640.1 Pavement Drainage - Revision history

Hoskir: /* 640.1.3.2 Composite Curb-and-Gutter Sections */

2022-09-16T14:11:39Z

640.1.3.2 Composite Curb-and-Gutter Sections

← Older revision		Revision as of 09:11, 16 September 2022
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	:<math>Q_{DCE}=\frac{K_1}{n\frac{a}{W}}S^\frac{1}{2}(d-a)^\frac{8}{3}</math>		:<math>Q_{DCE}=\frac{K_1}{n\frac{a}{W}}S^\frac{1}{2}(d-a)^\frac{8}{3}</math>

	:<math>Q_{~~ABE~~}=\frac{K_1}{nS_x}S^\frac{1}{2}(d-a)^\frac{8}{3}</math>		:<math>Q_{DCF}=\frac{K_1}{nS_x}S^\frac{1}{2}(d-a)^\frac{8}{3}</math>

	:where:		:where:

Smithk: /* 640.1.4.2 Curb Opening Inlets (Precast Type T) */

2020-07-07T17:48:17Z

640.1.4.2 Curb Opening Inlets (Precast Type T)

← Older revision		Revision as of 12:48, 7 July 2020
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	===640.1.4.2 Curb Opening Inlets (Precast Type T)===		===640.1.4.2 Curb Opening Inlets (Precast Type T)===
	Curb opening inlets consist of a longitudinal opening located in the face of the curb. Details of the curb opening inlets may be found in [https://www.modot.org/media/~~16931~~ Std. Plan 731.10]. The Type T inlet has a minimum length of 2.5 ft. (750 mm) and may be increased in length in 2.5 ft. (750 mm) increments as needed. The Type T inlet has a local depression of 3 in. (75 mm) below the normal gutter flow line. Curb opening inlets are recommended for use at all low points. In locations where heavy debris is expected, consideration should be given to doubling the calculated length of curb opening inlet to provide a safety factor against clogging.		Curb opening inlets consist of a longitudinal opening located in the face of the curb. Details of the curb opening inlets may be found in [https://www.modot.org/media/16974 Std. Plan 731.10]. The Type T inlet has a minimum length of 2.5 ft. (750 mm) and may be increased in length in 2.5 ft. (750 mm) increments as needed. The Type T inlet has a local depression of 3 in. (75 mm) below the normal gutter flow line. Curb opening inlets are recommended for use at all low points. In locations where heavy debris is expected, consideration should be given to doubling the calculated length of curb opening inlet to provide a safety factor against clogging.

	==640.1.5 Capacity of Grate Inlets==		==640.1.5 Capacity of Grate Inlets==

Smithk: /* 640.1.4.1 Grate Inlets (Precast Type A, B, C & D) */ updated links

2020-07-07T17:04:23Z

640.1.4.1 Grate Inlets (Precast Type A, B, C & D): updated links

← Older revision		Revision as of 12:04, 7 July 2020
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	===640.1.4.1 Grate Inlets (Precast Type A, B, C & D)===		===640.1.4.1 Grate Inlets (Precast Type A, B, C & D)===
	Standard curved vane grate inlets are 2 ft. (610 mm) long (measured in the direction of flow), and either 2 or 4 ft. (610 or 1219 mm) wide (measured perpendicular to the direction of flow). Only 2 ft. (610 mm) wide inlets may be used in curb and gutter sections; whereas 2 or 4 ft. widths may be used in conjunction with integral curb (triangular) sections. Two types of inlet grates are shown in the standard plans. The curved vane grate is used in roadway and shoulder applications. The parallel bar grate may be used only in areas outside the roadway and shoulders, such as in grassy medians or other unpaved areas. See Standard Plan details of inlet grates ([~~http~~://modot.~~mo.gov/business/standards_and_specs~~/~~documents~~/~~61410.pdf~~ Std. Plans 614.10] and [~~http~~://modot.~~mo.gov~~/~~business~~/~~standards_and_specs/documents/61411.pdf~~ 614.11]) and gutter cross sections ([~~http~~://modot.~~mo.gov~~/~~business~~/~~standards_and_specs/documents/60900.pdf~~ Std. Plan 609.00]).		Standard curved vane grate inlets are 2 ft. (610 mm) long (measured in the direction of flow), and either 2 or 4 ft. (610 or 1219 mm) wide (measured perpendicular to the direction of flow). Only 2 ft. (610 mm) wide inlets may be used in curb and gutter sections; whereas 2 or 4 ft. widths may be used in conjunction with integral curb (triangular) sections. Two types of inlet grates are shown in the standard plans. The curved vane grate is used in roadway and shoulder applications. The parallel bar grate may be used only in areas outside the roadway and shoulders, such as in grassy medians or other unpaved areas. See Standard Plan details of inlet grates ([https://www.modot.org/media/16889 Std. Plans 614.10] and [https://www.modot.org/media/16890 614.11]) and gutter cross sections ([https://www.modot.org/media/16880 Std. Plan 609.00]).

