751.22 Prestressed Concrete I Girders - Revision history

Hoskir: /* 751.22.3.7.4 Bent Details */ minor edit added , on note d

2024-08-02T16:14:09Z

751.22.3.7.4 Bent Details: minor edit added , on note d

← Older revision		Revision as of 11:14, 2 August 2024
Line 1,782:		Line 1,782:
	:<span style="color:green; font-weight:bold;">(c)</span> W" is width of bearing and is equal to width of bottom flange minus 1½ inches. Bearing length and thickness is by design.		:<span style="color:green; font-weight:bold;">(c)</span> W" is width of bearing and is equal to width of bottom flange minus 1½ inches. Bearing length and thickness is by design.

	:<span style="color:green; font-weight:bold;">(d)</span> 3¾" minimum. With the approval of the SPM the diaphragm may be made flush with substructure beams not greater than three feet wide.		:<span style="color:green; font-weight:bold;">(d)</span> 3¾" minimum. With the approval of the SPM, the diaphragm may be made flush with substructure beams not greater than three feet wide.

	:<span style="color:green; font-weight:bold;">(e)</span> Remove thickness for tapered bearings.		:<span style="color:green; font-weight:bold;">(e)</span> Remove thickness for tapered bearings.

Hoskir: /* 751.22.3.7.4 Bent Details */ updated per RR3915

2024-08-01T17:21:53Z

751.22.3.7.4 Bent Details: updated per RR3915

← Older revision		Revision as of 12:21, 1 August 2024
Line 1,782:		Line 1,782:
	:<span style="color:green; font-weight:bold;">(c)</span> W" is width of bearing and is equal to width of bottom flange minus 1½ inches. Bearing length and thickness is by design.		:<span style="color:green; font-weight:bold;">(c)</span> W" is width of bearing and is equal to width of bottom flange minus 1½ inches. Bearing length and thickness is by design.

	:<span style="color:green; font-weight:bold;">(d)</span> 3¾" minimum ~~for #4 stirrups in beam and 5¼" minimum for #5 or #6 stirrups in beam, except~~ diaphragm ~~width shall not~~ be ~~less than 2’-6”. Make diaphragm~~ flush with beams ~~less~~ than three feet wide.		:<span style="color:green; font-weight:bold;">(d)</span> 3¾" minimum. With the approval of the SPM the diaphragm may be made flush with substructure beams not greater than three feet wide.

	:<span style="color:green; font-weight:bold;">(e)</span> Remove thickness for tapered bearings.		:<span style="color:green; font-weight:bold;">(e)</span> Remove thickness for tapered bearings.

Hoskir: /* 751.22.3.7.1 Dimensions */ updated per RR3915

2024-08-01T16:23:27Z

751.22.3.7.1 Dimensions: updated per RR3915

@@ Line 1,672: / Line 1,672: @@
 ====751.22.3.7.1 Dimensions====
 The following dimensions shall be detailed on the plan sheets for closed concrete intermediate diaphragms.
 '''Detailing Guidance: '''
@@ Line 1,690: / Line 1,708: @@
 <font color = "grass">(b)</font color = "grass"> Dimension based on a tangent alignment and 7 inches between the ends of girders. Will vary for curved alignments.
-<font color = "grass">(c)</font color = "grass"> 2'-6" unless skew requires wider diaphragm to accommodate coil tie rods
+<font color = "grass">(c)</font color = "grass"> Diaphragm shall be 2'-6" wide unless skew requires wider diaphragm to accommodate coil ties (6" increments).
-{| style="margin: 1em auto 1em auto"
+<div style="clear: both;"></div>
-|-
 ====751.22.3.7.2 Reinforcement====
 The reinforcement shall be detailed on the plan sheets for closed concrete intermediate diaphragms as shown below except:

Hoskir: /* 751.22.3.4.1 Reinforcing Steel Details */ fixed error from RR3851

2024-03-22T13:51:13Z

751.22.3.4.1 Reinforcing Steel Details: fixed error from RR3851

← Older revision		Revision as of 08:51, 22 March 2024
Line 1,348:		Line 1,348:
	\|[[Image:751.22.3.6 C1 Type 7.jpg\|225px]]		\|[[Image:751.22.3.6 C1 Type 7.jpg\|225px]]
	\|-		\|-
	\|valign="top"\|C1 BAR		\|valign="top"\|C1 BAR</br>
			Shape 10S</br>
	(Girders Type 2-6)		(Girders Type 2-6)
	\|valign="top"\|C1 BAR		\|valign="top"\|C1 BAR

Hoskir: /* 751.22.3.4.1 Reinforcing Steel Details */ updated per RR3851

2024-03-21T17:03:08Z

751.22.3.4.1 Reinforcing Steel Details: updated per RR3851

← Older revision		Revision as of 12:03, 21 March 2024
Line 1,351:		Line 1,351:
	(Girders Type 2-6)		(Girders Type 2-6)
	\|valign="top"\|C1 BAR		\|valign="top"\|C1 BAR
			Shape19S</br>
	(Girder Type 7)<!--column 2 occupied by cell [[Image:751.22_B1_&_B2_Bar.gif]]-->		(Girder Type 7)<!--column 2 occupied by cell [[Image:751.22_B1_&_B2_Bar.gif]]-->
	\|-		\|-
	\|		\|
	\|B1 and B2 Bar		\|B1 and B2 Bar
			Shape 11S
	\|rowspan="3"\|[[Image:751.22_Section_Thru_Girder_Type_7.gif]]		\|rowspan="3"\|[[Image:751.22_Section_Thru_Girder_Type_7.gif]]
	\|-		\|-
Line 1,361:		Line 1,363:
	\|-		\|-
	\|D1 BAR <!--column 1 occupied by cell [[Image:751.22_Section_Thru_Girder_2-6.gif]]-->		\|D1 BAR <!--column 1 occupied by cell [[Image:751.22_Section_Thru_Girder_2-6.gif]]-->
			Shape 9S
	\|-		\|-
	\|SECTION THRU GIRDER		\|SECTION THRU GIRDER

Hoskir: /* 751.22.3.7.4 Bent Details */ updated per RR3762

2023-08-22T17:04:17Z

751.22.3.7.4 Bent Details: updated per RR3762

@@ Line 1,750: / Line 1,750: @@
 See [[751.11 Bearings#751.11.3.6 Girder/Beam Chairs|EPG 751.11.3.6 Girder/Beam Chairs]] for additional girder chair details.
 :'''- At Expansion Bents'''
-[[image:751.22.3.7.4.3.jpg|650px|center]]
+[[image:751.22.3.7.4-3.png|center]]
 ===751.22.3.8 Open Concrete Intermediate Diaphragms===

Hoskir: /* 751.22.1.3 Typical Span Ranges */ updated per RR3737

2023-07-26T20:02:38Z

751.22.1.3 Typical Span Ranges: updated per RR3737

← Older revision		Revision as of 15:02, 26 July 2023
Line 106:		Line 106:
	===751.22.1.3 Typical Span Ranges===		===751.22.1.3 Typical Span Ranges===

	The following charts provide ~~potential~~ span ~~ranges (limits) for~~ prestressed I-girders based ~~on bridges that were designed between 2010~~ and ~~2023~~. ~~Because the span limit~~ charts were developed using ~~previously designed bridges with~~ standard materials and shapes~~, increased~~ span lengths are possible with modification. See Increasing Girder Capacity section above for more information. These charts shall be used for preliminary design only.		The following charts provide a general baseline for the maximum span lengths of prestressed I-girders and NU girders based off single span designs in accordance with LRFD, 9th Edition. The designs used for these charts use the maximum practical girder spacing (9’-6” for Type 2, 3 and 4 girders, approximately 11 feet to 11’-6” for all other girders shown). The charts were developed using designs that used standard materials and shapes and no debonding. Increased span lengths are possible with modification to the materials, shapes, and/or girder spacings used. Increased span lengths are also likely for continuous span bridges. See Increasing Girder Capacity section above for more information. These charts shall be used for preliminary design only.

