HomeMy WebLinkAboutGATEWAY AT PROSPECT - BDR200010 - SUBMITTAL DOCUMENTS - ROUND 2 - STORMWATER MANAGEMENT PLAN
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CALCULATIONS CHART
TOTAL DISTURBED PROJECT AREA 66.5 ACRES
TOTAL "ONSITE" AREA OF DISTURBANCE 62.3 ACRES
TOTAL "OFFSITE" AREA OF DISTURBANCE 4.2 ACRES
TOTAL STORAGE/STAGING AREA ACRES
TOTAL HAUL ROADS AREA N/A
CONSTRUCTION VEHICLE TRAFFIC AREA N/A
EST. PERCENT OF PROJECT AREA EXPOSED 100%
EST. PERCENT VEGETATIVE COVER ~2.5% DENSITY
EXISTING SOIL TYPE C-D CLAY LOAM
APPROX. GROUNDWATER DEPTH 6.7 FEET
NUMBER OF PHASES W/ PROJECT N/A
TOTAL VOLUME OF IMPORTED (+) / EXPORTED (-) MATERIALS 0 CUB. YD.
TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF SITE 300,000 SQ. FEET
STEEPEST SLOPE 4:01 H:V
DISTANCE FROM A RIPARIAN AREA OR SENSITIVE AREA 0 FEET
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TASK BEGINNING
DATE ENDING DATE "BMP-PHASE OF
DEVELOPMENT"
Development Construction Permit
Issued by City of Fort Collins I
Overlot Grading (Demolition)I
Utility Installation II
Bridge and Road Construction III
Final Stabilization IV
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MUSFSFSFSFFUTURE STORM
DRAIN
PROPOSED
DRAINAGE AND
UTILITY EASEMENT
STORM DRAIN C
SEE SHEET ST1
STORM DRAIN D
SEE SHEET ST2
STORM DRAIN B
SEE SHEET ST1
STORM DRAIN C3.1
SEE SHEET ST2
STORM DRAIN A
SEE SHEET ST1
STORM DRAIN E
SEE SHEET ST3
STORM DRAIN F
SEE SHEET ST3
STORM DRAIN G
SEE SHEET ST4
STORM DRAIN H
SEE SHEET ST4
PROPOSED
DRAINAGE
EASEMENT
PROPOSED
DRAINAGE
EASEMENT
PROPOSED
DRAINAGE
EASEMENT
STORM DRAIN I
SEE SHEET ST4
TRACT H
OPEN SPACE
DE TRACT I
FUTURE DEVELOPMENT
TRACT J
FUTURE DEVELOPMENT
TRACT E
OPEN SPACE
U&DE
TRACT F
OPEN SPACE
TRACT D
FUTURE DEVELOPMENT
MUSFSFSF
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EC1 ERIOSION CONTROL PLAN80
( IN FEET )
1 inch = ft.
Feet0100100
100
200 300
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
SheetGATEWAY AT PROSPECTThese drawings areinstruments of serviceprovided by NorthernEngineering Services, Inc.and are not to be used forany type of constructionunless signed and sealed bya Professional Engineer inthe employ of NorthernEngineering Services, Inc.NOT FOR CONSTRUCTIONREVIEW SETof 118
LEGEND:
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
WATTLE DIKE
INLET PROTECTION IP
VEHICLE TRACKING CONTROL PAD VTC
SFSILT FENCE SF
ROCK SOCK RS
RIP RAP RP
1.CONTRACTOR SHALL IMMEDIATELY STABILIZE ALL DISTURBED SLOPES BY
CRIMP MULCHING OR SIMILAR METHODS. CONTRACTOR TO USE CDOT STRAW
MULCH SPECS UNLESS OTHERWISE DIRECTED.
2.TOTAL DISTURBED AREA = 66.5 ACRES
3.SWMP ADMINISTRATOR:
Contact ________________________________
Company ________________________________
Address ________________________________
Phone ________________________________
4.REMOVE SEDIMENT THAT IS TRACKED ONTO THE PUBLIC RIGHT OF WAY DAILY
OR MORE FREQUENTLY ASS NEEDED. EXCESS SEDIMENT IN THE ROADWAY
INDICATES THAT THE STABILIZED CONSTRUCTION ENTRANCE NEEDS
MAINTENANCE.
5.REMOVE ALL ACCUMULATED SEDIMENT AND DEBRIS FROM THE DANDY SACK,
SURFACE AND VICINITY OF THE UNIT AFTER EACH STORM EVENT. IF USING
OPTIONAL OIL ABSORBENTS, REMOVE AND REPLACE ABSORBENTS WHEN THEY
NEAR SATURATION.
6.CONTRACTOR TO PROVIDE VEHICLE TRACKING CONTROL FOR CONCRETE
WASHOUT AREA IF ACCESS IS OFF PAVEMENT.
7.ALL DISTURBED SOILS SHALL BE RESEEDED WITH A COVER CROP UPON
COMPLETION OF THE INFRASTRUCTURE IMPROVEMENTS. THE RECOMMENDED
SPECIES AND APPLICATION RATES OF PURE LIVE SEED FOR COVER CROPS ARE
AS FOLLOWS:
GREAT BASIN WILRYE 3LBS/ACRE
GREEN NEEDLEGRASS 2LBS/ACRE
INDIAN RICEGRASS 1LBS/ACRE
SLENDER WHEATGRASS 2LBS/ACRE
THICKSPIKE WHEATGRASS 3LBS/ACRE
WESTERN WHEATGRASS 4LBS/ACRE
TRITICALE 10LBS/ACRE
WINTER WHEAT 5LBS/ACRE
8.REFER TO THE "STORM WATER MANAGEMENT PLAN & EROSION CONTROL
REPORT FOR GATEWAY AT PROSPECT BY NORTHERN ENGINEERING, FOR
ADDITIONAL INFORMATION. *WILL BE PROVIDED WITH FINAL PLANS*
9.FINAL STABILIZATION WILL BE COMPLETED IN ACCORDANCE WITH THE
APPROVED LANDSCAPE PLANS.
GENERAL NOTES:
WD
CONCRETE WASH AREA CWA
OUTLET PROTECTION OP
LIMITS OF DISTURBANCE LOD
ECB
EROSION CONTROL BLANKET
MUSEEDING AND MULCH
STABILIZED STAGING AREA SSA
STOCKPILE SP
TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION
Project: WATERFIELD FORTH FILING
CONSTRUCTION PHASE MOBILIZATION DEMOLITION GRADING
BEST MANAGEMENT PRACTICES (BMPS)
STRUCTURAL "INSTALLATION"
Silt Fence Barriers *
Flow Barriers (Wattles) *
Inlet Filter Bags *
Vegetative
Temporary Seeding Planting
Mulching / Sealant
Permanent Seeding Planting
Sod Installation
Rolled Products : Netting / Blankets / Mats
Contour Furrows (Ripping / Disking)
Rock Bags *
UTILITIES
INSTALLATION
FLAT WORK
INSTALLATION
VERTICAL
INSTALLATION LANDSCAPE DEMOBILIZATION
Vehicle Tracking Pad *
* All Temporary BMPs to be Removed once Construction is Complete
Any prior inlets that could use protecting
Any prior inlets that could use protecting
Anytime the site will sit dormant longer than 30 Days
Anytime the site will sit dormant longer than 30 Days
Anytime the site will sit dormant longer than 30 Days
Riprap
NOTE:
ALL BMP'S SHOWN ON THIS PLAN ARE
GRAPHIC REPRESENTATIONS ONLY.
FINAL DETERMINATION OF SIZE AND
LOCATION SHALL BE DETERMINED BY
THE CONTRACTOR AND DOCUMENTED
ON THE DYNAMIC SITE PLAN.
1.IT SHOULD BE NOTED THAT ANY EROSION CONTROL PLAN SERVES ONLY AS A
GUIDELINE TO THE CONTRACTOR. STAGING AND/OR PHASING OF BEST
MANAGEMENT PRACTICES (BMPs) IS EXPECTED. ADDITIONAL AND/OR
DIFFERENT BMPs FROM THOSE ORIGINALLY DEPICTED MAY BE NECESSARY
DURING CONSTRUCTION DUE TO CHANGING SITE CONDITIONS OR AS
REQUIRED BY LOCAL AUTHORITIES.
2.THIS EROSION CONTROL PLAN IS SCHEMATIC IN NATURE. AS SUCH,
GRAPHICAL SYMBOLS MAY NOT BE TO SCALE, NOR ARE THEY NECESSARILY
SHOWN IN THEIR EXACT LOCATION.
3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITTING (CITY, STATE
DISCHARGE PERMIT, ETC.) AND COMPLIANCE WITH GOVERNING AUTHORITIES.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR (OR PERMIT HOLDER)
TO ENSURE EROSION CONTROL MEASURES ARE PROPERLY MAINTAINED AND
FOLLOWED.
4.CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE EROSION CONTROL
MEASURES ACCORDING THE THE CONSTRUCTION SEQUENCING AND LEVEL OF
SITE STABILIZATION.
5.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL
STORM DRAINS, SWALES, PONDS AND RAIN GARDENS UNTIL SITE IS FULLY
STABILIZED.
6.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR
DOWNSPOUT CONNECTIONS, TO THE STORM DRAIN SYSTEM, UNTIL
CONNECTION IS ESTABLISHED WITH DOWNSPOUT.
7.INLET PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE
SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN WATTLES
FOR BARE SOIL, SAND BAGS OR GRAVEL SOCKS FOR PAVEMENT, ETC.)
8.CONTRACTOR IS RESPONSIBLE FOR STABILIZING ALL SLOPES, PARTICULARLY
THOSE STEEPER THAN 6:1. CRIMP MULCHING, HYDRO MULCHING, EROSION
MATS, TEMPORARY IRRIGATION, AND ADDITIONAL WATTLES OR SILT FENCING
MAY BE NECESSARY TO ESTABLISH VEGETATIVE COVER AND STABILIZE THE
SLOPE.
9.ADDITIONAL WATTLES, SILT FENCE, OR OTHER MEASURES, MAY BE
NECESSARY TO INSURE THAT EACH BUILDING PAD IS STABILIZED
THROUGHOUT CONSTRUCTION. AT NO TIME SHALL SEDIMENT BE ALLOWED TO
CROSS THE PUBLIC SIDEWALKS.
10.CONTRACTOR SHALL IMPLEMENT APPROPRIATE PERIMETER PROTECTION FOR
AREAS DIRECTING DRAINAGE OFFSITE. PERIMETER PROTECTION SHALL BE
ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND
CONDITION (i.e., STAKE-DRIVEN SEDIMENT CONTROL LOGS OR SILT FENCE FOR
BARE SOIL, SAND BAGS OR GRAVEL SOCKS FOR PAVEMENT, ETC.)
11.FUELING FACILITIES SHALL BE LOCATED AT LEAST ONE HUNDRED (100) FEET
FROM NATURAL BODY OF WATER, WETLAND, NATURAL DRAINAGE WAY OR
MANMADE DRAINAGE WAY. THE FUEL TANKS AND FUELING AREA MUST BE SET
IN A CONTAINMENT AREA THAT WILL NOT ALLOW A FUEL SPILL TO DIRECTLY
FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR
DRAINAGE WAY.
12.CONSTRUCTION WASTE STORAGE (DUMPSTERS) AND PORTABLE SANITATION
UNITS (CONSTRUCTION TOILETS) SHALL BE LOCATED AT LEAST FIFTY (50) FEET
FROM ANY STORMWATER INLET, WETLAND, OR DRAINAGE WAY. SAID
FACILITIES MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW
POLLUTANTS TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A
BODY OF WATER, WETLAND OR DRAINAGE WAY. DUMPSTERS SHALL BE
LOCATED ON FLAT, STABLE GROUND, AND CONSTRUCTION TOILETS SHALL BE
STAKED DOWN.
14.THE CONTRACTOR AND ALL SUBCONTRACTORS WILL COOPERATE WITH THE
CITY'S CONSTRUCTION INSPECTORS BY CEASING OPERATIONS WHEN WINDS
ARE OF SUFFICIENT VELOCITY TO CREATE BLOWING DUST WHICH, IN THE
INSPECTOR'S OPINION, IS HAZARDOUS TO THE PUBLIC HEALTH AND WELFARE.
15.WHERE SEASONAL CONSTRAINTS (E.G., DURING SUMMER AND WINTER
MONTHS) INHIBIT PERMANENT SEEDING OPERATIONS, DISTURBED AREAS WILL
BE TREATED WITH MULCH AND MULCH TACKIFIER OR OTHER MATERIALS
APPROVED BY EROSION CONTROL STAFF TO PREVENT EROSION.
16.CONTRACTOR SHALL EXERCISE CAUTION TO PROTECT LOW-IMPACT
DEVELOPMENT FACILITIES FROM SEDIMENTATION. THIS INCLUDES EDUCATING
SUBCONTRACTORS ON-SITE.
17.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING,
REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION
METHODS.
18.DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY
STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED NIGHTLY OR AT THE
SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR.
19.CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING
SITE TO A MINIMUM.
20.SEE SHEET C0.02 FOR CITY OF FORT COLLINS EROSION CONTROL NOTES FOR
ADDITIONAL INFORMATION.
EROSION CONTROL NOTES:
CALCULATIONS CHART
TOTAL DISTURBED PROJECT AREA 66.5 ACRES
TOTAL "ONSITE" AREA OF DISTURBANCE 62.3 ACRES
TOTAL "OFFSITE" AREA OF DISTURBANCE 4.2 ACRES
TOTAL STORAGE/STAGING AREA ACRES
TOTAL HAUL ROADS AREA N/A
CONSTRUCTION VEHICLE TRAFFIC AREA N/A
EST. PERCENT OF PROJECT AREA EXPOSED 100%
EST. PERCENT VEGETATIVE COVER ~2.5%DENSITY
EXISTING SOIL TYPE C-D CLAY
LOAM
APPROX. GROUNDWATER DEPTH. (BASED ON
SUBSURFACE EXPLORATION REPORT BY EEC,
INC., DATED SEPTEMBER 23, 2015)
6.7 FEET
NUMBER OF PHASES W/ PROJECT N/A
TOTAL VOLUME OF IMPORTED (+) / EXPORTED
(-) MATERIALS 0 CUBIC
YARDS
TOTAL AREA OF STOCKPILING OF FILL OR
BORROW AREAS OFF SITE 300,000 SQ. FEET
STEEPEST SLOPE 4:1 H:V
DISTANCE FROM A RIPARIAN AREA OR
SENSITIVE AREA 0 FEET
EC2
EC1
MATCHLINE-SEE SHEET EC2
XXXXXXXXXXXXXXXXXXXXXXXXX
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X
X
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SMITHFIELD DRIVESTOCKTON AVENUESHERRY DRIVEEAST LOCUST ST
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PLEASANT ACRES DRIVE
3.2%
6:1
2.4%6:10.6%6:16:16:16:12.7%2.1%2:14:14:14:18:12:16.2%10:15.6%2.0%2:11.3%0.3%TRACT B
FUTURE DEVELOPMENT
0.8%4.6%2.0%2.1%3.3%8:12.0%1.2%MU
MU
MU
POND SLOPES TO BE
STABILIZED BY LINER.
TRACT A
OPEN SPACE
DE
SFSFSFLODLODLODLODLODLOD
LOD
LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODL
O
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
L
O
D
L
O
D
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LO
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LO
D
L
O
D
L
O
D
LO
D
LOD
LODLODLODLODLODLODLODLODLODSheetGATEWAY AT PROSPECTThese drawings areinstruments of serviceprovided by NorthernEngineering Services, Inc.and are not to be used forany type of constructionunless signed and sealed bya Professional Engineer inthe employ of NorthernEngineering Services, Inc.NOT FOR CONSTRUCTIONREVIEW SETof 118
LEGEND:
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
WATTLE DIKE
INLET PROTECTION IP
VEHICLE TRACKING CONTROL PAD VTC
SFSILT FENCE SF
ROCK SOCK RS
RIP RAP RP
1.CONTRACTOR SHALL IMMEDIATELY STABILIZE ALL DISTURBED SLOPES BY
CRIMP MULCHING OR SIMILAR METHODS. CONTRACTOR TO USE CDOT STRAW
MULCH SPECS UNLESS OTHERWISE DIRECTED.
2.TOTAL DISTURBED AREA = 66.5 ACRES
3.SWMP ADMINISTRATOR:
Contact ________________________________
Company ________________________________
Address ________________________________
Phone ________________________________
4.REMOVE SEDIMENT THAT IS TRACKED ONTO THE PUBLIC RIGHT OF WAY DAILY
OR MORE FREQUENTLY ASS NEEDED. EXCESS SEDIMENT IN THE ROADWAY
INDICATES THAT THE STABILIZED CONSTRUCTION ENTRANCE NEEDS
MAINTENANCE.
5.REMOVE ALL ACCUMULATED SEDIMENT AND DEBRIS FROM THE DANDY SACK,
SURFACE AND VICINITY OF THE UNIT AFTER EACH STORM EVENT. IF USING
OPTIONAL OIL ABSORBENTS, REMOVE AND REPLACE ABSORBENTS WHEN THEY
NEAR SATURATION.
