the callout.'''
See special provisions.
<center>
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!style="background:#BEBEBE" width="200"| Pile Encasement !!style="background:#BEBEBE"|Option Used<br/>(√)
|-
|Pipe Pile Spacer ||
|-
|Pile Jacket ||
|}
</center>
MoDOT Construction personnel will indicate the pile encasement used.
'''(E1.2b) Use note when pipe pile spacers are shown on plan details for HP12, HP14, CIP 14” and CIP 16” piles and bridge is longer than 200 feet. For larger CIP pile size modify following note and use minimum 6” larger pipe pile spacer diameter than CIP pile.'''
The pipe pile spacers shall have an inside diameter equal to <u>24</u> inches.
'''(E1.4) Use for fill at pile cap end bents. Use the first underlined portion when MSE walls are present. Use <u>approach</u> for semi-deep abutments.'''
:Roadway fill<u>, exclusive of Select Granular Backfill for Structural Systems,</u> shall be completed to the final roadway section and up to the elevation of the bottom of the concrete <u>approach</u> beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.
----
='''REVISION REQUEST 4034'''=
<big><big>'''<font color= red>!!!  Only replace first part of 751.9.1  up to 751.9.1.1  !!!</font color>'''</big></big>
==751.9.1 Seismic Analysis and Design Specifications==
<div style="float: left; margin-top: 5px; margin: 15px; width:255px; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
'''<u><center>Additional Information</center></u>'''
* [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]
</div>
All new or replacement bridges on the state system shall include seismic design and/or detailing to resist an expected seismic event per the [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]. For example, for a bridge in Seismic Design Categories A, B, C or D, complete seismic analysis or seismic detailing only may be determined as per “[https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]”.
Missouri is divided into four Seismic Design Categories. Most of the state is SDC A which requires minimal seismic design and/or detailing in accordance with SGS (Seismic Zone 1 of LRFD) and “[https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]”.  The other seismic design categories will require a greater amount of seismic design and/or detailing.
For seismic detailing only:
When A<sub>S</sub> is greater than 0.75 then use A<sub>S</sub> = 0.75 for abutment design where required per “[https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]” and [https://www.modot.org/media/47036 SEG 24-01]
For complete seismic analysis:
When A<sub>S</sub> is greater than 0.75 then use A<sub>S</sub> = 0.75 at zero second for seismic analysis and response spectrum curve. See [https://epg.modot.org/forms/general_files/BR/Example-1_SDC_Response_Spectra.docx Example 1_SDC_Response_Spectra]. The other data points on the response spectrum curve shall not be modified.
<div style="float: left; margin-top: 5px; margin: 15px; width:255px; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
'''<u><center>Additional Information</center></u>'''
* [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Retrofit_Flowchart.pdf Bridge Seismic Retrofit Flowchart]
</div>
When existing bridges are identified as needing repairs or maintenance, a decision on whether to include seismic retrofitting in the scope of the project shall be determined per the “[https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Retrofit_Flowchart.pdf Bridge Seismic Retrofit Flowchart]”, the extent of the rehabilitation work and the expected life of the bridge after the work. For example, if the bridge needs painting or deck patching, no retrofitting is recommended. However, redecking or widening the bridge indicates that MoDOT is planning to keep the bridge in the state system with an expected life of at least 30 more years. In these instances, the project core team should consider cost effective methods of retrofitting the existing bridge. Superstructure replacement requires a good substructure and the core team shall decide whether there is sufficient seismic capacity. Follow the design procedures for new or replacement bridges in forming logical comparisons and assessing risk in a rational determination of the scope of a superstructure replacement project specific to the substructure. For example, based on SPC and route, retrofit of the substructure could include seismic detailing only or a complete seismic analysis may be required determine sufficient seismic capacity. Economic analysis should be considered as part of the decision to re-use and retrofit, or re-build. Where practical, make end bents integral and eliminate expansion joints. Seismic isolation systems shall conform to AASHTO Guide Specifications for Seismic Isolation Design 4th Ed. 2023.
Bridge seismic retrofit for widenings shall be in accordance with [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Retrofit_Flowchart.pdf Bridge Seismic Retrofit Flowchart]. Seismic details should only be considered for widenings where they can be practically implemented and where they can be uniformly implemented as not to create significant stress redistribution in the structure. When a complete seismic analysis is required for widenings the existing structure shall be retrofitted and the new structural elements shall be detailed to resist seismic demand.
* '''Seismic Details for Widening (one side):''' When widening the bridge in one direction there is not a significant benefit, and it could be detrimental, to strengthen a new wing or column while ignoring the existing structure. It may be practical to use FRP wrap to retrofit the existing columns to provide a similar level of service to a new column with seismic details, but this will likely require design computations to verify (see below). For SDC C and D, seismic details typically require a T-joint detail in the beam cap and footing, but t-joint details shall be ignored if the existing beam cap is not retrofitted. For abutments it is not practical to dig up an existing wing solely to match the new wing design so the abutment need not be designed for mass inertial forces. SPM, SLE or owner’s representative approval is required to determine the appropriate level of seismic detail implementation.
* '''Seismic Details for Widening (both sides):''' When widening in both directions the wings shall be designed to resist the mass inertial forces. Seismic details shall be added to the new columns in SDC B only if the existing columns can be retrofitted with FRP wrap to provide a similar level of service as discussed below. SDC C and D bridges may be detailed and retrofitted similar to SDC B since retrofitting the beam cap or footing is likely not practical.
* '''Seismic Details for Widening (FRP wrap)''': Carbon or glass fiber reinforced polymer (FRP) composite wrap should be considered to strengthen the factored axial resistance of existing columns. There are limitations to the existing and achievable column factored axial resistance with FRP wrap. The goal of the FRP wrap is to increase the factored axial resistance of the existing column to be not less than the factored axial resistance of the new column with seismic details. If an existing column cannot be retrofitted with FRP wrap to match the factored axial resistance of a new column with seismic details at the same bent then seismic details shall be ignored for all columns in the bridge substructure. See AASHTO Guide Spec for Design of Bonded FRP Systems for Repair and Strengthening of Concrete Bridge Elements, March 2023, 2nd Ed., Appendix A, Example 6 for an example for increasing column factored axial resistance with FRP wrap. Use [[751.50_Standard_Detailing_Notes#I5._Fiber_Reinforced_Polymer_(FRP)_Wrap_–_Intermediate_Bent_Column_Strengthening_for_Seismic_Details_for_Widening._Report_following_notes_on_Intermediate_bent_plan_details.|EPG 751.50 Standard Detailing Notes I5]] on plans to report factored axial resistance of existing column and new column. The flexural resistance of the column is also increased with FRP wrap, but it may not be practical to match the flexural resistance of a new column using existing longitudinal steel.  For additional references, see [[751.40_LFD_Widening_and_Repair#751.40.3.2_Bent_Cap_Shear_Strengthening_using_FRP_Wrap|EPG 751.40.3.2 Bent Cap Shear Strengthening using FRP Wrap]].
===751.40.3.2 Bent Cap Shear Strengthening using FRP Wrap===
{| class="wikitable" style="margin: 0 auto; text-align: center"
|+
| style="background:#BEBEBE" | '''[https://www.modot.org/bridge-standard-drawings Bridge Standard Drawings]'''
|-
| Rehabilitation, Surfacing & Widening; Fiber Reinf. Polymer (FRP) Wrap for Bent Cap Strengthening [RHB08]
|}
Fiber Reinforced Polymer (FRP) wrap may be used for Bent Cap Shear Strengthening. FRP wrap may also be used for seismic retrofit of existing columns, but that procedure is not discussed herein (see [[751.9_Bridge_Seismic_Design#751.9.1_Seismic_Analysis_and_Design_Specifications|EPG 751.9.1 Seismic Analysis and Design Specifications]]).
'''When to strengthen:'''  When increased shear loading on an existing bent cap is required and a structural analysis shows insufficient bent cap shear resistance, bent cap shear strengthening is an option.  An example of when strengthening a bent cap may be required:  removing existing girder hinges and making girders continuous will draw significantly more force to the adjacent bent. An example of when strengthening a bent cap is not required:  redecking a bridge  where analysis shows that the existing bent cap cannot meet capacity for an HS20 truck loading, and the new deck is similar to the old deck and the existing beam is in good shape.
'''How to strengthen:'''  Using FRP systems for shear strengthening follows from the guidelines set forth in ''NCHRP Report 678, Design of FRP System for Strengthening Concrete Girders in Shear''. The method of strengthening, using either discrete strips or continuous sheets, is made optional for the contractor in accordance with ''NCHRP Report 678''.  A Bridge Standard Drawing and Bridge Special Provision have been prepared for including this work on jobs. They can be revised to specify a preferred method of strengthening if desired, strips or continuous sheet.
'''What condition of existing bent cap required for strengthening:'''  If a cap is in poor shape where replacement should be considered, FRP should not be used.  Otherwise, the cap beam can be repaired before applying FRP.  Perform a minimum load check using (1.1DL + 0.75(LL+I))'''*''' on the existing cap beam to prevent catastrophic failure of the beam if the FRP fails (''ACI 440.2R, Guide for the Design and Construction of Externally Bonded FRP, Sections 9.2 and 9.3.3'').  If the factored shear resistance of the cap beam is insufficient for meeting the factored minimum load check, then FRP strengthening should not be used.
   
:: '''*''' ACI 440.2R: ''Guide for the Design and Construction of Externally Bonded FRP''
'''Design force (net shear strength loading):'''  Strengthening a bent cap requires determining the net factored shear loading that the cap beam must carry in excess of its unstrengthened factored shear capacity, or resistance. The FRP system is then designed by the manufacturer to meet this net factored shear load, or design force.  The design force for a bent cap strengthening is calculated considering AASHTO LFD where the factored load is the standard Load Factor Group I load case.  To determine design force that the FRP must carry alone, the factored strength of the bent cap, which is 0.85 x nominal strength according to LFD design, is subtracted out to give the net factored shear load that the FRP must resist by itself.  ''NCHRP Report 678'' is referenced in the special provisions as guidelines for the contractor and the manufacturer to follow.  The report and its examples use AASHTO LRFD.  <u>Regardless, the load factor case is given and it is left to the manufacturer to provide for a satisfactory factor of safety based on their FRP system.</u>
Other References:
:: '''*''' ACI 201.1R: ''Guide for Making a Condition Survey of Concrete in Service''
:: '''*''' ACI 224.1R: ''Causes, Evaluation, and Repair of Cracks in Concrete''
:: '''*''' ACI 364.1R-94: ''Guide for Evaluation of Concrete Structures Prior to Rehabilitation''
:: '''*''' ACI 440.2R-08: ''Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures''
:: '''*''' ACI 503R: ''Use of Epoxy Compounds with Concrete''
:: '''*''' ACI 546R: ''Concrete Repair Guide''
:: '''*''' International Concrete Repair Institute (ICI) ICI 03730: ''Guide for Surface Preparation for the Repair of Deteriorated Concrete Resulting from Reinforcing Steel Corrosion''
:: '''*''' International Concrete Repair Institute (ICI) ICI 03733: ''Guide for Selecting and Specifying Materials for Repairs of Concrete Surfaces''
:: '''*''' NCHRP Report 609: ''Recommended Construction Specifications Process Control Manual for Repair and Retrofit of Concrete Structures Using Bonded FRP Composites''
:: '''*''' AASHTO Guide Spec for Design of Bonded FRP Systems for Repair and Strengthening of Concrete Bridge Elements, March 2023, 2nd Ed.
===I5. Fiber Reinforced Polymer (FRP) Wrap – Intermediate Bent Column Strengthening for Seismic Details for Widening. Report following notes on Intermediate bent plan details.===
'''(I5.1)'''
:Factored axial resistance of new columns = _____ kip and factored axial resistance of existing columns = _____ kip. The factored axial resistance of the existing column with FRP wrap shall not be less than the factored axial resistance of the new columns.
'''(I5.2)''' 
:See special provisions.
----
='''REVISION REQUEST 4036'''=
='''REVISION REQUEST 4036'''=


==106.3.2.93.1 Means of Evaluating Aggregate Alkali Carbonate Reactivity==
==106.3.2.93.1 Means of Evaluating Aggregate Alkali Carbonate Reactivity==
Line 426: Line 15:
A petrographic examination is another means of determining alkali carbonate reactivity.  The sample aggregate for petrographic analysis will be obtained at the same time as the source sample.  MoDOT personnel shall be present at the time of sample.  The petrographic sample shall be placed in an approved tamper-evident container (provided by the quarry) for shipment to petrographer.  Per ASTM C 295, a petrographic examination is to be performed by a petrographer with at least 5 years of experience in petrographic examinations of concrete aggregate including, but not limited to, identification of minerals in aggregate, classification of rock types, and categorizing physical and chemical properties of rocks and minerals.  The petrographer will have completed college level course work in mineralogy, petrography, or optical mineralogy.  MoDOT does not accept on-the-job training by a non-degreed petrographer as qualified to perform petrographical examinations.  MoDOT may request petrographer’s qualifications in addition to the petrographic report.  The procedures in C 295 shall be used to perform the petrographic examination.  The petrographic examination report to MoDOT shall include at a minimum:
A petrographic examination is another means of determining alkali carbonate reactivity.  The sample aggregate for petrographic analysis will be obtained at the same time as the source sample.  MoDOT personnel shall be present at the time of sample.  The petrographic sample shall be placed in an approved tamper-evident container (provided by the quarry) for shipment to petrographer.  Per ASTM C 295, a petrographic examination is to be performed by a petrographer with at least 5 years of experience in petrographic examinations of concrete aggregate including, but not limited to, identification of minerals in aggregate, classification of rock types, and categorizing physical and chemical properties of rocks and minerals.  The petrographer will have completed college level course work in mineralogy, petrography, or optical mineralogy.  MoDOT does not accept on-the-job training by a non-degreed petrographer as qualified to perform petrographical examinations.  MoDOT may request petrographer’s qualifications in addition to the petrographic report.  The procedures in C 295 shall be used to perform the petrographic examination.  The petrographic examination report to MoDOT shall include at a minimum:


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


See flow charts in EPG 106.3.2.93.2 for the approval hierarchy.  See EPG 106.3.2.93.3 for petrographic examination submittals.  No direct payment will be made by the Commission for shipping the petrographic analysis sample to petrographer, or for the petrographic analysis performed by the petrographer.   
See flow charts in EPG 106.3.2.93.2 for the approval hierarchy.  See EPG 106.3.2.93.3 for petrographic examination submittals.  No direct payment will be made by the Commission for shipping the petrographic analysis sample to petrographer, or for the petrographic analysis performed by the petrographer.   
Line 441: Line 30:
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 4038'''=
==1018.5 Laboratory Procedures for Sec 1018==
===1018.5.1 Sample Preparation===
Prior to testing, the sample should be thoroughly mixed, passed through a No.20 [850 mm] sieve, and brought to room temperature. All foreign matter and lumps that do not pulverize easily in the fingers must be discarded.
===1018.5.2 Procedure===
Chemical analysis is to be conducted according to ASTM C114 and MoDOT Test Methods T46 and T91. Original test data and calculations are to be recorded in Laboratory workbooks. Test results are to be recorded through AWP and retained on file in the Laboratory.
Physical tests on the following are to be conducted in accordance with ASTM C311.
:(a) Fineness, 325 (45 mm) sieve analysis  ASTM C430
:(b) Pozzolanic Activity Index (7 day)  ASTM C311
:(c) Water requirement  ASTM C311
:(d) Soundness, autoclave ASTM C311
:(e) Specific Gravity ASTM C311
Original test data and calculations are to be recorded in Laboratory workbooks. Test results are to be recorded through AWP and retained on file in the Laboratory.
===1018.5.3 Source Acceptance===
Samples are to be taken by the manufacturer in accordance with ASTM C311 from the conveyor, after exiting the precipitator collector and prior to entry into the designated storage silo, or where designated by the engineer.
Ash, that is manually sampled and tested every 400 tons, is to be held until the required tests have been run and the results are properly certified and are available for pick up by MoDOT personnel prior to shipment.
Ash, that is continually sampled and tested at a frequency and duration acceptable to the engineer, can be continuously shipped direct from a generating station silo, provided the following minimum criteria are met:
:a. The storage silo has a minimum capacity of two days production or 1000 tons, whichever is the largest.
:b. The storage silo is full, and certified test results on the entire contents are available prior to the first shipment.
:c. The ash quantity in the silo is never less than 400 tons.
:d. A continual inventory of the quantity of ash in silos is maintained within one shift of being correct.
:e. The engineer has free access to station facilities and records necessary to conduct inspection and sampling.
:f. All ash conveyance lines to the designated silo or silos will be sampled after precipitator collector and prior to entry into the designated silo(s) where designated by the engineer.
:g. The generating station personnel handle and expedite all documents required to ship by MoDOT Certification.
===1018.5.4 Plant Inspection===
Qualified fly ash manufacturers and terminals shipping material by certification to Department projects shall be inspected on a regular basis by a representative of the Laboratory. This inspection shall include a review of plant facilities for producing a quality product; plant testing procedures; frequency of tests; plant records of daily test results and shipping information; company certification procedures of silos, bins, and/or shipments; and a discussion of items of mutual interest between the plant and the Department. The Laboratory representative shall coordinate test results and test procedures between the Laboratory and the respective plant laboratory, and investigate associated problems.
All silo or bin certifications and results of complete physical and chemical tests received in the Laboratory are to be checked for specification compliance and to determine if the required certifications have been furnished.
===1018.5.5 Sample Record===
The sample record shall be completed in AASHTOWARE Project (AWP) in accordance with [[:Category:101 Standard Forms #Sample Record, General|AWP MA Sample Record, General]], and shall indicate acceptance, qualified acceptance, or rejection. Appropriate remarks, as described in [[106.20 Reporting|EPG 106.20 Reporting]], are to be included in the remarks to clarify conditions of acceptance or rejections. Test results shall be reported on the appropriate templates under the Tests tab.
----
='''REVISION REQUEST 4041'''=
===751.31.2.4 Column Analysis===
Refer to this article to check slenderness effects in column and the moment magnifier method of column design.  See Structural Project Manager for use of P Delta Analysis.
'''Transverse Reinforcement'''


''Seismic Design Category (SDC) A''
:Columns shall be analyzed as “Tied Columns”.  Unless excessive reinforcement is required, in which case spirals shall be used.


'''Bi-Axial Bending'''
='''REVISION REQUEST 4143'''=
==751.36.5 Design Procedure==
*Structural Analysis
*Geotechnical Analysis
*Drivability Analysis


Use the resultant of longitudinal and transverse moments.
===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]).


'''Slenderness effects in Columns'''
===751.36.5.2 Structural Resistance Factor (ϕ<sub>c</sub> and ϕ<sub>f</sub>) for Strength Limit State===
 
{| style="margin: 1em auto 1em auto"
The slenderness effects shall be considered when:
 
<math>\, \ l_u \ge \frac {22r}{K}</math>
 
Where:
<math>\, \ l_u</math> = unsupported length of column
 
<math>\, \ r</math> = radius of gyration of column cross section
 
<math>\, \ K</math> = effective length factor
 
Effects should be investigated by using either the rigorous P-∆ analysis or the Moment Magnifier Method with consideration of bracing and non-bracing effects.  Use of the moment magnifier method is limited to members with Kl<sub>u</sub>/r ≤ 100, or the diameter of a round column must be ≥ Kl<sub>u</sub>/25. A maximum value of 2.5 for moment magnifier is desirable for efficiency of design. Increase column diameter to reduce the magnifier, if necessary.
 
When a compression member is subjected to bending in both principal directions, the effects of slenderness should be considered in each direction independently.  Instead of calculating two moment magnifiers, <math>\, \delta_b</math> and <math>\, \delta_s</math>, and performing two analyses for M<sub>2b</sub> and M<sub>2s</sub> as described in LRFD 4.5.3.2.2b, the following conservative, simplified moment magnification method in which only a moment magnifier due to sidesway, δ<sub>s</sub>, analysis is required:
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Typical Intermediate Bent.gif]]
</center>
 
<center>'''Typical Intermediate Bent'''</center>
 
 
''General Procedure for Bending in a Principal Direction''
 
::M<sub>c</sub> = δ<sub>s</sub>M<sub>2</sub>
 
::Where:
::M<sub>c</sub> = Magnified column moment about the axis under investigation.
 
::M<sub>2</sub> = value of larger column moment about the axis under investigation due to LRFD Load Combinations.
 