	'''Limitations of the Charts:'''		'''Limitations of the Charts:'''

	~~All~~ charts contain ~~only standard materials~~. ~~Referenced bridges contained both single and continuous span bridges~~. ~~Shapes are not modified in any way (such as increased web thickness)~~.		These charts only contain data on designs with a concrete compressive strength equal to 8.0ksi, this is due to a lack of sufficient data for designs using a concrete compressive strength of 6.0ksi or 7.0ksi.

	<center><b><big>Prestressed I-Girder Span Ranges</big></b></center>		<center><b><big>Prestressed I-Girder Single Span Ranges</big></b></center>
	[[image:751.22.1.~~3_PSI_6ksi_06-23.png\|700px\|center]]~~		[[image:751.22.1.3_PSI_8ksi_07-23.png\|700px\|center]]
	~~[[image:751.22.1.3_PSI_7ksi_06-23.png\|700px\|center]]~~
	~~[[image:751.22.1.3_PSI_8ksi_06~~-23.png\|700px\|center]]
	{\| style="margin: auto;"		{\| style="margin: auto;"
	\| <b>Note: </b> \|\| Type 7 I-Girder was not included due to there being insufficient data to report a justified range of span lengths.		\| <b>Note: </b> \|\| Type 7 I-Girder was not included due to there being insufficient data to report a justified range of span lengths.
Line 121:		Line 119:


	<center><b><big>Prestressed NU Girder Span Ranges</big></b></center>		<center><b><big>Prestressed NU Girder Single Span Ranges</big></b></center>
	[[image:751.22.1.~~3_PSNU_8ksi_06~~-23.png\|700px\|center]]		[[image:751.22.1.3_PSNU_8ksi_07-23.png\|700px\|center]]
	{\| style="margin: auto;"		{\| style="margin: auto;"
	\| <b>Note: </b> ~~\|\| Only <i>f’<sub>c</sub></i> =8.0ksi was used due to there being insufficient data for <i>f’<sub>c</sub></i> =7.0ksi and <i>f’<sub>c</sub></i> =6.0ksi.~~		\| style=vertical-align:top \| <b>Note: </b> \|\| Nu 78 Girders were excluded from this chart due to there being insufficient data to report an accurate</br>range of span lengths.
	\|-
	\| \|\| Nu 78 Girders were excluded from this ~~graph~~ due to there being insufficient data to report an accurate</br>range of span lengths.
	\|}		\|}

Hoskir: Undo revision 52690 by Hoskir (talk)

2023-06-30T13:49:17Z

Undo revision 52690 by Hoskir (talk)

← Older revision		Revision as of 08:49, 30 June 2023
Line 130:		Line 130:

	===751.22.1.4 Span and Structure Lengths===		===751.22.1.4 Span and Structure Lengths===

	The span and structure lengths for prestressed beams shall be in accordance with [[751.22_Prestressed_Concrete_I_Girders#751.22.1.4_Span_and_Structure_Lengths\|EPG 751.22.1.4 Span and Structure Lengths]], except that skewed ends of prestressed beams shall be in accordance with [[751.21_Prestressed_Concrete_Slab_and_Box_Beams#751.21.3.2.1_Skewed_Ends\|EPG 751.21.3.2.1 Skewed Ends]] instead of the coping requirements used for the I-Girders.

	The following charts provide potential span ranges (limits) for prestressed spread box beams based on bridges that were designed between 2010 and 2023. Because the span limit charts were developed using previously designed bridges with standard materials and shapes, increased span lengths are possible with modification. See Increasing Girder Capacity section above for more information. These charts shall be used for preliminary design only.

	~~'''Limitations of the Charts:'''~~

	~~All charts contain only standard materials. Referenced bridges contained both single and continuous span bridges. Shapes are not modified in any way.~~

	~~<center><b><big>Prestressed Spread Box Beam Span Ranges</big></b></center>~~
	~~[[image:751.22.1.4_PS_Box_6ksi_06-23.png\|700px\|center]]~~
	~~[[image:751.22.1.4_PS_Box_7ksi_06-23.png\|700px\|center]]~~
	~~[[image:751.22.1.4_PS_Box_8ksi_06-23.png\|700px\|center]]~~
	~~{\| style="margin: auto; vertical-align:top;"~~
	~~\|- style="vertical-align:top;"~~
	~~\| <b>Note: </b> \|\| 27in, 33in, 39in, and 42in Spread Box Beams were excluded from some graphs due to there being</br>insufficient data to produce an accurate range of span lengths.</center>~~
	\|-
	~~\| \|\| A green bar denotes that the particular type of spread box beam has three or fewer entries and should</br>not be relied on as heavily as others.</center>~~
	\|}