6.CONTRACTOR TO PROVIDE VEHICLE TRACKING CONTROL FOR CONCRETE
WASHOUT AREA IF ACCESS IS OFF PAVEMENT.
7.ALL DISTURBED SOILS SHALL BE RESEEDED WITH A COVER CROP UPON
COMPLETION OF THE INFRASTRUCTURE IMPROVEMENTS. THE RECOMMENDED
SPECIES AND APPLICATION RATES OF PURE LIVE SEED FOR COVER CROPS ARE
AS FOLLOWS:
GREAT BASIN WILRYE 3LBS/ACRE
GREEN NEEDLEGRASS 2LBS/ACRE
INDIAN RICEGRASS 1LBS/ACRE
SLENDER WHEATGRASS 2LBS/ACRE
THICKSPIKE WHEATGRASS 3LBS/ACRE
WESTERN WHEATGRASS 4LBS/ACRE
TRITICALE 10LBS/ACRE
WINTER WHEAT 5LBS/ACRE
8.REFER TO THE "STORM WATER MANAGEMENT PLAN & EROSION CONTROL
REPORT FOR GATEWAY AT PROSPECT BY NORTHERN ENGINEERING, FOR
ADDITIONAL INFORMATION. *WILL BE PROVIDED WITH FINAL PLANS*
9.FINAL STABILIZATION WILL BE COMPLETED IN ACCORDANCE WITH THE
APPROVED LANDSCAPE PLANS.
GENERAL NOTES:
WD
CONCRETE WASH AREA CWA
OUTLET PROTECTION OP
LIMITS OF DISTURBANCE LOD
ECB
EROSION CONTROL BLANKET
MUSEEDING AND MULCH
STABILIZED STAGING AREA SSA
STOCKPILE SP
NORTH
EC2 EROSION CONTROL PLAN81
( IN FEET )
1 inch = ft.
Feet0100100
100
200 300
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION
Project: WATERFIELD FORTH FILING
CONSTRUCTION PHASE MOBILIZATION DEMOLITION GRADING
BEST MANAGEMENT PRACTICES (BMPS)
STRUCTURAL "INSTALLATION"
Silt Fence Barriers *
Flow Barriers (Wattles) *
Inlet Filter Bags *
Vegetative
Temporary Seeding Planting
Mulching / Sealant
Permanent Seeding Planting
Sod Installation
Rolled Products : Netting / Blankets / Mats
Contour Furrows (Ripping / Disking)
Rock Bags *
UTILITIES
INSTALLATION
FLAT WORK
INSTALLATION
VERTICAL
INSTALLATION LANDSCAPE DEMOBILIZATION
Vehicle Tracking Pad *
* All Temporary BMPs to be Removed once Construction is Complete
Any prior inlets that could use protecting
Any prior inlets that could use protecting
Anytime the site will sit dormant longer than 30 Days
Anytime the site will sit dormant longer than 30 Days
Anytime the site will sit dormant longer than 30 Days
Riprap
NOTE:
ALL BMP'S SHOWN ON THIS PLAN ARE GRAPHIC
REPRESENTATIONS ONLY. FINAL
DETERMINATION OF SIZE AND LOCATION SHALL
BE DETERMINED BY THE CONTRACTOR AND
DOCUMENTED ON THE DYNAMIC SITE PLAN.
1.IT SHOULD BE NOTED THAT ANY EROSION CONTROL PLAN SERVES ONLY AS A
GUIDELINE TO THE CONTRACTOR. STAGING AND/OR PHASING OF BEST
MANAGEMENT PRACTICES (BMPs) IS EXPECTED. ADDITIONAL AND/OR
DIFFERENT BMPs FROM THOSE ORIGINALLY DEPICTED MAY BE NECESSARY
DURING CONSTRUCTION DUE TO CHANGING SITE CONDITIONS OR AS
REQUIRED BY LOCAL AUTHORITIES.
2.THIS EROSION CONTROL PLAN IS SCHEMATIC IN NATURE. AS SUCH,
GRAPHICAL SYMBOLS MAY NOT BE TO SCALE, NOR ARE THEY NECESSARILY
SHOWN IN THEIR EXACT LOCATION.
3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITTING (CITY, STATE
DISCHARGE PERMIT, ETC.) AND COMPLIANCE WITH GOVERNING AUTHORITIES.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR (OR PERMIT HOLDER)
TO ENSURE EROSION CONTROL MEASURES ARE PROPERLY MAINTAINED AND
FOLLOWED.
4.CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE EROSION CONTROL
MEASURES ACCORDING THE THE CONSTRUCTION SEQUENCING AND LEVEL OF
SITE STABILIZATION.
5.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL
STORM DRAINS, SWALES, PONDS AND RAIN GARDENS UNTIL SITE IS FULLY
STABILIZED.
6.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR
DOWNSPOUT CONNECTIONS, TO THE STORM DRAIN SYSTEM, UNTIL
CONNECTION IS ESTABLISHED WITH DOWNSPOUT.
7.INLET PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE
SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN WATTLES
FOR BARE SOIL, SAND BAGS OR GRAVEL SOCKS FOR PAVEMENT, ETC.)
8.CONTRACTOR IS RESPONSIBLE FOR STABILIZING ALL SLOPES, PARTICULARLY
THOSE STEEPER THAN 6:1. CRIMP MULCHING, HYDRO MULCHING, EROSION
MATS, TEMPORARY IRRIGATION, AND ADDITIONAL WATTLES OR SILT FENCING
MAY BE NECESSARY TO ESTABLISH VEGETATIVE COVER AND STABILIZE THE
SLOPE.
9.ADDITIONAL WATTLES, SILT FENCE, OR OTHER MEASURES, MAY BE
NECESSARY TO INSURE THAT EACH BUILDING PAD IS STABILIZED
THROUGHOUT CONSTRUCTION. AT NO TIME SHALL SEDIMENT BE ALLOWED TO
CROSS THE PUBLIC SIDEWALKS.
10.CONTRACTOR SHALL IMPLEMENT APPROPRIATE PERIMETER PROTECTION FOR
AREAS DIRECTING DRAINAGE OFFSITE. PERIMETER PROTECTION SHALL BE
ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND
CONDITION (i.e., STAKE-DRIVEN SEDIMENT CONTROL LOGS OR SILT FENCE FOR
BARE SOIL, SAND BAGS OR GRAVEL SOCKS FOR PAVEMENT, ETC.)
11.FUELING FACILITIES SHALL BE LOCATED AT LEAST ONE HUNDRED (100) FEET
FROM NATURAL BODY OF WATER, WETLAND, NATURAL DRAINAGE WAY OR
MANMADE DRAINAGE WAY. THE FUEL TANKS AND FUELING AREA MUST BE SET
IN A CONTAINMENT AREA THAT WILL NOT ALLOW A FUEL SPILL TO DIRECTLY
FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR
DRAINAGE WAY.
12.CONSTRUCTION WASTE STORAGE (DUMPSTERS) AND PORTABLE SANITATION
UNITS (CONSTRUCTION TOILETS) SHALL BE LOCATED AT LEAST FIFTY (50) FEET
FROM ANY STORMWATER INLET, WETLAND, OR DRAINAGE WAY. SAID
FACILITIES MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW
POLLUTANTS TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A
BODY OF WATER, WETLAND OR DRAINAGE WAY. DUMPSTERS SHALL BE
LOCATED ON FLAT, STABLE GROUND, AND CONSTRUCTION TOILETS SHALL BE
STAKED DOWN.
14.THE CONTRACTOR AND ALL SUBCONTRACTORS WILL COOPERATE WITH THE
CITY'S CONSTRUCTION INSPECTORS BY CEASING OPERATIONS WHEN WINDS
ARE OF SUFFICIENT VELOCITY TO CREATE BLOWING DUST WHICH, IN THE
INSPECTOR'S OPINION, IS HAZARDOUS TO THE PUBLIC HEALTH AND WELFARE.
15.WHERE SEASONAL CONSTRAINTS (E.G., DURING SUMMER AND WINTER
MONTHS) INHIBIT PERMANENT SEEDING OPERATIONS, DISTURBED AREAS WILL
BE TREATED WITH MULCH AND MULCH TACKIFIER OR OTHER MATERIALS
APPROVED BY EROSION CONTROL STAFF TO PREVENT EROSION.
16.CONTRACTOR SHALL EXERCISE CAUTION TO PROTECT LOW-IMPACT
DEVELOPMENT FACILITIES FROM SEDIMENTATION. THIS INCLUDES EDUCATING
SUBCONTRACTORS ON-SITE.
17.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING,
REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION
METHODS.
18.DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY
STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED NIGHTLY OR AT THE
SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR.
19.CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING
SITE TO A MINIMUM.
20.SEE SHEET C0.02 FOR CITY OF FORT COLLINS EROSION CONTROL NOTES FOR
ADDITIONAL INFORMATION.
EROSION CONTROL NOTES:
KEYMAP / / / / / / / // / / / / / / // / / / / / / /PROSPECT RD INTERSTATE - 25EC2
EC1
MATCHLINE-SEE SHEET EC1
CALCULATIONS CHART
TOTAL DISTURBED PROJECT AREA 66.5 ACRES
TOTAL "ONSITE" AREA OF DISTURBANCE 62.3 ACRES
TOTAL "OFFSITE" AREA OF DISTURBANCE 4.2 ACRES
TOTAL STORAGE/STAGING AREA ACRES
TOTAL HAUL ROADS AREA N/A
CONSTRUCTION VEHICLE TRAFFIC AREA N/A
EST. PERCENT OF PROJECT AREA EXPOSED 100%
EST. PERCENT VEGETATIVE COVER ~2.5%DENSITY
EXISTING SOIL TYPE C-D CLAY
LOAM
APPROX. GROUNDWATER DEPTH. (BASED ON
SUBSURFACE EXPLORATION REPORT BY EEC,
INC., DATED SEPTEMBER 23, 2015)
6.7 FEET
NUMBER OF PHASES W/ PROJECT N/A
TOTAL VOLUME OF IMPORTED (+) / EXPORTED
(-) MATERIALS 0 CUBIC
YARDS
TOTAL AREA OF STOCKPILING OF FILL OR
BORROW AREAS OFF SITE 300,000 SQ. FEET
STEEPEST SLOPE 4:1 H:V
DISTANCE FROM A RIPARIAN AREA OR
SENSITIVE AREA 0 FEET
EC3 ERIOSION CONTROL DETAILS82
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VEHICLE TRACKING CONTROL PAD SHALL BE LOCATED AT EVERY ACCESS POINT TO THE CONSTRUCTION SITE.
A SIGN SHALL BE PLACED NEXT TO THE VEHICLE TRACKING CONTROL PAD TO DESIGNATE THE LOCATION AS THE CONSTRUCTION ENTRANCE/EXIT.
VEHICLE TRACKING CONTROL PADS SHALL CONSIST OF HARD, DENSE, DURABLE STONE, ANGULAR IN SHAPE AND RESISTANT TO WEATHERING. ROUNDED STONE (i.e.
RIVER ROCK AND COBBLES) SHALL NOT BE USED. THE STONES SHALL BE A MINIMUM OF 3" AND A MAXIMUM OF 6" DIAMETER. THE STONES SHALL HAVE A SPECIFIC
GRAVITY OF AT LEAST 2.6. CONTROL OF GRADATION WILL BE BY VISUAL INSPECTION.
ANY CRACKED OR DAMAGED CURB AND GUTTER AND SIDEWALK SHALL BE REPLACED BY CONTRACTOR.
INSTALLATION NOTES:
1.
2.
3.
4.
CONTRACTOR SHALL INSPECT VEHICLE TRACKING CONTROL PAD DAILY. ROCK SURFACE SHALL BE CLEAN AND LOOSE ENOUGH TO RUT SLIGHTLY UNDER WHEEL
LOADS AND CAUSE LOOSE ROCK TO DISLODGE MUD FROM TIRES. WHEN ROCK BECOMES COMPACTED OR FILLED WITH SEDIMENT SO THAT THE EFFECTIVENESS OF
THE PAD IS DIMINISHED, CONTRACTOR SHALL RIP, TURN OVER, OR OTHERWISE LOOSEN ROCK, PLACE ADDITIONAL NEW ROCK, OR REPLACE WITH NEW ROCK AS
NECESSARY TO RESTORE EFFECTIVENESS.
SEDIMENT AND OTHER MATERIAL SPILLED, DROPPED OR TRACKED ONTO PAVED SURFACES SHALL BE REMOVED IMMEDIATELY OR BY THE END OF EACH WORKING
DAY.
VEHICLE TRACKING CONTROL PAD SHALL BE REMOVED AT THE END OF CONSTRUCTION. THE AREA SHOULD BE TOPSOILED, SEEDED, CRIMPED, AND MULCHED OR
OTHERWISE STABILIZED.
MAINTENANCE NOTES:
1.
2.
3.
CONSTRUCTION FENCE, TYP., TO DISCOURAGE
VEHICLE ACCESS EXCEPT AT VTC
SIGN "CONSTRUCTION ENTRANCE"
R=5'
20' MIN.
3" - 6" ROCK
NO MATERIALS INCLUDING 2x4'S, PIPES,
DIRT, GRAVEL OR ASPHALT, SHALL BE
PLACED IN GUTTER TO FACILITATE
MOUNTING CURB; HOWEVER, CURB MAY BE
CUT DOWN TO A HEIGHT OF 2" OR HIGHER
FOR EASIER ACCESS AND REPLACED AT
PROJECT COMPLETION. OTHER ACCESS
DEVICES MAY BE USED AS ACCEPTED BY
THE CITY.CURB CUT50' MIN.
2" MIN.6" MIN.
6" MIN.
ALTHOUGH NOT NORMALLY USED, THE CITY RESERVES THE RIGHT TO REQUIRE VEHICLE TRACKING CONTROL WITH A TEMPORARY CATTLE GUARD
AND/OR WHEEL WASH FACILITIES AT SITES WHERE TRACKING ONTO PAVED AREAS BECOMES A SIGNIFICANT PROBLEM AS DETERMINED BY THE CITY
INSPECTOR.
IF VEHICLE TRACKING CONTROL WITH WHEEL WASH FACILITIES ARE REQUIRED, ALL WHEELS ON EVERY VEHICLE LEAVING THE SITE SHALL BE
CLEANED OF MUD USING A PRESSURE-WASHER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A WATER SOURCE AND CONSTRUCTING
A WASHWATER SEDIMENT TRAP.
5.
6.
IF VEHICLE WHEEL WASH FACILITIES ARE REQUIRED, CONTRACTOR SHALL INSPECT VEHICLE TRACKING CONTROL AND WHEEL WASH FACILITIES DAILY.
ACCUMULATED SEDIMENTS SHALL BE REMOVED FROM THE PAD SURFACE.
ACCUMULATED SEDIMENT IN THE WASHWATER/SEDIMENT TRAP SHALL BE REMOVED WHEN THE SEDIMENT REACHES AN AVERAGE DEPTH OF 12-INCHES.
4.
5.
VTC
001 CONCRETE WASHOUT AREA
003 ROCK SOCK DETAIL 004 VEHICLE TRACKING CONTROL PAD
007
TYPICAL CROSS-SECTION FOR
ABUTMENT RIPRAP
ROCK SOCK SECTION ROCK SOCK PLAN
ROCK SOCK JOINTING
ROCK SOCK INSTALLATION NOTES
1.SEE PLAN VIEW FOR:
- LOCATION (S) OF ROCK SOCKS.
2.CRUSHED ROCK SHALL BE 11
2" (MINUS) IN SIZE WITH A FRACTURED FACE (ALL SIDES) AND SHALL COMPLY WITH
GRADATION SHOWN ON THIS SHEET (11
2" MINUS).
3.WIRE MESH SHALL BE FABRICATED OF 10 GAGE POULTRY MESH, OR EQUIVALENT, WITH A MAXIMUM OPENING OF
1
2", RECOMMENDED MINIMUM ROLL WIDTH OF 48".
4.WIRE MESH SHALL BE SECURED USING "HOG RINGS" OR WIRE TIES AT 6" CENTERS ALONG ALL JOINTS AND AT 2"
CENTERS ON ENDS OF SOCKS.
5.SOME MUNICIPALITIES MAY ALLOW THE USE OF FILTER FABRIC AS AN ALTERNATIVE TO WIRE MESH FOR THE
ROCK ENCLOSURE.
GRADATION TABLE
SIEVE SIZE
MASS PERCENT
PASSING SQUARE
MESH SIEVES
NO. 4
2"100
1-1/2"90-100
1"20-55
3/4"0-15
3/8"0-5
MATCHES SPECIFICATIONS FOR NO. 4 COARSE AGGREGATE FOR
CONCRETE PER AASHTO M43. ALL ROCK SHALL BE FRACTURED FACE,
ALL SIDES
WIRE ENCLOSED 1 1/2"
WASHED ROCK2'RS
005 SILT FENCE/PERIMETER PROTECTION002SWALE WATTLE DIKE
NOTES
1.CONCRETE WASHOUT AREA SHALL BE
INSTALLED PRIOR TO ANY CONCRETE
PLACEMENT ON SITE.
2.VEHICLE TRACKING CONTROL IS REQUIRED IF
ACCESS TO CONCRETE WASHOUT AREA IS OFF
PAVEMENT.