::δ<sub>s</sub> = moment magnification factor for sidesway about the axis under investigation
 
::<math>\, =\cfrac{C_m}{1- \cfrac{\sum P_u }{\phi_k \sum P_e }} \ge 1.0; \ C_m = 1.0 </math>
 
Where:
{|style="text-align:left"
|-
|<math>\, \sum P_u</math> ||=||summation of individual column factored axial loads for a specific Load Combination (kip)
|-
|<math>\, \phi_K</math> ||=||stiffness reduction factor for concrete = 0.75
|-
|<math>\, \sum P_e</math>|| =||summation of individual column Euler buckling loads
|-
|-
|align="right" width="850"|'''LRFD 6.5.4.2'''
|}
|}


<math>\, =\sum {\frac{\pi^2 \ EI}{\left( \ Kl_u \right)^2}}</math>
'''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]].
 
Where:
 
<math>\, \ K</math> = effective length factor = 1.2 min. (see the following figure showing boundary conditions for columns)
 
<math>\, \ l_u</math> = unsupported length of column (in.)
 
<math>\, \ EI = \cfrac{{E_cI_g}{/2.5}}{1+\beta_d}</math>
 
Where:
 
<math>\, \ E_c</math>= concrete modulus of elasticity as defined in [[751.31 Open Concrete Intermediate Bents#751.31.1.1 Material Properties|EPG 751.31.1.1]] (ksi)
 
<math>\, \ I_g</math>= moment of inertia of gross concrete section about the axis under investigation <math>\, (in^4)</math>
 
<math>\, \beta_d</math>= ratio of maximum factored permanent load moments to maximum factored total load moment: always positive
 
 
''Column Moment Parallel to Bent In-Plane Direction''


<math>M_{cy}= \delta_{sy}M_{2y}</math>
'''For pile at all locations where integral end bent simple pile design is not applicable,''' use the following:


<math>l_{uy}</math>= top of footing to top of beam cap
: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>


===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]].


''Column Moment Normal to Bent In-Plane Direction''
'''Geotechnical Resistance Factor, ϕ<sub>stat</sub>:'''


<math>M_{cz}= \delta_{sz}M_{2z}</math>
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.


<math>l_{uz}</math> = top of footing to bottom of beam cap or tie beam and/or top of tie beam to bottom of beam cap
{|border="1" style="text-align:center; width: 750px" cellpadding="5" align="center"  cellspacing="0"
 
|+ '''Table - Static Analysis Resistance Factors used for Pile Length Estimates'''
{| style="margin: auto;"
! Pile Type !! Soil Type !! Static Analysis Method !! Side Friction<sup>1</sup><br><math> \phi_{stat}</math> !! End Bearing<br><math> \phi_{stat}</math>
|-
| Out-of-plane bending<br>Non-integral Bent<sup>1</sup> || [[Image:751.31 Open Concrete Int Bents and Piers- Boundary Conditions for columns-Top Image.gif]] || Out-of-plane bending<br>Integral Bent
|-
|-
| In-plane bending || [[Image:751.31 Open Concrete Int Bents and Piers- Boundary Conditions for columns-Bottom Image.gif]] ||  
| rowspan="4" | '''CIP Piles - Steel Pipe Shells''' || Clay || Alpha - Tomlinson || <math> \phi_{dyn}</math><sup>2</sup> || <math> \phi_{dyn}</math><sup>2</sup>
|-
|-
| colspan="3" | '''Boundary Conditions for Columns'''
| 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
|-
|-
| colspan="3" | <sup>1</sup>A refined procedure may be used to determine a reduced effective length factor (less than 2.1) for<br>intermediate bents where the beam cap is doweled into a concrete superstructure diaphragm. The<br>procedure is outlined at the end of this section.
| LCPC<sup>4</sup> || 0.70 || 0.45
|-
|-
| Schmertmann<sup>5</sup> || 0.50 || 0.50
|}
|}


For telescoping columns, the equivalent moment of inertia, <i>I</i>, and equivalent effective length factor, <i>K</i>, can be estimated as follows:
{|border="0" style="text-align:left; width: 750px" align="center"  cellspacing="0"
 
{| style="margin: auto; text-align: center"
|-
|-
| [[Image:751.31 Open Concrete Int Bents and Piers- Telescoping Columns.gif|center]]
| <sup>1</sup> For mixed soil profiles the lowest applicable resistance factor for clay or sand may be used to simplify the analysis.
|-
| '''Telescoping Columns'''
|-
|-
|}
| <sup>2</sup> ϕ<sub>dyn</sub> = see following section.
 
<math>\, \ I = \frac {\sum \left(l_n I_n \right)}{L}</math>
 
Where:
 
<math>\, l_n</math>= length of column segment <math>\, n</math>
 
<math>\, I_n</math>= moment of inertia of column segment <math>\, n</math>
 
<math>\, L</math>= total length of telescoping column
 
 
'''Equivalent Effective Length Factor'''
 
<math>\, \ K =\sqrt \frac{\pi^2EI}{P_cL^2}</math>
 
Where:
 
<math>\, E</math> = modulus of elasticity of column
 
<math>\, I</math> = equivalent moment of inertia of column
 
<math>\,L</math> = total length of telescoping column
 
<math>\, P_c</math> =elastic buckling load solved from the equations given by the following boundary conditions:
 
Warning: The following equations were developed assuming equal column segment lengths. When the segment lengths become disproportionate other methods should be used to verify P<sub>c</sub>.
 
 
<center>
''Fixed-Fixed Condition''
 
[[Image:751.31 Open Concrete Int Bents and Piers- Columns Fixed-Fixed Condition.gif]]
 
 
<math>\, \left(a_1 + a_2 \right) \bigg[ \left(d_1 + d_2 \right) - P_c \Big( \frac{1}{l_1} + \frac{1}{l_2} \Big) \bigg]- \left(c_1 - c_2 \right)^2 = 0</math>
 
{|
|-
|-
|<math>\, a_1</math>||<math>\, = \frac{4EI_1}{l_1}</math>||width="100"|&nbsp;||<math>\, a_2</math>||<math>\, =\frac{4EI_2}{l_2}</math>
| <sup>3</sup>The Nordlund method is recommended for sand layers in mixed soil profiles where CPT data is not available.
|-
|-
|<math>\, c_1</math>||<math>\, = \frac{6EI_1}{{l_1}^2}</math>||&nbsp;||<math>\, c_2</math>||<math>\, =\frac{6EI_2}{{l_2}^2}</math>
| <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.
|-
|-
|<math>\, d_1</math>||<math>\, = \frac{12EI_1}{{l_1}^3}</math>||&nbsp;||<math>\, d_2</math>||<math>\, = \frac{12EI_2}{{l_2}^3}</math>
| <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].
|}
|}


'''Driving Resistance Factor, ϕ<sub>dyn</sub>:'''


''Hinged-Fixed Condition''
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.  
 
[[Image:751.31 Open Concrete Int Bents and Piers- Columns Hinged-Fixed Condition.gif]]
</center>


{|align="center"
{|border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
|-
! Pile Driving Verification Method !! Resistance Factor,<br/><math> \phi_{dyn}</math>
|<math>\, \left(a_2 \right) \left(a_1 + a_2 \right) \bigg[ \left(d_1 + d_2 \right) - P_c \Big( \frac{1}{l_1} + \frac{1}{l_2} \Big) \bigg]- \left(2b_2c_2 \right) \left(c_2 - c_1 \right) </math>
|-
|-
|<math>- \left(b_2 \right)^2 \bigg[ \left(d_1 + d_2 \right) - P_c \Big( \frac{1}{l_1} + \frac{1}{l_2} \Big) \bigg]- \left(a_2 \right) \left(c_2 - c_1 \right)^2</math>
| FHWA-modified Gates Dynamic Pile Formula<br/>(End of Drive condition only) || 0.40
|-
|-
|<math>- \left(c_2 \right)^2 \left(a_2 + a_1 \right) = 0 </math>
| Wave Equation Analysis (WEAP) || 0.50
|}
 
Where:
{|
|-
|-
|<math>\, b_1</math>||<math>\, = \frac{2EI_1}{l_1}</math>||width="100"|&nbsp;||<math>\, b_2</math>||<math>\, =\frac{2EI_2}{l_2}</math>
| Dynamic Testing (PDA) on 1 to 10% piles || 0.65
|-
|-
| Other methods || Refer to LRFD Table 10.5.5.2.3-1
|}
|}


<math>\, a_1, a_2, c_1, c_2, d_1,</math> and <math>\, d_2</math> are defined in the previous equations.
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.


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.


<center>
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.
''Fixed-Fixed with Lateral Movement Condition''


[[Image:751.31 Open Concrete Int Bents and Piers- Fixed-Fixed Lateral Movement Condition.gif]]
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.
</center>
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].


{|align="center"
===751.36.5.4 Downdrag and Losses to Geotechnical Resistance due to Scour and Liquefaction===
|-
|<math>\, \bigg[(d_1 + d_2) - \frac{(c_2 - c_1)^2}{a_1 + a_2} - P_c \Bigg( \frac{1}{l_1} + \frac{1}{l_2} \Bigg) \bigg] \bigg[d_2 - \frac{{c_2}^2}{a_1 + a_2} - P_c \Bigg(\frac {1}{l_2} \Bigg) \Bigg]</math>
|-
|<math>- \Bigg[(-d_2) + \frac{c_2 (c_2 - c_1)}{a_1 + a_2} + P_c \Bigg(\frac{1}{l_2} \Bigg) \Bigg]^2 = 0</math>
|}
 
Where:
 
<math>\, a_1, a_2, b_1, b_2, c_1, c_2, d_1,</math> and <math>\, d_2</math> are defined in the previous equations.
 
 
<center>
''Fixed-Free with Lateral Movement Condition''


[[Image:751.31 Open Concrete Int Bents and Piers- Fixed-Free Lateral Movement Condition.gif]]
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.'''
</center>


{|align="center"
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.
|-
|<math>\, \Bigg[ (d_1 + d_2) - P_c \Bigg( \frac{1}{l_1} + \frac{1}{l_2} \Bigg) - \frac{A_1}{\beta} \Bigg] \Bigg[ d_2 - \frac{P_c}{l_2} - \frac{A_3}{\beta} \Bigg]</math>
|-
|<math>\, - \Bigg[(-d_2) + \frac{P_c}{l_2} - \frac{A_2}{\beta} \Bigg]^2 = 0</math>
|}


Where:
===751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile ===
{|
|<math>\, \beta</math>|| <math>\, = (a_2)(a_1 + a_2) - ( b_2)^2</math>
|-
|<math>\, A_1</math>|| <math>\, = (c_1 - c_2)[a_2(c_1 - c_2) + (b_2c_2)] + (c_2)[b_2(c_1 - c_2) + (c_2)(a_1 + a_2)]</math>
|-
|<math>\, A_2</math>|| <math>\, = (c_1 - c_2)[(a_2c_2) - (b_2c_2)] + (c_2)[(b_2c_2) - (c_2)(a_1 + a_2)]</math>
|-
|<math>\, A_3</math>|| <math>\, = (c_2)[(a_2c_2) - (2b_2c_2) + (c_2)(a_1 + a_2)]</math>
|-
|colspan="2"|&nbsp;
|-
|colspan="2"|<math>\, a_1, a_2, b_1, b_2, c_1, c_2, d_1,</math> and <math>\, d_2</math> are defined in the previous equations.
|}


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.


'''Refined Effective Length Factor for Out-of-plane Bending'''  
'''Structural Steel HP Piles'''


The following procedure may be used to reduce the effective length factor for column or pile bents where the beam cap is doweled into a concrete superstructure diaphragm. This procedure is applicable for out-of-plane bending only. The less stiff the substructure the larger the benefit expected from this procedure.
:<math>\, PNDC = 0.66^\lambda F_y A_S</math>


The equation for rotational stiffness assumes the dowel bars are fully bonded in the superstructure and beam. To utilize this procedure the dowel bars shall be developed l<sub>d</sub> min into diaphragm and beam but shall not extend into slab and shall clear bottom of beam by 3 inches minimum. Dowel bars shall not be hooked to meet development requirements.
:Since we are assuming the piles are continuously braced, then <math>\,\lambda</math>= 0.  


{| style="margin: auto; text-align: center"
:{|
|-
|<math>\, F_y</math>||is the yield strength of the pile
| [[image:751.31.2.4_09-2025.png|200px|center]]
|-
| SECTION THRU KEY
|-
|-
|<math>\, A_S</math>||is the area of the steel pile
|}
|}
The following procedure is developed for the most common substructure type (columns on drilled shafts). This procedure is greatly simplified for non-telescoping column bents and pile bents.


'''Step 1''' – Determine the rotational stiffness at top of bent per ft length of diaphragm, <math>R_{ki}</math>
'''Welded or Seamless Steel Shell (Pipe) Cast-In-Place Piles (CIP Piles)'''


:: <math>R_{ki}</math> = -12500 + 300A<sub>d</sub> + 600D<sub>W</sub> – 150 x  θ
:<math>\, PNDC = 0.85 f'_c Ac+F_y A_{st}</math>


Where:
:{|
{|
|<math>\, F_y</math>||is the yield strength of the pipe pile
|-
|-
| style="text-align: right" | <math>R_{ki}</math> || = rotational stiffness at top of bent per ft length of diaphragm (k-ft/rad per ft)
|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.)
|-
|-
| style="text-align: right" | <math>A_{d}</math> || = total area of dowel bars (in2)
|<math>\, f'_c</math>||is the concrete compressive strength at 28 days
|-
| style="text-align: right" | <math>D_{W}</math> || = diaphragm width between girders and normal to bent (in)
|-
| style="text-align: right" | <math>\theta</math> || = skew angle of bent (deg.)
|-
|-
|<math>\, Ac</math>|| is the area of the concrete inside the pipe pile
|}
|}


'''Step 2''' – Determine the rotational stiffness at top of column, <math>R_{kb}</math>
:Maximum Load during pile driving = <math>\, 0.90 (f_y A_{st})</math>


To determine the rotational stiffness at top of column, the rotational stiffness at top of bent, <math>R_{ki}</math>, shall be multiplied by the beam cap length and divided by the number of columns. The beam cap length is substituted for the diaphragm length to simplify the calculations and has a marginal affect on the final result.
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.


:: <math>R_{kb}\, =\, \frac{R_{ki}\, (\text{beam cap length})}{(\text{No. Columns})}</math>
===751.36.5.6 Preliminary Factored Axial Design Capacity (PFDC) of an Individual Pile ===


'''Step 3''' – Determine the buckling load assuming no rotational stiffness at top, <math>P_{co}</math>
:PFDC = Structural Factored Axial Compressive Resistance – Factored Downdrag Load


''For a non-telescoping column on footing or pile with in-ground point of fixity:''
===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.


Note: this step is not required for a non-telescoping column or pile bent but shown here for completeness.
=====751.36.5.7.1.1 Design Values for Individual HP Pile=====


:: <math>P_{co}\, =\, \frac{\pi^2EI}{4L^2}\, \, \, \text{... Note: assumes K= 2.0}</math>  
<center>
 
F<sub>y</sub> = 50 ksi. End Bearing Piles (HP piles) anticipated to be driven to rock.
Where:
{|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
|-
|-
| style="text-align: right" | <math>P_{co}</math> || = initial buckling load assuming no rotational stiffness at top of bent (k)
|HP 12x53|| 15.5|| 775|| 0.35|| 271|| 45.00
|-
|-
| style="text-align: right" | <math>E</math> || = modulus of elasticity of column or pile (ksi)
|HP 14x73|| 21.4|| 1070|| 0.35|| 375|| 45.00
|-
| style="text-align: right" | <math>I</math> || = moment of inertia of column or pile for out-of-plane bending (in4)
|-
| style="text-align: right" | <math>L</math> || = length between point of fixity and top of beam cap (in)
|-
|-
|colspan="6" align="left"|'''<sup>1</sup>''' Structural Nominal Axial Compressive Resistance for fully embedded piles only. <br/><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Minimum Nominal Axial Compressive Resistance  =  Required nominal driving resistance, R<sub>ndr</sub><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; = (Maximum factored axial loads / ϕ<sub>dyn</sub>) ≤ Structural nominal axial compressive resistance, PNDC &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;LRFD 10.5.5.2.3<br/><br/>
'''<sup>2</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.
<br/><br/>'''<sup>3</sup>''' Maximum factored axial load per pile  ≤  Structural factored axial compressive resistance.
<br/><br/>'''<sup>4</sup>''' Values are applicable for Strength Limit States.
<br/><br/>'''<sup>5</sup>''' Use (Φ<sub>c</sub>) = 0.35 instead of 0.5 for structural resistance factor (LRFD 6.5.4.2)
<br/><br/><br/>'''Notes:
<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD Table 10.5.5.2.3-1
<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]]. 
<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42.  Do not show minimum hammer energy on plans.
<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]]
<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|}
|}
</center>


''For a telescoping column:''
=====751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile=====


As noted above the equations provided for determining the buckling load of telescoping columns are not accurate for diverging segment lengths. The following equation is provided and may be used for the fixed-free with lateral movement condition.
<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
:: <math>P_{co}\, =\, \frac{\pi^2EI_2}{4L^2}\, \frac{1}{\frac{l_2}{L} + \frac{l_1 I_2}{LI_1} - \frac{1}{\pi} \left ( \frac{I_2}{I_1} - 1 \right ) sin \frac{\pi l_2}{L}} \, \text{... fixed-free with lateral movement}</math>
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
 
Where:
{|
|-
|-
| <math>E = \frac{\sum(l_n E_n)}{L}</math>  
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup>
|-
|-
| <math>l_1, l_2, I_1, I_2 \text{ and } L \text{  are shown in the figures above.}</math>
! 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
|-
|}
 
'''Step 4''' – Determine the equivalent moment of inertia for a non-telescoping column using <math>P_{co}</math>
 
:: <math>I_{eq}\, =\, \frac{P_{co} 4 L^2}{E\pi^2}\, \, \, \text{... Note: assumes K= 2.0}</math>
 
Note: This step is only required for telescoping columns.
 
'''Step 5''' – Determine ideal k
 
A bilinear approximation is used to determine the ideal effective length factor for out-of-plane bending, <math>k</math>.
 
:: <math>
k =
\begin{cases}
2.000 - 0.3135 \left ( \frac{R_{kb}L}{EI_{eq}} \right ) for\, \frac{R_{kb}L}{EI_{eq}} < 2\\
1.428 - 0.0275 \left ( \frac{R_{kb}L}{EI_{eq}} \right ) for\, \frac{R_{kb}L}{EI_{eq}} < 2
\end{cases}
</math>
 
Note: <math>I_{eq} = I</math> for non-telescoping columns or piles
 
[[image:751.31.2.4_10-2025.png|400px|center]]
<center>'''Graphical Approximation of k-factor'''</center>
 
'''Step 6''' – Adjust <math>k</math> for design
 
The effective length factor for out-of-plane bending requires an adjustment for design conditions.  
 
:: <math>K\, =\, \frac{2.1k}{2.0}</math>
 
K=2.1k/2.0
 
'''Step 7''' – Determine refined buckling load
 
The buckling load can be calculated using the equivalent non-telescoping column moment of inertia.
 
:: <math>P_{c}\, =\, \frac{\pi^2EI_{eq}}{(KL)^2}</math>
 
 
 
----
 
 
='''REVISION REQUEST 4046'''=
 
==751.21.2 Design==
The design shall be in accordance with the appropriate design guidance found in [[751.22 Prestressed Concrete I Girders#751.22.2 Design|EPG 751.22.2 Design]] except as specified in this article.
 
===751.21.2.1 Distribution Factors===
'''Deck Superstructure Type (LRFD 4.6.2.2.1)'''
 
Spread beams (including voided slab beams) are considered as precast concrete boxes supporting components with a cast-in-place concrete slab deck, typical cross-section (b).
 
Adjacent beams composite with a reinforced concrete slab are considered as precast solid, voided, or cellular concrete boxes with shear keys supporting components with a cast-in-place concrete overlay deck, typical cross-section (f).
 
Adjacent beams with an asphalt wearing surface shall be considered as precast solid, voided, or cellular concrete box with shear keys and with or without transverse post-tensioning supporting components with an integral concrete deck, typical cross-section (g).
 
'''LRFD Exception for Shallow Spread Beams'''
 
The live load distribution factor for moment in interior beams specified for spread beams greater than or equal to 18 inches may be used for the 15- and 17-inch spread beams.
 
===751.21.2.2 Pretensioned Anchorage Zones===
The bursting and spalling resistance in the ends of box beams shall be provided by vertical reinforcement (U1, S4 and S5 bars). The bursting and spalling resistance shall be based on LRFD 5.9.4.4.1 splitting resistance but modified based on strut-and-tie modeling developed by Davis, Buckner and Ozyildirimon (Dunkman et al. 2009).
 
