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  <p class=HeaderFooterText>Structures Design Guidelines</td>
  <td width="50%" class="whs6">
  <p class=HeaderFooterText
	style="text-align: right;"
	align=right>&nbsp;July 
 2007</td></tr>
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  <p class=HeaderFooterText>3 - Substructure and Retaining Walls</td>
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  <p class=HeaderFooterText
	style="text-align: right;"
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<h2><a name=SDG_3_5_Driven_Piles></a>3.5 Driven Piles</h2>

<h3 class="whs9"><a name=SDG_3_5_1_Prestressed_Concrete_Piles></a>3.5.1 
 Prestressed Concrete Piles [5.13.4.4] <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a1" style="font-size: 10pt;"><span 
 class=expandtext
	style="color: #008000;"><font color=green >(01/06)</font></span></a><span class=expandtext style="display: 'none';" id=POPUP211154740 >   Jan 2006 Per Tom Andres: Combined sections 3.5.2 and 3.5.15</span></h3>

<p class=OutlineA>A. For prestressed piling not subjected to significant 
 flexure under service or impact loading, design strand development in 
 accordance with <span style="font-weight: bold; font-style: italic;"><I><B>LRFD</B></I></span> 
 [5.11.4] and [5.8.2.3]. &nbsp;Bending 
 that produces cracking in the pile, such as that resulting from ship impact 
 loading, is considered significant.</p>

<p class=OutlineA>B. A 1-foot embedment is considered a pinned head condition. 
 For the pinned pile head condition the strand development must be in accordance 
 with <span style="font-weight: bold; font-style: italic;"><I><B>LRFD</B></I></span> 
 [5.11.4] and [5.8.2.3].</p>

<p class=OutlineA>C. For the standard, square, FDOT prestressed concrete 
 piles (12-inch through 30-inch), a pile embedment of 48-inches into a 
 reinforced concrete footing is considered adequate to develop the full 
 bending capacity of the pile. The pile must be solid, (or the pile void 
 filled with structural concrete) for a length of no less than 8 feet (4 
 feet of embedment length plus 4 feet below the bottom of the pile cap).</p>

<p class=OutlineA>D. Grouting a pipe or reinforcing bar cage into the void 
 can strengthen a voided pile. With this detail, the full composite section 
 capacity of the pile and pipe/cage can be developed. The required length 
 of this composite pile section is a function of the loading but must be 
 no less than 8 feet (4 feet below the bottom of the pile cap).</p>

<p class=OutlineA>E. Bending capacity versus pile cap embedment length 
 relationship for prestressed piles of widths or diameters larger than 
 30-inches will require custom designs based upon <span style="font-weight: bold; font-style: italic;"><I><B>LRFD</B></I></span> 
 specifications, Department approval, and may require strand development/pile 
 embedment tests.</p>

<p class="whs10">Commentary: </p>

<p class="whs10">The FDOT Structures Research Center conducted 
 full scale testing of two 30-inch square concrete piles reinforced with 
 prestressing steel and an embedded steel pipe. &nbsp;The 
 piles, which were embedded 4 feet into a reinforced pile cap, developed 
 the calculated theoretical bending strength of the section without strand 
 slip. &nbsp;See 
 <span style="font-weight: bold;"><B>FDOT Report No 98-9</B></span> <span style="font-weight: bold;"><B>Testing 
 of Pile-to-Pile Cap Moment Connection for 30 Prestressed Concrete Pipe-Pile</B></span>. 
 &nbsp;It was 
 concluded that the confinement effects of the pile cap serve to improve 
 the bond characteristics of the strand.</p>

<p class=OutlineA>F. Minimum Sizes</p>

<p class=OutlineA1>1.) Fender Systems: 14-inch square piling.</p>

<p class=OutlineA1>2.) Bridges: 18-inch square piling.</p>

<p class=OutlineA1>3.) Bridges (Extremely Aggressive Environment due to 
 chlorides): 24-inch square piling.</p>

<p class=OutlineA1>4.) Specify minimum 24-inch piles for &quot;Extremely 
 Aggressive&quot; salt-water sites. Smaller piles may be acceptable with 
 the approval of the District Maintenance Engineer or his designated representative. 
 This decision is dependent upon site-specific conditions and the history 
 of piles in the vicinity. If pile bents will be exposed to wet/dry cycles 
 that could necessitate future jacketing, a minimum 24-inch pile must be 
 used. The District Maintenance Engineer may grant exemptions for pedestrian 
 bridges and fishing piers.</p>

<h3><a name=SDG_3_5_2_Concrete_Cylinder_PIles></a>3.5.2 Concrete Cylinder 
 Piles <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a4"><span class=expandtext
						style="color: #008000;"><font color=green >(01/06)</font></span></a><span class=expandtext style="display: 'none';" id=POPUP218160143 >   Jan 2006 - Per Tom Andres: was 3.5.17<br>July 2004 - Minor revision for ducts v. strands.</span></h3>

<p class=OutlineA>A. Plant produced, post-tensioned segmented cylinder 
 piles (horizontally assembled, stressed and grouted) or pretensioned wet 
 cast cylinder piles are allowed by the Department. Internal redundancy 
 of segmented cylinder piles is provided by the number of strands (maximum 
 of 3 strands per duct.) If cylinder piles are included in the final design 
 at a water location, provide alternate designs utilizing 54-inch and 60-inch 
 cylinder pile sizes. If cylinder piles are used in the final design on 
 a land project and the anticipated lengths are too long for transport 
 by truck, provide alternate designs; one for field assembled, segmented 
 cylinder piles and another for drilled shafts or square precast piles.</p>