3.SIGNS SHALL BE PLACED AT THE
CONSTRUCTION ENTRANCE, AT THE WASHOUT
AREA, AND ELSEWHERE AS NECESSARY TO
CLEARLY INDICATE THE LOCATION OF THE
CONCRETE WASHOUT AREA TO OPERATORS
OF CONCRETE TRUCKS AND PUMP RIGS.
4.THE CONCRETE WASHOUT AREA SHALL BE
REPAIRED AND ENLARGED OR CLEANED OUT
AS NECESSARY TO MAINTAIN CAPACITY FOR
WASTED CONCRETE.
5.THE CONCRETE WASHOUT SHOULD BE
EMPTIED WHEN HALF OF TOTAL HOLDING
CAPACITY HAS BEEN REACHED.
6.AT THE END OF CONSTRUCTION, ALL
CONCRETE SHALL BE REMOVED FROM THE
SITE AND DISPOSED OF AT AN ACCEPTED
WASTE SITE.
7.WHEN THE CONCRETE WASHOUT AREA IS
REMOVED, THE DISTURBED AREA SHALL BE
SEEDED AND MULCHED OR OTHERWISE
STABILIZED IN A MANNER ACCEPTED BY THE
CITY.
8.LOCATION OF CONCRETE WASHOUT AREA IS
CONCEPTUAL ONLY. FINAL LOCATION TO BE
DETERMINED IN THE FIELD AT CONTRACTOR'S
DISCRETION.
3H:1V OR FLATTER
SIDE SLOPES
12" MIN
8'x 8' MIN
OR AS REQUIRED TO
CONTAIN WASTE CONCRETE
12"2'-0" MIN.
COMPACTED EMBANKMENT
MATERIAL, TYP.
BERM AROUND PERIMETER
GROUND SURFACE
SIGN TO INDICATE THE
LOCATION OF THE
CONCRETE WASHOUT AREA
*IMPERMEABLE LINER MAY BE NEEDED
IF GROUND WATER IS ENCOUNTERED.
POSTS
PREASSEMBLED SILT FENCE POSTS SHALL OVERLAP
AT JOINTS SO THAT NO
GAPS EXIST IN SILT FENCE.
NOTE:
THICKNESS OF GEOTEXTILE
HAS BEEN EXAGGERATED.POST SHALL BE JOINED AS SHOWN, THEN
ROTATED 180° IN DIRECTION SHOWN AND
DRIVEN INTO THE GROUND.
SILT FENCE JOINTS
DRIVE POSTS VERTICALLY INTO THE GROUND TO A MINIMUM DEPTH OF 18".
EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 4" DEEP ALONG THE
LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
ANCHOR TRENCH SHALL BE EXCAVATED BY HAND, WITH TRENCHER, OR
WITH SILT FENCE INSTALLATION MACHINE. NO ROAD GRADERS, BACKHOES,
ETC. SHALL BE USED.
NOT LESS THAN THE BOTTOM 1' OF THE SILT FENCE FABRIC SHALL BE
BURIED IN THE TRENCH.
THE TRENCH SHALL BE COMPACTED BY HAND, WITH "JUMPING JACK" OR BY
WHEEL ROLLING. COMPACTION SHALL BE SUCH THAT THE SILT FENCE
RESISTS BEING PULLED OUT OF ANCHOR TRENCH BY HAND.
SILT FENCE INDICATED IN THE PLANS SHALL BE INSTALLED PRIOR TO ANY
LAND-DISTURBING ACTIVITIES.
USE WOOD POSTS OR OTHER MATERIAL AS ACCEPTED BY THE CITY.
INSTALLATION NOTES:
1.
2.
3.
4.
5.
6.
7.
THE CONTRACTOR SHALL INSPECT SILT FENCE EVERY TWO WEEKS AND
AFTER SIGNIFICANT STORM EVENTS AND MAKE REPAIRS OR CLEAN OUT
UPSTREAM SEDIMENT AS NECESSARY.
SEDIMENT ACCUMULATED UPSTREAM OF SILT FENCE SHALL BE REMOVED
WHEN THE UPSTREAM SEDIMENT REACHES A DEPTH OF 6".
SILT FENCE SHALL BE REMOVED WHEN THE UPSTREAM DISTURBED AREA IS
STABILIZED AND GRASS COVER IS ACCEPTED BY THE CITY. IF ANY
DISTURBED AREA EXISTS AFTER REMOVAL, IT SHALL BE SEEDED AND
MULCHED OR OTHERWISE STABILIZED IN A MANNER ACCEPTED BY THE CITY.
MAINTENANCE NOTES:
1.
2.
3.
4" MIN.
4" MIN.
1 12" x 1 12" WOODEN FENCE POSTS
SF SF
RP
NOT TO SCALE
PLANTED RIPRAP INSTALLATION
006 RIPRAP DETAIL
RIPRAP SCHEDULE
Storm Line Pipe
Diameter
(ft)
Ordinary
Riprap
Type
Length
of Riprap
(ft)
Width
of Riprap
(ft)
2*d50,
Depth of
Riprap
(ft)
Storm Line A 1.75 Type L 4.00 7.00 1.5
Storm Line B 2.00 Type L 10.00 8.00 1.5
Storm Line C 3.00 Type L 6.00 12.00 1.5
Storm Line D 2.00 Type L 9.00 8.00 1.5
Storm Line E 4.00 Type M 11.00 16.00 2.0
Storm Line F 1.25 Type M 3.00 5.00 2.0
Storm Line G 2.50 Type L 7.00 10.00 1.5
Storm Line H 1.50 Type L 3.00 6.00 1.5
Storm Line I 2.00 Type L 5.00 8.00 1.5
Storm Line J 3.00 Type M 8.00 12.00 2.0
Storm Line K 1.50 Type M 5.00 6.00 1.5
008 RIPRAP DETAIL
EC4 EROSION CONTROL DETAILS83
SheetGATEWAY AT PROSPECTThese drawings areinstruments of serviceprovided by NorthernEngineering Services, Inc.and are not to be used forany type of constructionunless signed and sealed bya Professional Engineer inthe employ of NorthernEngineering Services, Inc.NOT FOR CONSTRUCTIONREVIEW SETof 118
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AT PIPE OUTLET AREAS OF STREAMS AND
DRAINAGE CHANNELS - DETAIL A
IN DIVERSION DITCH OR SMALL DITCH DRAINAGE WAY - DETAIL B
OUTSIDE OF STREAMS AND DRAINAGE CHANNELS - DETAIL C
ANCHOR DETAILS
PERIMETER ANCHOR TRENCH
JOINT ANCHOR TRENCH
INTERMEDIATE ANCHOR TRENCH
OVERLAPPING JOINT
WOOD STAKE DETAIL
MINIMUM THICKNESS 1"
USE 2x4 MATERIAL FOR STAKES
JOINT ANCHOR
TRENCH, TYP.
PERIMETER
ANCHOR
TRENCH, TYP.
TOP OF
CHANNEL BANK
TYPE OF BLANKET AS INDICATED IN PLAN VIEW, IN ALL DISTURBED AREAS OF
STREAMS AND DRAINAGE CHANNELS TO DEPTH "D" ABOVE CHANNEL INVERT.
BLANKET SHALL GENERALLY BE ORIENTED PARALLEL TO FLOW DIRECTION.
STAKING PATTERN SHALL MATCH BLANKET TYPE.
UNDISTURBED
SOIL
TYPE OF BLANKET,
INDICATED IN PLAN VIEW PER MANUFACTURER SPEC. OR TYPE 2 OR 3 STAKING
(MATCH SPECIFIED BLANKET TYPE) SEE THE STAKING
PATTERNS DETAIL ON NEXT SHEET
PERIMETER
ANCHOR TRENCH, TYP.
JOINT ANCHOR TRENCH, TYP.
COMPACTED
SUBGRADE
1
>3
THE BLANKET SHALL
BE EXTENDED TO THE
TOP OF CHANNEL
"D" 6"TOPSOIL"M"
OVERLAPPING JOINT, SEE
DETAIL ON THIS SHEET
STAGGER
OVERLAPS
PERIMETER ANCHOR TRENCH
SEE DETAIL ON THIS SHEET
PER MANUFACTURER SPEC.
OR TYPE 1 STAKING SEE
THE STAKING PATTERN
DETAIL ON NEXT SHEET
BLANKET SHALL BE
100% STRAW MIN.
DIVERSION DITCH
TYPICALLY AT
TOP OF SLOPE
6"TOPSOIL6" MIN.
(TYP.)
3" MIN.
(TYP.)
SINGLE EDGE
EROSION CONTROL
BLANKET (TYP.)
COMPACTED
BACKFILL (TYP.)
STAKE (TYP.)
TWO EDGES OF
TWO ADJACENT
ROLLS
LOOP FROM
MIDDLE OF
ROLL
FLOW 6"
3" MIN. 12"MIN. STAKING PATTERNS
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATION. IF NO MANUFACTURER'S
SPECIFICATION IS AVAILABLE USE THE ACCEPTABLE STAKING PATTERN (AS SHOWN ABOVE)
PERIMETER ANCHOR
TRENCH OR JOINT
ANCHOR TRENCH, TYP.
STRAW-COCONUT
COCONUT OR EXCELSIOR
STRAW
ROLL WIDTH
"W" (TYP.)6'3'1/2 "W"
1/2 "W"
1/2 "W"
1/2 "W"
1/2 "W"4'3'2'ECB
EROSION CONTROL BLANKET TYPE
TYPE
STRAW*
STRAW-COCONUT
EXCELSIOR
COCONUT
CONTENT
-
30% MIN.
-
STRAW
CONTENT
100%
-
NETTING MIN.
DOUBLE/NATURAL
100%
-
-
EXCELSIOR
CONTENT
COCONUT --100%
* FOR OUTSIDE OF STREAMS AND DRAINAGE CHANNELS
DOUBLE/NATURAL
DOUBLE/NATURAL
DOUBLE/NATURAL
MAX.70%
EROSION CONTROL BLANKET008
OUTLET PROTECTION010
AA
PLAN VIEW
SECTION A-A
2:1
OP
WQCV
009 REVEGETATION SPECIFICATIONS
“”
“”
•
IP
011 INLET PROTECTION
IP2
Chapter 7 Construction BMPs
November 2010 Urban Drainage and Flood Control District 7-13
Urban Storm Drainage Criteria Manual Volume 3
Final Stabilization
▪Revegetate Site
▪Activate Post Construction BMPs
(e.g., convert sediment basin to extended
detention basin)
▪Remove Temporary BMPs
▪Closeout State and Local Stormwater Permits
Construction Phase
Representative Phases:
▪Clearing and Grubbing
▪Rough Grading
▪Road Construction
▪Utility and Infrastructure Installation
▪Vertical Construction (Buildings)
▪Final Grading
Management Practices:
▪Phase Construction Activities to Minimize
Disturbed Area at a Given Time
▪Sequence Contruction within Phases to Avoid
Idle Disturbed Areas
▪Install, Inspect and Proactively Maintain BMPs
Appropriate for Each Phase of Construction
▪Maintain and Update SWMP as Construction
Progresses
Pre-Construction
▪Develop Site Plan
▪Obtain Site Survey, Hydrology and Soils
Information
▪Prepare SWMP
▪Obtain Stormwater Construction Permits
(State and Local)
▪Obtain Other Relevant Permits
(e.g., 404 , Floodplain, Dewatering)
Figure 7-2. Construction Stormwater Management
Construction BMPs Construction BMPs
7-14 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Functions Erosion
Control
Sediment
Control
Site/Material
Management
Surface Roughening Yes No No
Temporary/Permanent Seeding Yes No No
Soil Binders Yes No Moderate
Mulching Yes Moderate No
Compost Blankets and Filter Berms Yes Moderate No
Rolled Erosion Control Products Yes No No
Temporary Slope Drains Yes No No
Temporary Outlet Protection Yes Moderate No
Rough Cut Street Control Yes Moderate No
Earth Dikes / Drainage Swales Yes Moderate No
Terracing Yes Moderate No
Check Dams Yes Moderate No
Streambank Stabilization Yes No No
Wind Erosion / Dust Control Yes No Moderate
Silt Fence No Yes No
Sediment Control Log Moderate Yes No
Straw Bale Barrier No Moderate No
Brush Barrier Moderate Moderate No
Rock Sock (perimeter control)No Yes No
Inlet Protection (various forms)No Yes No
Sediment Basins No Yes No
Sediment Traps No Yes No
Vegetative Buffers Moderate Yes Yes
Chemical Treatment Moderate Yes No
Concrete Washout Area No No Yes
Stockpile Management Yes Yes Yes
Good Houskeeping (multiple practices)No No Yes
Construction Phasing Moderate Moderate Yes
Protection of Existing Vegetation Yes Moderate Yes
Construction Fence No No Yes
Vehicle Tracking Control Moderate Yes Yes
Stabilized Construction Roadway Yes Moderate Yes
Stabilized Staging Area Yes Moderate Yes
Street Sweeping / Vacuuming No Yes Yes
Temporary Diversion Channel Yes No No
Dewatering Operations Moderate Yes Yes
Temporary Stream Crossing Yes Yes No
Temporary Batch Plants No No Yes
Paving and Grinding Operations No No Yes
Site Management and Other Specific Practices
Sediment Control BMPs
Erosion Control BMPs
Materials Management
Table 7-2. Overview of Construction BMPs
Surface Roughening (SR) EC-1
November 2010 Urban Drainage and Flood Control District SR-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SR-1. Surface roughening via imprinting for temporary
stabilization.
Description
Surface roughening is an erosion control
practice that involves tracking,
scarifying, imprinting, or tilling a
disturbed area to provide temporary
stabilization of disturbed areas. Surface
roughening creates variations in the soil
surface that help to minimize wind and
water erosion. Depending on the
technique used, surface roughening may
also help establish conditions favorable
to establishment of vegetation.
Appropriate Uses
Surface roughening can be used to
provide temporary stabilization of
disturbed areas, such as when
revegetation cannot be immediately established due to seasonal planting limitations. Surface roughening
is not a stand-alone BMP, and should be used in conjunction with other erosion and sediment controls.
Surface roughening is often implemented in conjunction with grading and is typically performed using
heavy construction equipment to track the surface. Be aware that tracking with heavy equipment will also
compact soils, which is not desirable in areas that will be revegetated. Scarifying, tilling, or ripping are
better surface roughening techniques in locations where revegetation is planned. Roughening is not
effective in very sandy soils and cannot be effectively performed in rocky soil.
Design and Installation
Typical design details for surfacing roughening on steep and mild slopes are provided in Details SR-1 and
SR-2, respectively.
Surface roughening should be performed either after final grading or to temporarily stabilize an area
during active construction that may be inactive for a short time period. Surface roughening should create
depressions 2 to 6 inches deep and approximately 6 inches apart. The surface of exposed soil can be
roughened by a number of techniques and equipment. Horizontal grooves (running parallel to the
contours of the land) can be made using tracks from equipment treads, stair-step grading, ripping, or
tilling.
Fill slopes can be constructed with a roughened surface. Cut slopes that have been smooth graded can be
roughened as a subsequent operation. Roughening should follow along the contours of the slope. The
tracks left by truck mounted equipment working perpendicular
to the contour can leave acceptable horizontal depressions;
however, the equipment will also compact the soil.
Surface Roughening
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
EC-1 Surface Roughening (SR)
SR-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Maintenance and Removal
Care should be taken not to drive vehicles or equipment over areas that have been surface roughened.
Tire tracks will smooth the roughened surface and may cause runoff to collect into rills and gullies.
Because surface roughening is only a temporary control, additional treatments may be necessary to
maintain the soil surface in a roughened condition.
Areas should be inspected for signs of erosion. Surface roughening is a temporary measure, and will not
provide long-term erosion control.
Surface Roughening (SR) EC-1
November 2010 Urban Drainage and Flood Control District SR-3
Urban Storm Drainage Criteria Manual Volume 3
EC-1 Surface Roughening (SR)
SR-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary and Permanent Seeding (TS/PS) EC-2
November 2010 Urban Drainage and Flood Control District TS/PS-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph TS/PS -1. Equipment used to drill seed. Photo courtesy of
Douglas County.
Description
Temporary seeding can be used to
stabilize disturbed areas that will be
inactive for an extended period.
Permanent seeding should be used to
stabilize areas at final grade that will not
be otherwise stabilized. Effective seeding
includes preparation of a seedbed,
selection of an appropriate seed mixture,
proper planting techniques, and protection
of the seeded area with mulch, geotextiles,
or other appropriate measures.
Appropriate Uses
When the soil surface is disturbed and
will remain inactive for an extended
period (typically 30 days or longer),
proactive stabilization measures should be implemented. If the inactive period is short-lived (on the order
of two weeks), techniques such as surface roughening may be appropriate. For longer periods of
inactivity, temporary seeding and mulching can provide effective erosion control. Permanent seeding
should be used on finished areas that have not been otherwise stabilized.
Typically, local governments have their own seed mixes and timelines for seeding. Check jurisdictional
requirements for seeding and temporary stabilization.
Design and Installation
Effective seeding requires proper seedbed preparation, selection of an appropriate seed mixture, use of
appropriate seeding equipment to ensure proper coverage and density, and protection with mulch or fabric
until plants are established.