	====751.22.1.4.1 Limits====		====751.22.1.4.1 Limits====

Hoskir: /* 751.22.1.3 Typical Span Ranges */ updated per RR3719

2023-06-30T13:18:11Z

751.22.1.3 Typical Span Ranges: updated per RR3719

← Older revision		Revision as of 08:18, 30 June 2023
Line 106:		Line 106:
	===751.22.1.3 Typical Span Ranges===		===751.22.1.3 Typical Span Ranges===

	The following charts provide span ranges (limits) for ~~P/S~~ I-girders based on ~~girder spacing~~ and standard ~~roadway widths~~.		The following charts provide potential span ranges (limits) for prestressed I-girders based on bridges that were designed between 2010 and 2023. Because the span limit charts were developed using previously designed bridges with standard materials and shapes, increased span lengths are possible with modification. See Increasing Girder Capacity section above for more information. These charts shall be used for preliminary design only.

	'''Limitations of the Charts:'''		'''Limitations of the Charts:'''

	:A. ~~Standard Concrete Charts Only~~		All charts contain only standard materials. Referenced bridges contained both single and continuous span bridges. Shapes are not modified in any way (such as increased web thickness).

	~~::Criteria used in determining maximum span lengths for lower conventional concrete strength:~~		<center><b><big>Prestressed I-Girder Span Ranges</big></b></center>
	~~::1) Low-relaxation strand with 0.5” strand diameter~~		[[image:751.22.1.3_PSI_6ksi_06-23.png\|700px\|center]]
			[[image:751.22.1.3_PSI_7ksi_06-23.png\|700px\|center]]
	~~::2) Concrete strengths,~~ <~~math~~>~~\, f'_{ci}~~<~~/math~~> ~~= 4.5 ksi and~~ <~~math~~>~~\, f'_c~~</~~math> = 6.0 ksi~~		[[image:751.22.1.3_PSI_8ksi_06-23.png\|700px\|center]]
			{\| style="margin: auto;"
	~~::3) 3-span bridge consisting of 3 equal length girders made continuous and composite~~		\| <b>Note: </b> \|\| Type 7 I-Girder was not included due to there being insufficient data to report a justified range of span lengths.
			\|}
	~~:B. Optional Concrete Charts Only~~

	~~::Criteria used in determining maximum span lengths for greater conventional concrete strength:~~

	~~::1) Low-relaxation strand with 0.6” strand diameter~~

	~~::2) Concrete strengths, <math~~>~~\, f'_{ci}~~</~~math~~> ~~= 5.0 ksi and <math>\, f'_c~~</~~math~~> ~~= 7.0 ksi~~

	:~~:3) 3~~-~~span bridge consisting of 3 equal length girders made continuous and composite~~

	:C. ~~Both Standard Concrete and Optional Concrete Charts~~

	~~::Criteria used in determining span ranges for both Standard and Optional Concrete conventional strengths~~.

	::1~~) Minimum span lengths were determined by the positive moment capacity of the smallest strand arrangement per beam shape~~. ~~Shorter span lengths are possible~~.

	:~~:2) Based on 10 ft~~. ~~design lanes~~. ~~(Current design practice meets AASHTO LRFD and uses 12 ft~~. ~~design lanes~~.)

	::~~3) Based on unrefined prestress loss equations. (Current design practice meets AASHTO LRFD and uses refined losses.)~~

	~~'''Recommended Adjustments for Using the Charts~~:~~'''~~

	~~Because the span limit charts were developed using older design criteria as noted above, increased~~ span lengths ~~are probable~~.