<p class=OutlineA>B. For concrete cover on cylinder pile reinforcement, 
 see <a href="javascript:void(0);" id="a2" onMouseOver="if (parseInt(navigator.appVersion) >= 4 && typeof(BSPSPopupOnMouseOver) == 'function') BSPSPopupOnMouseOver(event);" class="BSSCPopup" onclick="BSSCPopup('SDG1.4ConcreteAndEnvironment.htm#Concrete_Cover');return false;">Table 1.2</a><script type="text/javascript"
														language=JavaScript1.2><!--
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 Minimum Concrete Cover Requirements.</p>

<p class=OutlineA>C. For cylinder piles in water and designed for vessel 
 impact, fill the void with concrete to prevent puncture; see 3.11.H for 
 required plug lengths.</p>

<p class=OutlineA>D. For cylinder piles on land and within the clear zone, 
 fill the void with concrete plug to prevent puncture from vehicular impact; 
 see 3.11.I for required plug lengths.</p>

<p class=OutlineA>E. Segmented cylinder piles in water (within the splash 
 zone) require a redundant load path for durability. &nbsp;For 
 segmented cylinder piles in water, design an independent plug that develops 
 the full capacity of the pile from 2 feet below MLW to the bottom of the 
 bent cap. </p>

<p class=OutlineA>F. Segmented cylinder piles with water line footings 
 do not require a redundant load path for durability.</p>

<h3 class=OutlineA><a name=SDG_3_5_Steel_Piles></a>3.5.3 Steel Piles and 
 Wall Anchor Bars <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a5"><span class=expandtext
								style="color: #008000;"><font color=green >(07/07)</font></span></a><span class=expandtext style="display: 'none';" id=POPUP235776927 >   <span style="font-weight: bold;"><B>July 2007</B></span> - 3.5.3.A. Revised 
 coating requirements. 3.5.3.B. (Table) - Revised sacrificial thickness. 
 (Commentary) - Added corrosion rates for completely buried piles and Design 
 Life. 3.5.3.C. Added requirement to include sacrificial thickness in Section 
 Properties on plans and expanded commentary. <span style="font-weight: bold;"><B>Jan 
 2006</B></span> - Added new sections A through C. Added requirement for domestic 
 suppliers to C.1</span></h3>

<p class=OutlineA>A. &nbsp;Protective 
 Coatings and Corrosion Mitigation Measures</p>

<p class=OutlineA1>1.) &nbsp;Permanent 
 Steel Sheet Piles: Use a three coat shop applied system comprised of an 
 inorganic zinc primer and two coats of coal tar-epoxy in accordance with 
 Specification Section 560-14. Include a plan note requiring the &nbsp;exposed 
 side of sheet piles be coated from the top of the sheet piles to a depth 
 of five feet below &nbsp;the 
 lower of the design ground surface or the design scour depth. Depict design 
 ground surface or the design scour depth on Wall Control Drawings. Coat 
 weathering steel piles in the same manner as non-weathering steel piles.</p>

<p class=OutlineA1>2.) &nbsp;Wall 
 anchor bars: Use an epoxy-mastic heat shrink wrap or ducting and grouting. 
 At the connection to wall, use a coal tar-epoxy mastic coating.</p>

<p class=OutlineA1>3.) Pipe and H-Piles with corrosion protection measures 
 as noted in table below: Use a three coat system comprised of an inorganic 
 zinc primer and two coats of coal tar-epoxy in accordance with Specification 
 Section 560-14. Include a plan note requiring all exposed outside surfaces 
 of piles be coated from the top of the piles to a depth of five feet below 
 the lower of the design ground surface or the design scour depth. Depict 
 design ground surface or the design scour depth in plans.</p>

<p class=OutlineA>B. &nbsp;Additional 
 Steel Thickness</p>

<p>To account for future corrosion, add an additional sacrificial steel 
 thickness to all permanent steel substructure and wall components as shown 
 in the table below.</p>

<table x-use-null-cells cellspacing="0" class="whs11">
<col class="whs12">
<col class="whs13">
<col class="whs14">
<col class="whs14">
<col class="whs14">

<tr valign="top" class="whs4">
<td colspan="8" rowspan="1" width="100%" class="whs15">
<p class="whs16">Additional Sacrificial Steel 
 Thickness Required (inches)</td>
</tr>

<tr valign="top" class="whs4">
<td rowspan="3" colspan="1" valign="middle" width="22.284%" class="whs17">
<p align="center" class="whs18">Steel Component</td>
<th rowspan="1" colspan="4" valign="middle" width="77.716%" class="whs19">
<p align="center" class="whs20">Substructure Environmental Classification</th>
</tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="2" valign="middle" width="17.716%" class="whs21">
<p align="center" class="whs18">Slightly Aggressive</td>
<td colspan="1" rowspan="2" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20"><span style="font-weight: bold;"><B>Moderately Aggressive</B></span> 
 </td>
<td colspan="2" rowspan="1" valign="middle" width="40%" class="whs23">
<p align="center" class="whs18">Extremely Aggressive</td>
</tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs18"><span style="font-weight: bold;"><B>Water &gt; 2000 ppm Chlorides 
 </B></span></p>
<p align="center" class="whs18">or Resistivity </p>
<p align="center" class="whs18">&lt; 1000 Ohm/cm </p>
<p align="center" class="whs18">or &nbsp;pH 
 &lt; 6.0; Except for Special Case</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs18"><span style="font-weight: bold;"><B>Special Case For Land 
 Applications: Where </B></span></p>
<p align="center" class="whs18">Ground Water <span style="x-text-underline: normal; /*begin!kadov{{*/ text-decoration: underline; /*}}end!kadov*/ "><U>&lt;</U></span> 
 2000 ppm Chlorides and</p>
<p align="center" class="whs18">Resistivity &gt; 5000 Ohm-cm and </p>
<p align="center" class="whs18">4.9 &lt; pH &lt; 6.0</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="22.284%" class="whs24">
<p>Pipe and H-Piles completely buried in ground without corrosion protection 
 measures</td>
<td colspan="1" rowspan="1" valign="middle" width="17.716%" class="whs21">
<p align="center" class="whs20">&nbsp;0.075</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0.150</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">Do not use</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0.225</td></tr>

