751.31 Open Concrete Intermediate Bents - Revision history

Hoskir: /* 751.31.2.4 Column Analysis */ updated old math equations

2026-01-15T20:57:53Z

751.31.2.4 Column Analysis: updated old math equations

← Older revision		Revision as of 15:57, 15 January 2026
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	\| <math>E = \frac{\sum(l_n E_n)}{L}</math>		\| <math>E = \frac{\sum(l_n E_n)}{L}</math>
	\|-		\|-
	\| <math>l_1, l_2, I_1, I_2 ~~\text{~~ and } L ~~\text{~~ are shown in the figures above.~~}</math>~~		\| <math>l_1, l_2, I_1, I_2</math> and <math>L</math> are shown in the figures above.
	\|-		\|-
	\|}		\|}

Hoskir: /* 751.31.2.4 Column Analysis */ removed duplicate formula in step 6

2025-07-15T15:25:24Z

751.31.2.4 Column Analysis: removed duplicate formula in step 6

← Older revision		Revision as of 10:25, 15 July 2025
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	:: <math>K\, =\, \frac{2.1k}{2.0}</math>		:: <math>K\, =\, \frac{2.1k}{2.0}</math>

	~~K=2.1k/2.0~~

	'''Step 7''' – Determine refined buckling load		'''Step 7''' – Determine refined buckling load

Hoskir: /* 751.31.2.4 Column Analysis */ updated RR4041

2025-07-11T18:03:47Z

751.31.2.4 Column Analysis: updated RR4041

Show changes

Hoskir: /* 751.31.3.2 Column */ updated per RR4033

2025-04-18T18:11:31Z

751.31.3.2 Column: updated per RR4033

← Older revision		Revision as of 13:11, 18 April 2025
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	::Columns shall be reinforced using stirrup ties, unless excessive reinforcement is required, in which case spirals shall be used.		::Columns shall be reinforced using stirrup ties, unless excessive reinforcement is required, in which case spirals shall be used.

	::Show spiral details of [[751.9_Bridge_Seismic_Design#751.9.1.2.1.1\|Fig. 751.9.1.2.1.1]] on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.		::Show spiral details of [[751.9_Bridge_Seismic_Design#751.9.1.2.1.2\|Fig. 751.9.1.2.1.2]] on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.

	::For Seismic detail requirements for seismic design category, SDC B, C and D, See [[751.9_Bridge_Seismic_Design#751.9.1.2_LRFD_Seismic_Details\|EPG 751.9.1.2 LRFD Seismic Details]].		::For Seismic detail requirements for seismic design category, SDC B, C and D, See [[751.9_Bridge_Seismic_Design#751.9.1.2_LRFD_Seismic_Details\|EPG 751.9.1.2 LRFD Seismic Details]].

Hoskir: /* 751.31.2.3 General Design Assumptions */ updated per RR4033

2025-04-18T18:09:16Z

751.31.2.3 General Design Assumptions: updated per RR4033

← Older revision		Revision as of 13:09, 18 April 2025
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	<math>\, \ A_s \le 0.04A_g</math>                                                     SGS 8.8.1		<math>\, \ A_s \le 0.04A_g</math>                                                     SGS 8.8.1
	~~:*<math>\, \ A_s \le 0.04A_g</math> (Preferred max for seismic design.)~~
	~~:*<math>\, \ A_s \le 0.08A_g</math> (Absolute max, LRFD 5.7.4.2)~~
	:*Spacing limitations given in this article.		:*Spacing limitations given in this article.

Hoskir: /* 751.31.3.2 Column */ updated per RR4033

2025-04-14T16:16:07Z

751.31.3.2 Column: updated per RR4033

Hoskir: /* 751.31.3 Reinforcement */ updated per RR4033

2025-04-14T16:10:39Z

751.31.3 Reinforcement: updated per RR4033

← Older revision		Revision as of 11:10, 14 April 2025
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	==751.31.3 Reinforcement==		==751.31.3 Reinforcement==
			For Seismic detail requirements for seismic design category, SDC B, C and D, See [[751.9_Bridge_Seismic_Design#751.9.1.2_LRFD_Seismic_Details\|EPG 751.9.1.2 LRFD Seismic Details]].

	===751.31.3.1 Beam Cap===		===751.31.3.1 Beam Cap===

Hoskir: /* 751.31.2.4 Column Analysis */ updated per RR4033

2025-04-14T16:09:15Z

751.31.2.4 Column Analysis: updated per RR4033

← Older revision		Revision as of 11:09, 14 April 2025
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	'''Transverse Reinforcement'''		'''Transverse Reinforcement'''

	''Seismic ~~Zone 1~~''		''Seismic Design Category (SDC) A''
	:Columns shall be analyzed as “Tied Columns”. Unless excessive reinforcement is required, in which case spirals shall be used.		:Columns shall be analyzed as “Tied Columns”. Unless excessive reinforcement is required, in which case spirals shall be used.