	===640.1.4.2 Curb Opening Inlets (Precast Type T)===		===640.1.4.2 Curb Opening Inlets (Precast Type T)===

Smithk: /* 640.1.4.2 Curb Opening Inlets (Precast Type T) */ updated link

2020-07-07T17:00:02Z

640.1.4.2 Curb Opening Inlets (Precast Type T): updated link

← Older revision		Revision as of 12:00, 7 July 2020
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	===640.1.4.2 Curb Opening Inlets (Precast Type T)===		===640.1.4.2 Curb Opening Inlets (Precast Type T)===
	Curb opening inlets consist of a longitudinal opening located in the face of the curb. Details of the curb opening inlets may be found in [~~http~~://modot.~~mo.gov~~/~~business~~/~~standards_and_specs/documents/73110.pdf~~ Std. Plan 731.10]. The Type T inlet has a minimum length of 2.5 ft. (750 mm) and may be increased in length in 2.5 ft. (750 mm) increments as needed. The Type T inlet has a local depression of 3 in. (75 mm) below the normal gutter flow line. Curb opening inlets are recommended for use at all low points. In locations where heavy debris is expected, consideration should be given to doubling the calculated length of curb opening inlet to provide a safety factor against clogging.		Curb opening inlets consist of a longitudinal opening located in the face of the curb. Details of the curb opening inlets may be found in [https://www.modot.org/media/16931 Std. Plan 731.10]. The Type T inlet has a minimum length of 2.5 ft. (750 mm) and may be increased in length in 2.5 ft. (750 mm) increments as needed. The Type T inlet has a local depression of 3 in. (75 mm) below the normal gutter flow line. Curb opening inlets are recommended for use at all low points. In locations where heavy debris is expected, consideration should be given to doubling the calculated length of curb opening inlet to provide a safety factor against clogging.

	==640.1.5 Capacity of Grate Inlets==		==640.1.5 Capacity of Grate Inlets==

EPGsysop: /* 640.1.2.4 Intercept on Continuous Grade */

2017-04-07T19:17:46Z

640.1.2.4 Intercept on Continuous Grade

← Older revision		Revision as of 14:17, 7 April 2017
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	One exception to the above rule is the case of bridge approaches. Where a bridge is located on a continuous grade, approaching storm water is not allowed to flow onto the bridge deck. A drop inlet or series of drop inlets as needed are used to intercept all gutter flow at the upstream end of the bridge. These inlets should be located outside of the bridge approach slab if possible.		One exception to the above rule is the case of bridge approaches. Where a bridge is located on a continuous grade, approaching storm water is not allowed to flow onto the bridge deck. A drop inlet or series of drop inlets as needed are used to intercept all gutter flow at the upstream end of the bridge. These inlets should be located outside of the bridge approach slab if possible.

	Water flowing across an intersection may cause a certain amount of danger to cross traffic and should be limited. Therefore, inlets placed at the upstream side of intersections are sized ~~such~~ that no more than 2.0 ft<sup>3</sup>/s (0.05 m<sup>3</sup>/s) is allowed to flow into the intersection during the design event.		Water flowing across an intersection may cause a certain amount of danger to cross traffic and should be limited. Therefore, inlets placed at the upstream side of intersections are sized so that no more than 2.0 ft<sup>3</sup>/s (0.05 m<sup>3</sup>/s) is allowed to flow into the intersection during the design event.

	Where the pavement transitions from crown to superelevated sections or from superelevated to crown sections all storm water is intercepted to prevent cross flow over the pavement. Similarly, all storm water at the downstream end of curbed ramps is intercepted, when this water would flow across the ramp or main roadway pavement.		Where the pavement transitions from crown to superelevated sections or from superelevated to crown sections all storm water is intercepted to prevent cross flow over the pavement. Similarly, all storm water at the downstream end of curbed ramps is intercepted, when this water would flow across the ramp or main roadway pavement.

