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<h1>4 - Superstructure - Concrete</h1>

<h2>4.1 General <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a3" style="font-style: normal;"><span class=expandtext
														style="color: #008000;
	font-weight: bold;
	font-style: normal;"><font color=green ><B>(01/07)</B></font></span></a><span class=expandtext style="display: 'none';" id=POPUP192775889 >   &nbsp;<span style="font-weight: bold;"><B>2007 
 Jan: </B></span>Moved modulus of elasticity requirement to SDG 1.4.1.</span></h2>

<p>This Chapter contains information related to the design, reinforcing, 
 detailing, and construction of concrete components. &nbsp;It 
 also contains deviations from <span style="font-weight: bold; font-style: italic;"><I><B>LRFD</B></I></span> 
 that are required in such areas as deck slab reinforcing and construction, 
 pretensioned concrete components, and post-tensioning design and detailing.</p>

<h3>4.1.1 Concrete Cover</h3>

<p>See <a href="javascript:void(0);" id="a1" 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 Minimum Concrete Cover</a><script 
 type="text/javascript"
	language=JavaScript1.2><!--
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 in <span style="font-weight: bold; font-style: italic;"><I><B>SDG</B></I></span> 1.4 
 Concrete and Environment.</p>

<h3><a name=SDG_4_1_2_Reinforcing_Steel></a>4.1.2 Reinforcing Steel [5.4.3]</h3>

<p class=OutlineA>A. Specify ASTM A615, Grade 60 reinforcing steel for 
 concrete design. </p>

<p class=OutlineA>B. Do not specify epoxy coated reinforcing steel for 
 any FDOT project.</p>

<h3>4.1.3 Girder Transportation</h3>

<p>Coordinate the transportation of heavy and/or long girders with the 
 Department’s Permit Office during the design phase of the project.</p>

<h3>4.1.4 Shear Design [5.8.3] <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a2" style="font-style: normal;"><span class=expandtext
	style="color: #008000;
			font-weight: bold;
			font-style: normal;"><font color=green ><B>(01/07)</B></font></span></a><span class=expandtext style="display: 'none';" id=POPUP196423185 >   <span style="font-weight: bold;"><B>2007 Jan:</B></span> Added 4.1.4 for clarification 
 of shear design requirements in LRFD. </span></h3>

<p><a name=SDG_4_1_4_Shear_Design></a>When calculating the shear capacity, 
 use the area of stirrup reinforcement intersected by the distance 0.5 
 d<span style="vertical-align: Sub;">v</span> cot<span style="font-family: Symbol, serif;"> 
 </span><span style="font-family: Symbol, serif; font-size: 12pt;"><font size=3 style="font-size:12pt;">q</font></span><span 
 style="font-family: Symbol, serif;"> </span>&nbsp;on 
 each side of the design section, as shown in <a name=LRFD_Figure_C58323></a><span 
 style="font-weight: bold; font-style: italic;"><I><B>LRFD</B></I></span> [Figure C5.8.3.2-2].</p>

<h3><a name=SDG_4_1_5_Minimum_Reinforcing></a>4.1.5 Minimum Reinforcement 
 Requirements [5.7.3.3.2] <a class="expandspot" href="javascript:kadovTextPopup(this)" id="a4" style="font-size: 10pt;
									color: #008000;
									font-weight: bold;
									font-style: normal;">(07/07)</a><span class=expandtext style="display: 'none';" id=POPUP179051431 >   &nbsp;<span style="font-weight: bold;"><B>2007 
 July:</B></span> Added Section per <a href="http://www.fdot.gov/structures/Memos/TemporaryDesignBulletinC07-03.pdf"
									target=_blank>TDB C07-3.</a></span></h3>

<p class=OutlineA>A. Apply the minimum reinforcement requirements of <span 
 style="font-weight: bold; font-style: italic;"><I><B>LRFD</B></I></span> [5.7.3.3.2] 
 to all sections being analyzed except at the ends of simply supported 
 bridge girders. </p>

<p class=OutlineA>B. The length of the girder from the simply supported 
 end for which the minimum reinforcement will not be checked is defined 
 below. </p>

<p class=OutlineA1>1. Do not check the minimum reinforcing for prestressed 
 concrete girders for a distance equal to the bonded development length 
 (e.g. for 270 ksi strand with <span style="font-family: 'Times New Roman', serif;
											font-style: italic;
											font-size: 12pt;"><font size=3 style="font-size:12pt;"><I>f</I></font></span><span 
 style="font-family: 'Times New Roman', serif;
		vertical-align: Sub;
		font-style: italic;"><I>pe</I></span> = 157 ksi, 1/2” dia, strand yields 
 11.0 feet and 0.6” dia. yields 13.2 feet) from the ends of the simply 
 supported girder. </p>

<p class=OutlineA1>2. Do not check the minimum reinforcing for reinforced 
 concrete girders for a distance equal to 2.5 times the superstructure 
 depth from the centerline of bearing of the simply supported end. </p>

<p class=OutlineA>C. For span lengths less than 27 feet for simple span 
 bridges, check the minimum reinforcement at mid-span. </p>

<p class=Commentary
	style="margin-left: 0px;">&nbsp;</p>

<p class=Commentary
	style="margin-left: 0px;">Commentary: <span style="margin-left: 0px; font-style: italic;"><I>The 
 use of a minimum reinforcement check was developed to ensure a ductile 
 failure mode for lightly reinforced deep beams. Bridge girders are slender 
 and do not generally meet the definition of a deep beam. Deep beams are 
 defined as members having a clear span less that 4 times the overall depth 
 (as defined by ACI 318). The use of the minimum reinforcing check has 
 evolved in the specifications from checking the critical section to checking 
 every section. This evaluation at every section is justified in buildings 
 where heavy concentrated loads may be present near supports. In bridges, 
 this condition does not exist and the critical section for bending is 
 not near the support for simply supported bridge beams. The ends of simply 
 supported bridge girders are dominated by shear, not bending moment. At 
 these locations it is unnecessary to check minimum reinforcing for bending 
 in an area dominated by shear.</I></span><span style="margin-left: 0px;"> 
 </span></p>

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