Hoskir: /* 751.31.2.3 General Design Assumptions */ updated per RR4033

2025-04-14T16:07:21Z

751.31.2.3 General Design Assumptions: updated per RR4033

← Older revision		Revision as of 11:07, 14 April 2025
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	:The maximum reinforcement shall be limited by the following requirements:		:The maximum reinforcement shall be limited by the following requirements:

			<math>\, \ A_s \le 0.04A_g</math>                                                     SGS 8.8.1
	:*<math>\, \ A_s \le 0.04A_g</math> (Preferred max for seismic design.)		:*<math>\, \ A_s \le 0.04A_g</math> (Preferred max for seismic design.)
	:*<math>\, \ A_s \le 0.08A_g</math> (Absolute max, LRFD 5.7.4.2)		:*<math>\, \ A_s \le 0.08A_g</math> (Absolute max, LRFD 5.7.4.2)

Hoskir: /* 751.31.1 General */ updated per RR4033

2025-04-14T16:04:34Z

751.31.1 General: updated per RR4033

← Older revision		Revision as of 11:04, 14 April 2025
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	:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)		:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

	:'''*''' ~~Ratio~~ of beam width to beam depth, B/C, shall be ≤ 1.25		:'''*''' For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D ≤ C ≤ 1.25 D.           SGS 8.13.5-1

	Columns		Columns
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	:H = Column height as required by grade and footing elevations. Use construction joint in column when H exceeds 35’-0”.		:H = Column height as required by grade and footing elevations. Use construction joint in column when H exceeds 35’-0”.


	:NOTE: Try to keep columns and beams the same size where possible for economy of construction.		:NOTE: Try to keep columns and beams the same size where possible for economy of construction.
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	:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)		:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

	:'''*''' ~~Ratio~~ of beam width to beam depth, B/C, shall be ≤ 1.25		:'''*''' For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D ≤ C ≤ 1.25 D.           SGS 8.13.5-1

	Columns		Columns
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	:T = Web thickness. For a 3’-0” column diameter, use T = column diameter. For column diameters ≥ 3’-6”, use T = 0.5 x (column diameter).		:T = Web thickness. For a 3’-0” column diameter, use T = column diameter. For column diameters ≥ 3’-6”, use T = 0.5 x (column diameter).
	:H' = See bottom elevations of web given on the Design Layout.		:H' = See bottom elevations of web given on the Design Layout.



	:NOTE: Try to keep columns and beams the same size where possible for economy of construction.		:NOTE: Try to keep columns and beams the same size where possible for economy of construction.
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	:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)		:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

	:'''*''' ~~Ratio~~ of beam width to beam depth, B/C, shall be ≤ 1.25		:'''*''' For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D ≤ C ≤ 1.25 D.           SGS 8.13.5-1

	Columns		Columns
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	:T = Tie beam thickness. Minimum T = 0.5 x (column diameter).		:T = Tie beam thickness. Minimum T = 0.5 x (column diameter).
	:H' = See bottom elevations of tie beam given on the Design Layout. Minimum H' = 2 x T (round to the next foot higher).		:H' = See bottom elevations of tie beam given on the Design Layout. Minimum H' = 2 x T (round to the next foot higher).



	:NOTE: Try to keep columns and beams the same size where possible for economy of construction.		:NOTE: Try to keep columns and beams the same size where possible for economy of construction.
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	:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)		:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

	:'''*''' ~~Ratio~~ of beam width to beam depth, B/C, shall be ≤ 1.25		:'''*''' For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D1 ≤ C ≤ 1.25 D1.           SGS 8.13.5-1

	Columns		Columns
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	:I = Depth as required by design. Minimum of 3’-0” (3” increments).		:I = Depth as required by design. Minimum of 3’-0” (3” increments).
	:J = Width as required by design. Minimum of (0.5 x D1).		:J = Width as required by design. Minimum of (0.5 x D1).



	:NOTE: Try to keep columns and beams the same size where possible for economy of construction.		:NOTE: Try to keep columns and beams the same size where possible for economy of construction.