The bursting and spalling resistance (Pr) at the service limit state shall meet both of the following:
 
:Within h/3 from the end of beam:
:''P<sub>r</sub>'' = ''f<sub>s</sub>A<sub>s</sub>'' ≥ 0.0375''f<sub>pbt</sub>''
:Within 3h/4 from the end of beam:
:''P<sub>r</sub>'' = ''f<sub>s</sub>A<sub>s</sub>'' ≥ 0.06''f<sub>pbt</sub>''
 
Where:
:''f<sub>s</sub>'' = Stress in mild steel not exceeding 20 ksi
:''A<sub>s</sub>'' = Total area of vertical reinforcement within specified distances; where h is overall beam height.
:''f<sub>pbt</sub>'' = Prestressing force immediately prior to transfer
 
'''Confinement Reinforcement'''
 
In accordance with LRFD Article 5.9.4.4.2 confinement reinforcement is not required for box beams and voided and solid slab beams. Rather the provided top and bottom transverse reinforcement shall be anchored into the web of the beam.
 
===751.21.2.3 Temporary Tensile Stress Reinforcement===
The #5-A1 and #4-A2 bars shall resist the tensile force in a cracked section computed on the basis of an uncracked section.
 
Required Steel Area: A1 + A2 = ''T<sub>f</sub>/f<sub>s</sub>
 
Where:
:''f<sub>s</sub>'' = 0.5fy ≤ 30 ksi, allowable tension stress of mild steel, (ksi)
:''T<sub>f</sub>'' = Resultant of total tensile force computed on the basis of an uncracked section, (kips)
 
Designer shall verify the A2 bars are actually in tension before including them in the check. Additional A1 bars may be needed where there isn’t enough deadload to put the top of the beam into compression.
 
Reinforcement shall be designed and spliced using f’ci in accordance with [[751.5 Structural Detailing Guidelines#751.5.9.2.8 Development and Lap Splices|EPG 751.5.9.2.8 Development and Lap Splices]].
 
===751.21.2.4 Limiting Tensile Stresses===
For prestressed beams made continuous and where the A1 and A2 reinforcement is proportioned as stated above:
 
The limiting tensile stress after losses at the top of beams near interior supports is
 
0.24√f’c …(Service III)
 
The above stress limit shall be checked even though the PS beam is designed as a reinforced concrete member at regions of negative flexure.
 
 
The limiting tensile stress after losses near the midspan of beams is
 
0.19√f’c ≤ 0.6 ksi …(Service III)
 
 
The limiting tensile stress before losses at the top of beams is
 
0.24√f’ci
 
 
 
===751.22.2.3 Flexure===
Flexure capacity of girders shall be determined as the following.
 
'''Flexural resistance at strength limit state'''<br/>
 
<math>\,M_r = \phi M_n \ge M_u</math>
 
Where:
{|border="0" cellpadding="5"
|<math>\,M_r</math>||=||Flexural resistance
|-
|<math>\,M_n</math>||=||Nominal flexural resistance
|-
|<math>\,M_u</math>||=||Total factored moment from Strength I load combination
|-
|valign="top"|<math>\, \phi</math>
|valign="top"|=
|Flexural resistance factor as calculated in LRFD 5.5.4.2
|}
 
 
'''Negative moment reinforcement design'''
 
P/S I-girder shall be designed as a reinforced concrete section at regions of negative flexures (i.e., negative moments).
 
At least one-third of the total tensile reinforcement provided for negative moment at the support shall have an embedment length beyond the point of inflection not less than the specified development length of the bars used.
 
Slab longitudinal reinforcement that contributes to making the precast beam continuous over an intermediate bent shall be anchored in regions of the slab that can be shown to be crack-free at strength limit states.  This reinforcement anchorage shall be staggered.  Regular longitudinal slab reinforcement may be utilized as part of the total longitudinal reinforcement required.
 
 
'''Effective Slab Thickness '''
 
An effective slab thickness shall be used for design by deducting from the actual slab thickness a 1” integral, sacrificial wearing surface.
 
 
<div id="Design A1 reinforcement in the top flange"></div>
 
'''Design A1 reinforcement in the top flange '''
 
The A1 reinforcement shall resist the tensile force in a cracked section computed on the basis of an uncracked section.
 
For I girders and bulb-tee girders, A1 reinforcement shall consist of deformed bars (minimum #5 for Type 2, 3 and 4 and minimum #6 for Type 6, 7 and 8).
 
For NU girders, A1 reinforcement shall consist of the four 3/8-inch diameter reinforcement support strands with deformed bars added only as needed. The WWR in the top flange shall not be used for A1 reinforcement because there is insufficient clearance to splice the WWR.
 
See guidance on [https://www.modot.org/bridge-standard-drawings Bridge Standard Drawings (Prestressed I-Girders - PSI)] for required lap lengths, if required.
 
 
Required steel area is equal to:
 
<math>\,A1=\frac{T_t}{f_s}</math>
 
Where:
{|
|<math>\, f_s</math>||= <math>\, 0.5 f_y \le 30 KSI</math>, allowable tensile stress of mild steel, (ksi)
|-
|<math>T_t</math>||= Resultant of total tensile force computed on the basis of an uncracked section, (kips)
|}
 
 
'''Limits for reinforcement'''
 
The following criteria shall be considered only at composite stage.
 
Minimum amount of prestressed and non-prestressed tensile reinforcement shall be so that the factored flexural resistance, ''M<sub>r''</sub>, is at least equal to the lesser of:<br/>
 
::1) M<sub>cr</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD Eq. 5.6.3.3-1
::2) 1.33M<sub>u</sub>
 
Where:
{|border="0" cellpadding="5"
|-
|-
|M<sub>cr</sub>||=||Cracking moment, (kip-in.)
| rowspan="2" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 323 || 831
|-
|-
|M<sub>u</sub> ||=||Total factored moment from Strength I load combination,  (kip-in.)
| 12.75 || 0.625<sup>9</sup> || 0.55 || 22.84 || 1142 || 400 || 1028
|}
 
 
'''Limiting tensile stress'''
 
For prestressed girders made continuous and where the A1 reinforcement is proportioned as stated above:
 
The limiting tensile stress after losses at the top of girders near interior supports is
 
0.24√f’c …(Service III)
 
The above stress limit shall be checked even though the PS girder is designed as a reinforced concrete member at regions of negative flexure.
 
 
The limiting tensile stress after losses near the midspan of girders is
 
0.19√f’c ≤ 0.6 ksi …(Service III)
 
 
The limiting tensile stress before losses at the top of girders is
 
0.24√f’ci
 
 
 
 
----
 
='''REVISION REQUEST 4047'''=
 
<big><big>'''NEED TRACK CHANGES DOCUMENTS'''</big></big>
 
----
 
 
='''REVISION REQUEST 4057'''=
 
=='''EPG 626.1 Edgeline Rumble Strips'''==
 
[[image:626 Edgeline Rumble Strips.jpg|right|350px|thumb|<center>'''Edgeline Rumble Strips'''</center>]]
 
Edgeline rumble strips are used to enhance [http://www.modot.mo.gov/safety safety] on every paved [[231.4 Shoulder Width|shoulder]] at least 2 ft. wide, unless the shoulder has a curbed section or is intended to be used as a future travel lane.  Rumble strips are omitted where the posted speed is less than 50 mph.  All [[media:144 Major Highway System 2022.pdf|major roads]] will have edgeline rumble strips unless the posted speed is less than 50 mph. 
 
In most situations, edgeline [[:category:620 Pavement Marking|pavement marking]] material is sprayed over the milled rumble strip, creating what is referred to as a “rumble stripe.” (See [https://www.modot.org/media/16896 Standard Plan 620.00].) Any deviation from this typical application shall be submitted as a design exception.
 
Where full depth pavement extends beyond the travel lane and into the shoulder area at least 12 inches (e.g., pavement widths 13 ft. or greater), the rumble stripe should be placed in the full depth section of widened pavement (see [https://www.modot.org/media/16900 Standard Plan 626.00]).
 
When resurfacing and milling rumbles, the roadway surface course asphalt mix used for the travel lanes should extend a minimum of 18 inches beyond the edge of the travel lane and onto the shoulder so that the rumble strip is milled into the roadway surface course mix. (See [[:Other Aspects of Pavement Design#Shoulder Surface|EPG Shoulder Surface]] for additional monolithic shoulder paving guidance.) Edgeline rumbles should not be milled into existing asphalt shoulder pavement due to oxidization and potential raveling.
 
Where the width of full depth pavement does not extend at least one (1) foot onto the shoulder, and the rumble strip must be placed on, or partially on, a shoulder with less than full depth pavement, as indicated on Std. Plan 626.00 (≤ 12’ Pavement Structure), the condition and depth of the shoulder structure should be evaluated prior to determining the location of the edgeline. If the shoulder condition and depth is deemed adequate to support routine off-tracking of traffic onto the rumble strip, the edgeline stripe should be placed over the rumble strip as shown in the standard plans (i.e., rumble stripe). If evidence suggests the shoulder condition or depth is inadequate to support routine off-tracking of traffic onto the rumble strip, placement of the edgeline stripe and rumble strip may be considered as follows:
 
* For major roads, the edgeline stripe should be placed in the travel lane with the rumble strip placed 4 inches beyond the edgeline stripe. The rumble strip should not be moved further out from the centerline. A design exception shall be submitted when separating the edgeline stripe from the rumble strip. See [[231.4 Shoulder Width|EPG 231.4 Shoulder Width]] for recommended shoulder widths. 
* For minor roads, a mini rumble strip (6 inches wide) should be placed along the edge of the travel lane structure provided sufficient driving width remains. If sufficient driving width cannot be achieved, rumble strips should not be used.  When a centerline rumble is not used, sufficient driving width is defined as having a minimum of 10 ft. between the centerline joint and the inside edge of the edgeline rumble.  When a centerline rumble is used, sufficient driving width is defined as having a minimum of 10 ft. between the edge of the centerline rumble and the inside edge of the edgeline rumble.  The edgeline stripe (4 inches) should be placed over the inside edge of the mini rumble strip (i.e., mini rumble stripe).
* '''District Responsibility.''' Collaboration with the Central Office Highway Safety and Traffic Division and the Design Division is necessary prior to approval of a design exception to omit or modify these system-wide safety improvements (such as rumble strips) on a project. Design exceptions should include documentation of the crash history and safety analysis of the route, or segment of the route, where the design exception is being applied.
 
In urban areas, where the rumble noise has been identified as a significant issue, the preferred method of mitigation is to place the edgeline stripe on the edge of the travel lane and the rumble strip 1 ft. onto the shoulder pavement. In areas where this is insufficient to mitigate noise concerns, rumble strips may be omitted for short sections, by [[131.1 Design Exception Process|design exception]] only.
 
<div style="float:left; margin-top: 5px; margin-right: 15px; width:400px; font-size: 95%; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
'''<u><center>Safety Results</center></u>'''
<center>2-ft. Shoulder with Rumble Strips</center>
 
* [https://epg.modot.org/forms/general_files/TS/Crash_Modification_Factors_for_combined_treatments_of_rural_two-lane_roads.pdf Summary for 2ft Shoulder with Rumble.pdf Summary, 2015]
* [http://sp/sites/ts/safety/tes/Lists/Announcements/Attachments/3/2015.08.05_MoDOT_CMF_Tech_Memo.pdf Tech Memo, 2015]
 
:'''See also:''' [http://www.modot.gov/services/OR/byDate.htm Research Publications]
</div>
 
In order to maintain the integrity of the rumble strip and the pavement, the pavement material must be either concrete or the top lift of bituminous material must be at least 1 inch thick. Edgeline rumble strips are to be milled into bituminous and portland cement concrete. Edgeline rumble strips are omitted through side road approaches, entrances, and median crossovers as shown in Standard Plan 626.00. Edgeline rumble strips should be omitted on bridges and on ramps for diamond, single point, partial cloverleaf, and similar types of interchanges, but may be considered on longer ramps for directional or other large interchanges. The length of edgeline rumble strip installation is to be estimated and pay items provided.
 
<!-- [[Category:626 Rumble Strips]] -->
 
 
=='''EPG 626.2 Centerline Rumble Strips'''==
 
[[Image:626.2_Median_Rumble_Strip_passing_10-22.jpg|right|400px|thumb|<center>''' Example of a Median Rumble Strip with Passing Lanes'''</center>]]
 
[[Image:626.2 Centerline Rumble Strip Marking for Two Lane Roadway_10-22.jpg|left| 200px|thumb|<center>''' Centerline Rumble Strip Marking for Two-Lane Roadway'''</center>]]
 
[[image:626.2 Passing Lane Centerline Rumble Strip marking_10-22.jpg|left| 275px|thumb|<center>'''[[232.2 Passing Lanes|Passing Lane]] Centerline Rumble Strip Marking'''</center>]]
 
All two-lane [[media:144 Major Highway System 2022.pdf|major roads]] with new pavement will have centerline rumble strips (see figure at right) unless the posted speed is less than 50 mph.  Centerline rumble strips are provided on all major two-lane roads, and on minor roads with a cross-centerline [https://www.modot.org/about-traffic-safety crash history].  Rumble strips on a centerline have been shown to reduce head-on crashes by alerting drivers that they are leaving their lane of travel.  On roadways with a travelway width of 20 ft. or less, centerline rumble strips become obtrusive and are not recommended.
 
As with edgeline rumble strips, pavement marking material is sprayed over the centerline rumble strip, creating what is often called a “rumble stripe.” 
 
Rumble strips in the median of typical passing lane roadways (see [https://www.modot.org/media/16900 Std. Plan 626.00 Rumble Strips]) vary somewhat from centerline rumble strips on typical two-lane roadways (see figure, to the left).  Passing lanes can operate effectively with no separation between opposing lanes of travel.  While no separation is required, AASHTO guidance recommends that some separation, however small, between the lanes in opposite directions of travel is desirable.  Therefore, a flush median separation of a minimum of 3 ft. between the opposing directions of travel is required on new passing lane roadways retrofitted on existing alignment and a minimum median separation width of 4 feet on any passing lane roadway constructed on new alignment (See Std. Plan 620.00 for pavement marking details and Std. Plan 626.00 for rumble strip details).
 
In order to maintain the integrity of the rumble strip and the pavement, the pavement material must be either concrete or the top lift of bituminous material must be at least 1 inch thick.  Centerline rumble strips are not to be placed on bridges or within the limits of an intersection with left turn lanes.  The limits of the intersection are defined by the beginning of the tapers for the left turn lanes. The length of centerline rumble strip installation should be estimated and pay items provided.
 
 
<!-- [[Category:626 Rumble Strips]] -->
 
<br> <br> <br> <br> <br> <br> <br> <br> <br> <br> <br> <br>
----
 
='''REVISION REQUEST 4060'''=
 
==902.5.43 Power Outages at Signalized Intersections==
 
===902.5.43.1 Temporary Stop Signs at Signalized Intersections===
'''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. 
 
'''Standard.''' If used, such signs shall remain at the intersection until power at the non-functioning signalized intersection has been restored (see [[#902.5.43.1.4 Recovery|EPG 902.5.43.1.4 Recovery]]).
 
====902.5.43.1.1 Conditions For Use====
'''Guidance.''' TSS may be erected at locations where a signalized intersection is non-functioning. A non-functioning signalized intersection is defined as an intersection that is equipped with a traffic signal that is damaged and/or without power which cannot display proper indications to control traffic.
 
After verifying that the signal is non-functioning, Districts should contact the appropriate utility company to notify them of the power outage, if applicable, and to determine if power will be restored in a reasonable amount of time (at the District’s discretion). If used, the TSS should be deployed as soon as practical depending on location of the signalized intersection and the stored TSS. Districts should also request police assistance for traffic control if they are not already present at the site or aware of the power outage. Outside of normal business hours, it might be necessary for the electrician or maintenance personnel to directly contact the highway patrol or local police and the power company. When a signalized intersection is non-functioning, then TSS may be installed when one of the following conditions is met:
* When the traffic signal is both damaged and without power, or
* When the traffic signal is without power and restoration of power using an alternate power source is not possible.
 
'''Standard.''' When TSS are utilized at a signalized intersection that is non-functioning, the District shall decide whether the power shall be disconnected or whether the signal should be switched to flash to avoid conflicts when power is restored.  If switched to flash, the flash shall be red-red since TSS will be installed on all approaches, if used, at a signalized intersection without power (dark signals are to be treated like a 4-way stop according to the Missouri Driver’s Guide).  The TSS shall not be displayed at the same time as any signal indication is displayed other than a flashing red. 
 
A request shall be made of the nearest maintenance building, emergency responder, or external emergency responder (whomever stores the TSS) to bring stop signs to the intersection.  Personnel or emergency responders instructed in signal operation shall disconnect the power or switch the signal to flash operation (external emergency responders will do this in the signal cabinet police door) before placing the TSS.  Without this change in operation, the traffic signal could return to steady (stop-and-go) mode within seconds after the signal is repaired or power is restored, which would cause conflicts between the signal and the TSS (conflicting green or yellow indications with a stop sign for the same approach).  The signal shall be visible to traffic on all approaches and all these approaches will flash upon restoration of power (see EPG 902.5.43.2 for more information regarding Startup from Dark). 
 
'''Guidance.''' When law enforcement is present at a non-functioning signalized intersection to direct traffic, then the TSS that have been placed should be covered or removed to avoid conflicts (the law enforcements authority supersedes the TSS). 
 
'''Option.''' If it has been determined that the power outage will last for an extended amount of time (at the district’s discretion) the signal heads may be covered to reduce the confusion of approaching motorists.
 
'''Guidance.''' If signal heads are covered, the appropriate enforcement agency should be advised and asked to occasionally monitor the intersection.  Also, the power company should be advised and asked to notify proper personnel when the power is restored.
 
====902.5.43.1.2 Location and Placement====
'''Standard.''' The signalized intersection locations for installation of TSS shall meet the conditions of use in EPG 902.5.43.1.1 and shall be at the discretion of the district.
 
'''Guidance.''' The installation of TSS should be prioritized as follows (as applicable to each district): 
# Signals with railroad preemption
# Signals with a speed limit greater than 50 mph
# Signals with a high accident rate
# Intersections difficult to flag or require multiple flaggers (non-routine roadway configurations/geometry, SPUIs, multi-lane approaches, etc.)
# Signals with high volumes (freeway type off-ramps, major roadways, etc.)
# Signals with frequent power outages
# Signals located at schools. 
 
'''Standard.''' When used, TSS shall be placed in a location where they are visible to all lanes on all roadways. On two-way roadways, stop signs shall be erected on the right-hand side of all approaches. On divided highways, stop signs shall be erected on both the right and, if possible, on the left-hand side or at location for best visibility of all approaches.
 
'''Guidance.''' If the power outage is widespread, additional personnel should be requested to help with the placement of the signs.
 
====902.5.43.1.3 Storage and Distribution====
'''Standard.''' TSS shall be distributed by the district to the district’s maintenance personnel or emergency responders or external emergency responders on an as-needed basis.  It shall be the responsibility of the district to develop a means of distribution.
 
====902.5.43.1.4 Recovery====
'''Standard.''' TSS shall remain at the intersection until power at the non-functioning signalized intersection has been restored.  Power will remain disconnected or the signal will flash until TSS are removed.  Immediately following TSS removal, personnel or emergency responders instructed in signal operation shall restore signal operation in accordance with the procedures set forth in EPG 902.5.43.2 Steady (stop-and-go) Mode for transition to steady (stop-and-go) mode.
 
The recovery of the TSS shall be accomplished by using the district’s maintenance personnel or emergency responders or external emergency responders by either of the following:
* Complete removal from each intersection.
* Stockpiling outside of the intersection to avoid conflicts with the signalized intersection (stockpiled signs shall not be faced towards the traveling public and stored not to damage sheeting) and stored in a location to not become a roadside hazard.
 
===902.5.43.2 Start up from Dark at Signalized Intersections===
'''Standard.''' When a signalized intersection has been damaged and/or is without power the district shall have either disconnected the power or switched the signal to flash to avoid conflicts when power is restored.  If switched to flash, the flash shall be red-red since TSS will be installed on all approaches, if used, at a signalized intersection without power (dark signals are to be treated like a 4-way stop according to the Missouri Drive’s Guide).  If TSS are in place, the power shall remain disconnected or the signal shall operate in flash mode until TSS are removed and personnel or emergency responders instructed in signal operation restore signal operation.
 