The USDCM Volume 2 Revegetation Chapter contains detailed seed mix, soil preparations, and seeding
and mulching recommendations that may be referenced to supplement this Fact Sheet.
Drill seeding is the preferred seeding method. Hydroseeding is not recommended except in areas where
steep slopes prevent use of drill seeding equipment, and even in these instances it is preferable to hand
seed and mulch. Some jurisdictions do not allow hydroseeding or hydromulching.
Seedbed Preparation
Prior to seeding, ensure that areas to be revegetated have
soil conditions capable of supporting vegetation. Overlot
grading can result in loss of topsoil, resulting in poor quality
subsoils at the ground surface that have low nutrient value,
little organic matter content, few soil microorganisms,
rooting restrictions, and conditions less conducive to
infiltration of precipitation. As a result, it is typically
necessary to provide stockpiled topsoil, compost, or other
Temporary and Permanent Seeding
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
EC-2 Temporary and Permanent Seeding (TS/PS)
TS/PS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
soil amendments and rototill them into the soil to a depth of 6 inches or more.
Topsoil should be salvaged during grading operations for use and spread on areas to be revegetated later.
Topsoil should be viewed as an important resource to be utilized for vegetation establishment, due to its
water-holding capacity, structure, texture, organic matter content, biological activity, and nutrient content.
The rooting depth of most native grasses in the semi-arid Denver metropolitan area is 6 to 18 inches. At a
minimum, the upper 6 inches of topsoil should be stripped, stockpiled, and ultimately respread across
areas that will be revegetated.
Where topsoil is not available, subsoils should be amended to provide an appropriate plant-growth
medium. Organic matter, such as well digested compost, can be added to improve soil characteristics
conducive to plant growth. Other treatments can be used to adjust soil pH conditions when needed. Soil
testing, which is typically inexpensive, should be completed to determine and optimize the types and
amounts of amendments that are required.
If the disturbed ground surface is compacted, rip or rototill the surface prior to placing topsoil. If adding
compost to the existing soil surface, rototilling is necessary. Surface roughening will assist in placement
of a stable topsoil layer on steeper slopes, and allow infiltration and root penetration to greater depth.
Prior to seeding, the soil surface should be rough and the seedbed should be firm, but neither too loose
nor compacted. The upper layer of soil should be in a condition suitable for seeding at the proper depth
and conducive to plant growth. Seed-to-soil contact is the key to good germination.
Seed Mix for Temporary Vegetation
To provide temporary vegetative cover on disturbed areas which will not be paved, built upon, or fully
landscaped or worked for an extended period (typically 30 days or more), plant an annual grass
appropriate for the time of planting and mulch the planted areas. Annual grasses suitable for the Denver
metropolitan area are listed in Table TS/PS-1. These are to be considered only as general
recommendations when specific design guidance for a particular site is not available. Local governments
typically specify seed mixes appropriate for their jurisdiction.
Seed Mix for Permanent Revegetation
To provide vegetative cover on disturbed areas that have reached final grade, a perennial grass mix should
be established. Permanent seeding should be performed promptly (typically within 14 days) after
reaching final grade. Each site will have different characteristics and a landscape professional or the local
jurisdiction should be contacted to determine the most suitable seed mix for a specific site. In lieu of a
specific recommendation, one of the perennial grass mixes appropriate for site conditions and growth
season listed in Table TS/PS-2 can be used. The pure live seed (PLS) rates of application recommended
in these tables are considered to be absolute minimum rates for seed applied using proper drill-seeding
equipment.
If desired for wildlife habitat or landscape diversity, shrubs such as rubber rabbitbrush (Chrysothamnus
nauseosus), fourwing saltbush (Atriplex canescens) and skunkbrush sumac (Rhus trilobata) could be
added to the upland seedmixes at 0.25, 0.5 and 1 pound PLS/acre, respectively. In riparian zones,
planting root stock of such species as American plum (Prunus americana), woods rose (Rosa woodsii),
plains cottonwood (Populus sargentii), and willow (Populus spp.) may be considered. On non-topsoiled
upland sites, a legume such as Ladak alfalfa at 1 pound PLS/acre can be included as a source of nitrogen
for perennial grasses.
Temporary and Permanent Seeding (TS/PS) EC-2
November 2010 Urban Drainage and Flood Control District TS/PS-3
Urban Storm Drainage Criteria Manual Volume 3
Seeding dates for the highest success probability of perennial species along the Front Range are generally
in the spring from April through early May and in the fall after the first of September until the ground
freezes. If the area is irrigated, seeding may occur in summer months, as well. See Table TS/PS-3 for
appropriate seeding dates.
Table TS/PS-1. Minimum Drill Seeding Rates for Various Temporary Annual Grasses
Speciesa
(Common name)
Growth
Seasonb
Pounds of
Pure Live Seed
(PLS)/acrec
Planting
Depth
(inches)
1. Oats Cool 35 - 50 1 - 2
2. Spring wheat Cool 25 - 35 1 - 2
3. Spring barley Cool 25 - 35 1 - 2
4. Annual ryegrass Cool 10 - 15 ½
5. Millet Warm 3 - 15 ½ - ¾
6. Sudangrass Warm 5–10 ½ - ¾
7. Sorghum Warm 5–10 ½ - ¾
8. Winter wheat Cool 20–35 1 - 2
9. Winter barley Cool 20–35 1 - 2
10. Winter rye Cool 20–35 1 - 2
11. Triticale Cool 25–40 1 - 2
a Successful seeding of annual grass resulting in adequate plant growth will
usually produce enough dead-plant residue to provide protection from
wind and water erosion for an additional year. This assumes that the cover
is not disturbed or mowed closer than 8 inches.
Hydraulic seeding may be substituted for drilling only where slopes are
steeper than 3:1 or where access limitations exist. When hydraulic
seeding is used, hydraulic mulching should be applied as a separate
operation, when practical, to prevent the seeds from being encapsulated in
the mulch.
b See Table TS/PS-3 for seeding dates. Irrigation, if consistently applied,
may extend the use of cool season species during the summer months.
c Seeding rates should be doubled if seed is broadcast, or increased by 50
percent if done using a Brillion Drill or by hydraulic seeding.
EC-2 Temporary and Permanent Seeding (TS/PS)
TS/PS-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Table TS/PS-2. Minimum Drill Seeding Rates for Perennial Grasses
Commona
Name
Botanical
Name
Growth
Seasonb
Growth
Form
Seeds/
Pound
Pounds of
PLS/acre
Alakali Soil Seed Mix
Alkali sacaton Sporobolus airoides Cool Bunch 1,750,000 0.25
Basin wildrye Elymus cinereus Cool Bunch 165,000 2.5
Sodar streambank wheatgrass Agropyron riparium 'Sodar' Cool Sod 170,000 2.5
Jose tall wheatgrass Agropyron elongatum 'Jose' Cool Bunch 79,000 7.0
Arriba western wheatgrass Agropyron smithii 'Arriba' Cool Sod 110,000 5.5
Total 17.75
Fertile Loamy Soil Seed Mix
Ephriam crested wheatgrass Agropyron cristatum
'Ephriam' Cool Sod 175,000 2.0
Dural hard fescue Festuca ovina 'duriuscula' Cool Bunch 565,000 1.0
Lincoln smooth brome Bromus inermis leyss
'Lincoln' Cool Sod 130,000 3.0
Sodar streambank wheatgrass Agropyron riparium 'Sodar' Cool Sod 170,000 2.5
Arriba western wheatgrass Agropyron smithii 'Arriba' Cool Sod 110,000 7.0
Total 15.5
High Water Table Soil Seed Mix
Meadow foxtail Alopecurus pratensis Cool Sod 900,000 0.5
Redtop Agrostis alba Warm Open sod 5,000,000 0.25
Reed canarygrass Phalaris arundinacea Cool Sod 68,000 0.5
Lincoln smooth brome Bromus inermis leyss
'Lincoln' Cool Sod 130,000 3.0
Pathfinder switchgrass Panicum virgatum
'Pathfinder' Warm Sod 389,000 1.0
Alkar tall wheatgrass Agropyron elongatum
'Alkar' Cool Bunch 79,000 5.5
Total 10.75
Transition Turf Seed Mixc
Ruebens Canadian bluegrass Poa compressa 'Ruebens' Cool Sod 2,500,000 0.5
Dural hard fescue Festuca ovina 'duriuscula' Cool Bunch 565,000 1.0
Citation perennial ryegrass Lolium perenne 'Citation' Cool Sod 247,000 3.0
Lincoln smooth brome Bromus inermis leyss
'Lincoln' Cool Sod 130,000 3.0
Total 7.5
Temporary and Permanent Seeding (TS/PS) EC-2
November 2010 Urban Drainage and Flood Control District TS/PS-5
Urban Storm Drainage Criteria Manual Volume 3
Table TS/PS-2. Minimum Drill Seeding Rates for Perennial Grasses (cont.)
Common
Name
Botanical
Name
Growth
Seasonb
Growth
Form
Seeds/
Pound
Pounds of
PLS/acre
Sandy Soil Seed Mix
Blue grama Bouteloua gracilis Warm Sod-forming
bunchgrass 825,000 0.5
Camper little bluestem Schizachyrium scoparium
'Camper' Warm Bunch 240,000 1.0
Prairie sandreed Calamovilfa longifolia Warm Open sod 274,000 1.0
Sand dropseed Sporobolus cryptandrus Cool Bunch 5,298,000 0.25
Vaughn sideoats grama Bouteloua curtipendula
'Vaughn' Warm Sod 191,000 2.0
Arriba western wheatgrass Agropyron smithii 'Arriba' Cool Sod 110,000 5.5
Total 10.25
Heavy Clay, Rocky Foothill Seed Mix
Ephriam crested wheatgrassd Agropyron cristatum
'Ephriam' Cool Sod 175,000 1.5
Oahe Intermediate wheatgrass Agropyron intermedium
'Oahe' Cool Sod 115,000 5.5
Vaughn sideoats gramae Bouteloua curtipendula
'Vaughn' Warm Sod 191,000 2.0
Lincoln smooth brome Bromus inermis leyss
'Lincoln' Cool Sod 130,000 3.0
Arriba western wheatgrass Agropyron smithii 'Arriba' Cool Sod 110,000 5.5
Total 17.5
a All of the above seeding mixes and rates are based on drill seeding followed by crimped hay or straw mulch. These rates
should be doubled if seed is broadcast and should be increased by 50 percent if the seeding is done using a Brillion Drill or is
applied through hydraulic seeding. Hydraulic seeding may be substituted for drilling only where slopes are steeper than 3:1.
If hydraulic seeding is used, hydraulic mulching should be done as a separate operation.
b See Table TS/PS-3 for seeding dates.
c If site is to be irrigated, the transition turf seed rates should be doubled.
d Crested wheatgrass should not be used on slopes steeper than 6H to 1V.
e Can substitute 0.5 lbs PLS of blue grama for the 2.0 lbs PLS of Vaughn sideoats grama.
EC-2 Temporary and Permanent Seeding (TS/PS)
TS/PS-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Table TS/PS-3. Seeding Dates for Annual and Perennial Grasses
Annual Grasses
(Numbers in table reference
species in Table TS/PS-1)
Perennial Grasses
Seeding Dates Warm Cool Warm Cool
January 1–March 15
March 16–April 30 4 1,2,3
May 1–May 15 4
May 16–June 30 4,5,6,7
July 1–July 15 5,6,7
July 16–August 31
September 1–September 30 8,9,10,11
October 1–December 31
Mulch
Cover seeded areas with mulch or an appropriate rolled erosion control product to promote establishment
of vegetation. Anchor mulch by crimping, netting or use of a non-toxic tackifier. See the Mulching BMP
Fact Sheet for additional guidance.
Maintenance and Removal
Monitor and observe seeded areas to identify areas of poor growth or areas that fail to germinate. Reseed
and mulch these areas, as needed.
An area that has been permanently seeded should have a good stand of vegetation within one growing
season if irrigated and within three growing seasons without irrigation in Colorado. Reseed portions of
the site that fail to germinate or remain bare after the first growing season.
Seeded areas may require irrigation, particularly during extended dry periods. Targeted weed control may
also be necessary.
Protect seeded areas from construction equipment and vehicle access.
Soil Binders (SB) EC-3
November 2010 Urban Drainage and Flood Control District SB-1
Urban Storm Drainage Criteria Manual Volume 3
Description
Soil binders include a broad range of
treatments that can be applied to exposed
soils for temporary stabilization to reduce
wind and water erosion. Soil binders may
be applied alone or as tackifiers in
conjunction with mulching and seeding
applications.
Acknowledgement: This BMP Fact Sheet
has been adapted from the 2003
California Stormwater Quality
Association (CASQA) Stormwater BMP
Handbook: Construction
(www.cabmphandbooks.com).
Appropriate Uses
Soil binders can be used for short-term, temporary stabilization of soils on both mild and steep slopes.
Soil binders are often used in areas where work has temporarily stopped, but is expected to resume before
revegetation can become established. Binders are also useful on stockpiled soils or where temporary or
permanent seeding has occurred.
Prior to selecting a soil binder, check with the state and local jurisdiction to ensure that the chemicals
used in the soil binders are allowed. The water quality impacts of some types of soil binders are relatively
unknown and may not be allowed due to concerns about potential environmental impacts. Soil binders
must be environmentally benign (non-toxic to plant and animal life), easy to apply, easy to maintain,
economical, and should not stain paved or painted surfaces.
Soil binders should not be used in vehicle or pedestrian high traffic areas, due to loss in effectiveness
under these conditions.
Site soil type will dictate appropriate soil binders to be used. Be aware that soil binders may not function
effectively on silt or clay soils or highly compacted areas. Check manufacturer's recommendations for
appropriateness with regard to soil conditions. Some binders may not be suitable for areas with existing
vegetation.
Design and Installation
Properties of common soil binders used for erosion control
are provided in Table SB-1. Design and installation
guidance below are provided for general reference. Follow
the manufacturer's instructions for application rates and
procedures.
Soil Binders
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management Moderate
Photograph SB-1. Tackifier being applied to provide temporary soil
stabilization. Photo courtesy of Douglas County.
EC-3 Soil Binders (SB)
SB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Table SB-1. Properties of Soil Binders for Erosion Control (Source: CASQA 2003)
Evaluation Criteria
Binder Type
Plant Material
Based
(short lived)
Plant Material
Based
(long lived)
Polymeric
Emulsion Blends
Cementitious-
Based Binders
Resistance to Leaching High High Low to Moderate Moderate
Resistance to Abrasion Moderate Low Moderate to High Moderate to High
Longevity Short to Medium Medium Medium to Long Medium
Minimum Curing Time
before Rain 9 to 18 hours 19 to 24 hours 0 to 24 hours 4 to 8 hours
Compatibility with
Existing Vegetation Good Poor Poor Poor
Mode of Degradation Biodegradable Biodegradable Photodegradable/
Chemically
Degradable
Photodegradable/
Chemically
Degradable
Specialized Application
Equipment
Water Truck or
Hydraulic
Mulcher
Water Truck or
Hydraulic
Mulcher
Water Truck or
Hydraulic Mulcher
Water Truck or
Hydraulic Mulcher
Liquid/Powder Powder Liquid Liquid/Powder Powder
Surface Crusting Yes, but
dissolves on
rewetting
Yes Yes, but dissolves on
rewetting Yes
Clean Up Water Water Water Water
Erosion Control
Application Rate Varies Varies Varies 4,000 to 12,000
lbs/acre Typ.
Soil Binders (SB) EC-3
November 2010 Urban Drainage and Flood Control District SB-3
Urban Storm Drainage Criteria Manual Volume 3
Factors to consider when selecting a soil binder generally include:
Suitability to situation: Consider where the soil binder will be applied, if it needs a high resistance
to leaching or abrasion, and whether it needs to be compatible with existing vegetation. Determine
the length of time soil stabilization will be needed, and if the soil binder will be placed in an area
where it will degrade rapidly. In general, slope steepness is not a discriminating factor.
Soil types and surface materials: Fines and moisture content are key properties of surface
materials. Consider a soil binder's ability to penetrate, likelihood of leaching, and ability to form a
surface crust on the surface materials.
Frequency of application: The frequency of application can be affected by subgrade conditions,
surface type, climate, and maintenance schedule. Frequent applications could lead to high costs.
Application frequency may be minimized if the soil binder has good penetration, low evaporation,
and good longevity. Consider also that frequent application will require frequent equipment clean up.
An overview of major categories of soil binders, corresponding to the types included in Table SB-1
follows.
Plant-Material Based (Short Lived) Binders
Guar: A non-toxic, biodegradable, natural galactomannan-based hydrocolloid treated with dispersant
agents for easy field mixing. It should be mixed with water at the rate of 11 to 15 lbs per 1,000
gallons. Recommended minimum application rates are provided in Table SB-2.
Table SB-2. Application Rates for Guar Soil Stabilizer
Slope (H:V)
Flat 4:1 3:1 2:1 1:1
Application Rate (lb/acre) 40 45 50 60 70
Psyllium: Composed of the finely ground muciloid coating of plantago seeds that is applied as a wet
slurry to the surface of the soil. It dries to form a firm but rewettable membrane that binds soil
particles together but permits germination and growth of seed. Psyllium requires 12 to 18 hours
drying time. Application rates should be from 80 to 200 lbs/acre, with enough water in solution to
allow for a uniform slurry flow.