<tr valign="top" class="whs4">
<td width="22.284%" class="whs24">
<p>Pipe and H-Piles on land, partially buried in ground with corrosion 
 protection measures</td>
<td valign="middle" width="17.716%" class="whs21">
<p align="center" class="whs20">0.090</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0.180</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">Do not use</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0.270</td></tr>

<tr valign="top" class="whs4">
<td width="22.284%" class="whs24">
<p class="whs25">Pipe and H-Piles in water, partially buried 
 in ground without corrosion protection measures</td>
<td valign="middle" width="17.716%" class="whs21">
<p align="center" class="whs20">0.150</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0.300</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">Do not use</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">N/A </td></tr>

<tr valign="top" class="whs4">
<td width="22.284%" class="whs24">
<p class="whs25">Pipe and H-Piles in water, partially buried 
 in ground with corrosion protection measures</td>
<td valign="middle" width="17.716%" class="whs21">
<p align="center" class="whs20">0.090</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0.180</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">Do not use</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">N/A</td></tr>

<tr valign="top" class="whs4">
<td width="22.284%" class="whs24">
<p>Anchored Sheet Piles </td>
<td valign="middle" width="17.716%" class="whs21">
<p align="center" class="whs20">&nbsp;0</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0</td>
<td valign="middle" width="20%" class="whs22">
<p align="center" class="whs20">0</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="22.284%" class="whs26">
<p>Cantilevered Sheet Piles</td>
<td colspan="1" rowspan="1" valign="middle" width="17.716%" class="whs27">
<p align="center" class="whs20">0.045</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs28">
<p align="center" class="whs20">0.090</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs28">
<p align="center" class="whs20">0.135</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs28">
<p align="center" class="whs20">0.135</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="22.284%" class="whs29">
<p>Wall Anchor Bars with corrosion protection measures</td>
<td colspan="1" rowspan="1" valign="middle" width="17.716%" class="whs30">
<p align="center" class="whs20">0.090</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs31">
<p align="center" class="whs20">0.180</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs31">
<p align="center" class="whs20">0.270</td>
<td colspan="1" rowspan="1" valign="middle" width="20%" class="whs31">
<p align="center" class="whs20">&nbsp;0.270</td></tr>
</table>

<p class="whs10">&nbsp;</p>

<p class=Commentary
	style="margin-left: 0px;"><span style="font-style: italic;"><I>Commentary:</I></span></p>

<p class=Commentary
	style="margin-left: 0px;">The following criteria &nbsp;were 
 used to determine the additional steel thickness required:</p>

<p class=Commentary>Environmental Classification versus Corrosion Rate 
 per side for partially buried piles and wall anchor bars:</p>

<p class=Commentary
	style="margin-left: 48px;">Slightly Aggressive: 0.001 inches/year</p>

<p class=Commentary
	style="margin-left: 48px;">Moderately Aggressive: 0.002 inches/year</p>

<p class=Commentary
	style="margin-left: 48px;">Extremely Aggressive: 0.003 inches/year</p>

<p class=Commentary>Environmental Classification versus Corrosion Rate 
 per side for completely buried piles:</p>

<p class=Commentary
	style="margin-left: 48px;">Slightly Aggressive: 0.0005 inches/year</p>

<p class=Commentary
	style="margin-left: 48px;">Moderately Aggressive: 0.001 inches/year</p>

<p class=Commentary
	style="margin-left: 48px;">Extremely Aggressive: 0.0015 inches/year</p>

<p class=Commentary>Design Life:</p>

<p class=Commentary
	style="margin-left: 48px;">Pipe and H-Piles without corrosion protection 
 measures: </p>

<p class=Commentary
	style="margin-left: 72px;">75 years (additional sacrificial thickness 
 required)</p>

<p class=Commentary
	style="margin-left: 48px;">Pipe and H-Piles, Sheet Piles and Wall Anchor 
 Bars with corrosion protection measures: </p>

<p class=Commentary
	style="margin-left: 72px;">75 years ( coating system 30 years and sacrificial 
 thickness 45 years),</p>

<p class=Commentary
	style="margin-left: 72px;">(Corrosion rates for anchored sheet pile 
 walls beyond the coating system life are neglected due to structural redundancy).</p>

<p class=Commentary>Application:</p>

<p class=Commentary
	style="margin-left: 48px;">Partially buried Pipe Piles and H-Piles 
 : Two Sided Attack at soil and/or water line.</p>

<p class=Commentary
	style="margin-left: 48px;">Completely buried Pipe Piles and H-Piles: 
 Two Sided Attack below ground line as shown in table above; single sided 
 attack if Pipe Piles are concrete filled.</p>

<p class=Commentary
	style="margin-left: 48px;">Sheet Piles: Single Sided Attack at soil 
 and/or water line.</p>

<p class=OutlineA
	style="margin-left: 18px;">C. &nbsp;Sheet 
 Piles</p>

<p class=OutlineA1>1.) Design and detail the sheet pile properties for 
 both cold-rolled and hot-rolled sections where possible. Include the required 
 additional sacrificial steel thickness in the section properties shown 
 in the plans. Design the cold-rolled section using flexural section properties 
 that are 120% of the hot-rolled section values. Assure that standard shapes 
 meeting the required properties are readily available from domestic suppliers.</p>

<p class=OutlineA1>2.) Detail wall components such as caps and tie-backs 
 to work with both the hot-rolled and cold-rolled sections where possible.</p>