'''Steady (stop-and-go) Mode'''
 
'''Standard.''' When power is reconnected or when the signal is switched from flash to steady (stop-and-go) mode, the controllers shall be programmed for startup from flash.  The signal shall flash red-red for 7 seconds and then change to steady red clearance for 6 seconds followed by beginning of major-street green interval or if there is no common major-street green interval, at the beginning of the green interval for the major traffic movement on the major street.
 
===902.5.43.3 Battery Backup Systems at Signalized Intersections===
 
====902.5.43.3.1 Installation/Placement====
'''Guidance.''' The installation of Battery Backup Systems(BBS) should be prioritized as follows (as applicable to each district): 
# Signals with railroad preemption
# Signals with a speed limit greater than 50 mph
# Signals with a high accident rate
# Intersections difficult to flag or require multiple flaggers (non-routine roadway configurations/geometry, SPUIs, multi-lane approaches, etc.)
# Signals with high volumes (freeway type off-ramps, major roadways, etc.)
# Signals with frequent power outages
# Signals located at schools. 
 
====902.5.43.3.2 Duration====
'''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.
 
 
----
 
='''REVISION REQUEST 4062'''=
 
===941.10.3 Additional Deployment Criteria===
A Roles and Responsibilities document shall be executed by the applicant, acknowledging they understand their duties for the installation, maintenance, and any other activity associated with the devices. This document will remain active as long as the LPR and PTZ system is in place, even after the permit for the installation has been released. This document will serve as a record of the terms.
 
In addition to our typical permitting criteria, there are some supplementary requirements and guidelines for a proposal to be eligible for consideration. Any exceptions to these supplementary requirements and guidelines need to be approved by the Highway Safety and Traffic Division. 
* '''Power/Electricity –''' The applicant shall identify the method used to power the device. Power should be provided by an independent power source separate from any MoDOT power source.
* '''Network Connectivity –''' The applicant shall identify the method used to retrieve the data from these devices. MoDOT’s data networks, including locally managed networks such as Gateway Guide, Kansas City Scout, or Ozarks Traffic should not be used to transmit LPR and/or PTZ data. Any network or communication media shared between MoDOT and third parties should not be used to transmit LPR and/or PTZ data. Wiring or other electrical connections to MoDOT services, devices, or other installations should not be allowed.
* '''Maintenance –''' All LPR and PTZ devices as well as any new associated structures will be maintained by and at the expense of the applicant to assure that these structures will be kept in accordance with Commission standards and in good condition as to its safety, use and appearance. Maintenance activities will not cause an unreasonable interference with the use of or access to the Commission's state highway system. A new permit shall be required to perform future maintenance activities associated with the LPR and PTZ system.
* '''Relocation/Removal –''' In the event the Commission deems it necessary to request the relocation or removal of these devices and their accompanying structures, the relocation or removal shall be accomplished by the applicant, in a manner prescribed by the Commission, with all costs and expenses associated with this task paid by the applicant. Should the applicant fail to remove the device in a timely matter, the Commission reserves the right to remove the devices from the right of way.
 
 
 
----
 
='''REVISION REQUEST 4065'''=
 
===712.1.5 High Strength Bolts (Sec 712.7)===
Bolts, nuts, and washers must meet applicable requirements of AASHTO as noted in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1080.2]. ASTM F3125 Grade A325 bolts shall be used on bridge connections unless other types of bolts are specified in the contract. To facilitate easy identification of high strength bolts, the following figure shows some of the typical bolt markings required by the ASTM specification.
 
<center>
{| class="wikitable" style="text-align: center; background: #FFFFFF;"
|+
! Bolt !! Type 1 Plain !! Type 1 Galvanized !! Type 3 (Weathering)
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A325''' || [[image:712.1.5 A325.jpg|70px]]<br>Three radial lines 120°<br>Apart are optional || [[image:712.1.5 A325.jpg|70px]] || [[image:712.1.5 A325 line.jpg|70px]]
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 371 || 955
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade 144''' || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144_line.png|70px]]
| 14.75 || 0.625<sup>9</sup> || 0.55 || 26.28 || 1314 || 460 || 1183
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A490''' || [[image:712.1.5 A490.jpg|70px]] || n/a || [[image:712.1.5 A490 line.jpg|70px]]
| rowspan="2" | 20 || 19 || 0.5 || 0.44 || 26.72 || 1336 || 468 || 1202
|-
|-
| style="background: #f8f8f8;" | '''ASTM F3148 Grade 144''' || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144_line.png|80px]]
| 18.75 || 0.625 || 0.55 || 33.15 || 1658 || 580 || 1492
|}
{| class="wikitable" style="text-align: center; background: #FFFFFF;"
|+
! Nuts !! Type 1 Plain !! Type 1 Galvanized !! Type 3 (Weathering)
|-
|-
| style="background: #f8f8f8;" rowspan="4" | '''ASTM A563''' || [[image:712.1.5_XYZ.jpg|70px]]<br/>Arcs Indicate<br>Grade C<br>(Grade A325 bolt) || n/a || [[image:712.1.5_XYZ3.jpg|70px]]<br/>Arcs with "3"<br> Indicate Grade C3<br>(Grade A325 bolt)
| rowspan="3" | 24 || 23 || 0.5 || 0.44 || 32.21 || 1611 || 564 || 1450
|-
|-
| [[image:712.1.5_XYZD.jpg|70px]]<br>Grade D<br>(Grade A325 bolt) || n/a || n/a
| 22.75 || 0.625 || 0.55 || 40.03 || 2001 || 700 || 1801
|-
|-
| [[image:712.1.5_XYZDH.jpg|75px]]<br>Grade DH<br>Grade A325,<br>(Grade 144 or,<br>Grade A490 bolt) || [[image:712.1.5_XYZDH.jpg|75px]][[image:712.1.5_XYZDH3.jpg|75px]]<br>Grade DH or DH3<br>(Grade A325 or<br>Grade 144 bolt) || [[image:712.1.5_XYZDH3.jpg|75px]]<br>Grade DH3<br>(Grade A325,<br>Garade 144 and<br>Grade A490 bolt)
| 22.5 || 0.75 || 0.66 || 47.74 || 2387 || 835 || 2148
|}
{|
| (Reprinted and modified from 2020 Research Council on Structural Connections (RCSC) Figure C-2.1).
|-
|-
| Note: XYZ represents the manufacturer’s identification mark.
| colspan="8" align="left" |
|}
'''<sup>1</sup>'''Values are applicable for Strength Limit States.
</center>
 
Bolts tightened by the calibrated wrench or turn-of-nut method should be checked following the procedures outlined in the Standard Specifications.
 
The sides of bolt heads and nuts tightened with an impact wrench will appear slightly peened. This will indicate that the wrench has been applied to the fastener.  


====712.1.5.1 Bolted Parts ====
'''<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.
[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 712.7.1] covers cleaning of parts to be bolted. Bolts, nuts, and washers will normally be received with a light residual coating of lubricant. This coating is not considered detrimental to friction type connections and need not be removed. If bolts are received with a heavy coating of preservative, it must be removed. A light residual coating of lubricant may be applied or allowed to remain in the bolt threads, but not to such an extent as to run down between the washer and bolted parts and into the interfaces between parts being assembled.  


====712.1.5.2 Bolt Tension====
'''<sup>3</sup>''' Use (Φ<sub>c</sub>) = 0.35 instead of 0.6 for structural axial compressive resistance factor (LRFD 6.5.4.2). Since ϕ<sub>dyn</sub> >> Φ<sub>c</sub> the maximum nominal driving resistance may not control.
A washer is required under nut or bolt head, whichever is turned in tightening, to prevent galling between nut or bolt head and the surface against which the head or nut would turn in tightening, and to minimize irregularities in the torque-tension ratio where bolts are tightened by calibrated wrench method. Washers are also required under finished nuts and the heads of regular semi-finished hexagon bolts against the possibility of some reduction in bearing area due to field reaming. When oversized holes are used as permitted by the contract, a washer shall be placed under both the bolt head and the nut. Washers are not required under the round head of ASTM F3148 Grade 144 TNA fixed spline bolts.


Standard Specifications require that bolt torque and impact wrenches be calibrated by means of a device capable of measuring actual tension produced by a given wrench effort applied to a representative sample. Current specifications require power wrenches to be set to induce a bolt tension 5 percent to 10 percent in excess of specified values but the Special Provisions for the project should be checked for a possible revision to this requirement.  
'''<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).


The contractor is required to furnish a device capable of indicating actual bolt tension for the calibration of wrenches or load indicating device. A certification indicating recent calibration of the device should accompany it. It is recommended that the certification of calibration be within the past year but if the device is being used with satisfactory results, the period may be extended. More frequent calibration may be necessary if the device receives heavy use over an extended period.  
'''<sup>5</sup>''' Structural Nominal Axial compressive resistance for fully embedded piles only.


The contractor shall use one of the tightening methods as outlined in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 712.7] or as directed by the engineer or contract documents. ASTM F3148 Grade 144 TNA fixed spline bolts shall use combined method for tightening bolts as outlined in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 712.7]. The sides of bolt heads or nuts tightened with an impact wrench will appear slightly peened.  This will usually indicate that the wrench has been applied to the fastener.  If the wrench damages the galvanized coating, the contractor shall repair the coating by an acceptable method.
'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>


====712.1.5.3 Rotational-Capacity Testing and Installation of Type 3 Bolts====
&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
Type 3 (weathering steel) bolts behave quite differently than the galvanized bolts used in most MoDOT structures and require additional care to test and install properly. 


The contractor '''must''' keep bolts stored in sealed kegs out of the elements until ready for use.  Storage in a warehouse, shed, shipping container or other weatherproof building is best.  The lubricant used on Type 3 bolts dissipates quickly, allowing rust to begin.  Kegs should not be opened until absolutely necessary and promptly resealed whenever work stops.
&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; ≤ Maximum nominal driving resistance.


If bolts fail the rotational-capacity test, preinstallation tension test or fails in torsion during installation, insufficient lubrication is the most likely cause. Relubrication of Grade A325 bolts is allowed. Several different waxes and lubricants are suggested by FHWA, including Castrol 140 Stick Wax (which has been successfully field tested by MoDOT), Castrol Safety-Film 639, MacDermid Torque’N Tension Control Fluid, beeswax, etc. Relubrication shall be performed by or at the direction of the manufacturer for ASTM F3148 Grade 144 bolts and ASTM F3125 Grade 144 bolts, Grade F1852 (A325TC) and F2280 (A490TC) twist-off tension control bolts.
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.


Galling of the washer may occur, especially with longer bolts. This can be reduced by lubricating the contact area of the bolt face at the washer with an approved lubricant. If this face is lubricated for testing, it must also be lubricated during bolt installation.  
'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.


Failure of the bolts due to galling of the washer can also be prevented by turning the nut in one continuous motion during testing.  For larger diameter bolts, this can be a problem.  Torque multipliers amplify this effect.  If many larger diameter bolts will be tested, ask the contractor to purchase an electric gear reduction wrench with reaction arm.  The Skidmore will need to have a reaction kit installed.  This wrench will produce better results and save time spent performing tests (and, therefore, lower costs).
'''<sup>9</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.


For long bolts, (L>8d), use proper spacer bushings on the back of the Skidmore to avoid excessive use of spacers between the washer and front plate of the Skidmore. Stacking spacers can cause bending of long bolts, which will cause inaccurate results, false failures and potential damage to the Skidmore. Consult the Skidmore user manual for maximum allowable spacer lengths.
'''Notes: '''


====712.1.5.4 Bolt Testing and Verification====
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.
Bridges are designed so that many of the steel-to-steel connections that are made in the field are slip-critical connections. Slip-critical means that once the bolt is tightened, the bolt and the pieces of steel (or plies) will not move.  It relies on the bolt to clamp down on the steel and create so much force between the steel plates that they will not move at all.  Should they slip and move it would be a critical issue for the bridge.


When it comes to bolt design, the bolt is being tensioned in order to establish the clamping force needed. The tightening of the nut on the bolt is what produces the needed tension. Bridge Designers will design each of these joints based on established minimums for each bolt size. So, for example, a Bridge Designer will assume that an ASTM F3125 Grade A325 7/8” diameter bolt will be able to supply 39,000 pounds of clamping force. This means that the contractor in the field must ensure that they are tightening each bolt to this tension.
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].


In order to verify that the bolts are installed correctly in the field, it is essential that contractors and inspectors understand the requirements of bolted connections, and the specifications that govern them. For this work, [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 712 Structural Steel Connection and Sec 1080 Structural Steel Fabrication] will primarily be consulted.
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.


The general steps are:
For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
:[[#712.1.5.4.1 Step 1, Determine Bolt Type|Step 1, Determine Bolt Type]]
:[[#712.1.5.4.2 Step 2, Inspection Type Selection|Step 2, Inspection Type Selection]]
:[[#712.1.5.4.3 Step 3, Rotational Capacity|Step 3, Rotational Capacity Test]]
:[[#712.1.5.4.4 Step 4, Installation|Step 4, Installation]]
:[[#712.1.5.4.5 Step 5, Bolt Verification|Step 5, Bolt Verification]]
 
=====712.1.5.4.1 Step 1, Determine Bolt Type=====
The first step is to review the contractor’s submittals to see what kind of bolts they will be using.  You can also look at the bolts in the field to check for the bolt type.  Table 712.1.5.4.1 shows what is on the hex head of the bolt, and how the markings can show what type of bolt it is.
 
<center>
{| class="wikitable" style="text-align: center; background: #FFFFFF;"
|+ '''Table 712.1.5.4.1'''
! Bolt !! Type 1 Plain !! Type 1 Galvanized !! Type 3 (Weathering)
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A325''' || [[image:712.1.5 A325.jpg|70px]]<br>Three radial lines 120°<br>Apart are optional || [[image:712.1.5 A325.jpg|70px]] || [[image:712.1.5 A325 line.jpg|70px]]
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade 144''' || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144.png|70px]] || [[image:712.1.5_144_line.png|70px]]
|-
| style="background: #f8f8f8;" | '''ASTM F3125 Grade A490''' || [[image:712.1.5 A490.jpg|70px]] || n/a || [[image:712.1.5 A490 line.jpg|70px]]
|-
| style="background: #f8f8f8;" | '''ASTM F3148 Grade 144''' || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144.png|75px]] || [[image:712.1.5_F3148_144_line.png|80px]]
|}
|}
</center>
</center>


Below is a reproduction of ASTM F3125 Section 9 and ASTM F3148 Section 8 that governs the testing requirements for these types of high-strength bolts. The text shown is a portion of the test method that deals with lot control and mimics the numbering used in both specifications (e.g., 8.1 = 1, 8.1.1 = 1.1, etc.). It is an expectation of the standard that not only are all high-strength bolts produced meeting the material properties specified, but the manufacturer also must produce these bolts with a specific tracking procedure that reduces groups of bolts into lots. The lots are a set of bolts that are represented by material tests to prove they meet requirements. Each of these sets of bolts are tracked with test reports tied to lot identification numbers. Not only are the bolts produced this way, but also all the nuts and washers have specific lots assigned. When a bolt, nut, and washer are put together and sold together, they are referred to as an assembly, and these assemblies are further tracked by assembly lots. Once one piece of the assembly changes, the properties or behavior of the bolt could potentially have been changed.
====751.36.5.7.2 General Pile Design====


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


{|
=====751.36.5.7.2.1 Design Values for Individual HP Pile=====
|-
| colspan="3" | Figure 712.1.5.4.1.1, 712.1.5.4.1.2 and 712.1.5.4.1.3 show different types of bolt heads. Figure 712.1.5.4.1.4 shows a copy of a common certified material test report that provides testing verification of the bolts. Figure 712.1.5.4.1.5 shows a copy of a common Test Report for a Torque and Angle (TNA) fixed spline bolt assembly.
|-
| [[image:712.1.5.4.1.1.jpg|center|300px|thumb|<center>'''Figure 712.1.5.4.1.1, A325/144/A490 will be stamped on the head of the bolt.'''</center>]] ||[[image:712.1.5.4.1.2.jpg|center|300px|thumb|<center>'''Figure 712.1.5.4.1.2, A325TC/A490TC Twist-off Tension Control Bolt</center><br>These bolts will follow requirements of ASTM Grade F1852 (A325TC) or Grade 2280 (A490TC).''']] || [[image:712.1.5.4.1-3.jpg|center|300px|thumb|<center>'''Figure 712.1.5.4.1.3, 144 TNA Fixed Spline Bolt</center><br>These fixed spline bolts will follow the requirements of ASTM F3148 Grade 144 with TNA (Torque & Angle) listed on the bolt head.'''
]]
|-
| colspan="3" | [[image:712.1.5.4.1.3.jpg|center|750px|thumb|'''<center>Figure 712.1.5.4.1.4, Copy of a Common Certified Material Test Report</center>''']]
|-
| colspan="3" | [[image:712.1.5.4.1.5.jpg|center|750px|thumb|'''<center>Figure 712.1.5.4.1.5, Copy of Test Report for TNA Fixed Spline Structural Bolting Assembly</center>''']]
|}
 
=====712.1.5.4.2 Step 2, Inspection Type Selection=====
The second step is to determine the inspection type. The information below shows how to proceed once it is determined what type of bolt is being used in the field. The bolt type and verification method available will dictate the options and the requirements needed to follow for inspection in the field.
 
Prior to going into the field, determine the bolt type and the inspection method that will be used. This will allow you to know the equipment needed and discuss test procedures with the contractor.  For some test methods, the contractor will provide the calibrated equipment to check the bolts.
 
======712.1.5.4.2.1 Bolt Type======
The first step is to find out what type of bolt you are using in the field. The bolt type will dictate how much information is needed for the Rotational Capacity Testing.
 
======712.1.5.4.2.2 A325/144/A490 Hex Head Bolt======
The use of A325/144/A490 hex head bolts will come with standard nuts, bolts, and washers. These will be tightened in the field using air tools and torque wrenches.
 
Rotational Capacity Testing is based on Table 712.1.5.4.3.1, Long Bolts, or 712.1.5.4.3.2, Short Bolts. Bolt checks will need to address questions shown in the table used.
 
Bolt inspection acceptance by the calibrated wrench method will be made using Sec 712.7.5 and Sec 712.7.13(c).
 
Bolt inspection acceptance by the turn-of-nut method will be made using Sec 712.7.6 and Sec 712.7.13(c).
 
======712.1.5.4.2.3 A325TC/A490TC Twist-off Tension Control Bolt======
The use of A325TC/A490TC bolts will come with nuts, bolts and washers. These will be tightened in the field using a specialized tool designed to tighten the nut and hold the spline of the bolt till the spline twists off.
 
Rotational Capacity Testing is based on Table 712.1.5.4.3.3. Bolt checks will need to address questions shown in the table.
 
Bolt inspection acceptance by the twist off tension control bolt method will be made using Sec  712.7.7 and Sec 712.7.13(c).
 
======712.1.5.4.2.4 144 TNA Fixed Spline Bolt======
The use of 144 TNA fixed spline bolts will come with nuts, bolts and washers. These will be tightened in the field using a specialized tool designed to tighten the nut and the hold the spline of the bolt.
 
Test Report for a Torque and Angle (TNA) fixed spline bolt assembly shall be included from the supplier with Rotational Capacity Test results for initial acceptance.
 
Bolt inspection acceptance by the combined method will be made using Sec 712.7.8 and Sec 712.7.13(c).
 
=====712.1.5.4.3 Step 3, Rotational Capacity=====
The third step is to verify that the bolts on the jobsite are going to perform as intended by the design team. Each of these bolts must achieve a specific tension that will be confirmed using Rotational Capacity (RoCap) Testing except ASTM F3148 Grade 144 TNA fixed spline bolts shall have Pre-Installation Verification Testing performed in accordance with ASTM F3148 Appendix X2 in lieu of RoCap Testing. RoCap Testing is described in Sec 712.7 and Sec 1080.2.5.4. 
 
The goal of the RoCap or Pre-Installation Verification test is to verify that the bolts will perform as intended. The main component that is being tested is that the bolts can be brought to the correct tension. This must be accomplished without applying too much torque to the bolts and field installed bolts will be turned to the correct rotation meeting or exceeding the design tension for the fastener. For the bolts to work correctly, it is critical for the threads to be clean and there must be plenty of lubricant on the bolts and nuts. There is a chance that the protective coatings and lubricants will be washed away anytime the bolts, nuts, and washers are allowed to sit out in the elements. In addition, there is a chance that rust could develop from water being on the bolts, and carelessness could lead to physical damage of the bolts. Any of these issues could cause the bolts and the nuts to not interact as designed. It may take more torque to achieve the needed tension in the bolts or the installed fasteners cannot be checked accordingly with a torque wrench.
 