Starch: Non-ionic, cold-water soluble (pre-gelatinized) granular cornstarch. The material is mixed
with water and applied at the rate of 150 lb/acre. Approximate drying time is 9 to 12 hours.
Plant-Material Based (Long Lived) Binders
Pitch and Rosin Emulsion: Generally, a non-ionic pitch and rosin emulsion has a minimum solids
content of 48 percent. The rosin should be a minimum of 26 percent of the total solids content. The
soil stabilizer should be a non-corrosive, water dilutable emulsion that upon application cures to a
water insoluble binding and cementing agent. For soil erosion control applications, the emulsion is
diluted and should be applied as follows:
o For clayey soil: 5 parts water to 1 part emulsion
EC-3 Soil Binders (SB)
SB-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
o For sandy soil: 10 parts water to 1 part emulsion
Application can be by water truck or hydraulic seeder with the emulsion and product mixture applied
at the rate specified by the manufacturer.
Polymeric Emulsion Blend Binders
Acrylic Copolymers and Polymers: Polymeric soil stabilizers should consist of a liquid or solid
polymer or copolymer with an acrylic base that contains a minimum of 55 percent solids. The
polymeric compound should be handled and mixed in a manner that will not cause foaming or should
contain an anti-foaming agent. The polymeric emulsion should not exceed its shelf life or expiration
date; manufacturers should provide the expiration date. Polymeric soil stabilizer should be readily
miscible in water, non-injurious to seed or animal life, non-flammable, should provide surface soil
stabilization for various soil types without inhibiting water infiltration, and should not re-emulsify
when cured. The applied compound should air cure within a maximum of 36 to 48 hours. Liquid
copolymer should be diluted at a rate of 10 parts water to 1 part polymer and the mixture applied to
soil at a rate of 1,175 gallons/acre.
Liquid Polymers of Methacrylates and Acrylates: This material consists of a tackifier/sealer that is
a liquid polymer of methacrylates and acrylates. It is an aqueous 100 percent acrylic emulsion blend
of 40 percent solids by volume that is free from styrene, acetate, vinyl, ethoxylated surfactants or
silicates. For soil stabilization applications, it is diluted with water in accordance with manufacturer's
recommendations, and applied with a hydraulic seeder at the rate of 20 gallons/acre. Drying time is
12 to 18 hours after application.
Copolymers of Sodium Acrylates and Acrylamides: These materials are non-toxic, dry powders
that are copolymers of sodium acrylate and acrylamide. They are mixed with water and applied to the
soil surface for erosion control at rates that are determined by slope gradient, as summarized in Table
SB-3.
Table SB-3. Application Rates for Copolymers of Sodium Acrylates and Acrylamides
Slope (H:V)
Flat to 5:1 5:1 to 3:1 2:2 to 1:1
Application Rate (lb/acre) 3.0-5.0 5.0-10.0 10.0-20.0
Polyacrylamide and Copolymer of Acrylamide: Linear copolymer polyacrylamide is packaged as
a dry flowable solid. When used as a stand-alone stabilizer, it is diluted at a rate of 11 lb/1,000 gal. of
water and applied at the rate of 5.0 lb/acre.
Hydrocolloid Polymers: Hydrocolloid Polymers are various combinations of dry flowable
polyacrylamides, copolymers, and hydrocolloid polymers that are mixed with water and applied to the
soil surface at rates of 55 to 60 lb/acre. Drying times are 0 to 4 hours.
Cementitious-Based Binders
Gypsum: This formulated gypsum based product readily mixes with water and mulch to form a thin
protective crust on the soil surface. It is composed of high purity gypsum that is ground, calcined and
processed into calcium sulfate hemihydrate with a minimum purity of 86 percent. It is mixed in a
hydraulic seeder and applied at rates 4,000 to 12,000 lb/acre. Drying time is 4 to 8 hours.
Soil Binders (SB) EC-3
November 2010 Urban Drainage and Flood Control District SB-5
Urban Storm Drainage Criteria Manual Volume 3
Installation
After selecting an appropriate soil binder, the untreated soil surface must be prepared before applying the
soil binder. The untreated soil surface must contain sufficient moisture to assist the agent in achieving
uniform distribution. In general, the following steps should be followed:
Follow manufacturer's written recommendations for application rates, pre-wetting of application area,
and cleaning of equipment after use.
Prior to application, roughen embankment and fill areas.
Consider the drying time for the selected soil binder and apply with sufficient time before anticipated
rainfall. Soil binders should not be applied during or immediately before rainfall.
Avoid over spray onto roads, sidewalks, drainage channels, sound walls, existing vegetation, etc.
Soil binders should not be applied to frozen soil, areas with standing water, under freezing or rainy
conditions, or when the temperature is below 40°F during the curing period.
More than one treatment is often necessary, although the second treatment may be diluted or have a
lower application rate.
Generally, soil binders require a minimum curing time of 24 hours before they are fully effective.
Refer to manufacturer's instructions for specific cure time.
For liquid agents:
o Crown or slope ground to avoid ponding.
o Uniformly pre-wet ground at 0.03 to 0.3 gal/yd2 or according to manufacturer's recommendations.
o Apply solution under pressure. Overlap solution 6 to 12 in.
o Allow treated area to cure for the time recommended by the manufacturer, typically at least 24
hours.
o Apply second treatment before first treatment becomes ineffective, using 50 percent application
rate.
o In low humidity, reactivate chemicals by re-wetting with water at 0.1 to 0.2 gal/yd2.
Maintenance and Removal
Soil binders tend to break down due to natural weathering. Weathering rates depend on a variety of site-
specific and product characteristics. Consult the manufacturer for recommended reapplication rates and
reapply the selected soil binder as needed to maintain effectiveness.
Soil binders can fail after heavy rainfall events and may require reapplication. In particular, soil binders
will generally experience spot failures during heavy rainfall events. If runoff penetrates the soil at the top
of a slope treated with a soil binder, it is likely that the runoff will undercut the stabilized soil layer and
discharge at a point further down slope.
EC-3 Soil Binders (SB)
SB-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Areas where erosion is evident should be repaired and soil binder or other stabilization reapplied, as
needed. Care should be exercised to minimize the damage to protected areas while making repairs.
Most binders biodegrade after exposure to sun, oxidation, heat and biological organisms; therefore,
removal of the soil binder is not typically required.
Mulching (MU) EC-4
November 2010 Urban Drainage and Flood Control District MU-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph MU-1. An area that was recently seeded, mulched,
and crimped.
Description
Mulching consists of evenly applying
straw, hay, shredded wood mulch, bark or
compost to disturbed soils and securing
the mulch by crimping, tackifiers, netting
or other measures. Mulching helps reduce
erosion by protecting bare soil from
rainfall impact, increasing infiltration, and
reducing runoff. Although often applied
in conjunction with temporary or
permanent seeding, it can also be used for
temporary stabilization of areas that
cannot be reseeded due to seasonal
constraints.
Mulch can be applied either using
standard mechanical dry application
methods or using hydromulching equipment
that hydraulically applies a slurry of water,
wood fiber mulch, and often a tackifier.
Appropriate Uses
Use mulch in conjunction with seeding to help protect the seedbed and stabilize the soil. Mulch can also
be used as a temporary cover on low to mild slopes to help temporarily stabilize disturbed areas where
growing season constraints prevent effective reseeding. Disturbed areas should be properly mulched and
tacked, or seeded, mulched and tacked promptly after final grade is reached (typically within no longer
than 14 days) on portions of the site not otherwise permanently stabilized.
Standard dry mulching is encouraged in most jurisdictions; however, hydromulching may not be allowed
in certain jurisdictions or may not be allowed near waterways.
Do not apply mulch during windy conditions.
Design and Installation
Prior to mulching, surface-roughen areas by rolling with a crimping or punching type roller or by track
walking. Track walking should only be used where other methods are impractical because track walking
with heavy equipment typically compacts the soil.
A variety of mulches can be used effectively at construction
sites, including the following types:
Mulch
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
EC-4 Mulching (MU)
MU-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Clean, weed- and seed-free, long-stemmed grass hay (preferred) or cereal grain straw. Hay is preferred
because it is less susceptible to removal by wind. Mulch should be applied evenly at a rate of 2 tons per
acre and must be tacked or fastened by an approved method suitable for the type of mulch used. At least
50 percent of the grass hay mulch, by weight, should be 10 inches or more in length.
Grass hay mulch must be anchored and not merely placed on the surface. This can be accomplished
mechanically by crimping or with the aid of tackifiers or nets. Anchoring with a crimping implement is
preferred, and is the recommended method for areas flatter than 3:1. Mechanical crimpers must be
capable of tucking the long mulch fibers into the soil to a depth of 3 inches without cutting them. An
agricultural disk, while not an ideal substitute, may work if the disk blades are dull or blunted and set
vertically; however, the frame may have to be weighted to afford proper soil penetration.
On small areas sheltered from the wind and heavy runoff, spraying a tackifier on the mulch is satisfactory
for holding it in place. For steep slopes and special situations where greater control is needed, erosion
control blankets anchored with stakes should be used instead of mulch.
Hydraulic mulching consists of wood cellulose fibers mixed with water and a tackifying agent and should
be applied at a rate of no less than 1,500 pounds per acre (1,425 lbs of fibers mixed with at least 75 lbs of
tackifier) with a hydraulic mulcher. For steeper slopes, up to 2000 pounds per acre may be required for
effective hydroseeding. Hydromulch typically requires up to 24 hours to dry; therefore, it should not be
applied immediately prior to inclement weather. Application to roads, waterways and existing vegetation
should be avoided.
Erosion control mats, blankets, or nets are recommended to help stabilize steep slopes (generally 3:1 and
steeper) and waterways. Depending on the product, these may be used alone or in conjunction with grass
or straw mulch. Normally, use of these products will be restricted to relatively small areas.
Biodegradable mats made of straw and jute, straw-coconut, coconut fiber, or excelsior can be used instead
of mulch. (See the ECM/TRM BMP for more information.)
Some tackifiers or binders may be used to anchor mulch. Check with the local jurisdiction for allowed
tackifiers. Manufacturer's recommendations should be followed at all times. (See the Soil Binder BMP
for more information on general types of tackifiers.)
Rock can also be used as mulch. It provides protection of exposed soils to wind and water erosion and
allows infiltration of precipitation. An aggregate base course can be spread on disturbed areas for
temporary or permanent stabilization. The rock mulch layer should be thick enough to provide full
coverage of exposed soil on the area it is applied.
Maintenance and Removal
After mulching, the bare ground surface should not be more than 10 percent exposed. Reapply mulch, as
needed, to cover bare areas.
Compost Blanket and Filter Berm (CB) EC-5
November 2010 Urban Drainage and Flood Control District CB-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph CB-1. Application of a compost
blanket to a disturbed area. Photo courtesy of
Caltrans.
Description
A compost blanket is a layer of compost uniformly applied
to the soil in disturbed areas to control erosion, facilitate
revegetation, and retain sediment resulting from sheet-flow
runoff.
A compost filter berm is a dike of compost or a compost
product that is placed perpendicular to runoff to control
erosion in disturbed areas and retain sediment. Compost
berms can be placed at regular intervals to help reduce the
formation of rill and gully erosion when a compost blanket
is stabilizing a slope.
Appropriate Uses
Compost blankets can be used as an alternative to erosion
control blankets and mulching to help stabilize disturbed
areas where sheet flow conditions are present. Compost
blankets should not be used in areas of concentrated flows.
Compost provides an excellent source of nutrients for plant
growth, and should be considered for use in areas that will be
permanently vegetated.
Design and Installation
See Detail CB-1 for design details and notes.
Do not place compost in areas where it can easily be transported into drainage pathways or waterways.
When using a compost blanket on a slope, berms should be installed periodically to reduce the potential
for concentrated flow and rilling. Seeding should be completed before an area is composted or
incorporated into the compost.
Compost quality is an important consideration when selecting compost blankets or berms. Representative
compost quality factors include pH, salinity, moisture content, organic matter content, stability (maturity),
and physical contaminants. The compost should meet all local, state, and federal quality requirements.
Biosolids compost must meet the Standards for Class A biosolids outlined in 40 CFR Part 503. The U.S.
Composting Council (USCC) certifies compost products under its Seal of Testing Assurance (STA)
Program. Compost producers whose products have been certified through the STA Program provide
customers with a standard product label that allows comparison between compost products. Only STA
certified, Class I compost should be used.
Compost Blankets and Berms
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
EC-5 Compost Blanket and Filter Berm (CB)
CB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Maintenance and Removal
When rills or gullies develop in an area that has been composted, fill and cover the area with additional
compost and install berms as necessary to help reduce erosion.
Weed control can be a maintenance challenge in areas using compost blankets. A weed control strategy
may be necessary, including measures such as mechanical removal and spot application of targeted
herbicides by licensed applicators.
For compost berms, accumulated sediments should be removed from behind the berm when the sediments
reach approximately one third the height of the berm. Areas that have been washed away should be
replaced. If the berm has experienced significant or repeated washouts, a compost berm may not be the
appropriate BMP for this area.
Compost blankets and berms biodegrade and do not typically require removal following site stabilization.
Compost Blanket and Filter Berm (CB) EC-5
November 2010 Urban Drainage and Flood Control District CB-3
Urban Storm Drainage Criteria Manual Volume 3
EC-5 Compost Blanket and Filter Berm (CB)
CB-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP) EC-6
November 2010 Urban Drainage and Flood Control District RECP-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph RECP-1. Erosion control blanket protecting the slope from
erosion and providing favorable conditions for revegetation.
Description
Rolled Erosion Control Products
(RECPs) include a variety of
temporary or permanently installed
manufactured products designed to
control erosion and enhance vegetation
establishment and survivability,
particularly on slopes and in channels.
For applications where natural
vegetation alone will provide sufficient
permanent erosion protection,
temporary products such as netting,
open weave textiles and a variety of
erosion control blankets (ECBs) made
of biodegradable natural materials
(e.g., straw, coconut fiber) can be used.
For applications where natural
vegetation alone will not be sustainable under expected flow conditions, permanent rolled erosion control
products such as turf reinforcement mats (TRMs) can be used. In particular, turf reinforcement mats are
designed for discharges that exert velocities and sheer stresses that exceed the typical limits of mature
natural vegetation.
Appropriate Uses
RECPs can be used to control erosion in conjunction with revegetation efforts, providing seedbed
protection from wind and water erosion. These products are often used on disturbed areas on steep
slopes, in areas with highly erosive soils, or as part of drainageway stabilization. In order to select the
appropriate RECP for site conditions, it is important to have a general understanding of the general types
of these products, their expected longevity, and general characteristics.
The Erosion Control Technology Council (ECTC 2005) characterizes rolled erosion control products
according to these categories:
Mulch control netting: A planar woven natural fiber or extruded geosynthetic mesh used as a
temporary degradable rolled erosion control product to anchor loose fiber mulches.
Open weave textile: A temporary degradable rolled erosion control product composed of processed
natural or polymer yarns woven into a matrix, used to provide erosion control and facilitate
vegetation establishment.
Erosion control blanket (ECB): A temporary
degradable rolled erosion control product composed of
processed natural or polymer fibers which are
mechanically, structurally or chemically bound together
to form a continuous matrix to provide erosion control
and facilitate vegetation establishment. ECBs can be
further differentiated into rapidly degrading single-net
and double-net types or slowly degrading types.
Rolled Erosion Control Products
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
EC-6 Rolled Erosion Control Products (RECP)
RECP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Turf Reinforcement Mat (TRM): A rolled erosion control product composed of non-degradable
synthetic fibers, filaments, nets, wire mesh, and/or other elements, processed into a permanent, three-
dimensional matrix of sufficient thickness. TRMs, which may be supplemented with degradable
components, are designed to impart immediate erosion protection, enhance vegetation establishment
and provide long-term functionality by permanently reinforcing vegetation during and after
maturation. Note: TRMs are typically used in hydraulic applications, such as high flow ditches and
channels, steep slopes, stream banks, and shorelines, where erosive forces may exceed the limits of
natural, unreinforced vegetation or in areas where limited vegetation establishment is anticipated.
Tables RECP-1 and RECP-2 provide guidelines for selecting rolled erosion control products appropriate
to site conditions and desired longevity. Table RECP-1 is for conditions where natural vegetation alone
will provide permanent erosion control, whereas Table RECP-2 is for conditions where vegetation alone
will not be adequately stable to provide long-term erosion protection due to flow or other conditions.