<p class=OutlineA1>3.) Indicate on the plans: </p>

<p class=OutlineA1a>a.) minimum tip elevations (ft).</p>

<p class=OutlineA1a>b.) minimum section modulus (in<span style="vertical-align: Super; font-size: 8pt;"><font size=1 style="font-size:8pt;">3</font></span>/ft).</p>

<p class=OutlineA1a>c.) minimum moment of inertia (in<span style="vertical-align: Super; font-size: 8pt;"><font size=1 style="font-size:8pt;">4</font></span>/ft).</p>

<p class="whs10">Commentary:</p>

<p class="whs10"><span style="font-style: italic;"><I>Tests 
 have shown that cold-rolled sheet pile sections fail in bending at about 
 85% of their full-section capacity, while hot-rolled sections develop 
 full capacity. &nbsp;There 
 is also some question on the availability of hot-rolled sheet piles; so, 
 by showing the required properties for both types, the Contractor can 
 furnish whichever is available.</I></span></p>

<p class="whs10">The corrosion rate of weathering steel in 
 contact with soil and water is the same as for ordinary carbon steel. 
 The benefits, if any, associated with the use of weathering steel are 
 questionable in partial burial applications like sheet pile walls. &nbsp;Therefore, 
 weathering steel sheet piles are to be coated in the same manner as carbon 
 steel sheet piles in accordance with Specification Section 560-14.</p>

<p class="whs10">Anchored steel sheet pile walls should be 
 considered for use in extremely aggressive environments due to the additional 
 sacrificial steel thickness required for steel sheet piles used in cantilevered 
 walls.</p>

<h3><a name=SDG_3_5_4_Spacing></a>3.5.4 Spacing and Clearances [10.7.1.5]</h3>

<p>Delete the first sentence of <span style="font-style: italic; font-weight: bold;"><I><B>LRFD</B></I></span> 
 10.7.1.5 and substitute the following:</p>

<p class="whs32">&quot;Minimum pile spacing (center-to-center) 
 must be at least three times the least width of the pile measured at the 
 ground line.&quot;</p>

<h3><a name=SDG_3_5_5_Downdrag></a>3.5.5 Downdrag [10.7.14] </h3>

<p class=OutlineA>A. Show the downdrag load on the plans.</p>

<p class=OutlineA>B. For pile foundations, downdrag is the ultimate skin 
 friction above the neutral point (the loading added to the pile due to 
 settlement of the surrounding soils) plus the dynamic resistance above 
 the neutral point (the resistance that must be overcome during the driving 
 of the pile) minus the live load. The dynamic resistance typically equals 
 0.50 to 1.0 times the ultimate skin friction.</p>

<p class=OutlineA>C. Scour may or may not occur as predicted; however, 
 do not discount scourable soil layers to reduce the predicted downdrag.</p>

<h3><a name=SDG_3_5_6_Resistance_Factors></a>3.5.6 Resistance Factors [10.5.5]</h3>

<p>Delete <span style="font-weight: bold; font-style: italic;"><I><B>LRFD</B></I></span> 
 Table 10.5.5-2 and substitute <span style="font-weight: bold; font-style: italic;"><I><B>SDG</B></I></span> 
 Table 3.1 for piles.</p>

<table x-use-null-cells cellspacing="0" class="whs33">
<col class="whs34">
<col class="whs35">
<col class="whs36">
<col class="whs37">

<tr valign="top" class="whs4">
<td colspan="4" rowspan="1" valign="middle" width="475px" class="whs38">
<h3><a name=SDG_Table_3_1></a>Table 3.1 Resistance Factors for Piles (all 
 structures)</td>
</tr>

<tr valign="top" class="whs4">
<td valign="middle" width="97px" class="whs39">
<p align="center" class="whs20"><span style="font-weight: bold;"><B>Loading</B></span></td>
<td valign="middle" width="131px" class="whs40">
<p align="center" class="whs20"><span style="font-weight: bold;"><B>Design Method</B></span></td>
<td colspan="1" rowspan="1" valign="middle" width="178px" class="whs41">
<p align="center" class="whs18">Construction <span style="text-align: center; font-weight: bold;"><B>QC 
 Method</B></span></td>
<td valign="middle" width="69px" class="whs42">
<p align="center" class="whs18">Resistance Factor, <span style="font-size: 12pt;"><font size=3 style="font-size:12pt;">&#966;</font></span></td></tr>

<tr valign="top" class="whs4">
<td rowspan="3" colspan="1" valign="middle" width="97px" class="whs43">
<p align="center" class="whs20">Compression</td>
<td rowspan="3" colspan="1" valign="middle" width="131px" class="whs44">
<p align="center" class="whs20">Davisson Capacity</td>
<td colspan="1" rowspan="1" width="178px" class="whs45">
<p align="center" class="whs20">PDA and CAPWAP</td>
<td width="69px" class="whs46">
<p align="center" class="whs20">0.65</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="178px" class="whs47">
<p align="center" class="whs20">Static Load Testing</td>
<td width="69px" class="whs48">
<p align="center" class="whs20">0.75</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="178px" class="whs47">
<p align="center" class="whs20">Statnamic Load Testing</td>
<td width="69px" class="whs48">
<p align="center" class="whs20">0.70</td></tr>