The bolt manufacturer may provide documentation to show that a RoCap Test has been performed. For all bolts except F3148 Grade 144 TNA fixed spline bolts, The inspector and contractor will still have to perform RoCap Tests in the field even if the RoCap Test Report is provided. Supplier Test Report for F3148 Grade 144 TNA fixed spline bolt assemblies shall include the RoCap Testing and the Pre-Installation Verification Testing for initial acceptance. According to Sec 712.7.11, “rotational capacity test shall be performed on 3 bolts of each rotational-capacity lot prior to the start of bolt installation except ASTM F3148 Grade 144 TNA fixed spline bolts shall have Pre-Installation Verification Testing performed on 3 bolts assemblies of each lot in accordance with ASTM F3148 Appendix X2”. All bolt assemblies provided shall be a part of a rotational capacity or Pre-Installation Verification lot, which means that all bolt assembly lots used on MoDOT jobs shall be tested on the jobsite prior to incorporation. The first time a new lot of bolts is opened, plan on performing the required test. Also, the RoCap Test or Pre-installation Verification Test should be run any time questions or issues arise when torquing a bolt to achieve design tension, or bolt hardware conditions change.
 
The RoCap or Pre-Installation Verification test should only be run once per lot, unless one of the following conditions occur:
:1. Bolts arrive on the jobsite for the first time
:: All bolt assembly lots must be tested once they are on the jobsite.  If conditions do not change, then the one test should suffice.
:2. Bolt, washer, or nut lots have been interchanged
:: It is important when the RoCap or Pre-Installation Verification Test is run that lot numbers for all the individual pieces (bolts, nuts, and washers) remain the same. Once any of these lots change, the RoCap or Pre-Installation Verification Test must be run again.
:3. Bolt lubrication appears to have been compromised
:: Once a RoCap or Pre-Installation Verification Test has been run, another one will not have to be run, unless the bolt condition changes. One aspect that is a factor is bolt lubrication. If the bolt is left in the wind and rain, the lubrication likely will be compromised. Once it is noticed that a bolt lubrication has changed, the RoCap or Pre-Installation Verification Test must be run again.
:4. Bolts appear rusty or damaged
:: Rust is the far extreme of a lack of lubrication. Not only has the lubrication gone away, but the protective coating is gone, and the bolt has been allowed to rust. They will need to be cleaned, re-lubricated and tested again for RoCap or Pre-Installation Verification.
 
[[image:712.1.5.4.3 skidmore.jpg|right|175px]]
 
There is not a way to test tension once the bolt has been tightened.  The RoCap or Pre-Installation Test is a way to verify not only that the bolts are in good condition, but also that they have not been impacted by field conditions.  The test will require two components.  One component is to visually inspect the bolts and record the results on the form provided in eProjects.  The second component is to run tests on the three bolts in the field using a Skidmore-Wilhelm Bolt tension measuring device and a torque wrench.  Both the Skidmore and torque wrench must have a calibration performed on it within the previous year from the manufacturer or a test lab. There must be a sticker on it, as well as all supporting documentation to show it has been calibrated.
 
[https://epg.modot.org/forms/CM/RoCap_Test_Form_Long_Bolts.pdf RoCap Test Form Long Bolts] are shown in Table 712.1.5.4.3.1 and Table 712.1.5.4.3.3. [https://epg.modot.org/forms/CM/RoCap_Test_Form_Short_Bolts.pdf RoCap Test Form Short Bolts] are shown in Table 712.1.5.4.3.2. [https://epg.modot.org/forms/CM/Pre-Installation_Verification_Test_Form_TNA_Bolts.pdf Pre-Installation Verification Test Form for TNA fixed spline bolts are shown in Table 712.1.5.4.3.4]. These forms will assist in obtaining all the required information for the testing methods allowed by MoDOT.
 
Table 712.1.5.4.3.1 and Table 712.1.5.4.3.2 are to be used when the Calibrated Wrench (Sec 712.7.5) or Turn-Of-Nut (Sec 712.7.6) Methods are used. Table 712.1.5.4.3.4 is to be used when Combined Method (Sec 712.7.8) is used for TNA fixed spline bolts. By running the calculations in the spec book to verify the bolts, the values needed for the equipment in the field will also be determined. The entire test will need to be completed to verify that the bolt is good for use in the field.
: Calibrated Wrench – The values from Table 712.1.5.4.3.1 and Table 712.1.5.4.3.2 that will be needed are the recorded Torque Values.
: Turn-Of-Nut – When using the Turn-Of-Nut Method, the RoCap Test provides a check that the turn requirements of Sec 712.7.6 will generate the minimum tension required. Verify that the amount the nut has turned going to the minimum bolt tension is less than the specified nut rotation in Sec 712.7.6 Nut Rotation from Snug Tight Condition table.
: Combined Method – When using the Combined Method, the Supplier Test Report for F3148 Grade 144 TNA fixed spline bolt assemblies shall include the RoCap Testing and the Pre-Installation Verification Testing for initial acceptance.  In lieu of RoCap testing, Pre-Installation Verification Testing of the assembly shall be performed in accordance with Sec 712.7.8 (ASTM F3148 Appendix X2).
 
The RoCap test for Calibrated Wrench and Turn-Of-Nut Methods is split based on long and short hex head bolts. Long bolts are those bolts that can fit into the Skidmore-Wilhelm Bolt Tension Measuring Device or the Skidmore-Wilhelm short bolt setup. Short bolts are those that are too short to fit into the short bolt setup tension measuring device.
 
Table 712.1.5.4.3.1 provides info about how to run the test, and the information to be recorded.


<center>
<center>
{| class="wikitable"
F<sub>y</sub> = 50 ksi. End Bearing Piles (HP piles) anticipated to be driven to rock.
|-
{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
! colspan="12" | Rotation Capacity Testing Steps for Calibrated Wrench Method (Sec 712.7.5) and Turn-Of-Nut Method (Sec 712.7.6)
!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
|-
! colspan="12" | Table 712.1.5.4.3.1<br>Job Site Rotational Capacity Test (RoCap Test) – A325, 144 & A490 Long Hex Head Bolts
|-
! rowspan="2" | <div style="transform:rotate(-90deg);">Test No. !! colspan="8" | Part 1!! colspan="3" | Part 2
|-
! style="background:white"width="150" | Sec 712.7.3 Minimum Final Bolt Tension (P) !! style="background:white" width="50" | <div style="transform:rotate(-90deg);">Less Than !! style="background:white" width="100" | Bolt Tension Gauge Reading (P) !! style="background:white" width="130" | Sec 1080.2.5.4.6 Maximum Allowable Torque (T) !! style="background:white"width="50" | <div style="transform:rotate(-90deg);">Greater Than !! style="background:white" width="100" | Torque Gauge Reading !! style="background:white"width="100" | Actual Nut Rotation (turn) !! style="background:white"width="130" | Sec 712.7.6 Nut Rotation (turn) Less than actual(Y/N) !! style="background:white"width="130" | Sec 1080.2.5.4 Required Rotation (turn) Tension Gauge Reading !! style="background:white"height="150"width="100" | <div style="transform:rotate(-90deg);">Equal or Greater Than !! style="background:white" width="130" | Sec 1080.2.5.4.5  Required Turn Test Tension
|-
| align="center" | 1 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|-
| align="center" | 2 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|-
| align="center" | 3 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|-
| align="center" | R1 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|-
|-
| align="center" | R2 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|HP 12x53|| 15.5|| 775|| 0.5|| 388|| 45.00
|-
|-
| align="center" | R3 || || align="center" | < || || || align="center" | > || || || || || align="center" | >= ||
|HP 14x73|| 21.4|| 1070|| 0.5|| 535|| 45.00
|-
|-
! style="background:white" colspan="12" | Torque Formula (T=0.25P x Dia./12), T in ft-lbs, P in lbs, Bolt Dia. in inches
|colspan="6" align="left"|'''<sup>1</sup>''' Structural Nominal Axial Compressive Resistance for fully embedded piles only. Structural Nominal Axial Compressive Resistance for unsupported piles shall be determined in accordance with LRFD 10.7.3.13.1. (i.e., intermediate pile cap bent).<br/><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Minimum Nominal Axial Compressive Resistance  =  Required nominal driving resistance, R<sub>ndr</sub><br/>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; = (Maximum factored axial loads / ϕ<sub>dyn</sub>) ≤ Structural nominal axial compressive resistance, PNDC &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;LRFD 10.5.5.2.3<br/><br/>
'''<sup>2</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.
<br/><br/>'''<sup>3</sup>''' Maximum factored axial load per pile  ≤  Structural factored axial compressive resistance.
<br/><br/>'''<sup>4</sup>''' Values are applicable for Strength Limit States.  Modify value for other Limit States.
<br/><br/><br/>'''Notes:
<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD Table 10.5.5.2.3-1
<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]].
<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42. Do not show minimum hammer energy on plans.
<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]]
<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
|}
|}
</center>
</center>


'''Long Bolt Test'''
=====751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile=====
# Measure the ratio of diameter/length of the bolt.  
# Place the bolt into the Skidmore and set it to snug tight (10% of installation tension in Sec 712.7.3 Bolt Tension Table).  This is to be done with a spud wrench. The contractor should add washers until three to five threads are in the grip, if less than 3 threads, the test will fail.  Mark reference rotation marks on the fastener assembly element turned and on face plate of Skidmore. (Mark starting point on bolt end, nut and calibrator face with straight line.)  Note that some short bolts may require the shortbolt setup for the Skidmore. [[image:712.1.5.4.3_Bolt-test_2022.png|right|280px]]
# Turn the fastener with the wrench to be used for the daily testing in the field to the installation minimum tension in Sec 712.7.3 Bolt Tension Table. Stop and record the torque at that moment from the torque wrench and record the tension on the Skidmore. Verify the recorded torque does not exceed the maximum allowable torque (refer to Sec 1080.2.5.4.6 formula).  Verify that the amount the nut has turned going to the minimum bolt tension is less than the specified nut rotation in Sec 712.7.6 Nut Rotation from Snug Tight Condition table.
# Further turn the bolt according to Sec 1080.2.5.4.4. This rotation is measured from the initial match mark made in step 2. Record the tension achieved and then compare the tension at this point to the Turn Test Tension in Sec 1080.2.5.4.5 Required Bolt Tensions Table. The tension must be equal or greater than Turn Test Tension.
# Remove the bolt and inspect for damage and record it on our form. Turn the nut by hand on the bolt threads to the position it was in during the test. Not being able to turn the nut by hand is thread failure.
# Repeat the process 2 additional times for each type of bolt assembly (Total of 3 tests per assembly lot).
# Once the 3 tension and torque values have been obtained from Step 3, use the higher of the 3 numbers. 
 
Table 712.1.5.4.3.2 provides info about how to run the short bolt test for those bolts that are too short to fit into the Skidmore-Wilhelm short bolt setup tension measuring device and the information to be recorded.


<center>
<center>
{| class="wikitable"
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="7" | Rotation Capacity Testing Steps for Calibrated Wrench Method (Sec 712.7.5) and Turn-Of-Nut Method (Sec 712.7.6)
! colspan="8" | Unfilled Pipe For Axial Analysis<sup>2</sup> !! colspan="5" | Concrete Filled Pipe For Flexural Analysis<sup>3</sup>  
|-
! colspan="7" | Table 712.1.5.4.3.2<br>Job Site Rotational Capacity Test (RoCap Test) – A325, 144 & A490 Short Hex Head Bolts
|-
|-
! style="background: white" | Test No. !! style="background: white" width="130" | Sec 1080.2.5.4.5 Turn Test Tension (P) !! style="background: white" width="100" | 20% of Max. Turn Test Torque (T) !! style="background: white" width="100" | Maximum Calculated Turn Test Torque !! style="background: white" width="80" | Greater Than !! style="background: white" width="100" | Torque Gauge Reading at End of First Rotation !! style="background: white" width="150" | Visual Inspection of nut and bolt after Second Rotation (Acceptable/Not Acceptable)
! 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
|-
|-
| align="center" | 1 || || || || align="center" | > || ||  
| rowspan="2" | 14 || 13 || 0.5 || 0.44 || 18.47 || 923 || 554 || 831 || 0.375 || 15.76 || 133 || 1239 || 743
|-
|-
| align="center" | 2 || || || || align="center" | > || ||  
| 12.75 || 0.625<sup>'''11'''</sup> || 0.55 || 22.84 || 1142 || 685 || 1028 || 0.484 || 20.14 || 128 || 1441 || 865
|-
|-
| align="center" | 3 || || || || align="center" | > || ||  
| rowspan="2" | 16 || 15 || 0.5 || 0.44 || 21.22 || 1061 || 637 || 955 || 0.375 || 18.11 || 177 || 1506 || 904
|-
|-
| align="center" | R1 || || || || align="center" | > || ||  
| 14.75 || 0.625<sup>'''11'''</sup> || 0.55 || 26.28 || 1314 || 788 || 1183 || 0.484 || 23.18 || 171 || 1740 || 1044
|-
|-
| align="center" | R2 || || || || align="center" | > || ||  
| rowspan="2" | 20 || 19 || 0.5 || 0.44 || 26.72 || 1336 || 801 || 1202 || 0.375 || 22.83 || 284 || 2105 || 1263
|-
|-
| align="center" | R3 || || || || align="center" | > || ||  
| 18.75 || 0.625 || 0.55 || 33.15 || 1658 || 995 || 1492 || 0.484 || 29.27 || 276 || 2402 || 1441
|-
|-
| align="left" style="background: white" colspan="7" | 20% Torque Formula (T = 0.20T), T in ft-lbs.
| rowspan="3" | 24 || 23 || 0.5 || 0.44 || 32.21 || 1611 || 966 || 1450 || 0.375 || 27.54 || 415 || 2790 || 1674
|-
|-
| align="left" style="background: white" colspan="7" | Torque Formula (T=0.25P x Dia./12), T in ft-lbs., P in lbs., Bolt Dia. in inches
| 22.75 || 0.625 || 0.55 || 40.03 || 2001 || 1201 || 1801 || 0.484 || 35.36 || 406 || 3150 || 1890
|-
|-
| align="right" style="background: white" colspan="2" | First Rotation || align="left" style="background: white" colspan="5" | [L<= 4D, 1/3 turn (120°)], [4D< L<8D, 1/2 turn (180°)]
| 22.5 || 0.75 || 0.66 || 47.74 || 2387 || 1432 || 2148 || 0.594 || 43.08 || 398 || 3506 || 2103
|-
|-
| align="right" style="background: white" colspan="2" | Second Rotation || align="left" style="background: white" colspan="5" | A325 & 144 [L<= 4D, 1/3 turn (120°)], [4D< L<8D, 1/2 turn (180°)]<br>A490 [L<= 4D, 1/4 turn (90°)], [4D< L<8D, 1/3 turn (120°)]
| colspan="13" align="left" |
|}
'''<sup>1</sup>''' Values are applicable for Strength Limit States. Modify value for other Limit States.
</center>


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


'''Rotation Capacity Testing Steps For Twist Off Tension Control Bolt Method (Sec 712.7.7)'''
'''<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.


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


Table 712.1.5.4.3.3 provides info about how to run the test, and the information to be recorded.
'''<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).  


<center>
'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>
{| class="wikitable"
|-
! colspan="5" | Table 712.1.5.4.3.3 Rotation Capacity Testing Steps for Twist Off Tension Control Bolt Method (Section 712.7.7)
|-
! colspan="5" | Job Site Rotational Capacity Test A325TC/A490TC Bolts
|-
! style="background: white" width="80" | Test No. !! style="background: white" width="150" | Sec 712.7.3  1.05xMinimum Final Bolt Tension (P) !! style="background: white" width="80" | Less Than !! style="background: white" width="150" | Bolt Tension Gauge Reading (P) !! style="background: white" width="150" | Inspection Torque Calculated Value
|-
| align="center" | 1 || || align="center" | < || || 
|-
| align="center" | 2 || || align="center" | < || || 
|-
| align="center" | 3 || || align="center" | < || || 
|-
| align="center" | R1 || || align="center" | < || || 
|-
| align="center" | R2 || || align="center" | < || || 
|-
| align="center" | R3 || || align="center" | < || || 
|-
|align="left" style="background: white" colspan="5" | (Inspection Torque formula = 0.95 x 0.25 x Gauged Tension Reading x Bolt Dia. / 12; Bolt Dia. in inches)
|}
</center>


# Measure the ratio of diameter/length of the bolt.
&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
# Place the bolt into the Skidmore and set it to snug tight (10% of installation tension). This is to be done with a spud wrench. The contractor should add washers until only three threads are showing. [[image:712.1.5.4.3_Bolt-test_2022.png|right|280px]]
# Place the specialty tool used on the end of the bolt and tighten until the spline of the bolt snaps off.
# Record the tension value on the Skidmore once the bolt has snapped.
# Verify that the recorded value is greater than 1.05 times the Minimum Target Tension from Sec 712.7.3.
# Remove the bolt and inspect for damage.
# Repeat the process 2 additional times for each type of bolt assembly (Total of 3 tests per assembly lot).
# Once the 3 torque values have been calculated, use the higher of the 3 torque numbers.


It is most important to verify plies were in contact when bolts were snugged and that a fastener was not subsequently loosened when accompanying splice bolts were tightened and compacted the splice faying surfaces into contact after other fasteners had been already tightened.
&nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &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.


'''Pre-Installation Verification Testing Steps for Torque & Angle (TNA) Fixed Spline Bolts - Combined Method (Sec 712.7.8)'''
'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered


The Pre-Installation Verification Test for Combined Method uses the Skidmore-Wilhelm Bolt Tension Measuring Device or the Skidmore-Wilhelm short bolt setup.
'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance


Table 712.1.5.4.3.4 provides info about how to run the test, and the information to be recorded.
'''<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.
 
<center>
{| class="wikitable"
|-
! colspan="9" | Table 712.1.5.4.3.4<br>Pre-Installation Testing Steps for 144 TNA Fixed Spline Bolts - Combined Method (Section 712.7.8)
|-
! colspan="9" | '''Job Site Pre-Installation Verification Test – 144 TNA Fixed Spline Bolts'''
|-
! colspan="9" | Combined Method (Sec 712.7.8)
|-
! rowspan="2" | <div style="transform:rotate(-90deg);">Test No. !! colspan="4" | Part 1 !! colspan="4" | Part 2
|-
! style="background: white" width="150" | Initial Tension Torque Setting (T, ft-lbs) !! style="background: white" width="150" | Sec 712.7.3 Minimum Initial Bolt Tension (P, lbs) !! style="background: white" width="50" | <div style="transform:rotate(-90deg);">Less Than !! style="background: white" width="150" | Bolt Tension Gauge Reading (P, lbs) !! style="background: white" width="150" | <sup>a</sup>Rotation from Initial Tension (1/x Turn) !! style="background: white" width="150" | Sec 712.7.3 Minimum Final Bolt Tension (P, lbs) !! style="background: white "width="50" | <div style="transform:rotate(-90deg);">Less Than !! style="background: white" width="150" | Bolt Tension Gauge Reading (P, lbs)
|-
| align="center" | 1 || || || align="center" | =< || || || || align="center" | =< || 
|-
| align="center" | 2 || || || align="center" | =< || || || || align="center" | =< || 
|-
| align="center" | 3 || || || align="center" | =< || || || || align="center" | =< || 
|-
| align="center" | R1 || || || align="center" | =< || || || || align="center" | =< || 
|-
| align="center" | R2 || || || align="center" | =< || || || || align="center" | =< || 
|-
| align="center" | R3 || || || align="center" | =< || || || || align="center" | =< || 
|-
! style="background: white" colspan="9" | <sup>a</sup>Up to 4D = 90° (1/4 turn), >4D to 8D = 120° (1/3 turn), Bolt Length/Bolt Dia. (Length and Diameter in inches), >8D Consult the supplier
|-
! style="background: white" colspan="8" | Looking at the Manufacturer/Supplier Test Report for TNA Fixed Spline Structural Bolting Assembly,<br>record the highest torque value obtained on the samples on the Rotational Capacity Tests: || style="background: white" colspan="8" |
|}
</center>


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


=====712.1.5.4.4 Step 4, Installation=====
'''<sup>11</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.  
The next step is to ensure the proper process is used in the assembly of structural steel.  It is important that the contractor is placing temporary bolts, drift pins and permanent bolts in the correct pattern.  Read Sec 712.5 for additional requirements when fitting-up the structural steel.