Rolled Erosion Control Products (RECP) EC-6
November 2010 Urban Drainage and Flood Control District RECP-3
Urban Storm Drainage Criteria Manual Volume 3
Table RECP-1. ECTC Standard Specification for Temporary Rolled Erosion Control Products
(Adapted from Erosion Control Technology Council 2005)
Product Description Slope
Applications*
Channel
Applications*
Minimum
Tensile
Strength1
Expected
Longevity
Maximum
Gradient C Factor2,5 Max. Shear
Stress3,4,6
Mulch Control Nets 5:1 (H:V) ≤0.10 @
5:1
0.25 lbs/ft2
(12 Pa)
5 lbs/ft
(0.073 kN/m)
Up to 12
months
Netless Rolled
Erosion Control
Blankets
4:1 (H:V) ≤0.10 @
4:1
0.5 lbs/ft2
(24 Pa)
5 lbs/ft
(0.073 kN/m)
Single-net Erosion
Control Blankets &
Open Weave Textiles
3:1 (H:V) ≤0.15 @
3:1
1.5 lbs/ft2
(72 Pa)
50 lbs/ft
(0.73 kN/m)
Double-net Erosion
Control Blankets 2:1 (H:V) ≤0.20 @
2:1
1.75 lbs/ft2
(84 Pa)
75 lbs/ft
(1.09 kN/m)
Mulch Control Nets 5:1 (H:V) ≤0.10 @
5:1
0.25 lbs/ft2
(12 Pa)
25 lbs/ft
(0.36 kN/m) 24 months
Erosion Control
Blankets & Open
Weave Textiles
(slowly degrading)
1.5:1 (H:V) ≤0.25 @
1.5:1
2.00 lbs/ft2
(96 Pa)
100 lbs/ft
(1.45 kN/m) 24 months
Erosion Control
Blankets & Open
Weave Textiles
1:1 (H:V) ≤0.25 @
1:1
2.25 lbs/ft2
(108 Pa)
125 lbs/ft
(1.82 kN/m) 36 months
* C Factor and shear stress for mulch control nettings must be obtained with netting used in conjunction
with pre-applied mulch material. (See Section 5.3 of Chapter 7 Construction BMPs for more information
on the C Factor.)
1 Minimum Average Roll Values, Machine direction using ECTC Mod. ASTM D 5035.
2 C Factor calculated as ratio of soil loss from RECP protected slope (tested at specified or greater
gradient, H:V) to ratio of soil loss from unprotected (control) plot in large-scale testing.
3 Required minimum shear stress RECP (unvegetated) can sustain without physical damage or excess
erosion (> 12.7 mm (0.5 in) soil loss) during a 30-minute flow event in large-scale testing.
4 The permissible shear stress levels established for each performance category are based on historical
experience with products characterized by Manning's roughness coefficients in the range of 0.01 - 0.05.
5 Acceptable large-scale test methods may include ASTM D 6459, or other independent testing deemed
acceptable by the engineer.
6 Per the engineer’s discretion. Recommended acceptable large-scale testing protocol may include ASTM
D 6460, or other independent testing deemed acceptable by the engineer.
EC-6 Rolled Erosion Control Products (RECP)
RECP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Table RECP-2. ECTC Standard Specification for Permanent1 Rolled Erosion Control Products
(Adapted from: Erosion Control Technology Council 2005)
Product Type Slope
Applications Channel Applications
TRMs with a minimum thickness of
0.25 inches (6.35 mm) per ASTM D
6525 and UV stability of 80% per
ASTM D 4355 (500 hours
exposure).
Maximum
Gradient
Maximum
Shear Stress4,5
Minimum
Tensile
Strength2,3
0.5:1 (H:V) 6.0 lbs/ft2 (288 Pa) 125 lbs/ft (1.82
kN/m)
0.5:1 (H:V) 8.0 lbs/ft2 (384 Pa) 150 lbs/ft (2.19
kN/m)
0.5:1 (H:V) 10.0 lbs/ft2 (480 Pa) 175 lbs/ft (2.55
kN/m)
1 For TRMs containing degradable components, all property values must be obtained on the non-
degradable portion of the matting alone.
2 Minimum Average Roll Values, machine direction only for tensile strength determination using ASTM
D 6818 (Supersedes Mod. ASTM D 5035 for RECPs)
3 Field conditions with high loading and/or high survivability requirements may warrant the use of a TRM
with a tensile strength of 44 kN/m (3,000 lb/ft) or greater.
4 Required minimum shear stress TRM (fully vegetated) can sustain without physical damage or excess
erosion (> 12.7 mm (0.5 in.) soil loss) during a 30-minute flow event in large scale testing.
5 Acceptable large-scale testing protocols may include ASTM D 6460, or other independent testing
deemed acceptable by the engineer.
Design and Installation
RECPs should be installed according to manufacturer’s specifications and guidelines. Regardless of the
type of product used, it is important to ensure no gaps or voids exist under the material and that all
corners of the material are secured using stakes and trenching. Continuous contact between the product
and the soil is necessary to avoid failure. Never use metal stakes to secure temporary erosion control
products. Often wooden stakes are used to anchor RECPs; however, wood stakes may present installation
and maintenance challenges and generally take a long time to biodegrade. Some local jurisdictions have
had favorable experiences using biodegradable stakes.
This BMP Fact Sheet provides design details for several commonly used ECB applications, including:
ECB-1 Pipe Outlet to Drainageway
ECB-2 Small Ditch or Drainageway
ECB-3 Outside of Drainageway
Rolled Erosion Control Products (RECP) EC-6
November 2010 Urban Drainage and Flood Control District RECP-5
Urban Storm Drainage Criteria Manual Volume 3
Staking patterns are also provided in the design details according to these factors:
ECB type
Slope or channel type
For other types of RECPs including TRMs, these design details are intended to serve as general
guidelines for design and installation; however, engineers should adhere to manufacturer’s installation
recommendations.
Maintenance and Removal
Inspection of erosion control blankets and other RECPs includes:
Check for general signs of erosion, including voids beneath the mat. If voids are apparent, fill the
void with suitable soil and replace the erosion control blanket, following the appropriate staking
pattern.
Check for damaged or loose stakes and secure loose portions of the blanket.
Erosion control blankets and other RECPs that are biodegradable typically do not need to be removed
after construction. If they must be removed, then an alternate soil stabilization method should be installed
promptly following removal.
Turf reinforcement mats, although generally resistant to biodegradation, are typically left in place as a
dense vegetated cover grows in through the mat matrix. The turf reinforcement mat provides long-term
stability and helps the established vegetation resist erosive forces.
EC-6 Rolled Erosion Control Products (RECP)
RECP-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP) EC-6
November 2010 Urban Drainage and Flood Control District RECP-7
Urban Storm Drainage Criteria Manual Volume 3
EC-6 Rolled Erosion Control Products (RECP)
RECP-8 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP) EC-6
November 2010 Urban Drainage and Flood Control District RECP-9
Urban Storm Drainage Criteria Manual Volume 3
Temporary Slope Drains (TSD) EC-7
November 2010 Urban Drainage and Flood Control District SD-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph TSD-1. A temporary slope drain installed to convey runoff down a slope during construction. Photo
courtesy of the City of Aurora.
Description
A temporary slope drain is a pipe or culvert used to convey water down a slope where there is a high
potential for erosion. A drainage channel or swale at the top of the slope typically directs upgradient
runoff to the pipe entrance for conveyance down the slope. The pipe outlet must be equipped with outlet
protection.
Appropriate Uses
Use on long, steep slopes when there is a high potential of flow concentration or rill development.
Design and Installation
Effective use of temporary slope drains involves design of an effective collection system to direct flows to
the pipe, proper sizing and anchoring of the pipe, and outlet protection. Upgradient of the temporary
slope drain, a temporary drainage ditch or swale should be constructed to collect surface runoff from the
drainage area and convey it to the drain entrance. The temporary slope drain must be sized to safely
convey the desired flow volume. At a minimum, it should be sized to convey the 2-year, 24-hour storm.
Temporary slope drains may be constructed of flexible or rigid pipe, riprap, or heavy (30 mil) plastic
lining. When piping is used, it must be properly anchored by burying it with adequate cover or by using
an anchor system to secure it to the ground.
The discharge from the slope drain must be directed to a stabilized outlet, temporary or permanent
channel, and/or sedimentation basin.
See Detail TSD-1 for additional sizing and design
information.
Temporary Slope Drains
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
EC-7 Temporary Slope Drains (TSD)
SD-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Maintenance and Removal
Inspect the entrance for sediment accumulation and remove, as needed. Clogging as a result of sediment
deposition at the entrance can lead to ponding upstream causing flooding or overtopping of the slope
drain. Inspect the downstream outlet for signs of erosion and stabilize, as needed. It may also be
necessary to remove accumulated sediment at the outfall. Inspect pipe anchors to ensure that they are
secure. If the pipe is secured by ground cover, ensure erosion has not compromised the depth of cover.
Slope drains should be removed when no longer needed or just prior to installation of permanent slope
stabilization measures that cannot be installed with the slope drain in place. When slope drains are
removed, the disturbed areas should be covered with topsoil, seeded, mulched or otherwise stabilized as
required by the local jurisdiction.
Temporary Slope Drains (TSD) EC-7
November 2010 Urban Drainage and Flood Control District SD-3
Urban Storm Drainage Criteria Manual Volume 3
EC-7 Temporary Slope Drains (TSD)
SD-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary Outlet Protection (TOP) EC-8
November 2010 Urban Drainage and Flood Control District TOP-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph TOP-1. Riprap outlet protection.
Description
Outlet protection helps to reduce erosion
immediately downstream of a pipe,
culvert, slope drain, rundown or other
conveyance with concentrated, high-
velocity flows. Typical outlet protection
consists of riprap or rock aprons at the
conveyance outlet.
Appropriate Uses
Outlet protection should be used when a
conveyance discharges onto a disturbed
area where there is potential for accelerated
erosion due to concentrated flow. Outlet
protection should be provided where the velocity at the culvert outlet exceeds the maximum permissible
velocity of the material in the receiving channel.
Note: This Fact Sheet and detail are for temporary outlet protection, outlets that are intended to be used
for less than 2 years. For permanent, long-term outlet protection, see the Major Drainage chapter of
Volume 1.
Design and Installation
Design outlet protection to handle runoff from the largest drainage area that may be contributing runoff
during construction (the drainage area may change as a result of grading). Key in rock, around the entire
perimeter of the apron, to a minimum depth of 6 inches for stability. Extend riprap to the height of the
culvert or the normal flow depth of the downstream channel, whichever is less. Additional erosion
control measures such as vegetative lining, turf reinforcement mat and/or other channel lining methods
may be required downstream of the outlet protection if the channel is susceptible to erosion. See Design
Detail OP-1 for additional information.
Maintenance and Removal
Inspect apron for damage and displaced rocks. If rocks are missing or significantly displaced, repair or
replace as necessary. If rocks are continuously missing or displaced, consider increasing the size of the
riprap or deeper keying of the perimeter.
Remove sediment accumulated at the outlet before the outlet protection becomes buried and ineffective.
When sediment accumulation is noted, check that upgradient BMPs, including inlet protection, are in
effective operating condition.
Outlet protection may be removed once the pipe is no longer
draining an upstream area, or once the downstream area has
been sufficiently stabilized. If the drainage pipe is
permanent, outlet protection can be left in place; however,
permanent outlet protection should be designed and
constructed in accordance with the requirements of the
Major Drainage chapter of Volume 2.
Outlet Protection
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
EC-8 Temporary Outlet Protection (TOP)
TOP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary Outlet Protection (TOP) EC-8
November 2010 Urban Drainage and Flood Control District TOP-3
Urban Storm Drainage Criteria Manual Volume 3
Rough Cut Street Control (RCS) EC-9
November 2010 Urban Drainage and Flood Control District RCS-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph RCS-1. Rough cut street controls.
Description
Rough cut street controls are rock or
earthen berms placed along dirt roadways
that are under construction or used for
construction access. These temporary
berms intercept sheet flow and divert
runoff from the roadway, and control
erosion by minimizing concentration of
flow and reducing runoff velocity.
Appropriate Uses
Appropriate uses include:
Temporary dirt construction roadways
that have not received roadbase.
Roadways under construction that will not be paved within 14 days of final grading, and that have not
yet received roadbase.
Design and Installation
Rough cut street controls are designed to redirect sheet flow off the dirt roadway to prevent water from
concentrating and eroding the soil. These controls consist of runoff barriers that are constructed at
intervals along the road. These barriers are installed perpendicular to the longitudinal slope from the
outer edge of the roadside swale to the crown of the road. The barriers are positioned alternately from the
right and left side of the road to allow construction traffic to pass in the lane not barred. If construction
traffic is expected to be congested and a vehicle tracking control has been constructed, rough-cut street
controls may be omitted for 400 feet from the entrance. Runoff from the controls should be directed to
another stormwater BMP such as a roadside swale with check dams once removed from the roadway. See
Detail RCS-1 for additional information.
Maintenance and Removal
Inspect street controls for erosion and stability. If rills are forming in the roadway or cutting through the
control berms, place the street controls at shorter intervals. If earthen berms are used, periodic
recompaction may be necessary. When rock berms are used,
repair and/or replace as necessary when damaged. Street
controls may be removed 14 days prior to road surfacing and
paving.
Rough Cut Street Control
Functions Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
EC-9 Rough Cut Street Control (RCS)
RCS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rough Cut Street Control (RCS) EC-9
November 2010 Urban Drainage and Flood Control District RCS-3
Urban Storm Drainage Criteria Manual Volume 3
Earth Dikes and Drainage Swales (ED/DS) EC-10
November 2010 Urban Drainage and Flood Control District ED/DS-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph ED/DS-1. Example of an earth dike used to divert
flows at a construction site. Photo courtesy of CDOT.
Description
Earth dikes and drainage swales are
temporary storm conveyance channels
constructed either to divert runoff around
slopes or to convey runoff to additional
sediment control BMPs prior to discharge
of runoff from a site. Drainage swales
may be lined or unlined, but if an unlined
swale is used, it must be well compacted
and capable of resisting erosive velocities.
Appropriate Uses
Earth dikes and drainage swales are
typically used to control the flow path of
runoff at a construction site by diverting
runoff around areas prone to erosion, such
as steep slopes. Earth dikes and drainage
swales may also be constructed as
temporary conveyance features. This will
direct runoff to additional sediment control
treatment BMPs, such as sediment traps or
basins.
Design and Installation
When earth dikes are used to divert water for slope protection, the earth dike typically consists of a
horizontal ridge of soil placed perpendicular to the slope and angled slightly to provide drainage along the
contour. The dike is used in conjunction with a swale or a small channel upslope of the berm to convey
the diverted water. Temporary diversion dikes can be constructed by excavation of a V-shaped trench or
ditch and placement of the fill on the downslope side of the cut. There are two types of placement for
temporary slope diversion dikes:
A dike located at the top of a slope to divert upland runoff away from the disturbed area and convey it
in a temporary or permanent channel.
A diversion dike located at the base or mid-slope of a disturbed area to intercept runoff and reduce the
effective slope length.
Depending on the project, either an earth dike or drainage swale may be more appropriate. If there is a
need for cut on the project, then an excavated drainage
swale may be better suited. When the project is primarily
fill, then a conveyance constructed using a berm may be the
better option.
All dikes or swales receiving runoff from a disturbed
area should direct stormwater to a sediment control
BMP such as a sediment trap or basin.
Earth Dikes and Drainage Swales
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
EC-10 Earth Dikes and Drainage Swales (ED/DS)
ED/DS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Unlined dikes or swales should only be used for intercepting sheet flow runoff and are not intended
for diversion of concentrated flows.
Details with notes are provided for several design variations, including:
ED-1. Unlined Earth Dike formed by Berm
DS-1. Unlined Excavated Swale
DS-2. Unlined Swale Formed by Cut and Fill
DS-3. ECB-lined Swale
DS-4. Synthetic-lined Swale
DS-5. Riprap-lined Swale
The details also include guidance on permissible velocities for cohesive channels if unlined approaches
will be used.
Maintenance and Removal
Inspect earth dikes for stability, compaction, and signs of erosion and repair. Inspect side slopes for
erosion and damage to erosion control fabric. Stabilize slopes and repair fabric as necessary. If there is
reoccurring extensive damage, consider installing rock check dams or lining the channel with riprap.
If drainage swales are not permanent, remove dikes and fill channels when the upstream area is stabilized.
Stabilize the fill or disturbed area immediately following removal by revegetation or other permanent
stabilization method approved by the local jurisdiction.
Earth Dikes and Drainage Swales (ED/DS) EC-10
November 2010 Urban Drainage and Flood Control District ED/DS-3
Urban Storm Drainage Criteria Manual Volume 3
EC-10 Earth Dikes and Drainage Swales (ED/DS)
ED/DS-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Earth Dikes and Drainage Swales (ED/DS) EC-10
November 2010 Urban Drainage and Flood Control District ED/DS-5
Urban Storm Drainage Criteria Manual Volume 3
Terracing (TER) EC-11
November 2010 Urban Drainage and Flood Control District TER-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph TER-1. Use of a terrace to reduce erosion by controlling
slope length on a long, steep slope. Photo courtesy of Douglas
County.
Description
Terracing involves grading steep slopes
into a series of relatively flat sections, or
terraces, separated at intervals by steep
slope segments. Terraces shorten the
uninterrupted flow lengths on steep
slopes, helping to reduce the
development of rills and gullies.
Retaining walls, gabions, cribbing,
deadman anchors, rock-filled slope
mattresses, and other types of soil
retention systems can be used in
terracing.
Appropriate Uses
Terracing techniques are most typically used to control erosion on slopes that are steeper than 4:1.