<tr valign="top" class="whs4">
<td rowspan="2" colspan="1" valign="middle" width="97px" class="whs43">
<p align="center" class="whs20">Uplift</td>
<td rowspan="2" colspan="1" valign="middle" width="131px" class="whs40">
<p align="center" class="whs20">Skin Friction</td>
<td colspan="1" rowspan="1" width="178px" class="whs47">
<p align="center" class="whs20">PDA</td>
<td width="69px" class="whs48">
<p align="center" class="whs20">0.55</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="178px" class="whs47">
<p align="center" class="whs20">Static Load Testing</td>
<td width="69px" class="whs48">
<p align="center" class="whs20">0.65</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="2" valign="middle" width="97px" class="whs39">
<p align="center" class="whs20">Lateral</p>
<p align="center" class="whs20"><span style="text-align: center;">(Extreme Event)</span></td>
<td colspan="1" rowspan="2" valign="middle" width="131px" class="whs40">
<p align="center" class="whs20">FBPier<span style="vertical-align: Super; font-size: 8pt;"><font size=1 style="font-size:8pt;">1</font></span> 
 </td>
<td colspan="1" rowspan="1" width="178px" class="whs47">
<p align="center" class="whs20">Standard Specifications</td>
<td colspan="1" rowspan="1" width="69px" class="whs48">
<p align="center" class="whs20">1.00</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" valign="middle" width="178px" class="whs41">
<p align="center" class="whs20">Lateral Load Test<span style="vertical-align: Super; font-size: 8pt;"><font size=1 style="font-size:8pt;">2</font></span></td>
<td colspan="1" rowspan="1" valign="middle" width="69px" class="whs42">
<p align="center" class="whs20">1.00</td></tr>

<tr valign="top" class="whs4">
<td rowspan="1" colspan="4" width="475px" class="whs49">
<p>1. Or comparable lateral analysis program.</p>
<p>2. When uncertain soil conditions are encountered.</td>
</tr>
</table>

<p class="whs50">&nbsp;</p>

<h3><a name=SDG_3_5_7_Battered_Piles></a>3.5.7 Battered Piles [10.7.1.6]</h3>

<p class=OutlineA>A. Plumb piles are preferred; however, if the design 
 requires battered piles, a single batter, either parallel or perpendicular 
 to the centerline of the cap or footing, is preferred.</p>

<p class=OutlineA>B. If the design requires a compound batter, orient the 
 pile so that the direction of batter will be perpendicular to the face 
 of the pile.</p>

<p class=OutlineA>C. With input from the Geotechnical Engineer, the Structures 
 Engineer must evaluate the effects of length and batter on the selected 
 pile size. Do not exceed the following maximum batters, measured as the 
 horizontal-to-vertical ratio, h:v:</p>

<table x-use-null-cells cellspacing="0" class="whs51">
<col>
<col>

<tr valign="top" class="whs4">
<td class="whs52">
<p class=OutlineA1>1.) End bents and abutments:</td>
<td class="whs53">
<p>1:6</td></tr>

<tr valign="top" class="whs4">
<td class="whs54">
<p class=OutlineA1>2.) Piers without Ship Impact:</td>
<td class="whs55">
<p>1:12</td></tr>

<tr valign="top" class="whs4">
<td class="whs54">
<p class=OutlineA1>3.) Intermediate bents:</td>
<td class="whs55">
<p>1:6</td></tr>

<tr valign="top" class="whs4">
<td class="whs56">
<p class=OutlineA1>4.) Piers with Ship Impact:</td>
<td class="whs55">
<p>1:4</td></tr>
</table>

<p class="whs10">Commentary: When driven on a batter, the 
 tips of long, slender piles tend to deflect downward due to gravity. This 
 creates undesirable flexure stresses and may lead to pile failure, especially 
 when driving through deep water and in very soft/loose soil. &nbsp;Hard 
 subsoil layers can also deflect piles outward in the direction of batter 
 resulting in pile breakage due to flexure. The feasibility of battered 
 piles must be determined during the design phase.</p>

<h3><a name=SDG_3_5_8_Minimum_Pile_Tip></a>3.5.8 Minimum Tip Elevation 
 [10.7.1.11]</h3>

<p>The minimum pile or drilled shaft tip elevation must be the deepest 
 of the minimum elevations that satisfy lateral stability requirements 
 for the three limit states. The minimum tip elevation may be set lower 
 to satisfy any unique soil conditions provided the requirements in the 
 FDOT Soil and Foundation Handbook are met. The minimum tip must be established 
 by the Structures Engineer with the concurrence of the Geotechnical Engineer.</p>

<p>Use the following procedure to establish the Minimum Tip Elevation:</p>

<p class=OutlineA>A. Establish a high end bearing resistance such that 
 the pile or shaft tip will not settle due to axial forces; </p>

<p class=OutlineA>B. Apply the controlling lateral load cases, raising 
 the pile/shaft tips until the foundation becomes unstable; </p>

<p class=OutlineA>C. Add 5 feet or 20% of the penetration, whichever is 
 less, to the penetration at which the foundation becomes unstable to establish 
 the Minimum Tip Elevation.</p>

<p class="whs10">Commentary:</p>

<p class="whs10">The assumed soil-pile/shaft ultimate skin 
 friction is not modified using this procedure. It is assumed that the 
 difference in axial capacity predicted during this portion of the design 
 phase versus what is established during construction is due to end bearing 
 only.</p>

<h3><a name=SDG_3_5_9_Anticipated_Pile_Lengths></a>3.5.9 Anticipated Pile 
 Lengths [10.7.1.10]</h3>

<p>The anticipated pile lengths are used only to estimate quantities and 
 set test pile lengths. These lengths are determined by using the lower 
 of the minimum tip elevations specified on the plans or the axial capacity 
 elevations predicted by the pile capacity curves (SPT 97 Davisson Capacity 
 Curves.)</p>

<h3><a name=SDG_3_5_10_Test_Piles></a>3.5.10 Test Piles [10.7.9] <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a6" style="font-size: 10pt;"><span class=expandtext
									style="color: #008000;"><font color=green >(01/07)</font></span></a><span class=expandtext style="display: 'none';" id=POPUP235690384 >   Jan 2007 - Per <a href="http://www.fdot.gov/structures/Memos/TemporaryDesignBulletinC06-10.pdf"
					target=_blank>TDB C06-10</a>, added D. requiring embedded 
 data collectors.</span></h3>