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


Once the bolts are tightened by the contractor using one of the four approved methods, MoDOT will be responsible to check a portion of the bolts. We will review 10% of the bolts, or two per lot, whichever is greater. If bolt issues are discovered, more bolts may need to be reviewed. The following steps are generally what is seen in the field. There may be differences per contractor, but MoDOT's roles and requirements should be the same across the state.  
Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.


:'''Contractor/QC:''' The contractor will be installing the bolts through various methods. It can be expected to see Turn-Of-Nut Method, Calibrated Wrench Method (Torque Wrench) or Combined Method. You could also see the contractor using Stall Out guns that are designed to stop spinning the bolts once a certain torque is reached. Sometimes air impact guns are used and have the air pressure adjusted to stop gun at torque desired using a Skidmore to verify they are exceeding the design tension of the fastener(s). This tool would be considered the Calibrated Wrench. This is an acceptable method, provided they do not change any conditions. They should run the RoCap Test with the equipment to be used. Once they change any part of the setup (add or remove an air hose, add an additional gun or item ran off of air hose supply, change air pressure, etc.), they will need to rerun the RoCap Test. If the contractor is using the Turn-Of-Nut Method or Combined Method, then they are not required to use a torque wrench on the nuts as well.
Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability|EPG 751.36.5.11]].


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


=====712.1.5.4.5 Step 5, Bolt Verification=====
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.  


======712.1.5.4.5.1 Calibrated Wrench Method, Sec 712.7.5======
For additional design requirements, see [[#751.36.5.1 Design Procedure Outline|EPG 751.36.5.1]].
The first option listed in the specification book is the Calibrated Wrench Method.  This method will use a calibrated wrench to check that the torque delivered to the bolt is the minimum torque needed to induce the needed minimum tension, as shown in Sec 712.7.3.  In order to do this, information must be available from the Rotational Capacity Test completed for each lot. 
|}
</center>


Sec 712.7.5 states that when the calibrated wrench is used, it needs to be set 5-10% over the torque gauge value from Column 4 of the Rotational Capacity Test. Take the maximum Torque Gauge Reading from the Rotational Capacity Test and multiply by 1.05. This new value will be the one set onto the calibrated wrench.
===751.36.5.8 Additional Provisions for Pile Cap Footings===
'''Pile Group Layout:'''


'''Day-to-Day Verification'''
P<sub>u</sub> = Total Factored Vertical Load.


Each day the inspector will need to verify the installed bolts are correctly tensioned. Most of the time, MoDOT inspectors will use the contractor's equipment for the verification. The important thing is that the contractor is verifying the calibrated wrench daily. This will mean that the contractor will need to have the Skidmore on site each day to verify that the wrench is generating the correct tension at the torque it is reading.  MoDOT inspectors will pick 10% of the bolts to also check bolt torque. The torque value MoDOT inspectors are checking is the maximum torque gauge reading generated from Step 3 of the Rotation Capacity Test.
Preliminary Number of Piles Required = <math>\, \frac{Total\ Factored\ Vertical\ Load}{PFDC}</math>


======712.1.5.4.5.2 Turn-Of-Nut Method, Sec 712.7.6======
Layout a pile group that will satisfy the preliminary number of piles required.  Calculate the maximum and minimum factored load applied to the outside corner piles assuming the pile cap/footing is perfectly rigid.  The general equation is as follows:
The second option listed in the specification book is the Turn-Of-Nut Method.  This method uses the fact that the nuts must be turned to the rotation specified in Sec 712.7.6 to induce the needed minimum tension, as shown in Sec 712.7.3.  In order to do this, verification will be needed from the RoCap Test completed for each lot.   


When the RoCap Test is run, in Step 3 is to verify the bolt rotation is less than that specified in Sec 712.7.6. Once this is verified, all the bolts can be tightened to the rotation needed and that will confirm that the needed tension has been achieved. This is provided that all the plies are in contact when snug tightened.
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>


'''Example'''
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>


On a project you are installing 7/8” diameter bolts that are 4” long.  The RoCap test was performed on the bolt assemblies.  When the bolts were tensioned during RoCap, they were tensioned to 39,050 lb.  From the formula in Sec 1080.2.5.4.6, the maximum torque is to be 712 lb-ft.  The bolt was torqued to 701 lb-ft, so it passes the RoCap test.  During the test, the inspector also noted that the bolt nut turned 2 flats (or 1/3 of a turn).  Sec 712.7.6 Nut Rotation from Snug Tight Condition table says that this bolt is to be turned 1/2 turn for Turn-Of-Nut in the field.  Since the bolt achieved the minimum tension in 1/3 turn, we know that the turning it to 1/2 turn will achieve a higher tension value.  If the RoCap test shows a higher turn value needed than the Sec 712.7.6 table, then further discussions should be had with the contractor about next steps before any bolts are installed in the field.
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.


'''Day-to-Day Verification''' [[image:712.1.5.4.5.2.jpg|right|200px]]


For the day-to-day verifications, MoDOT inspectors will visually verify that the Turn-Of-Nut Method is completed correctly.  MoDOT inspectors will review marks made by the contractor and make sure that there is a general comfort level with how the contractor is doing the work.  In addition to this, MoDOT inspectors will pick 10% of the bolts to also check bolt torque.  The torque value MoDOT inspectors are checking is the maximum torque gauge reading generated from Step 3 of the RoCap Test.
'''Pile Uplift on End Bearing Piles and Friction Piles:'''


The photograph to the right shows what the markings will look like when the Turn-Of-Nut Method is used.  In order to perform the test, three marks are made: one on the nut, one on the bolt, and one on the steel plate underneath.  To begin with, mark the nut at a corner, and follow that line all the way through to the steel.  Notice the left side bolts are all starting in the same position.  The right-side bolts have been rotated 1/3 of a turn, or two flats of the hex head.  Notice how the bolt and the steel still line up, and only the nut has moved.  Marking the bolt and steel ensures that the bolt does not move during tightening.  The nut will show how much it has moved.  Marking the hex head accordingly is a semi-permanent record that the test was run.  This also provides the inspector with the necessary information to quickly verify tightness, but a random check of 10% of bolts with a torque wrench by the QA inspector shall still occur.  The inspector will not have to tighten the bolts themselves but can witness the ironworker who is tightening some of the bolts to ensure they are following the proper procedure of the Turn-Of-Nut Method.
:'''Service - I Limit State:'''
 
======712.1.5.4.5.3 Twist Off Tension Control Bolt Method, Sec 712.7.7======
[[image:712.1.5.4.5.3.jpg|right|175px]]


The third option listed in the specification book is the Twist Off Tension Control Bolt Method.  This method uses the fact that the bolts have been specially designed to shear off once a specific torque has been reached in the bolt.  This torque has been correlated to the needed minimum tension as shown in Sec 712.7.3.  In order to do this, the verification must be available from the Rotational Capacity Test completed for each lot.
::Minimum factored load per pile shall be ≥ 0.
::Tension on a pile is not allowed for conventional bridges.


When the RoCap Test is run, there is one piece of information needed.  The Tension Gauge Reading when the spline shears off.  Since the spline shears off, and the tool cannot provide any more compactive effort, there is generally not a concern about overtightening the bolt provided that the bolt hardware is clean and well lubricated.  Once the bolt shears off, the tension achieved is the final tension.  The RoCapy Test will verify that the final tension is at or above the minimum bolt tension required in Sec 712.7.3.
:'''Strength and Extreme Event Limit States:'''


'''Day-to-Day Verification'''
::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>


Since the specialty tool will shear the bolt off at the specified tension, the biggest piece to verify is done during the RoCap Test. Once that is done, the inspector just needs to ensure that the contractor is following the correct tightening procedure shown in Sec 712.7.7. Ensure that all plies are in contract when snug tight and that bolt hardware is clean and well lubricated. The QA Inspector should also perform checks of at least 10% of the fastener assemblies with a torque wrench to verify the fastener is tight using the Inspection Torque value (0.95 x 0.25 x highest gauged tension from RoCap Test x bolt diameter in inches / 12). If bolt issues are discovered, more bolts may need to be checked.
:::'''Note:''' Compute maximum pile uplift load if value of minimum factored load is negative.


======712.1.5.4.5.4 Combined Method (TNA Fixed Spline Bolts), Sec 712.7.8======
::::<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.
The fourth option listed in the specification book is the Combined Method. This method uses the fact that the nuts must be turned, after initial bolt tensioning (snug), to the rotation specified in ASTM F3148 Table X2.2, Angle Tightening Rotation, to induce at least the required minimum final bolt tension, as shown in Sec 712.7.3. This pre-verification testing shall be performed as mentioned in Sec 712.7.8 (ASTM F3148 Appendix X2).


'''Example'''


On a project you are installing 7/8” diameter bolts that are 4” long. The pre-installation verification test was performed on the bolt assemblies. When the bolts were tensioned during initial bolt tensioning (snug), the torque used by the installation tool resulted in a tension of 33,000 lbs, greater than the required minimum tension of 22,000 lbs in the minimum initial bolt tension column in the Table in Sec 712.7.3.  After the subsequent application of the 120 degrees (1/3 of a turn or 2 flats) rotation required in ASTM F3148 Table X2.2, the final tension result is 64,000 lbs, greater than the minimum final bolt tension of 49,000 in the Table in Sec 712.7.3.
'''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'''


'''Day-to-Day Verification''' [[image:712.1.5.4.5.2.jpg|right|200px]]
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.


For the day-to-day verifications, MoDOT inspectors will visually verify that the Combined Method is completed correctly. They will review marks made by the contractor and make sure that there is a general comfort level with how the contractor is doing the work. In addition to this, MoDOT inspectors will pick 10% of the bolts to also check bolt torque. The torque value MoDOT inspector will use is the highest torque value record on the RoCap Test samples shown on the Manufacturer/Supplier Test Report for the TNA Fixed Spline Structural Bolting Assembly.
===751.36.5.9 Estimate Pile Length and Check Pile Capacity===


The photograph to the right shows what the markings will look like when the Combined Method is used. In order to perform the test, three marks are made: one on the nut, one on the bolt, and one on the steel plate underneath after initial tensioning. Bolts may require initial tensioning (snug tightening) more than once as plies are pulled together. To begin with, mark the nut at a corner, and follow that line all the way through to the steel. Notice the left side bolts are all starting in the same position. The right-side bolts have been rotated 120°, 1/3 of a turn, or two flats of the hex head. Notice how the bolt and the steel still line up, and only the nut has moved. Marking the bolt and steel ensures that the bolt does not move during tightening. The nut will show how much it has moved. Marking the hex head accordingly is a semi-permanent record that the test was run. This also provides the inspector with the necessary information to quickly verify tightness, but a random check of 10% of bolts with a torque wrench by the QA inspector shall still occur. The inspector will not have to tighten the bolts themselves but can witness the ironworker who is tightening some of the bolts to ensure they are following the proper procedure of the Combined Method.
====751.36.5.9.1 Estimated Pile Length====


===712.1.6 High Strength Anchor Bolts===
'''Friction Piles:'''
When high strength anchor bolts are specified, ASTM F1554 Grade 55 anchor bolts shall be used unless higher grade anchor bolts are required by design. Grade 105 bolts shall not be used in applications where welding is required. Grade 36 anchor bolts are commonly referred to as “low-carbon” and may be used if specified on the plans.  Grade 55 anchor bolts may be substituted for applications where Grade 36 is specified. To facilitate easy identification of anchor bolt, the following figure shows some of the typical bolt markings required by the ASTM specification. The end of the anchor bolt intended to project from the concrete shall be steel die stamped with the grade identification and color coded as follows.


<center>
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:
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
:{| style="margin: 1em auto 1em auto"
|+
!  style="background:#BEBEBE" width="125"|Grade!! style="background:#BEBEBE" width="125"|Color Code!! style="background:#BEBEBE" width="150"|Identification
|-
|36 ||style="background:#FFFFFF"| [[image:712.1.5 azul.jpg|50px]] ||style="background:#FFFFFF"|AB36<br/>XYZ
|-
|55 ||style="background:#FFFFFF"|  [[image:712.1.5 amarillo.jpg|50px]] ||style="background:#FFFFFF"|AB55<br/>XYZ
|-
|-
|105|| style="background:#FFFFFF"| [[image:712.1.5 rojo.jpg|50px]]  ||style="background:#FFFFFF"|AB105<br/>XYZ
|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
|}
|}
Note: XYZ represents the manufacturer’s identification mark.
</center>


===712.1.7 Non-destructive Testing===
Where:
In certain instances, non-destructive testing (NDT) may be required to be conducted on steel components of a bridge. The contractor will be responsible for providing and certified NDT technician to conduct the testing. This technician will usually be an employee of a third party inspection agency. Certification for NDT technicians will be in accordance with the requirements of The American Society for Nondestructive Testing (ASNT) Recommended Practice SNT-TC-1A. MoDOT does not maintain an approved list of NDT technicians. The Bridge Division does review certifications for testing agencies and keep a list of personnel of these agencies with their respective certifications.
: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
For projects that require NDT in the field, the inspector will collect the information from the contractor as to who will be providing the NDT services. The contractor shall submit the certifications to the Resident Engineer to be forwarded to the Bridge Division at [mailto:Fabrication@modot.mo.gov Fabrication@modot.mo.gov]. These certifications shall include the following documentation for each individual performing NDT: their certifications, current eye exam, and the NDT company written practice, including the Level III individual certification used for the written practice.
: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
At the Resident Engineer’s option, they may choose to keep a list of personnel who have performed NDT work for a quick reference for future projects. However, the Resident Engineer and the inspector will always request to see the current eye exam results prior the technician providing the NDT on these future projects.


==712.2 Materials Inspection for Sec 712==
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].


===712.2.1 Scope===
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.  
This guidance establishes procedures for inspecting and reporting those items specified in [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 712] that are not always inspected by Bridge Division personnel or are not specifically covered in the Materials details of the Specifications.  


===712.2.2 Procedure===
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.  
Normally all materials in [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 712] will be inspected by Bridge Division personnel. Bolts, nuts and washers accepted by PAL may be delivered directly from the manufacturer to the project without prior inspection. When requested by the Bridge Division or construction office, the Construction and Materials Division will inspect fencing and other miscellaneous items. The Bridge Division is responsible for the inspection of shop coating of structural steel at fabricating plants.  


====712.2.2.1  Project Inspection and Sampling for PAL====
'''End Bearing Piles:'''
Inspecting of PAL material will be as stated in this section and [[106.12 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]].


===712.2.3 Miscellaneous Materials===
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.  


====712.2.3.1 High Strength Bolts====
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.
All bolts, nuts, and washers should be from a PAL supplier in accordance with [[106.12 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]]. If a supplier proposes to furnish structural steel connectors and is not on PAL, a request is to be made to the Construction and Material Division for acceptance into the PAL program. Once satisfactory submittals have been received, the supplier will be placed on the PAL. Bolts, nuts, and washers, for use other than bridge construction and in quantities less than 50, may be accepted from a PAL supplier without a PAL identification number.


'''712.2.3.1.1 Manufacturer's Certification.''' Bolts and nuts specified to meet the requirements of ASTM A307 shall be accompanied by a manufacturer's certification statement that the bolts and nuts were manufactured to comply with requirements of ASTM A307 and, if required, galvanized to comply with requirements of AASHTO M232 (ASTM A153), Class C or were mechanically galvanized and meet the coating thickness, adherence, and quality requirements of ASTM B695, Class 55. Certification shall be retained by the shipper. A copy should be obtained when sampling at the shipper and submitted with the samples to the lab.
====751.36.5.9.2 Check Pile Geotechnical Capacity (Axial Loads Only)====


All bolts, nuts and washers are to be identifiable as to type and manufacturer. Bolts, nuts, and washers manufactured to meet ASTM A307 will normally be identified on the packaging since no special markings are required on the item. Dimensions are to be as shown on the plans or as specified.
Use the same methodology outlined in [[#751.36.5.9.1 Estimated Pile Length|EPG 751.36.5.9.1 Estimated Pile Length]].


Weight (mass) of zinc coating, when specified, is to be determined by magnetic gauge in the same manner as described for bolts and nuts in [[:Category:1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Three-Strand Guard Cable Material|EPG 1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Three-Strand Guard Cable Material]].
====751.36.5.9.3 Check Pile Structural Capacity (Combined Axial and Bending)====


Samples for Laboratory testing are only required when requested by the State Construction and Materials Engineer, or when field inspection indicates questionable compliance. Samples shall be taken according to [[#712.2.3.2.1.1 ASTM A307 Bolts|EPG 712.2.3.2.1.1 ASTM A307 Bolts]].
Structural design checks which include lateral loading and bending shall be accomplished using the appropriate structural resistance factors.


'''712.2.3.1.2''' High strength bolts, nuts, and washers specified shall meet the requirements of ASTM F3125 Grade A325. Bridge plans may also specify ASTM F3125 Grade 144 or A490 or ASTM F3148 Grade 144 high strength bolts. Field inspection shall include examination of the certifications or mill test reports; checking identification markings; and testing for dimensions. The certifications or mill test reports, conforming to EPG 712.2.3.1.1 Manufacturer's Certification, shall be retained in the district office. Samples for Laboratory testing shall be taken and submitted in accordance with EPG 712.2.3.2.1.2 ASTM F3125 Grade A325, 144 or A490 Bolts and ASTM F3148 Grade 144 Bolts.
===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.  


====712.2.3.2 PAL Manufacturer Facilities Sampling====
: Minimum Nominal Axial Compressive Resistance, MNACR = Required Nominal Driving Resistance, R<sub>ndr</sub> 
Prior to visiting a PAL supplier or manufacturer facility, the Cognos report “PAL Shipments Within Date Range” should be run for the facility to determine what material has been given MoDOT PAL numbers. For each PAL material, the sample shall consist of six pieces rather than determined from lot quantities as given in the following sections. An individual sample shall consist of bolts, nuts, or washers as these are treated as different materials in the PAL system.  
: = 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


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


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


<center>
{| border="1" style="text-align:center;" cellpadding="5" align="center"  cellspacing="0"
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+ '''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)
|-
|width="300"|3 for lots of 0 to 800 pcs. ||rowspan="4"|Each sample is to consist of one bolt, nut and washer. Submit for dimensions, weight (mass) of coating, mechanical properties.
|-
|-
|6 for lots of 801 to 8,000 pcs.
! Dynamic Testing !! Wave Equation<br/>Analysis !! FHWA-modified<br/>Gates Dynamic<br/>Pile Formula
|-
|-
|9 for lots of 8,001 to 22,000 pcs.
! ϕ<sub>dyn</sub>= 0.65 !! ϕ<sub>dyn</sub> = 0.50 !! ϕ<sub>dyn</sub> = 0.40
|-
|15 for lots of 22,001+ pcs.
|}
</center>
 
======712.2.3.2.1.2 ASTM F3125 Grade A325, 144 or A490 Bolts and ASTM F3148 Grade 144 Bolts======
Samples for Laboratory testing shall be taken and submitted as follows: All lots containing 501 or more, high strength bolts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more bolts, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all bolts of the same size and length, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:
 
<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+
! width="300" style="background:#BEBEBE" |Number of Bolts in the Lot!! style="background:#BEBEBE" |Number of Bolts Taken for a Sample'''*'''
|-
|-
| 0 through 800 || 3
| CIP 14” || 210 || 136 || 105 || 84
|-
|-
| 801 through 8,000 || 6
| CIP 16” || 240 || 156 || 120 || 96
|-
|-
| 8,001 through 22,000 || 9
| CIP 20” || 300 || 195 || 150 || 120
|-
|-
| 22,001 plus || 15
| CIP 24” || 340 || 221 || 170 || 136
|-
|-
|align="left" colspan="2"|'''*''' A minimum of 3 samples will be required for galvanized materials.  
| 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>.
|}
|}
</center>


All lots containing 501 or more, high strength nuts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more nuts, sample 10 percent of the lots offered or one lot, whichever is greater. A lot is defined as all nuts of the same grade, size, style, thread series and class, and surface finish, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:
===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]].
<center>
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
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).
|+
! width="300" style="background:#BEBEBE" |Number of Nuts in the Lot!! style="background:#BEBEBE" |Number of Nuts Taken for a Sample'''*'''
|-
| 0 through 800 ||1
|-
|801 through 8,000 ||2
|-
|8,001 through 22,000 ||3  
|-
|22,000 and over ||5  
|-
|align="left" colspan="2"|'''*''' A minimum of 3 samples will be required for galvanized materials.  
|}
</center>


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


<center>
'''Structural steel HP Pile:'''
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+
! width="300" style="background:#BEBEBE" |Number of Washers in the Lot!!style="background:#BEBEBE" | Number of Washers Taken for a Sample'''* '''
|-
| 0 through 800 || 1
|-
|801 through 8,000 || 2
|-
|8,001 through 22,000 || 3
|-
|22,000 and over || 5
|-
|align="left" colspan="2"|'''*''' A minimum of 3 samples will be required for galvanized materials.
|}
</center>
 
=====712.2.3.2.2 Bolts for Highway Lighting, Traffic Signals or Highway Signing=====
Bolts, nuts, and washers for highway lighting, traffic signals, or highway signing shall meet the requirements given in EPG 712.2.3.1.2 High Strength Bolts. Samples for Central Laboratory testing are only required when requested by the State Construction and Materials Engineer or when field inspection indicates questionable compliance.
 