Design and Installation
Design details with notes are provided in Detail TER-1.
The type, number, and spacing of terraces will depend on the slope, slope length, and other factors. The
Revised Universal Soil Loss Equation (RUSLE) may be helpful in determining spacing of terraces on
slopes. Terracing should be used in combination with other stabilization measures that provide cover for
exposed soils such as mulching, seeding, surface roughening, or other measures.
Maintenance and Removal
Repair rill erosion on slopes and remove accumulated sediment, as needed. Terracing may be temporary
or permanent. If terracing is temporary, the slope should be topsoiled, seeded, and mulched when the
slope is graded to its final configuration and terraces are removed. Due to the steepness of the slope, once
terraces are graded, erosion control blankets or other stabilization measures are typically required. If
terraces are permanent, vegetation should be established on slopes and terraces as soon as practical.
Terracing
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
EC-11 Terracing (TER)
TER-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Check Dams (CD) EC-12
November 2010 Urban Drainage and Flood Control District CD-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph CD-1. Rock check dams in a roadside ditch. Photo
courtesy of WWE.
Description
Check dams are temporary grade control
structures placed in drainage channels to
limit the erosivity of stormwater by
reducing flow velocity. Check dams are
typically constructed from rock, gravel
bags, sand bags, or sometimes,
proprietary devices. Reinforced check
dams are typically constructed from rock
and wire gabion. Although the primary
function of check dams is to reduce the
velocity of concentrated flows, a
secondary benefit is sediment trapping
upstream of the structure.
Appropriate Uses
Use as a grade control for temporary drainage ditches or swales until final soil stabilization measures are
established upstream and downstream. Check dams can be used on mild or moderately steep slopes.
Check dams may be used under the following conditions:
As temporary grade control facilities along waterways until final stabilization is established.
Along permanent swales that need protection prior to installation of a non-erodible lining.
Along temporary channels, ditches or swales that need protection where construction of a non-
erodible lining is not practicable.
Reinforced check dams should be used in areas subject to high flow velocities.
Design and Installation
Place check dams at regularly spaced intervals along the drainage swale or ditch. Check dams heights
should allow for pools to develop upstream of each check dam, extending to the downstream toe of the
check dam immediately upstream.
When rock is used for the check dam, place rock mechanically or by hand. Do not dump rocks into the
drainage channel. Where multiple check dams are used, the top of the lower dam should be at the same
elevation as the toe of the upper dam.
When reinforced check dams are used, install erosion control fabric under and around the check dam to
prevent erosion on the upstream and downstream sides. Each
section of the dam should be keyed in to reduce the potential
for washout or undermining. A rock apron upstream and
downstream of the dam may be necessary to further control
erosion.
Check Dams
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
EC-12 Check Dams (CD)
CD-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Design details with notes are provided for the following types of check dams:
Rock Check Dams (CD-1)
Reinforced Check Dams (CD-2)
Sediment control logs may also be used as check dams; however, silt fence is not appropriate for use as a
check dam. Many jurisdictions also prohibit or discourage use of straw bales for this purpose.
Maintenance and Removal
Replace missing rocks causing voids in the check dam. If gravel bags or sandbags are used, replace or
repair torn or displaced bags.
Remove accumulated sediment, as needed to maintain BMP effectiveness, typically before the sediment
depth upstream of the check dam is within ½ of the crest height. Remove accumulated sediment prior to
mulching, seeding, or chemical soil stabilization. Removed sediment can be incorporated into the
earthwork with approval from the Project Engineer, or disposed of at an alternate location in accordance
with the standard specifications.
Check dams constructed in permanent swales should be removed when perennial grasses have become
established, or immediately prior to installation of a non-erodible lining. All of the rock and accumulated
sediment should be removed, and the area seeded and mulched, or otherwise stabilized.
Check Dams (CD) EC-12
November 2010 Urban Drainage and Flood Control District CD-3
Urban Storm Drainage Criteria Manual Volume 3
EC-12 Check Dams (CD)
CD-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Check Dams (CD) EC-12
November 2010 Urban Drainage and Flood Control District CD-5
Urban Storm Drainage Criteria Manual Volume 3
EC-12 Check Dams (CD)
CD-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Streambank Stabilization (SS) EC-13
November 2010 Urban Drainage and Flood Control District SS-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SS-1. Streambank stabilization using geotextiles
following installation of a permanent in-stream grade control structure.
Description
Streambank stabilization involves a
combination of erosion and sediment
control practices to protect streams,
banks, and in-stream habitat from
accelerated erosion. BMPs associated
with streambank stabilization may
include protection of existing
vegetation, check dams/grade control,
temporary and permanent seeding,
outlet protection, rolled erosion control
products, temporary diversions,
dewatering operations and
bioengineering practices such as brush
layering, live staking and fascines.
Appropriate Uses
Streambank stabilization may be a construction activity in and of itself, or it may be in conjunction with a
broader construction project that discharges to a waterway that is susceptible to accelerated erosion due to
increases in the rate and volume of stormwater runoff. Depending on the health of the stream, water
quality sampling and testing may be advisable prior to and/or during construction to evaluate health and
stability of the stream and potential effects from adjacent construction activities.
Design and Installation
Streambank stabilization consists of protecting the stream in a variety of ways to minimize negative
effects to the stream environment. The following lists the minimum requirements necessary for
construction streambank stabilization:
Protect existing vegetation along the stream bank in accordance with the Vegetated Buffers and
Protection of Existing Vegetation Fact Sheets. Preserving a riparian buffer along the streambank will
help to remove sediment and decrease runoff rates from the disturbed area.
Outside the riparian buffer, provide sediment control in the form of a silt fence or equivalent sediment
control practice along the entire length of the stream that will receive runoff from the area of
disturbance. In some cases, a double-layered perimeter control may be justified adjacent to sensitive
receiving waters and wetlands to provide additional protection.
Stabilize all areas that will be draining to the stream. Use rolled erosion control products, temporary
or permanent seeding, or other appropriate measures.
Ensure all point discharges entering the stream are
adequately armored with a velocity dissipation device and
appropriate outlet protection.
See individual design details and notes for the various BMPs
referenced in this practice. Additional information on
bioengineering techniques for stream stabilization can be
Streambank Stabilization
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
EC-13 Streambank Stabilization (SS)
SS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
found in the Major Drainage chapter of Volume 1 and additional guidance on BMPs for working in
waterways can be found in UDFCD’s Best Management Practices for Construction in Waterways
Training Manual.
Maintenance and Removal
Inspect BMPs protecting the stream for damage on a daily basis. Maintain, repair, or replace damaged
BMPs following the guidance provided in individual BMP Fact Sheets for practices that are implemented.
Some streambank stabilization BMPs are intended to remain in place as vegetation matures (e.g. erosion
control blankets protecting seeded stream banks and turf reinforcement mats).
For BMPs that are not to remain in place as a part of final stabilization such as silt fence and other
temporary measures, BMPs should be removed when all land disturbing activities have ceased and areas
have been permanently stabilized.
Wind Erosion/Dust Control (DC) EC-14
November 2010 Urban Drainage and Flood Control District DC-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph DC-1. Water truck used for dust suppression. Photo
courtesy of Douglas County.
Description
Wind erosion and dust control BMPs
help to keep soil particles from entering
the air as a result of land disturbing
construction activities. These BMPs
include a variety of practices generally
focused on either graded disturbed areas
or construction roadways. For graded
areas, practices such as seeding and
mulching, use of soil binders, site
watering, or other practices that provide
prompt surface cover should be used.
For construction roadways, road
watering and stabilized surfaces should
be considered.
Appropriate Uses
Dust control measures should be used on any site where dust poses a problem to air quality. Dust control
is important to control for the health of construction workers and surrounding waterbodies.
Design and Installation
The following construction BMPs can be used for dust control:
An irrigation/sprinkler system can be used to wet the top layer of disturbed soil to help keep dry soil
particles from becoming airborne.
Seeding and mulching can be used to stabilize disturbed surfaces and reduce dust emissions.
Protecting existing vegetation can help to slow wind velocities across the ground surface, thereby
limiting the likelihood of soil particles to become airborne.
Spray-on soil binders form a bond between soil particles keeping them grounded. Chemical
treatments may require additional permitting requirements. Potential impacts to surrounding
waterways and habitat must be considered prior to use.
Placing rock on construction roadways and entrances will help keep dust to a minimum across the
construction site.
Wind fences can be installed on site to reduce wind
speeds. Install fences perpendicular to the prevailing
wind direction for maximum effectiveness.
Maintenance and Removal
When using an irrigation/sprinkler control system to aid in
dust control, be careful not to overwater. Overwatering will
cause construction vehicles to track mud off-site.
Wind Erosion Control/
Dust Control
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management Moderate
Concrete Washout Area (CWA) MM-1
November 2010 Urban Drainage and Flood Control District CWA-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph CWA-1. Example of concrete washout area. Note gravel
tracking pad for access and sign.
Description
Concrete waste management involves
designating and properly managing a
specific area of the construction site as a
concrete washout area. A concrete
washout area can be created using one of
several approaches designed to receive
wash water from washing of tools and
concrete mixer chutes, liquid concrete
waste from dump trucks, mobile batch
mixers, or pump trucks. Three basic
approaches are available: excavation of a
pit in the ground, use of an above ground
storage area, or use of prefabricated haul-
away concrete washout containers.
Surface discharges of concrete washout
water from construction sites are prohibited.
Appropriate Uses
Concrete washout areas must be designated on all sites that will generate concrete wash water or liquid
concrete waste from onsite concrete mixing or concrete delivery.
Because pH is a pollutant of concern for washout activities, when unlined pits are used for concrete
washout, the soil must have adequate buffering capacity to result in protection of state groundwater
standards; otherwise, a liner/containment must be used. The following management practices are
recommended to prevent an impact from unlined pits to groundwater:
The use of the washout site should be temporary (less than 1 year), and
The washout site should be not be located in an area where shallow groundwater may be present, such
as near natural drainages, springs, or wetlands.
Design and Installation
Concrete washout activities must be conducted in a manner that does not contribute pollutants to surface
waters or stormwater runoff. Concrete washout areas may be lined or unlined excavated pits in the
ground, commercially manufactured prefabricated washout containers, or aboveground holding areas
constructed of berms, sandbags or straw bales with a plastic liner.
Although unlined washout areas may be used, lined pits may be required to protect groundwater under
certain conditions.
Do not locate an unlined washout area within 400 feet
of any natural drainage pathway or waterbody or
within 1,000 feet of any wells or drinking water
sources. Even for lined concrete washouts, it is
advisable to locate the facility away from waterbodies
and drainage paths. If site constraints make these
Concrete Washout Area
Functions
Erosion Control No
Sediment Control No
Site/Material Management Yes
MM-1 Concrete Washout Area (CWA)
CWA-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
setbacks infeasible or if highly permeable soils exist in the area, then the pit must be installed with an
impermeable liner (16 mil minimum thickness) or surface storage alternatives using prefabricated
concrete washout devices or a lined aboveground storage area should be used.
Design details with notes are provided in Detail CWA-1 for pits and CWA-2 for aboveground storage
areas. Pre-fabricated concrete washout container information can be obtained from vendors.
Maintenance and Removal
A key consideration for concrete washout areas is to ensure that adequate signage is in place identifying
the location of the washout area. Part of inspecting and maintaining washout areas is ensuring that
adequate signage is provided and in good repair and that the washout area is being used, as opposed to
washout in non-designated areas of the site.
Remove concrete waste in the washout area, as needed to maintain BMP function (typically when filled to
about two-thirds of its capacity). Collect concrete waste and deliver offsite to a designated disposal
location.
Upon termination of use of the washout site, accumulated solid waste, including concrete waste and any
contaminated soils, must be removed from the site to prevent on-site disposal of solid waste. If the wash
water is allowed to evaporate and the concrete hardens, it may be recycled.
Photograph CWA-3. Earthen concrete washout. Photo
courtesy of CDOT.
Photograph CWA-2. Prefabricated concrete washout. Photo
courtesy of CDOT.
Concrete Washout Area (CWA) MM-1
November 2010 Urban Drainage and Flood Control District CWA-3
Urban Storm Drainage Criteria Manual Volume 3
MM-1 Concrete Washout Area (CWA)
CWA-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stockpile Management (SP) MM-2
November 2010 Urban Drainage and Flood Control District SP-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SP-1. A topsoil stockpile that has been partially
revegetated and is protected by silt fence perimeter control.
Description
Stockpile management includes
measures to minimize erosion and
sediment transport from soil stockpiles.
Appropriate Uses
Stockpile management should be used
when soils or other erodible materials
are stored at the construction site.
Special attention should be given to
stockpiles in close proximity to natural
or manmade storm systems.
Design and Installation
Locate stockpiles away from all drainage system components including storm sewer inlets. Where
practical, choose stockpile locations that that will remain undisturbed for the longest period of time as the
phases of construction progress. Place sediment control BMPs around the perimeter of the stockpile, such
as sediment control logs, rock socks, silt fence, straw bales and sand bags. See Detail SP-1 for guidance
on proper establishment of perimeter controls around a stockpile. For stockpiles in active use, provide a
stabilized designated access point on the upgradient side of the stockpile.
Stabilize the stockpile surface with surface roughening, temporary seeding and mulching, erosion control
blankets, or soil binders. Soils stockpiled for an extended period (typically for more than 60 days) should
be seeded and mulched with a temporary grass cover once the stockpile is placed (typically within 14
days). Use of mulch only or a soil binder is acceptable if the stockpile will be in place for a more limited
time period (typically 30-60 days). Timeframes for stabilization of stockpiles noted in this fact sheet are
"typical" guidelines. Check permit requirements for specific federal, state, and/or local requirements that
may be more prescriptive.
Stockpiles should not be placed in streets or paved areas unless no other practical alternative exists. See
the Stabilized Staging Area Fact Sheet for guidance when staging in roadways is unavoidable due to
space or right-of-way constraints. For paved areas, rock socks must be used for perimeter control and all
inlets with the potential to receive sediment from the stockpile (even from vehicle tracking) must be
protected.
Maintenance and Removal
Inspect perimeter controls and inlet protection in accordance with their respective BMP Fact Sheets.
Where seeding, mulch and/or soil binders are used, reseeding or reapplication of soil binder may be
necessary.
When temporary removal of a perimeter BMP is necessary
to access a stockpile, ensure BMPs are reinstalled in
accordance with their respective design detail section.
Stockpile Management
Functions
Erosion Control Yes
Sediment Control Yes
Site/Material Management Yes
MM-2 Stockpile Management (SM)
SP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
When the stockpile is no longer needed, properly dispose of excess materials and revegetate or otherwise
stabilize the ground surface where the stockpile was located.
Stockpile Management (SP) MM-2
November 2010 Urban Drainage and Flood Control District SP-3
Urban Storm Drainage Criteria Manual Volume 3
MM-2 Stockpile Management (SM)
SP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stockpile Management (SP) MM-2
November 2010 Urban Drainage and Flood Control District SP-5
Urban Storm Drainage Criteria Manual Volume 3
MM-2 Stockpile Management (SM)
SP-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Good Housekeeping Practices (GH) MM-3
November 2010 Urban Drainage and Flood Control District GH-1
Urban Storm Drainage Criteria Manual Volume 3
Photographs GH-1 and GH-2. Proper materials
storage and secondary containment for fuel tanks
are important good housekeeping practices. Photos
courtesy of CDOT and City of Aurora.
Description
Implement construction site good housekeeping practices to
prevent pollution associated with solid, liquid and hazardous
construction-related materials and wastes. Stormwater
Management Plans (SWMPs) should clearly specify BMPs
including these good housekeeping practices:
Provide for waste management.
Establish proper building material staging areas.
Designate paint and concrete washout areas.
Establish proper equipment/vehicle fueling and
maintenance practices.
Control equipment/vehicle washing and allowable non-
stormwater discharges.
Develop a spill prevention and response plan.
Acknowledgement: This Fact Sheet is based directly on
EPA guidance provided in Developing Your Stormwater
Pollution Prevent Plan (EPA 2007).
Appropriate Uses
Good housekeeping practices are necessary at all construction sites.
Design and Installation
The following principles and actions should be addressed in SWMPs:
Provide for Waste Management. Implement management procedures and practices to prevent or
reduce the exposure and transport of pollutants in stormwater from solid, liquid and sanitary wastes
that will be generated at the site. Practices such as trash disposal, recycling, proper material handling,
and cleanup measures can reduce the potential for stormwater runoff to pick up construction site
wastes and discharge them to surface waters. Implement a comprehensive set of waste-management
practices for hazardous or toxic materials, such as paints, solvents, petroleum products, pesticides,
wood preservatives, acids, roofing tar, and other materials. Practices should include storage,
handling, inventory, and cleanup procedures, in case of spills. Specific practices that should be
considered include:
Solid or Construction Waste
o Designate trash and bulk waste-collection areas on-
site.