<p class=OutlineA>A. Test piles include both static and dynamic load test 
 piles, which are driven to determine soil capacity, pile-driving system, 
 pile drivability, production pile lengths, and driving criteria. Test 
 piles are required for all projects unless, in the opinion of the District 
 Geotechnical Engineer, pile-driving records for the existing structure 
 include enough information (i.e., stroke length, hammer type, cushion 
 type, etc.) to adequately determine the authorized pile lengths and driving 
 criteria.<span style="font-style: italic;"> <I></I></span></p>

<p class=OutlineA>B. At least one test pile must be located approximately 
 every 200 feet of bridge length with a minimum of two test piles per bridge 
 structure. These requirements apply for each size and pile type in the 
 bridge except at end bents. For bascule piers and high-level crossings 
 that require large footings or cofferdam-type foundations, specify at 
 least one test pile at each pier. Consider maintenance of traffic requirements, 
 required sequence of construction, geological conditions, and pile spacing 
 when determining the location of test piles. For phased construction, 
 test piles should be located in the first phase of construction. The Geotechnical 
 Engineer must verify the suitability of the test pile locations.</p>

<p class=OutlineA>C. Test piles should be at least 15 feet longer than 
 the estimated length of production piles. Additional length may be required 
 by the load frame geometry when static load tests are used. The Structural 
 Engineer must coordinate his recommended test pile lengths and locations 
 with the District Geotechnical Engineer and Geotechnical Consultant, before 
 finalization of the plans.</p>

<p class=OutlineA><a name=3_5_10_Jan_2007_Revision></a>D. Specify one Embedded 
 Data Collector (EDC) per test pile on all projects with bridges containing 
 18-inch, 20-inch, 24-inch or 30-inch prestressed concrete test piles. 
 Include Pay Item No. 455-146 (Embedded Data Collector, each) on the Summary 
 of Pay Items. Coordinate with the District Specifications Office to ensure 
 that special provision SP4550512 is included in the specifications package.</p>

<p class="whs10">Commentary: &nbsp;<span 
 style="font-style: italic;"><I>Test piles are 
 exploratory in nature and may be driven harder, deeper, and to a greater 
 bearing value than required for permanent piling or may be used to establish 
 soil freeze parameters. &nbsp;(See 
 </I></span><span style="font-style: italic; font-weight: bold;"><I><B><a href="http://www.dot.state.fl.us/specificationsoffice/"
	target=_blank>FDOT Specifications</a> Section 455</B></I></span><span style="font-style: italic;"><I>). 
 The Structures Engineer must consider these facts when establishing test 
 pile lengths.</I></span></p>

<h3><a name=SDG_3_5_11_Load_Tests></a>3.5.11 Load Tests [10.7.3.8][10.8.3.5.6]</h3>

<p class=OutlineA>A. Load test options include static load tests, dynamic 
 load tests, Osterberg load tests, and Statnamic load tests. Both design 
 phase and construction phase load testing should be investigated. When 
 evaluating the benefits and costs of load tests, consider soil stratigraphy, 
 design loads, foundation type and number, type of loading, testing equipment, 
 and mobilization. </p>

<p class=OutlineA
	style="font-style: italic;
			text-indent: -6px;
			margin-left: 22px;">&nbsp;Commentary: 
 In general, the more variable the subsurface profile, the less cost-effective 
 static load tests are. When soil variability is an issue, other options 
 include additional field exploration, more laboratory samples, in-situ 
 testing, and pullout tests.</p>

<p class=OutlineA>B. Static Load Test [10.7.3.8]: When static load tests 
 are required, show on the plans: the number of required tests, the pile 
 or shaft type and size, and test loads. Piles must be dynamically load 
 tested before static load testing. Static load tests should test the pile 
 or drilled shaft to failure as required in <span style="font-weight: bold; font-style: italic;"><I><B>Section 
 455-2</B></I></span> of the Specifications. The maximum loading of the static 
 load test must exceed the nominal capacity of the pile or twice the factored 
 design load, whichever is greater.</p>

<p class=OutlineA
	style="font-style: italic; text-indent: -6px;">&nbsp;Commentary: 
 Test piles or drilled shafts can be subjected to static compression, tension, 
 or lateral test loads. &nbsp;Static 
 load tests may be desirable when foundation investigations reveal sites 
 where the soils cause concern regarding the development of the required 
 pile capacity at the desired depths, and/or the possibility that considerable 
 cost savings will result if higher soil capacities can be obtained. &nbsp;Furthermore, 
 static load tests will reduce the driving effort since a higher Performance 
 Factor is applied to the Ultimate Bearing Capacity formula.</p>

<p class=OutlineA>C. Dynamic Load Test [10.7.3.8.3]: All test piles must 
 have dynamic load tests. Indicate this requirement with a note on the 
 foundation layout sheet.</p>

<p class=OutlineA
	style="font-style: italic; text-indent: -6px;">&nbsp;Commentary: 
 Dynamic load testing of piles employs strain transducers and accelerometers 
 to measure pile force and acceleration during driving operations. &nbsp;A 
 Pile Driving Analyzer (PDA) unit (or similar) is used for this purpose.</p>

<p class=OutlineA>D. Statnamic Load Test: When Statnamic load tests are 
 required, show on the plans: the number of required tests, the size and 
 type of pile or shaft, and test loads. Piles must be dynamically load 
 tested before Statnamic load testing. Equivalent static load tests derived 
 from Statnamic load tests should test the pile or drilled shaft to failure 
 as required in <span style="font-weight: bold; font-style: italic;"><I><B>Section 
 455-2</B></I></span> of the Specifications. The maximum derived static loading 
 must exceed the nominal capacity of the pile or twice the factored design 
 load, whichever is greater.</p>