====712.2.3.3 Slab Drains====
Slab drains are to be accepted on the basis of field inspection of dimensions, weight (mass) of zinc coating, and a satisfactory fabricators certification.  The dimensions, weight (mass) of zinc coating, and material specification requirements are shown on the bridge plans.
 
Field determination of weight (mass) of coating is to be made on each lot of material furnished. The magnetic gauge is to be operated and calibrated in accordance with ASTM E376. At least three members of each size and type offered for inspection are to be selected for testing. A single-spot test is to be comprised of at least five readings of the magnetic gauge taken in a small area and those five readings averaged to obtain a single-spot test result. Three such areas should be tested on each of the members being tested. Test each member in the same manner. Average all single-spot test results from all members to obtain an average coating weight (mass) to be reported. The minimum single-spot test result would be the minimum average obtained on any one member. Material may be accepted or rejected for galvanized coating on the basis of magnetic gauge. If a test result fails to comply with the specifications, that lot should be resampled at double the original sampling rate. If any of the resampled members fail to comply with the specification, that lot is to be rejected. The contractor or supplier is to be given the option of sampling for Laboratory testing, if the magnetic gauge test results are within minus 15 percent of the specified coating weight (mass).
 
A fabricators certification shall be submitted to the engineer in triplicate stating that "The steel used in the fabrication of the slab drains was manufactured to conform to ASTM A709" or "A500, A501" as the case may be.
 
====712.2.3.4 Miscellaneous Structural Steel====
Other structural steel items not requiring shop drawings also require inspection.  Inspection includes a fabricator's certification identifying the source and grade of steel, as well as verification of dimensions and inspection of any coating applied.  The report is to include the grade of steel, coating applied, and results of inspection.
 
==712.3 Lab Testing==
 
===712.3.1 Scope===
This establishes procedures for Laboratory testing and reporting samples of structural steel, bolts, nuts, and washers and for welding qualifications.
 
===712.3.2 Procedure===
 
====712.3.2.1 Chemical Tests - Bolts, Nuts, and Washers====
Weight (mass) of coating shall be determined in accordance with AASHTO M232. Chemical analysis of the base metal shall be determined, when requested, according to [[:Category:1020 Corrugated Metallic-Coated Steel Culvert Pipe, Pipe-Arches and End Sections#1020.8 Laboratory Testing Guidelines for Sec 1020|Laboratory Testing Guidelines for Sec 1020]]. Original test data and calculations shall be recorded in Laboratory workbooks.


====712.3.2.2 Physical Tests - Bolts and Nuts====
Drivability analysis shall be performed for the box shape of the pile (i.e., not the perimeter).  
Original test results and calculations shall be reported through AASHTOWare Project.  


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


Due to the shape and length of some bolts and the shape of some nuts, it may not be possible or required to determine the tensile strength of the bolts or the proof load of the nuts.
'''Hammer types:'''


'''High strength bolts, nuts, and washers''' shall be tested according to ASTM F3125 Grade A325, 144 or A490 or ASTM F3148 Grade 144. Tests are to be as follows:
{| border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
:(a) Bolts shall be tested for dimensions, markings, hardness, proof load, and tensile strength.
|+ '''Pile Driving Hammer Information For GRLWEAP'''
:(b) Nuts shall be tested for dimensions, markings, hardness, and proof load.
! colspan="3" | Hammer used in the field per survey response (2017)
:(c) Washers shall be tested for hardness.
 
Due to the shape and length of some bolts and the size of some nuts, it may not be possible or required to determine the proof load and tensile strength of the bolts or the proof load of the nuts.
 
===712.3.3 Sample Record===
The sample record shall be completed in AASHTOWARE Project (AWP), as described in [[:Category:101 Standard Forms#Sample Record, General|AWP MA Sample Record, General]], and shall indicate acceptance, qualified acceptance, or rejection. Appropriate remarks, as described in [[106.20 Reporting|EPG 106.20 Reporting]], are to be included in the report to clarify conditions of acceptance or rejection.
 
Test results for bolts, nuts and washers shall be reported through AWP.
 
[[image:712.3.3.jpg|center|1050px]]
 
 
 
== 751.50 Standard Detailing Notes ----- H1. Steel ==
<big>'''ONLY CHANGE NOTE H1.8.1'''</big>
 
 
'''(H1.8.1) ASTM F3148 Grade 144 bolts may be specified by design or directly substituted for a design with A325 bolts. Consult SPM or SLE  before using F3148 bolts.'''
:Bolts shall be 7/8-inch diameter ASTM <u>F3125 Grade A325</u> <u>F3148 Grade A144</u> <u>Type 1</u> <u>Type 3</u> in 15/16-inch diameter holes.
 
==1080.1 High Strength Bolts==
<div style="float: right; margin-top: 5px; margin-left: 15px; width:380px; font-size: 95%; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
'''<u><center>Videos Showing Strain Testing to Determine Yield Strength</center></u>'''
* [http://epg.modot.mo.gov/documents/1080trusschordmemberKnoxCo.wmv Truss Chord Member for bridge in Knox Co.]
* [http://epg.modot.mo.gov/documents/1080PTBartestMRB.wmv PT Bar for Mississippi River bridge in City of St. Louis]
</div>
 
All bolts, nuts, and washers should be from a PAL supplier in accordance with [[106.12 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]]. If a supplier proposes to furnish structural steel connectors and is not on PAL, a request is to be made to the Construction and Material Division for acceptance into the PAL program. Once satisfactory submittals have been received, the supplier will be placed on the PAL. Bolts, nuts, and washers, for use other than bridge construction and in quantities less than 50, may be accepted from a PAL supplier without a PAL identification number.
 
Construction inspection requirements for bolts, nuts and washers are given in [[:Category:712 Structural Steel Construction#712.1.5 High Strength Bolts And Washers (Sec 712.7)|EPG 712.1.5 High Strength Bolts And Washers]]. Materials inspection requirements are given in [[:Category:712 Structural Steel Construction#712.2.4.1 High Strength Bolts|EPG 712.2.4.1 High Strength Bolts]] and Lab testing requirements in [[:Category:712 Structural Steel Construction#712.3.2 Procedure|EPG 712.3.2 Procedure]].
 
===1080.1.1 Samples Taken at PAL Manufacturer Facilities===
Prior to visiting a PAL supplier or manufacturer facility, the Cognos report “PAL Shipments Within Date Range” should be run for the facility to determine what material has been given MoDOT PAL numbers.  For each PAL material, the sample shall consist of six pieces rather than determined from lot quantities as given in EPG 1080.1.2 Sample Sizes. An individual sample shall consist of bolts, nuts, or washers as these are treated as different materials in the PAL system. 
 
===1080.1.2 Sample sizes===
 
====1080.1.2.1 ASTM A307 Bolts====
Samples for Laboratory testing are only required when requested by the State Construction and Materials Engineer, or when field inspection indicates questionable compliance. When samples are taken, they are to be taken as shown in the following table. When galvanized bolts, nuts and washers are submitted to the Laboratory, a minimum of 3 samples of each are required for Laboratory testing.
 
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|width="230"|3 for lots of 0 to 800 pcs.||rowspan="4" width="500" align="center"|Each sample is to consist of one bolt, nut and washer. Submit for dimensions, weight (mass) of coating, mechanical properties.
|-
|6 for lots of 801 to 8,000 pcs.
|-
|9 for lots of 8,001 to 22,000 pcs.
|-
|15 for lots of 22,001plus pcs.
|}
 
====1080.1.2.2 ASTM F3125 Grade A325, 144 and A490 Bolts and ASTM F3148 Grade 144====
Samples for Laboratory testing shall be taken and submitted as follows:<br>
All lots containing 501 or more high strength bolts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more bolts, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all bolts of the same size and length, with the same manufacturer's lot identification, offered for inspection at one time.
 
Samples shall be taken as follows:
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+  
! style="background: #BEBEBE" width="250" | Number of Bolts in the Lot !!style="background: #BEBEBE" | Number of Bolts Taken for a Sample*
|-
|-
| 0 through 800 || align="center" | 3
! GRLWEAP ID !! Hammer name !! No. of Responses
|-
|-
| 801 through 8,000 || align="center" | 6
| 41 || Delmag D19-42<sup>1</sup> || 13
|-
|-
| 8,001 through 22,000 || align="center" | 9
| 40 || Delmag D19-32 || 6
|-
|-
| 22,001 plus || align="center" | 15
| 38 || Delmag D12-42 || 4
|-
|-
| colspan="2" | '''*''' A minimum of 3 samples will be required for galvanized materials.
| 139 || ICE 32S || 4
|}
All lots containing 501 or more high strength nuts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more nuts, sample 10 percent of the lots offered or one lot, whichever is greater. A lot is defined as all nuts of the same grade, size, style, thread series and class, and surface finish, with the same manufacturer's lot identification, offered for inspection at one time.
 
Samples shall be taken as follows:
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background: #BEBEBE" width="248" | Number of Nuts in the Lot !! style="background: #BEBEBE" | Number of Nuts Taken for a Sample*
|-
|-
| 0 through 800 || align="center" | 1
| 15 || Delmag D30-32 || 2
|-
|-
| 801 through 8,000 || align="center" | 2
| || Delmag D25-32 || 2
|-
|-
| 8,001 through 22,000 || align="center" | 3
| 127 || ICE 30S || 1
|-
|-
| 22,000 and over || align="center" | 5
| 150 || MKT DE-30B || 1
|-
|-
| colspan="2" | '''*''' A minimum of 3 samples will be required for galvanized materials.
| colspan="3" | <sup>'''1</sup>''' Delmag series of pile hammers is the most popular, with the D19-42 being the most widely used.  
|}
|}


All lots containing 501 or more high strength washers shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more washers, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all washers of the same type, grade, size and surface finish, with the same manufacturer's lot identification, offered for inspection at one time.
The contractor is responsible for determining the driving system required to successfully drive the pile to the minimum tip elevation and to reach the minimum nominal axial compressive resistance specified on the plans. The contractor is required to perform a drivability analysis to select an appropriate hammer size to ensure the pile can be driven without overstressing the pile and to prevent refusal of the pile prior to reaching the minimum tip elevation. The contractor shall plan pile driving activities and submit hammer energy requirements to the engineer for approval before driving. There is an exception to the contractor’s responsibility for the drivability analysis when WEAP is specified as the driving criteria for friction pile. When WEAP is specified for friction pile an inspector’s chart will be provided for the contractor in the electronic deliverables. For more detailed guidance see [https://www.modot.org/media/54989 SEG 25-001 New Policy for Friction Pile].
 
Practical refusal is defined at 20 blows/inch or 240 blows per foot. 
 
Driving should be terminated immediately once 30 blows/inch is encountered.


Samples shall be taken as follows:  
:{| style="margin: 1em auto 1em auto"
{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background: #BEBEBE" width="258" | Number of Washers in the Lot !!style="background: #BEBEBE" | Number of Washers Taken for a Sample*
|-
| 0 through 800 || align="center" | 1
|-
| 801 through 8,000 || align="center" | 2
|-
|-
| 8,001 through 22,000 || align="center" | 3
|'''Nominal Driving Stress'''||width="840"| ||'''LRFD 10.7.8'''
|-
| 22,000 and over || align="center" | 5
|-
| colspan="2" | '''*''' A minimum of 3 samples will be required for galvanized materials.
|}
|}
: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.


===1080.1.3 Bolts for Highway Lighting, Traffic Signals or Highway Signing===
===751.36.5.12 Information to be Included on the Plans===
Bolts, nuts, and washers for highway lighting, traffic signals, or highway signing shall meet the requirements given in [[:Category:712 Structural Steel Construction#712.1.5 High Strength Bolts (Sec 712.7)|EPG 712.1.5 High Strength Bolts]], except that mechanical galvanization of bolts, nuts and washers for highway lighting or traffic signals shall meet requirements of ASTM B695, Class 55.  Field determination of weight (mass) of zinc coating, when specified, is to be determined by magnetic gauge in the same manner as described [[901.17 Material Inspection for Sec 901|EPG 901.17 Material Inspection for Sec 901]] except that a smaller number of single-spot tests will be sufficient. Samples for Central Laboratory testing are only required when requested by the State Construction and Materials Engineer or when field inspection indicates questionable compliance. When samples are taken, they are to be taken at the frequency and of the size shown in [http://epg.modot.org/index.php?title=Category:1040_Guardrail%2C_End_Terminals%2C_One-Strand_Access_Restraint_Cable_and_Three-Strand_Guard_Cable_Material#Table_1040.2.1.2_Sampling_Requirements Table 1040.2.1.2 Sampling Requirements]. 
 
Bolts, nuts, and washers for traffic signals shall also be inspected for conformance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=13 Section 902.4].  Additionally, for traffic signals, anchor bolts and nuts or high strength bolts and nuts, except those meeting requirements of ASTM F3125 Grade A325, shall be accompanied by a test report certified to be representative of the mechanical tests for each size in each shipment.
 
 
----
 
='''REVISION REQUEST 4066'''=
 
==751.50 Standard Detailing Notes==
 
<big>'''Delete Notes B3.5 and B3.6'''</big>
 
'''(B3.5) Use for CIP pile in all bridges except for continuous concrete slab bridges.'''
All reinforcement in cast-in-place pile at non-integral end bents and intermediate bents is included in the substructure quantities.
'''(B3.6) Use for CIP pile in continuous concrete slab bridges.'''
All reinforcement in cast-in-place pile at end bents and pile cap intermediate bents is included in the superstructure quantities and all reinforcement in cast-in-place pile at open concrete intermediates bents is included in the substructure quantities.
 
 
=== G5. CIP Concrete Piles (Notes for Bridge Standard Drawings)===
 
====G5a Closed Ended Cast-in Place (CECIP) Concrete Pile====
'''(G5a1)'''
:Welded or seamless steel shell (pipe) shall be ASTM A252 Modified Grade 3 (fy = 50,000 psi) with physical and chemical requirements that meet ASTM A572 Grade 50. Pipe certification and source material certification shall be required.
 
'''(G5a2)'''
:Concrete for cast-in-place pile shall be Class B-1.
 
'''(G5a3)'''
:Steel for closure plate shall be ASTM A709 Grade 50.
 
'''(G5a4)'''
:Steel for cruciform pile point reinforcement shall be ASTM A709 Grade 50.
 
'''(G5a5)'''
:Steel casting for conical pile point reinforcement shall be ASTM A148 Grade 90-60.
 
'''(G5a6)'''
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
 
'''(G5a7)'''
:Closure plate shall not project beyond the outside diameter of the pipe pile. Satisfactory weldments may be made by beveling tip end of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe. Payment for furnishing and installing closure plate will be considered completely covered by the contract unit price for Galvanized Cast-In-Place Concrete Piles.
 
'''(G5a8)'''
:Splices of pipe for cast-in-place concrete pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
 
'''(G5a9a) Use the following note for seismic category A'''
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 
'''(G5a9b) Use the following note for seismic category B, C or D '''
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.
 
'''(G5a10)'''
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
 
'''(G5a11)'''
:Closure plate need not be galvanized.
 
'''(G5a12) '''
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
 
'''(G5a13) Use for CIP pile on all bridges except for continuous concrete slab bridges. Remove underlined portion for non-integral end bents.'''
:All reinforcement for cast-in-place pile <u>at end bents is included in the Estimated Quantities for Slab on _____. Reinforcement for cast-in-place pile at intermediate bents</u> is included in the substructure quantity tables.
 
'''(G5a14) Use for CIP pile on continuous concrete slab bridges. The first underlined portion is included for pile cap intermediate bents. The second underlined portion is included for intermediate bents with pile footings.'''
:All reinforcement in cast-in-place pile at end bents <u>and intermediate bents</u> is included in the superstructure quantities <u>and all reinforcement in cast-in-place pile at intermediates bents is included in the substructure quantity tables</u>.
 
'''(G5a15)'''
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified.  No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
 
====G5b Open Ended Cast-in Place (OECIP) Concrete Pile====
 
'''(G5b1)'''
:Welded or seamless steel shell (pipe) shall be ASTM A252 Modified Grade 3 (fy = 50,000 psi) with physical and chemical requirements that meet ASTM A572 Grade 50. Pipe certification and source material certification shall be required.
   
   
'''(G5b2)'''
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.
:Open ended pile shall be augered out to the minimum pile cleanout penetration elevation and filled with Class B-1 concrete.


'''(G5b3)'''
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.
:Concrete for cast-in-place pile shall be Class B-1.


'''(G5b4)'''
:Steel casting for open ended cutting shoe pile point reinforcement shall be ASTM A148 Grade 90-60.


'''(G5b5)'''
<br><br>
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
<hr style="border:none; height:2px; background-color:red;" />
<br><br>


'''(G5b6)'''
:Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.


'''(G5b7a) Use the following note for seismic category A'''
=== E2. Foundation Data Table ===
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.


'''(G5b7b) Use the following note for seismic category B, C or D'''
The following table is to be placed on the design plans and filled out as indicated.
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.


'''(G5b8)'''
'''(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 hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.


'''(G5b9)'''
<center>
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
'''(G5b10) Use for CIP pile on all bridges except for continuous concrete slab bridges. Remove underlined portion for non-integral end bents.'''
:All reinforcement for cast-in-place pile <u>at end bents is included in the Estimated Quantities for Slab on _____. Reinforcement for cast-in-place pile at intermediate bents</u> is included in the substructure quantity tables.
 
'''(G5b11) Use for CIP pile on continuous concrete slab bridges. The first underlined portion is included for pile cap intermediate bents. The second underlined portion is included for intermediate bents with pile footings.'''
:All reinforcement in cast-in-place pile at end bents <u>and intermediate bents</u> is included in the superstructure quantities <u>and all reinforcement in cast-in-place pile at intermediates bents is included in the substructure quantity tables</u>.
 
'''(G5b12)'''
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified.  No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
 
 
 
----
 
='''REVISION REQUEST 4071'''=
 
 
====751.1.2.9.2 Steel Girder Options====
When considering steel structures, the preliminary designer must decide if the girders should be painted or fabricated from weathering steel.  If site-specific conditions allow, the use of unpainted weathering steel (ASTM A709 Grades 50W and HPS70W) should be considered and is MoDOT’s preferred system for routine steel I-girder type bridges due to its performance, economic and environmental benefits.  Cost savings are realized because of the elimination of the initial paint system as well as the need for periodic renewal of the paint system over the life of the structure.
 
Weathering steels provide significant environmental and worker safety benefits as well.  Since they do not require initial and periodic repainting of the whole bridge, emissions of volatile organic compounds (VOC) are reduced.  Also, they generally do not require coating removal or disposal of contaminated blast debris over the service life of the structure.  By eliminating the need for periodic repainting, the closing of traffic lanes can be prevented as well as the associated hazards to painters, maintenance workers, and the travelling public.
 
Partial coating of weathering steel is required near expansion joints.  See [[751.14 Steel Superstructure#751.14.5.8 Protective Coating Requirements|EPG 751.14.5.8]].  Periodic recoating or overcoating will be required, however, on a much smaller scale than the whole bridge with the effect that lane closures and associated hazards are greatly reduced compared to painted steel. 
 
Although weathering steel is MoDOT’s preferred system for routine I-girder bridges with proper detailing, it should not be used for box girders, trusses or other structure types where details may tend to trap moisture or debris.  There are also some situations where the use of weathering steel may not be advisable due to unique environmental circumstances of the site.  Generally, these types of structures would receive high deposits of salt along with humidity, or long-term wet conditions and individually each circumstance could be considered critical.
 
The FHWA Technical Advisory T5140.22 October 1989 should be used as guidance when determining the acceptability of weathering steel. Due to the large amounts of deicing salts used on our highways which ultimately causes salt spray on bridge girders, the flowchart below should be used as guidance for grade separations. The flowchart, Fig. 751.1.2.9, below, is general guidance but is not all inclusive. There may be cases based on the circumstances of the bridge site where the use of weathering steel is acceptable even though the flowchart may indicate otherwise. In these cases, follow MoDOT’s [[131.1 Design Exception Process|design exception process]].
 