Smithk: /* 640.1.2.2 Gutter Spread */ Per BR, corrected interstate gutter spread info by adding "not".

2016-03-01T14:11:24Z

640.1.2.2 Gutter Spread: Per BR, corrected interstate gutter spread info by adding "not".

← Older revision		Revision as of 09:11, 1 March 2016
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	'''Interstates '''		'''Interstates '''

	For all interstates, gutter spread shall not encroach upon the traveled lanes. Gutter spread shall be limited to the shoulder and shall exceed 12 ft. during the design runoff event.		For all interstates, gutter spread shall not encroach upon the traveled lanes. Gutter spread shall be limited to the shoulder and shall not exceed 12 ft. during the design runoff event.

	'''Major Roads '''		'''Major Roads '''

Smithk: /* 640.1.2 Design Controls */Reorganized, updated for clarity. Updated design gutter spreads to more closely match AASHTO recommendations and bridge gutter spread requirements.

2016-02-25T15:49:49Z

640.1.2 Design Controls: Reorganized, updated for clarity. Updated design gutter spreads to more closely match AASHTO recommendations and bridge gutter spread requirements.

@@ Line 6: / Line 6: @@
 ===640.1.2.1 Design Frequency===
-For Major Roads, choose a storm frequency in the range of 10 to 50 years. For Minor Roads, choose a storm frequency in the range of 5 to 25 years. The higher frequency criteria apply to design of most inlets, including those inlets located at low points in grade. The lower frequencies should be used for design of critical low points, such as underpasses or high traffic volume "at grade" intersections. Consideration is also given to AADT and importance of route when choosing a design storm frequency. The duration of the design storm is set equal to the time of concentration of the drainage area or five minutes, whichever is greater. The peak rates of runoff produced by the design storm is computed by [[:Category:749 Hydrologic Analysis#749.5 The Rational Method|The Rational Method]].
+EPG 640.1.2.1 applies to roadway design frequency only.  For details regarding design frequency on bridges, see [[751.10 General Superstructure#751.10.3 Bridge Deck Drainage - Slab Drains|EPG 751.10.3 Bridge Deck Drainage – Slab Drains]].
 ===640.1.2.2 Gutter Spread===
-Spread is defined as the width of gutter flow, measured laterally from the face of the curb. Allowable spread depends on the classification of the roadway and importance of route to the community as determined by the Core Team. For Major Roads the spread shall be limited to the shoulder and/or parking lane, and shall not encroach upon the traveled lane. A spread of 1/2 lane may be considered if the posted speed is less than or equal to 45 mph. For Minor Roads the spread may not exceed one-half the lane nearest the gutter section. In no case shall the spread exceed 12 ft. (4.0 m) during the design runoff event.
+EPG 640.1.2.2 applies to roadway gutter spread only.  For details regarding gutter spread on bridges, see [[751.10 General Superstructure#751.10.3 Bridge Deck Drainage - Slab Drains|EPG 751.10.3 Bridge Deck Drainage – Slab Drains]].
 ===640.1.2.3 Depth of Gutter Flow===

Smithk: Withdrew BR's revisions, from earlier in the day, to EPG 238.3.36.3, EPG 640.1.2 and EPG 751.10.3.1. These will be placed on the next ballot.

2015-11-18T21:01:03Z

Withdrew BR's revisions, from earlier in the day, to EPG 238.3.36.3, EPG 640.1.2 and EPG 751.10.3.1. These will be placed on the next ballot.

@@ Line 6: / Line 6: @@
 ===640.1.2.1 Design Frequency===
-Design Frequency in this article applies only to roadways, for details regarding design frequency on bridges, see [http://epg.modot.org/index.php?title=751.10_General_Superstructure#751.10.3_Bridge_Deck_Drainage_-_Slab_Drains EPG 751.10.3, Bridge Deck Drainage – Slab Drains].
+For Major Roads, choose a storm frequency in the range of 10 to 50 years. For Minor Roads, choose a storm frequency in the range of 5 to 25 years. The higher frequency criteria apply to design of most inlets, including those inlets located at low points in grade. The lower frequencies should be used for design of critical low points, such as underpasses or high traffic volume "at grade" intersections. Consideration is also given to AADT and importance of route when choosing a design storm frequency. The duration of the design storm is set equal to the time of concentration of the drainage area or five minutes, whichever is greater. The peak rates of runoff produced by the design storm is computed by [[:Category:749 Hydrologic Analysis#749.5 The Rational Method|The Rational Method]].
 ===640.1.2.2 Gutter Spread===
+Spread is defined as the width of gutter flow, measured laterally from the face of the curb. Allowable spread depends on the classification of the roadway and importance of route to the community as determined by the Core Team. For Major Roads the spread shall be limited to the shoulder and/or parking lane, and shall not encroach upon the traveled lane. A spread of 1/2 lane may be considered if the posted speed is less than or equal to 45 mph. For Minor Roads the spread may not exceed one-half the lane nearest the gutter section. In no case shall the spread exceed 12 ft. (4.0 m) during the design runoff event.
 ===640.1.2.3 Depth of Gutter Flow===