<p class=OutlineA>E. Special Considerations: Load testing of foundations 
 that will be subjected to subsequent scour activity requires special attention. 
 The necessity of isolating the resistance of the scourable material from 
 the load test results must be considered.</p>

<h3><a name=SDG_3_5_12_Pile_Driving_Resistance></a>3.5.12 Pile Driving 
 Resistance [10.7.1.3]</h3>

<p class=OutlineA>A. The Geotechnical Engineer calculates the required 
 Nominal Bearing Resistance (<span style="font-family: Arial, sans-serif;
											font-size: 12pt;
											font-weight: bold;"><font size=3 style="font-size:12pt;"><B>Q</B></font></span><span 
 style="vertical-align: Sub;
		font-family: Arial, sans-serif;
		font-size: 12pt;
		font-weight: bold;"><font size=3 style="font-size:12pt;"><B>n</B></font></span>) as:</p>

<table x-use-null-cells cellspacing="0" width="100%" class="whs57">
<col class="whs58">
<col class="whs59">

<tr valign="top" class="whs4">
<td valign="middle" width="85.294%" class="whs60">
<p class=OutlineA1
	style="font-weight: bold;
			font-family: Arial, sans-serif;
			font-style: normal;
			font-size: 10pt;"><a name="SDG Eq 3.1"></a>(Factored Design 
 Load + Net Scour + Downdrag)/ &nbsp;<span 
 style="font-size: 12pt;"><font size=3 style="font-size:12pt;">&#966;</font></span> <span 
 style="x-text-underline: normal; /*begin!kadov{{*/ text-decoration: underline; /*}}end!kadov*/ "><U>&lt;</U></span> 
 Q<span style="vertical-align: Sub;">n</span> </td>
<td rowspan="2" colspan="1" valign="middle" width="14.706%" class="whs61">
<p>[Eq 3-1]</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" valign="middle" width="85.294%" class="whs62">
<p class=OutlineA1
	style="font-weight: bold;
			font-size: 10pt;
			font-family: Arial, sans-serif;
			font-style: normal;">Where: &nbsp;<span 
 style="font-size: 12pt;"><font size=3 style="font-size:12pt;">&#966;</font></span> is 
 the resistance factor taken from Table <a href="javascript:void(0);" id="a3" style="font-family: Arial, sans-serif;
													font-style: normal;
													font-size: 10pt;" onMouseOver="if (parseInt(navigator.appVersion) >= 4 && typeof(BSPSPopupOnMouseOver) == 'function') BSPSPopupOnMouseOver(event);" class="BSSCPopup" onclick="BSSCPopup('SDG3.5DrivenPiles.htm#SDG_Table_3_1');return false;">3.1</a><script 
 type="text/javascript"
	language=JavaScript1.2><!--
kadovFilePopupInit('a3');
//--></script>.</td>
</tr>
</table>

<p class=OutlineA>B. Typically, <span style="font-size: 12pt; font-weight: bold;"><font size=3 style="font-size:12pt;"><B>Q</B></font></span><span 
 style="vertical-align: Sub;
		font-size: 12pt;
		font-weight: bold;"><font size=3 style="font-size:12pt;"><B>n</B></font></span> will be the required driving resistance. 
 Nominal Bearing Resistance values given in the <a href="../SDMEx-9.pdf"
													target=_blank>Pile 
 Data Table</a> must not exceed the following values unless specific justification 
 is provided and accepted by the Departments District Geotechnical Engineer 
 for Category I structures or the State Geotechnical Engineer for Category 
 II structures:</p>

<h3><a name=SDG_3_5_Table_3_2></a>Table 3.2 Maximum Pile Driving Resistance</h3>

<table x-use-null-cells cellspacing="0" width="100%" class="whs57">
<script language='JavaScript'><!--
if ((navigator.appName == "Netscape") && (parseInt(navigator.appVersion) == 4)) document.write("</table><table x-use-null-cells cellspacing='0' width='100%' border='1' bordercolor='black' bordercolorlight='black' bordercolordark='black'>");
//--></script>
<col class="whs3">
<col class="whs3">

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="50%" class="whs63">
<p align="center" class="whs18">Pile Size</td>
<td colspan="1" rowspan="1" width="50%" class="whs64">
<p align="center" class="whs20"><span style="font-weight: bold;"><B>Capacity (tons)</B></span></td></tr>

<tr valign="top" class="whs4">
<td width="50%" class="whs65">
<p align="center" class="whs20">18-inch</td>
<td width="50%" class="whs66">
<p align="center" class="whs20">300</td></tr>

<tr valign="top" class="whs4">
<td width="50%" class="whs67">
<p align="center" class="whs20">20-inch</td>
<td width="50%" class="whs68">
<p align="center" class="whs20">360</td></tr>

<tr valign="top" class="whs4">
<td width="50%" class="whs67">
<p align="center" class="whs20">24-inch</td>
<td width="50%" class="whs68">
<p align="center" class="whs20">450</td></tr>

<tr valign="top" class="whs4">
<td width="50%" class="whs67">
<p align="center" class="whs20">30-inch</td>
<td width="50%" class="whs68">
<p align="center" class="whs20">600</td></tr>

<tr valign="top" class="whs4">
<td colspan="1" rowspan="1" width="50%" class="whs67">
<p align="center" class="whs20">54-inch concrete cylinder</td>
<td colspan="1" rowspan="1" width="50%" class="whs68">
<p align="center" class="whs20">1550</td></tr>

<tr valign="top" class="whs4">
<td width="50%" class="whs67">
<p align="center" class="whs20">60-inch concrete cylinder</td>
<td width="50%" class="whs68">
<p align="center" class="whs20">2000</td></tr>
<script language='JavaScript'><!--
if ((navigator.appName == "Netscape") && (parseInt(navigator.appVersion) == 4)) document.write("</table></table><table>");
//--></script>
</table>