[[image:751.1.2.7 weathering steel Nov 2010.jpg|center|650px|thumb|<center>'''Fig. 751.1.2.9 Guidance on the Use of Weathering Steel for Grade Separations'''</center>
'''*''' For multi-lane divided or undivided highways, consider the AADT and AADTT in one direction only.]]
<div id="Weathering steel may be used"></div>
Weathering steel may be used for stream crossings where 1) the base flood elevation is lower than the bottom of girder elevation and 2) the difference between the ordinary high water and bottom of girder elevations is greater than 10 ft. for stagnant and 8 ft. for moving bodies of water.  Where the difference in elevations is less than noted, weathering steel may be used upon approval of the Assistant State Bridge Engineer.
 
Additional documents that can be referenced to aid in identifying the site-specific locations and details that should be avoided when the use of weathering steel is being considered include:
 
:1. Transportation Research Board. (1989).  ''Guidelines for the use of Weathering Steel in Bridges'', (NCHRP Report 314). Washington, DC: Albrecht, et al.
 
:2. American Iron and Steel Institute. (1995).  ''Performance of Weathering Steel in Highway Bridges, Third Phase Report''. Nickerson, R.L.
 
:3. American Institute of Steel Construction. (2022). Uncoated Weathering Steel Reference Guide. NSBA
 
:4. MoDOT. (1996). ''Missouri Highway and Transportation Department Task Force Report on Weathering Steel for Bridges''. Jefferson City, MO: Porter, P., et al.
The final brown rust appearance could be an aesthetic concern.  When determining the use of weathering steel, aesthetics and other concerns should be discussed by the Core Team members, with input from [https://modotgov.sharepoint.com/sites/br Bridge Division] and [https://modotgov.sharepoint.com/sites/mt Maintenance Division].
 
If weathering steel cannot be used, the girders should be painted gray (Federal Standard #26373).  If the district doesn’t want gray, they can choose brown (Federal Standard #30045).  If the district or the local municipality wants a color other than gray or brown, they must meet the requirements of [[1045.5_Policy_on_Color_of_Structural_Steel_Paint|EPG 1045.5 Policy on Color of Structural Steel Paint]]. See [[751.6_General_Quantities#751.6.2.11_Structural_Steel_Protective_Coatings_.28Non-weathering Steel.29|EPG 751.6.2.11]], [[751.6 General Quantities#751.6.2.12 Structural Steel Protective Coatings (Weathering Steel)|EPG 751.6.2.12]] and [[751.14 Steel Superstructure#751.14.5.8 Protective Coating Requirements|EPG 751.14.5.8]] for further guidance on paint systems.
 
 
 
===751.6.1 Index of Quantities===
 
{| class="wikitable" style="text-align:center"
|-
|-
| colspan="4" align="left" | '''Sec 712 – Structural Steel Construction'''
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
|-
|-
| 712-09.00 || 1 || linear foot || align="left" | Expansion Device (Finger Plate)
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
|-
|-
| 712-09.15 || 1 || linear foot || align="left" | Expansion Device (Flat Plate)
!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
|-
|-
| 712-10.00 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Misc.)
|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
|-
|-
| 712-10.10 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (I-Beam)
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
|-
|-
| 712-10.20 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Plate Girder)
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
|-
|-
| 712-10.30 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Trusses)
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|-
|-
| 712-10.40 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Concrete)
|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
|-
|-
| 712-10.50 || 10 || pound || align="left" | Fabricated Structural Carbon Steel (Box Girder)
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
|-
|-
| 712-10.60 || 1 || lump sum || align="left" | Fabricated Sign Support Brackets
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
|-
|-
| 712-11.00 || 10 ||pound || align="left" | Fabricated Structural Low Alloy Steel (Misc.)
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
|-
|-
| 712-11.11 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (I-Beam) A709, Grade 50
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
|-
|-
| 712-11.13 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (I-Beam) A709, Grade 50W
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|-
|-
| 712-11.21 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50
|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
|-
|-
| 712-11.22 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50W
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
|-
|-
| 712-11.23 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS70W
|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|| -
|-
|-
| 712-11.24 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS50W
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
|-
|-
| 712-11.30 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Trusses)
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
|-
|-
| 712-11.40 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Concrete)
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -
|-
|-
| 712-11.51 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50
| 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|| -
|-
|-
| 712-11.52 || 10 || pound || align="left" | Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50W
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
|-
|-
| 712-11.59 || 1 || each || align="left" | Shear Connectors
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -
|-
|-
| 712-11.60 || 1 || sq. foot || align="left" | Steel Grid Floor (Half Concrete Filled)
| 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|| - || -
|-
|-
| 712-11.61 || 1 || sq. foot || align="left" | Steel Grid Floor (Concrete Filled)
|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|| -
|-
|-
| 712-12.50 || 1 || lump sum || align="left" | Strengthening Existing Beams
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
|-
|-
| 712-12.51 || 1 || each || align="left" | Hinge Modification
|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.
|-
|-
| 712-13.00 || 10 || pound || align="left" | Fabricated Structural Steel Bearings
|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
|-
|-
| 712-20.00 || 10 || pound || align="left" | Carbon Steel Castings
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
|}
 
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|-
| 712-22.00 || 10 || pound || align="left" | Gray Iron Castings
| 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/>
| 712-23.00 || 1 || linear foot || align="left" | Bridge Rail (Two Tube Structural Steel)
DF = FHWA-modified Gates Dynamic Pile Formula<br/>
|-
WEAP = Wave Equation Analysis of Piles<br/>
| 712-30.00 || 1 || each || align="left" | Steel Bar Dam
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
|-
|}
| 712-31.00 || 1 || each || align="left" | Cleaning and Coating Existing Bearings
 
|-
 
| 712-31.10 || 1 || each || align="left" | Bearing Removal for Inspection
</center>
|-
 
| 712-31.15 || 1 || each || align="left" | Surface Finishing Bearing Rocker
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"  
|-
|-
| 712-31.20 || 1 || each || align="left" | Cleaning, Lubricating and Coating Bearing
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
|-
|-
| 712-31.30 || 1 || each || align="left" | Rehabilitate Bearing
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula
|-
|-
| 712-31.40 || 10 || pound || align="left" | New Bearing Materials
|DT = Dynamic Testing
|-
|-
| 712-31.50 || 1 || each || align="left" | Anchor Bolt Replacement
|WEAP = Wave Equation Analysis of Piles
|-
|-
| 712-32.00 || 1 || each || align="left" | Removing, Coating and Reinstalling Light Standards (Bridges)
|SLT = Static Load Test
|-
|-
| 712-32.10 || 1 || each || align="left" | Earthquake Restrainer Assemblies
|colspan="7"  style="background:#BEBEBE"|
|-
|-
| 712-32.50 || 1 || each || align="left" | Rivet Removal and Replacement
|rowspan="7"|Criteria for Minimum Tip Penetration ||Scour
|-
|-
| 712-33.00 || 1 || lump sum || align="left" | Existing Diaphragm Connections to Flange
|Tension or uplift resistance
|-
|-
| 712-33.01 || 1 || each || align="left" | Steel Intermediate Diaphragm for P/S Concrete Girders
|Lateral stability
|-
|-
| 712-35.00 || 1 || linear foot || align="left" | Railing for Steps
|Penetration anticipated soft geotechnical layers
|-
|-
| 712-36.10 || 1 || each || align="left" | Slab Drain
|Minimize post construction settlement
|-
|-
| 712-36.11 || 1 || each || align="left" | Slab Drain with Grate
|Minimum embedment into natural ground
|-
|-
| 712-36.20 || 1 || lump sum || align="left" | Drainage System (On Structure)
|Other Reason
|-
|-
| 712-51.00 || 1 || lump sum || align="left" | Surface Preparation for Recoating Structural Steel
|colspan="7"  style="background:#BEBEBE"|
|-
|-
| 712-51.01 || 1 || lump sum || align="left" | Surface Preparation for Overcoating Structural Steel (System G)
|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.)'''
|-
|-
| 712-51.02 || 1 || lump sum || align="left" | Surface Preparation for Applying Epoxy-Mastic Primer
|colspan="3"|'''For LFD Design'''
|-
|-
| 712-51.09 || 1 || lump sum || align="left" | Field Application of Organic Zinc Primer
|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).
|-
|-
| 712-51.10 || 1 || lump sum || align="left" | Field Application of Inorganic Zinc Primer
|colspan="3"|'''For LRFD Design'''
|-
| 712-51.11 || 1 || lump sum || align="left" | Intermediate Field Coat (System G)
|-
| 712-51.12 || 1 || lump sum || align="left" | Finish Field Coat (System G)
|-
| 712-51.13 || 1 || lump sum || align="left" | Intermediate Field Coat (System H)
|-
| 712-51.14 || 1 || lump sum || align="left" | Finish Field Coat (System H)
|-
| 712-51.15 || 1 || lump sum || align="left" | Finish Field Coat (System I)
|-
| 712-51.16 || 1 || lump sum || align="left" | Finish Field Coat (System L)
|-
| 712-52.00 || 100 || sq. foot || align="left" | Surface Preparation for Recoating Structural Steel
|-
| 712-52.01 || 100 || sq. foot ||align="left" | Surface Preparation for Overcoating Structural Steel (System G)
|-
| 712-52.09 || 100 || sq. foot || align="left" | Field Application of Organic Zinc Primer
|-
| 712-52.10 || 100 || sq. foot || align="left" | Field Application of Inorganic Zinc Primer
|-
| 712-53.15A || 0.1 || ton || align="left" | Intermediate Field Coat (System G)
|-
| 712-53.20A || 0.1 || ton || align="left" | Finish Field Coat (System G)
|-
| 712-53.35A || 0.1 || ton || align="left" | Intermediate Field Coat (System H)
|-
|| 712-53.40A || 0.1 || ton || align="left" | Finish Field Coat (System H)
|-
| 712-53.46 || 0.1 || ton || align="left" | Finish Field Coat (System I)
|-
| 712-53.47 || 0.1 || ton || align="left" | Finish Field Coat (System L)
|-
| 712-53.65A || 100 || sq. foot || align="left" | Intermediate Field Coat (System G)
|-
| 712-53.70A || 100 || sq. foot || align="left" | Finish Field Coat (System G)
|-
| 712-53.85A || 100 || sq. foot || align="left" | Intermediate Field Coat (System H)
|-
| 712-53.90A || 100 ||sq. foot || align="left" | Finish Field Coat (System H)
|-
| 712-53.96 || 100 || sq. foot || align="left" | Finish Field Coat (System I)
|-
| 712-53.97 || 100 || sq. foot || align="left" | Finish Field Coat (System L)
|-
| 712-59.60 || 1 || lump sum || align="left" | Aluminum Epoxy-Mastic Primer 
|-
| 712-59.61 || 1 || lump sum || align="left" | Gray Epoxy-Mastic Primer 
|-
| 712-60.00 || 1 || linear foot || align="left" | Non-Destructive Testing
|-
| 712-99.01 || 1 || lump sum || align="left" | Galvanizing Structural Steel
|-
| 712-99.02 || 1 || each || align="left" | Misc.
|-
| 712-99.03 || 1 || linear foot || align="left" | Misc.
|-
| 712-99.04 || 1 || sq. foot || align="left" | Misc.
|-
| 712-99.05 || 1 || sq. yard || align="left" | Misc.
|-
| 712-99.10 || 0.1 || ton || align="left" | Misc.
|-
| 712-99.11 || 10 || pound || align="left" | Misc.
|-
|-
|colspan="3"|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.)'''


====751.6.2.11 Structural Steel Protective Coatings (Non-weathering Steel)====
: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.


The protective coating, as specified on the Design Layout, shall be System G, H or I with the color being gray or brown. The coating color shall be specified on the Design Layout. The following gives pay item guidelines for most bridges.
'''Driven Piles'''


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


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


'''1. Bridges over Roadways''' (does not include over Railroads)
'''(E2.22)  (Use when estimated maximum scour depth (elevation) for CIP piles is required.)  '''
:Estimated Maximum Scour Depth (Elevation) shown is for verifying <u>Minimum Nominal Axial Compressive Resistance</u> <u>Design Bearing</u> using dynamic testing only where pile resistance contribution above this elevation shall not be considered.


The intermediate field coat for beam and girder spans shall be applied to the surfaces of all structural steel except those surfaces to be in contact with concrete shall not receive the intermediate coat. The intermediate coat shall also be applied to the bearings, except where bearings will be encased in concrete.
'''(E2.23) (Use when static test piles are required.) The number of piles in table should not include probe piles. If probe piles are specified, place an * beside the number of piles at the bents indicated.'''
 
:&nbsp;*One concrete probe pile shall be driven in permanent position, one for each bent, at Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
The finish field coat for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the finish coat. The finish coat shall also be applied to the exterior bearings, except where bearings will be encased in concrete.
 
'''(E2.24) '''  
The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within this limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats. The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.
:All piles shall be galvanized down to the minimum galvanized penetration (elevation).
<div id="When System I finish field coat"></div>
When System I finish field coat is specified on the plans with System G intermediate coat, System I finish field coat quantity will be figured the same as above for the finish field coat.  System G intermediate coat with System I finish field coat will be as above for the intermediate field coat except that the area of the System I finish field coat will not be included in the System G intermediate field coat area.  When the plans state System I finish field coat shall be substituted for System G intermediate coat, System I finish field coat quantity will be figured for all girder surfaces as discussed above for intermediate field coat area.
 
{| style="text-align: center; font-size:1.6em", align="center"
|-
|COLSPAN="3"|<u>'''New Non-Weathering Bridge Over Roadway'''</u>
|-
|[[image:751.6.2.11-Typical Roadway.jpg|center|x300px]] ||style="width: 200px"| || [[image:751.6.2.11-Deck Joints Roadway.jpg|center|x300px]]
|-
|style="font-size:0.75em"|'''Typical Coating (System G)''' ||    ||style="font-size:0.75em"|'''Coating Near Deck Joints (System G)'''
|-
|}
 
'''2. Bridges over Streams and Bridges over Railroads '''
 
The field coatings (including intermediate and finish coats) for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the field coats. The field coatings shall also be applied to the exterior bearings, except where bearings will be encased in concrete. The interior beams or girders shall only have the prime coat applied with no other field coatings required.
 
The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within the limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats. The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.
 
When System I is specified, the intermediate field coat will not be required.
 
{| style="text-align: center; font-size:1.6em", align="center"
|-
|COLSPAN="3"|<u>'''New Non-Weathering Bridge Over Stream or Railroad'''</u>
|-
|[[image:751.6.2.11-Typical_Stream_RR.jpg|center|x300px]] ||style="width: 200px"| || [[image:751.6.2.11-Deck_Joints_Stream_RR.jpg|center|x300px]]
|-
|style="font-size:0.75em"|'''Typical Coating (System G)''' ||    ||style="font-size:0.75em"| '''Coating Near Deck Joints (System G)'''
|-
|}
 
'''<u>Coating New Truss Bridges or Other Unusual Structures</u> '''
 
Intermediate Field Coat and Finish Field Coat (System G, H or I) (Gray or brown) - The quantity shall be computed as a lump sum quantity.
 
All structural steel for truss or steel box girder spans shall be field coated with intermediate and finish coats, except the area of steel to be in contact with concrete and intermediate field coat is not required when System I is specified.  
 
<u>'''Recoating Existing Multi-Girder/Beam Bridges '''</u>
 
Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or coated. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings.
 
'''1. Surface Preparation for Recoating Structural Steel '''- Preparation shall include the surfaces of all structural steel except areas to be in contact with concrete.
 
'''2. Field Application of Inorganic or Organic Zinc Primer''' - Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.
 
'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' - Coverage shall meet the same requirements as new multi-girder/beam bridges.
 
'''4. Finish Field Coat (System G, H or I) (Gray or Brown)''' - Coverage shall meet the same requirements as new multi-girder/beam bridges.
 
{| style="text-align: center; font-size:1.6em", align="center"
|-
|COLSPAN="3"|<u>'''Existing Non-Weathering Bridge'''</u>
|-
|[[image:751.6.2.11-Recoating_Roadway.jpg|center|x300px]] ||style="width: 200px"| || [[image:751.6.2.11-Recoating_Stream_RR.jpg|center|x300px]]
|-
|style="font-size:0.75em"|'''Typical Recoating Over Roadway (System G)''' ||    ||style="font-size:0.75em"| '''Typical Recoating Over Stream or Railroad (System G)'''
|-
|COLSPAN="3"|[[image:751.6.2.11-Recoating_Deck_Joints.jpg|center|x300px]]
|-
|COLSPAN="3" style="font-size:0.75em"|'''Recoating Near Deck Joints (System G)'''
|-
|}
 
<u>'''Recoating Existing Truss Bridges or other Unusual Structures '''</u>


Quantities shall be computed as lump sum quantities. The approximate weight of steel shall be shown to the nearest ton in the contract documents.  
'''(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.) '''


'''1. Surface Preparation for Recoating Structural Steel''' - Preparation shall include the surfaces of all structural steel except areas to be in contact with concrete.
:All  piling shall be driven to a minimum nominal axial compressive resistance equal to <u>3.5</u> <u>2.75</u> <u>2.25</u> <u>2.00</u> times the Design Bearing as shown on the plans.
<div id="(E2.27)"></div>
'''(E2.27) Use for galvanized piles.'''


'''2. Field Application of Inorganic or Organic Zinc Primer''' – Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.  
: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.


'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' – Coverage shall meet the same requirements as new truss bridges.
'''(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.'''


'''4. Finish Field Coat (System G, H or I) (Gray or Brown)''' – Coverage shall meet the same requirements as new truss bridges.  
:<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.


<u>'''Overcoating Existing Multi-Girder/Beam Bridges '''</u>
='''REVISION REQUEST 4151'''=


Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or overcoated except as noted below. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings. Partial overcoating of steel structures is allowed and the areas of partial overcoating should be clearly indicated shown on the plans.
====127.2.3.3.1 Missouri Unmarked Human Burials Law====
If human skeletal remains are encountered during construction, their treatment will be handled in accordance with [https://revisor.mo.gov/main/OneChapter.aspx?chapter=194 Sections 194.400 to 194.410, RSMo], as amended. When human remains are encountered, the Contractor shall first stop all work within a 330-ft. or 100-meter radius of the remains, and secondly, shall notify the MoDOT Construction Inspector and/or Resident Engineer who will contact the Historic Preservation section. Historic Preservation staff will in turn notify the local law enforcement (to ensure that it is not a crime scene) and the State Historic Preservation Office (SHPO) as per RSMo 194 or to notify SHPO what has occurred and that it is covered by Missouri’s Cemeteries Law, §§ 214. RSMo. If the contractor is unable to contact appropriate MoDOT staff, the contractor shall initiate the involvement by local law enforcement and the SHPO. A description of the contractor’s actions will be promptly made to MoDOT.  


'''1. Surface Preparation for Overcoating Structural Steel (System G)''' - Preparation shall include the surfaces of all structural steel except areas to be in contact with concrete.  
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.


'''2. Intermediate Field Coat (System G)''' - Coverage shall meet the same requirements as Surface Preparation for Overcoating Structural Steel (System G).
<br><br>
<hr style="border:none; height:2px; background-color:red;" />
<br><br>


'''3. Finish Field Coat (System G)''' - Coverage shall meet the same requirements as new bridges.
==127.2.9 Construction Inspection Guidance==
 
Mitigation by data recovery is usually completed prior to construction if the presence of cultural resources is known. If [http://epg.modot.org/index.php/127.2_Historic_Preservation_and_Cultural_Resources#127.2.8_Artifacts_and_Features artifacts] are discovered during construction activities, the Historic Preservation section must be immediately notified. This will allow an inspection of the site by MoDOT HP staff to determine if further investigation is necessary before construction activities continue.  
{| style="text-align: center; font-size:1.6em", align="center"
|-
|COLSPAN="3"|[[image:751.6.2.11-Overcoating_Existing_Bridge.jpg|center|x300px]]
|-
|COLSPAN="3" style="font-size:0.75em"|'''Overcoating Existing Non-Weathering Bridge (System G)'''
|-
|}


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


Refer to [[751.50_Standard_Detailing_Notes#A4a1._Steel_Structures-_Nonweathering_Steel|EPG 751.50 Note A4a1.24]]. The figure below with note is available in a CADD cell.
===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.


[[image:Part_Elev_Paint_Overlap_11-3-23.png|800px]]
===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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