Smithk: /* 640.1.2 Design Controls */Per BR, reorganized and clarified. Updated design gutter spreads to more closely match AASHTO recommendations and bridge gutter spread requirements.

2015-11-18T18:44:15Z

640.1.2 Design Controls: Per BR, reorganized and clarified. Updated design gutter spreads to more closely match AASHTO recommendations and bridge gutter spread requirements.

@@ Line 6: / Line 6: @@
 ===640.1.2.1 Design Frequency===
-For Major Roads, choose a storm frequency in the range of 10 to 50 years. For Minor Roads, choose a storm frequency in the range of 5 to 25 years. The higher frequency criteria apply to design of most inlets, including those inlets located at low points in grade. The lower frequencies should be used for design of critical low points, such as underpasses or high traffic volume "at grade" intersections. Consideration is also given to AADT and importance of route when choosing a design storm frequency. The duration of the design storm is set equal to the time of concentration of the drainage area or five minutes, whichever is greater. The peak rates of runoff produced by the design storm is computed by [[:Category:749 Hydrologic Analysis#749.5 The Rational Method|The Rational Method]].
+Design Frequency in this article applies only to roadways, for details regarding design frequency on bridges, see [http://epg.modot.org/index.php?title=751.10_General_Superstructure#751.10.3_Bridge_Deck_Drainage_-_Slab_Drains EPG 751.10.3, Bridge Deck Drainage – Slab Drains].
 ===640.1.2.2 Gutter Spread===
-Spread is defined as the width of gutter flow, measured laterally from the face of the curb. Allowable spread depends on the classification of the roadway and importance of route to the community as determined by the Core Team. For Major Roads the spread shall be limited to the shoulder and/or parking lane, and shall not encroach upon the traveled lane. A spread of 1/2 lane may be considered if the posted speed is less than or equal to 45 mph. For Minor Roads the spread may not exceed one-half the lane nearest the gutter section. In no case shall the spread exceed 12 ft. (4.0 m) during the design runoff event.
 ===640.1.2.3 Depth of Gutter Flow===

Smithk: /* 640.1.2.1 Design Frequency */ minor clarification

2010-11-24T17:13:43Z

640.1.2.1 Design Frequency: minor clarification

← Older revision		Revision as of 12:13, 24 November 2010
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	===640.1.2.1 Design Frequency===		===640.1.2.1 Design Frequency===
	For Major Roads, choose a storm frequency in the range of 10 to 50 years. For Minor Roads, choose a storm frequency in the range of 5 to 25 years. The higher frequency criteria apply to design of most inlets, including those inlets located at low points in grade. The lower frequencies should be used for design of critical low points, such as underpasses or high traffic volume "at grade" intersections. Consideration is also given to ~~ADT~~ and importance of route when choosing a design storm frequency. The duration of the design storm is set equal to the time of concentration of the drainage area or five minutes, whichever is greater. The peak rates of runoff produced by the design storm is computed by [[:Category:749 Hydrologic Analysis#749.5 The Rational Method\|The Rational Method]].		For Major Roads, choose a storm frequency in the range of 10 to 50 years. For Minor Roads, choose a storm frequency in the range of 5 to 25 years. The higher frequency criteria apply to design of most inlets, including those inlets located at low points in grade. The lower frequencies should be used for design of critical low points, such as underpasses or high traffic volume "at grade" intersections. Consideration is also given to AADT and importance of route when choosing a design storm frequency. The duration of the design storm is set equal to the time of concentration of the drainage area or five minutes, whichever is greater. The peak rates of runoff produced by the design storm is computed by [[:Category:749 Hydrologic Analysis#749.5 The Rational Method\|The Rational Method]].

	===640.1.2.2 Gutter Spread===		===640.1.2.2 Gutter Spread===