<p class=OutlineA>C. When the minimum tip requirements govern over bearing 
 requirements, construction methods may need to be modified so that pile-driving 
 resistance never exceeds the values given above. Construction methods 
 such as preforming or jetting may be required at these locations. See 
 the Pile Data Table in the <span style="font-weight: bold; font-style: italic;"><I><B>Structures 
 Detailing Manual Examples</B></I></span>.</p>

<p class=OutlineA>D. The values listed above are based on upper bound driving 
 resistance of typical driving equipment. The maximum driving resistance 
 values listed above should not be considered default values for design. 
 These values may not be achievable in certain areas of Florida based on 
 subsoil conditions. Local experience may dictate designs utilizing substantially 
 reduced ultimate bearing loads. Contact the District Geotechnical Engineer 
 for guidance in the project area.</p>

<h3><a name=SDG_3_5_12_Jetting></a>3.5.13 Pile Jetting and Preforming </h3>

<p class=OutlineA>A. When jetting or preforming is allowed, the depth of 
 jetting or preforming must comply with all the design criteria. For projects 
 with scour, jetting or preforming will not normally be permitted below 
 the 100-year scour elevation (<span style="font-weight: bold;"><B>EL</B></span><span 
 style="font-size: 8pt;
		vertical-align: Sub;
		font-weight: bold;"><font size=1 style="font-size:8pt;"><B>100</B></font></span>).If jetting or preforming elevations 
 are deeper than <span style="font-weight: bold;"><B>EL</B></span><span style="vertical-align: Sub;
	font-size: 8pt;
	font-weight: bold;"><font size=1 style="font-size:8pt;"><B>100</B></font></span><span style="font-weight: bold;"><B>,</B></span> 
 the lateral confinement around the pile must be restored to <span style="font-weight: bold;"><B>EL</B></span><span 
 style="vertical-align: Sub;
		font-size: 8pt;
		font-weight: bold;"><font size=1 style="font-size:8pt;"><B>100</B></font></span>. &nbsp;If 
 jetting or preforming is utilized, the Net Scour Resistance to that depth 
 is assumed to be equal to 0.0 kips (provided the hole remains open or 
 continuous jetting is being done). </p>

<p class=OutlineA>B. Verify that jetting will not violate environmental 
 permits before specifying it in the contract documents. </p>

<h3><a name=SDG_3_5_14_Data_Table></a>3.5.14 Pile Data Table</h3>

<p class=OutlineA>A. Include in the plans, a Pile Data Table and notes 
 as shown on <span style="font-weight: bold; font-style: italic;"><I><B><a href="../SDMEx-9.pdf"
	target=_blank>SDME EX-9</a></B></I></span>.</p>

<p class=OutlineA>B. For items that do not apply, place &quot;N/A&quot; 
 in the column but do not revise or modify the table. &nbsp;</p>

<p class=OutlineA>C. Round loads to the nearest ton. Round elevations and 
 pile lengths to the nearest foot.</p>

<p class=OutlineA>D. The Pile Data Table is not required in the Geotechnical 
 Report; however, the Geotechnical Engineer of Record must review the information 
 shown on the plans for these tables.</p>

<h3>3.5.15 Plan Notes</h3>

<p class=OutlineA>A. Use <a href="javascript:void(0);" id="a7" onMouseOver="if (parseInt(navigator.appVersion) >= 4 && typeof(BSPSPopupOnMouseOver) == 'function') BSPSPopupOnMouseOver(event);" class="BSSCPopup" onclick="BSSCPopup('#SDG Eq 3.1');return false;">Equation 3.1</a><script 
 type="text/javascript"
	language=JavaScript1.2><!--
kadovFilePopupInit('a7');
//--></script> 
 to determine the Required Driving Resistance value (<span style="font-size: 12pt; font-weight: bold;"><font size=3 style="font-size:12pt;"><B>Q</B></font></span><span 
 style="vertical-align: Sub;
		font-size: 12pt;
		font-weight: bold;"><font size=3 style="font-size:12pt;"><B>n</B></font></span>) for the Pile Data Table.</p>

<p class=OutlineA>B. Additional Plan Notes:</p>

<p class=OutlineA1>1.) Minimum Tip Elevation is required _________________________ 
 (reason must be completed by designer, for example: for lateral stability, 
 to minimize post-construction settlements or &quot;for required tension 
 capacity&quot;).</p>

<p class=OutlineA1>2.) When a required jetting or preformed elevation is 
 not shown on the table, do not jet or preform pile locations without prior 
 written approval of the District Geotechnical Engineer. Do not advance 
 jets or preformed pile holes deeper than the jetting or preformed elevations 
 shown on the table without the prior approval of the District Geotechnical 
 Engineer. &nbsp;If 
 actual jetting or preforming elevations differ from those shown on the 
 table, the District Geotechnical Engineer will determine the required 
 driving resistance.</p>

<h3><a name=SDG_3_5_16_Fender_Piles></a>3.5.16 Fender Piles....<a href="SDG3.14FenderSystems.htm#3_14">See 
 SDG 3.14 Fender Systems</a></h3>

<h3><a name=SDG_3_5_17_Steel_splices></a>3.5.17 Concrete Piling Spliced 
 with Steel Devices <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a8">(07/07)</a><span class=expandtext style="display: 'none';" id=POPUP238789747 >   July 2007 - Added Section 3.5.17</span></h3>

<p>Concrete piling spliced with steel devices (e.g. welded connection or 
 locking devices) shall only be used where the splices will be at least 
 4 feet below the lower of the design ground surface or the design scour 
 depth.</p>

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