	~~:1) Span limits given in all charts should be increased 10 percent to account for current design practice. Ten percent can safely be used without a preliminary girder analysis.~~

	~~:2) Span limits given in all charts shall be increased when a preliminary girder analysis based on actual design conditions is performed which shall be noted on the Design Layout.~~

			<center><b><big>Prestressed NU Girder Span Ranges</big></b></center>
	{\|style="~~padding: 0.3em;~~ margin~~-left~~:~~1px~~; ~~border~~:~~2px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width~~=~~"480px" align~~=~~"center"~~		[[image:751.22.1.3_PSNU_8ksi_06-23.png\|700px\|center]]
			{\| style="margin: auto;"
			\| <b>Note: </b> \|\| Only <i>f’<sub>c</sub></i> =8.0ksi was used due to there being insufficient data for <i>f’<sub>c</sub></i> =7.0ksi and <i>f’<sub>c</sub></i> =6.0ksi.
	\|-		\|-
	\|~~'''Span~~ range ~~charts are planned for future replacement~~. ~~Use the recommended adjustments until implemented.'''~~		\| \|\| Nu 78 Girders were excluded from this graph due to there being insufficient data to report an accurate</br>range of span lengths.
	\|}		\|}


	~~<center>'''Standard Concrete (<math>\, f'_c</math> = 6 ksi) P/S I Beam Span Ranges for<br/>Given Roadway Widths and Girder Spacing'''</center>~~

	~~<center>[[Image:751.22_standard_conc_PSI_span_ranges.gif]]</center>~~



	~~<center>'''Optional Concrete (<math>\, f'_c</math> = 7 ksi) P/S I Beam Span Ranges for<br/>Given Roadway Widths and Girder Spacing'''</center>~~

	~~<center>[[Image:751.22_optional_conc_PSI_span_ranges.gif]]</center>~~

	===751.22.1.4 Span and Structure Lengths===		===751.22.1.4 Span and Structure Lengths===

Hoskir: /* 751.22.1.4 Span and Structure Lengths */ updated per RR3719

2023-06-30T13:14:47Z

751.22.1.4 Span and Structure Lengths: updated per RR3719

← Older revision		Revision as of 08:14, 30 June 2023
Line 165:		Line 165:

	===751.22.1.4 Span and Structure Lengths===		===751.22.1.4 Span and Structure Lengths===

			The span and structure lengths for prestressed beams shall be in accordance with [[751.22_Prestressed_Concrete_I_Girders#751.22.1.4_Span_and_Structure_Lengths\|EPG 751.22.1.4 Span and Structure Lengths]], except that skewed ends of prestressed beams shall be in accordance with [[751.21_Prestressed_Concrete_Slab_and_Box_Beams#751.21.3.2.1_Skewed_Ends\|EPG 751.21.3.2.1 Skewed Ends]] instead of the coping requirements used for the I-Girders.

			The following charts provide potential span ranges (limits) for prestressed spread box beams based on bridges that were designed between 2010 and 2023. Because the span limit charts were developed using previously designed bridges with standard materials and shapes, increased span lengths are possible with modification. See Increasing Girder Capacity section above for more information. These charts shall be used for preliminary design only.

			'''Limitations of the Charts:'''

			All charts contain only standard materials. Referenced bridges contained both single and continuous span bridges. Shapes are not modified in any way.

			<center><b><big>Prestressed Spread Box Beam Span Ranges</big></b></center>
			[[image:751.22.1.4_PS_Box_6ksi_06-23.png\|700px\|center]]
			[[image:751.22.1.4_PS_Box_7ksi_06-23.png\|700px\|center]]
			[[image:751.22.1.4_PS_Box_8ksi_06-23.png\|700px\|center]]
			{\| style="margin: auto; vertical-align:top;"
			\|- style="vertical-align:top;"
			\| <b>Note: </b> \|\| 27in, 33in, 39in, and 42in Spread Box Beams were excluded from some graphs due to there being</br>insufficient data to produce an accurate range of span lengths.</center>
			\|-
			\| \|\| A green bar denotes that the particular type of spread box beam has three or fewer entries and should</br>not be relied on as heavily as others.</center>
			\|}

	====751.22.1.4.1 Limits====		====751.22.1.4.1 Limits====