← Older revision		Revision as of 11:16, 14 April 2025
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	{\| style="text-align:center; margin:auto"		{\| style="text-align:center; margin:auto"
	\|-		\|-
	\| colspan="2" \| [[image:751.31.3.2_01-2025.~~jpg~~\|center\|~~200px~~]] \|\| [[image:751.31.3.2_02-2025.~~jpg~~\|center\|~~200px~~]]		\| colspan="2" \| [[image:751.31.3.2_01-2025.png\|center\|250px]] \|\| [[image:751.31.3.2_02-2025.png\|center\|250px]]
	\|-		\|-
	\| colspan="2" \| '''MINIMUM SPACING AT LAP SPLICES''' \|\| '''ALTERNATE DOWEL PLACEMENT'''		\| colspan="2" \| '''MINIMUM SPACING AT LAP SPLICES''' \|\| '''ALTERNATE DOWEL PLACEMENT'''
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	\| style="width:25px; text-align:right;" \| * \|\| colspan="2" style="text-align:left;" \| Use alternate detail only with approval of Structural Project Manager and then design column reinforcement using the smaller ring diameter.		\| style="width:25px; text-align:right;" \| * \|\| colspan="2" style="text-align:left;" \| Use alternate detail only with approval of Structural Project Manager and then design column reinforcement using the smaller ring diameter.
	\|-		\|-
	\| style="width:25px; text-align:right;" \| ~~A =~~ \|\| colspan="2" style="text-align:left;" \| 4 1/~~2” minimum spacing center-to~~-~~center~~.		\| style="width:25px; text-align:right;" \| \|\| colspan="2" style="text-align:left;" \| Include 1/2-inch buffer for mechanical bar splice.
	\|-		\|-
	\| style="width:25px; text-align:right;" \| B = \|\| colspan="2" style="text-align:left;" \| 2” ~~clear~~ spacing ~~for bar sizes thru #10~~.		\| style="width:25px; text-align:right;" \| A = \|\| colspan="2" style="text-align:left;" \| 4 1/2” (5") minimum spacing center-to-center.
	\|-		\|-
	\| style="width:25px; text-align:right;" \| \|\| colspan="2" style="text-align:left;" \| 2 1/2” clear spacing for bar sizes #~~11 and #14~~.		\| style="width:25px; text-align:right;" \| B = \|\| colspan="2" style="text-align:left;" \| 2” (2 1/2") clear spacing for bar sizes thru #10.
	\|-		\|-
	\| style="width:25px; text-align:right;" \| \|\| colspan="2" style="text-align:left;" \| 3 1/2” clear spacing for bar ~~size~~ #18.		\| style="width:25px; text-align:right;" \| \|\| colspan="2" style="text-align:left;" \| 2 1/2” (3") clear spacing for bar sizes #11 and #14.
	\|-		\|-
	\| colspan="3" \| [[image:751.31.3.2_03-2025.~~jpg~~\|center\|~~275px~~]]		\| style="width:25px; text-align:right;" \| \|\| colspan="2" style="text-align:left;" \| 3 1/2” (4") clear spacing for bar size #18.
			\|-
			\| colspan="3" \| [[image:751.31.3.2_03-2025.png\|center\|250px]]
	\|-		\|-
	\| colspan="3" \| '''STIRRUP LAP DETAIL AND STAGGER NOTE'''		\| colspan="3" \| '''STIRRUP LAP DETAIL AND STAGGER NOTE'''
			\|-
			\| colspan="3" \| * X” Minimum lap (Stagger adjacent bar splices)
	\|-		\|-
	\| colspan="3" style="text-align:left;" \| Lap splices for closed circular ties shall be provided and staggered in accordance with LRFD 5.10.6.3.		\| colspan="3" style="text-align:left;" \| Lap splices for closed circular ties shall be provided and staggered in accordance with LRFD 5.10.6.3.
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	::Columns shall be reinforced using stirrup ties, unless excessive reinforcement is required, in which case spirals shall be used.		::Columns shall be reinforced using stirrup ties, unless excessive reinforcement is required, in which case spirals shall be used.

	::Show spiral details of [[751.~~9 LFD Seismic~~#~~Fig.~~ 751.9.3.1.~~7.4~~\|Fig. 751.9.3.1.~~7.4~~]] on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.		::Show spiral details of [[751.9_Bridge_Seismic_Design#751.9.1.2.1.1\|Fig. 751.9.1.2.1.1]] on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.

			::For Seismic detail requirements for seismic design category, SDC B, C and D, See [[751.9_Bridge_Seismic_Design#751.9.1.2_LRFD_Seismic_Details\|EPG 751.9.1.2 LRFD Seismic Details]].

	{\| style="margin: 1em auto 1em auto"		{\| style="margin: 1em auto 1em auto"