Good Housekeeping
Functions
Erosion Control No
Sediment Control No
Site/Material Management Yes
MM-3 Good Housekeeping Practices (GH)
GH-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Photograph GH-3. Locate portable toilet facilities on level
surfaces away from waterways and storm drains. Photo
courtesy of WWE.
o Recycle materials whenever possible (e.g., paper, wood, concrete, oil).
o Segregate and provide proper disposal options for hazardous material wastes.
o Clean up litter and debris from the construction site daily.
o Locate waste-collection areas away from streets, gutters, watercourses, and storm drains. Waste-
collection areas (dumpsters, and such) are often best located near construction site entrances to
minimize traffic on disturbed soils. Consider secondary containment around waste collection
areas to minimize the likelihood of contaminated discharges.
o Empty waste containers before they are full and overflowing.
Sanitary and Septic Waste
o Provide convenient, well-maintained, and properly located toilet facilities on-site.
o Locate toilet facilities away from storm drain inlets and waterways to prevent accidental spills
and contamination of stormwater.
o Maintain clean restroom facilities and empty portable toilets regularly.
o Where possible, provide secondary containment pans under portable toilets.
o Provide tie-downs or stake-downs for portable toilets.
o Educate employees, subcontractors, and suppliers on locations of facilities.
o Treat or dispose of sanitary and septic waste in accordance with state or local regulations. Do not
discharge or bury wastewater at the construction site.
o Inspect facilities for leaks. If found, repair or replace immediately.
o Special care is necessary during maintenance (pump out) to ensure that waste and/or biocide are
not spilled on the ground.
Hazardous Materials and Wastes
o Develop and implement employee and
subcontractor education, as needed, on
hazardous and toxic waste handling,
storage, disposal, and cleanup.
o Designate hazardous waste-collection
areas on-site.
o Place all hazardous and toxic material
wastes in secondary containment.
Good Housekeeping Practices (GH) MM-3
November 2010 Urban Drainage and Flood Control District GH-3
Urban Storm Drainage Criteria Manual Volume 3
o Hazardous waste containers should be inspected to ensure that all containers are labeled properly
and that no leaks are present.
Establish Proper Building Material Handling and Staging Areas. The SWMP should include
comprehensive handling and management procedures for building materials, especially those that are
hazardous or toxic. Paints, solvents, pesticides, fuels and oils, other hazardous materials or building
materials that have the potential to contaminate stormwater should be stored indoors or under cover
whenever possible or in areas with secondary containment. Secondary containment measures prevent
a spill from spreading across the site and may include dikes, berms, curbing, or other containment
methods. Secondary containment techniques should also ensure the protection of groundwater.
Designate staging areas for activities such as fueling vehicles, mixing paints, plaster, mortar, and
other potential pollutants. Designated staging areas enable easier monitoring of the use of materials
and clean up of spills. Training employees and subcontractors is essential to the success of this
pollution prevention principle. Consider the following specific materials handling and staging
practices:
o Train employees and subcontractors in proper handling and storage practices.
o Clearly designate site areas for staging and storage with signs and on construction drawings.
Staging areas should be located in areas central to the construction site. Segment the staging area
into sub-areas designated for vehicles, equipment, or stockpiles. Construction entrances and exits
should be clearly marked so that delivery vehicles enter/exit through stabilized areas with vehicle
tracking controls (See Vehicle Tracking Control Fact Sheet).
o Provide storage in accordance with Spill Protection, Control and Countermeasures (SPCC)
requirements and plans and provide cover and impermeable perimeter control, as necessary, for
hazardous materials and contaminated soils that must be stored on site.
o Ensure that storage containers are regularly inspected for leaks, corrosion, support or foundation
failure, or other signs of deterioration and tested for soundness.
o Reuse and recycle construction materials when possible.
Designate Concrete Washout Areas. Concrete contractors should be encouraged to use the washout
facilities at their own plants or dispatch facilities when feasible; however, concrete washout
commonly occurs on construction sites. If it is necessary to provide for concrete washout areas on-
site, designate specific washout areas and design facilities to handle anticipated washout water.
Washout areas should also be provided for paint and stucco operations. Because washout areas can
be a source of pollutants from leaks or spills, care must be taken with regard to their placement and
proper use. See the Concrete Washout Area Fact Sheet for detailed guidance.
Both self-constructed and prefabricated washout containers can fill up quickly when concrete, paint,
and stucco work are occurring on large portions of the site. Be sure to check for evidence that
contractors are using the washout areas and not dumping materials onto the ground or into drainage
facilities. If the washout areas are not being used regularly, consider posting additional signage,
relocating the facilities to more convenient locations, or providing training to workers and
contractors.
When concrete, paint, or stucco is part of the construction process, consider these practices which will
help prevent contamination of stormwater. Include the locations of these areas and the maintenance
and inspection procedures in the SWMP.
MM-3 Good Housekeeping Practices (GH)
GH-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
o Do not washout concrete trucks or equipment into storm drains, streets, gutters, uncontained
areas, or streams. Only use designated washout areas.
o Establish washout areas and advertise their locations with signs. Ensure that signage remains in
good repair.
o Provide adequate containment for the amount of wash water that will be used.
o Inspect washout structures daily to detect leaks or tears and to identify when materials need to be
removed.
o Dispose of materials properly. The preferred method is to allow the water to evaporate and to
recycle the hardened concrete. Full service companies may provide dewatering services and
should dispose of wastewater properly. Concrete wash water can be highly polluted. It should
not be discharged to any surface water, storm sewer system, or allowed to infiltrate into the
ground in the vicinity of waterbodies. Washwater should not be discharged to a sanitary sewer
system without first receiving written permission from the system operator.
Establish Proper Equipment/Vehicle Fueling and Maintenance Practices. Create a clearly
designated on-site fueling and maintenance area that is clean and dry. The on-site fueling area should
have a spill kit, and staff should know how to use it. If possible, conduct vehicle fueling and
maintenance activities in a covered area. Consider the following practices to help prevent the
discharge of pollutants to stormwater from equipment/vehicle fueling and maintenance. Include the
locations of designated fueling and maintenance areas and inspection and maintenance procedures in
the SWMP.
o Train employees and subcontractors in proper fueling procedures (stay with vehicles during
fueling, proper use of pumps, emergency shutoff valves, etc.).
o Inspect on-site vehicles and equipment regularly for leaks, equipment damage, and other service
problems.
o Clearly designate vehicle/equipment service areas away from drainage facilities and watercourses
to prevent stormwater run-on and runoff.
o Use drip pans, drip cloths, or absorbent pads when replacing spent fluids.
o Collect all spent fluids, store in appropriate labeled containers in the proper storage areas, and
recycle fluids whenever possible.
Control Equipment/Vehicle Washing and Allowable Non-Stormwater Discharges. Implement
practices to prevent contamination of surface and groundwater from equipment and vehicle wash
water. Representative practices include:
o Educate employees and subcontractors on proper washing procedures.
o Use off-site washing facilities, when available.
o Clearly mark the washing areas and inform workers that all washing must occur in this area.
o Contain wash water and treat it using BMPs. Infiltrate washwater when possible, but maintain
separation from drainage paths and waterbodies.
Good Housekeeping Practices (GH) MM-3
November 2010 Urban Drainage and Flood Control District GH-5
Urban Storm Drainage Criteria Manual Volume 3
o Use high-pressure water spray at vehicle washing facilities without detergents. Water alone can
remove most dirt adequately.
o Do not conduct other activities, such as vehicle repairs, in the wash area.
o Include the location of the washing facilities and the inspection and maintenance procedures in
the SWMP.
Develop a Spill Prevention and Response Plan. Spill prevention and response procedures must be
identified in the SWMP. Representative procedures include identifying ways to reduce the chance of
spills, stop the source of spills, contain and clean up spills, dispose of materials contaminated by
spills, and train personnel responsible for spill prevention and response. The plan should also specify
material handling procedures and storage requirements and ensure that clear and concise spill cleanup
procedures are provided and posted for areas in which spills may potentially occur. When developing
a spill prevention plan, include the following:
o Note the locations of chemical storage areas, storm drains, tributary drainage areas, surface
waterbodies on or near the site, and measures to stop spills from leaving the site.
o Provide proper handling and safety procedures for each type of waste. Keep Material Safety Data
Sheets (MSDSs) for chemical used on site with the SWMP.
o Establish an education program for employees and subcontractors on the potential hazards to
humans and the environment from spills and leaks.
o Specify how to notify appropriate authorities, such as police and fire departments, hospitals, or
municipal sewage treatment facilities to request assistance. Emergency procedures and contact
numbers should be provided in the SWMP and posted at storage locations.
o Describe the procedures, equipment and materials for immediate cleanup of spills and proper
disposal.
o Identify personnel responsible for implementing the plan in the event of a spill. Update the spill
prevention plan and clean up materials as changes occur to the types of chemicals stored and used
at the facility.
MM-3 Good Housekeeping Practices (GH)
GH-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Spill Prevention, Control, and Countermeasure (SPCC) Plan
Construction sites may be subject to 40 CFR Part 112 regulations that require the preparation and
implementation of a SPCC Plan to prevent oil spills from aboveground and underground storage tanks.
The facility is subject to this rule if it is a non-transportation-related facility that:
Has a total storage capacity greater than 1,320 gallons or a completely buried storage capacity
greater than 42,000 gallons.
Could reasonably be expected to discharge oil in quantities that may be harmful to navigable waters
of the United States and adjoining shorelines.
Furthermore, if the facility is subject to 40 CFR Part 112, the SWMP should reference the SPCC Plan.
To find out more about SPCC Plans, see EPA's website on SPPC at www.epa.gov/oilspill/spcc.htm.
Reporting Oil Spills
In the event of an oil spill, contact the National Response Center toll free at 1-800-424- 8802 for
assistance, or for more details, visit their website: www.nrc.uscg.mil.
Maintenance and Removal
Effective implementation of good housekeeping practices is dependent on clear designation of personnel
responsible for supervising and implementing good housekeeping programs, such as site cleanup and
disposal of trash and debris, hazardous material management and disposal, vehicle and equipment
maintenance, and other practices. Emergency response "drills" may aid in emergency preparedness.
Checklists may be helpful in good housekeeping efforts.
Staging and storage areas require permanent stabilization when the areas are no longer being used for
construction-related activities.
Construction-related materials, debris and waste must be removed from the construction site once
construction is complete.
Design Details
See the following Fact Sheets for related Design Details:
MM-1 Concrete Washout Area
MM-2 Stockpile Management
SM-4 Vehicle Tracking Control
Design details are not necessary for other good housekeeping practices; however, be sure to designate
where specific practices will occur on the appropriate construction drawings.
Silt Fence (SF) SC-1
November 2010 Urban Drainage and Flood Control District SF-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SF-1. Silt fence creates a sediment barrier, forcing
sheet flow runoff to evaporate or infiltrate.
Description
A silt fence is a woven geotextile fabric
attached to wooden posts and trenched
into the ground. It is designed as a
sediment barrier to intercept sheet flow
runoff from disturbed areas.
Appropriate Uses
A silt fence can be used where runoff is
conveyed from a disturbed area as sheet
flow. Silt fence is not designed to
receive concentrated flow or to be used
as a filter fabric. Typical uses include:
Down slope of a disturbed area to
accept sheet flow.
Along the perimeter of a receiving
water such as a stream, pond or
wetland.
At the perimeter of a construction site.
Design and Installation
Silt fence should be installed along the contour of slopes so that it intercepts sheet flow. The maximum
recommended tributary drainage area per 100 lineal feet of silt fence, installed along the contour, is
approximately 0.25 acres with a disturbed slope length of up to 150 feet and a tributary slope gradient no
steeper than 3:1. Longer and steeper slopes require additional measures. This recommendation only
applies to silt fence installed along the contour. Silt fence installed for other uses, such as perimeter
control, should be installed in a way that will not produce concentrated flows. For example, a "J-hook"
installation may be appropriate to force runoff to pond and evaporate or infiltrate in multiple areas rather
than concentrate and cause erosive conditions parallel to the silt fence.
See Detail SF-1 for proper silt fence installation, which involves proper trenching, staking, securing the
fabric to the stakes, and backfilling the silt fence. Properly installed silt fence should not be easily pulled
out by hand and there should be no gaps between the ground and the fabric.
Silt fence must meet the minimum allowable strength requirements, depth of installation requirement, and
other specifications in the design details. Improper installation
of silt fence is a common reason for silt fence failure; however,
when properly installed and used for the appropriate purposes, it
can be highly effective.
Silt Fence
Functions
Erosion Control No
Sediment Control Yes
Site/Material Management No
SC-1 Silt Fence (SF)
SF-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Photograph SF-2. When silt fence is not installed along
the contour, a "J-hook" installation may be appropriate
to ensure that the BMP does not create concentrated
flow parallel to the silt fence. Photo courtesy of Tom
Gore.
Maintenance and Removal
Inspection of silt fence includes observing the
material for tears or holes and checking for slumping
fence and undercut areas bypassing flows. Repair of
silt fence typically involves replacing the damaged
section with a new section. Sediment accumulated
behind silt fence should be removed, as needed to
maintain BMP effectiveness, typically before it
reaches a depth of 6 inches.
Silt fence may be removed when the upstream area
has reached final stabilization.
Silt Fence (SF) SC-1
November 2010 Urban Drainage and Flood Control District SF-3
Urban Storm Drainage Criteria Manual Volume 3
SC-1 Silt Fence (SF)
SF-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL) SC-2
November 2010 Urban Drainage and Flood Control District SCL-1
Urban Storm Drainage Criteria Manual Volume 3
Photographs SCL-1 and SCL-2. Sediment control logs used as 1) a
perimeter control around a soil stockpile; and, 2) as a "J-hook"
perimeter control at the corner of a construction site.
Description
A sediment control log is a linear roll
made of natural materials such as
straw, coconut fiber, or other fibrous
material trenched into the ground and
held with a wooden stake. Sediment
control logs are also often referred to
as "straw wattles." They are used as a
sediment barrier to intercept sheet flow
runoff from disturbed areas.
Appropriate Uses
Sediment control logs can be used in
the following applications to trap
sediment:
As perimeter control for stockpiles
and the site.
As part of inlet protection designs.
As check dams in small drainage
ditches. (Sediment control logs
are not intended for use in
channels with high flow
velocities.)
On disturbed slopes to shorten flow
lengths (as an erosion control).
As part of multi-layered perimeter control along a receiving water such as a stream, pond or wetland.
Sediment control logs work well in combination with other layers of erosion and sediment controls.
Design and Installation
Sediment control logs should be installed along the contour to avoid concentrating flows. The maximum
allowable tributary drainage area per 100 lineal feet of sediment control log, installed along the contour, is
approximately 0.25 acres with a disturbed slope length of up to 150 feet and a tributary slope gradient no
steeper than 3:1. Longer and steeper slopes require additional measures. This recommendation only
applies to sediment control logs installed along the contour. When installed for other uses, such as
perimeter control, it should be installed in a way that will not
produce concentrated flows. For example, a "J-hook"
installation may be appropriate to force runoff to pond and
evaporate or infiltrate in multiple areas rather than concentrate
and cause erosive conditions parallel to the BMP.
Sediment Control Log
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Management No
SC-2 Sediment Control Log (SCL)
SCL-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Although sediment control logs initially allow runoff to flow through the BMP, they can quickly become
a barrier and should be installed is if they are impermeable.
Design details and notes for sediment control logs are provided in Detail SCL-1. Sediment logs must be
properly trenched and staked into the ground to prevent undercutting, bypassing and displacement. When
installed on slopes, sediment control logs should be installed along the contours (i.e., perpendicular to
flow).
Improper installation can lead to poor performance. Be sure that sediment control logs are properly
trenched, anchored and tightly jointed.
Maintenance and Removal
Be aware that sediment control logs will eventually degrade. Remove accumulated sediment before the
depth is one-half the height of the sediment log and repair damage to the sediment log, typically by
replacing the damaged section.
Once the upstream area is stabilized, remove and properly dispose of the logs. Areas disturbed beneath
the logs may need to be seeded and mulched. Sediment control logs that are biodegradable may
occasionally be left in place (e.g., when logs are used in conjunction with erosion control blankets as
permanent slope breaks). However, removal of sediment control logs after final stabilization is typically
recommended when used in perimeter control, inlet protection and check dam applications.
Sediment Control Log (SCL) SC-2
November 2010 Urban Drainage and Flood Control District SCL-3
Urban Storm Drainage Criteria Manual Volume 3
SC-2 Sediment Control Log (SCL)
SCL-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL) SC-2
November 2010 Urban Drainage and Flood Control District SCL-5
Urban Storm Drainage Criteria Manual Volume 3
Brush Barrier (BB) SC-4
November 2010 Urban Drainage and Flood Control District BB-1
Urban Storm Drainage Criteria Manual Volume 3
Description
A brush barrier is a perimeter sediment
control constructed with stacked shrubs,
tree limbs, and bushy vegetation that has
been cleared from a construction area.
Brush barriers reduce sediment loads by
intercepting and slowing sheet flow
from disturbed areas.
Appropriate Uses
A brush barrier is an appropriate BMP at
sites where there is adequate brush from
the clearing and grubbing of the
construction site to construct an
effective brush barrier. Brush barriers
are typically used at the toe of slopes and
should be implemented in combination
with other BMPs such as surface
roughening and reseeding. Brush barriers should be considered short-term, supplemental BMPs because
they are constructed of materials that naturally decompose. Brush barriers are not acceptable as a sole
means of perimeter control, but they may be used internally within a site to reduce slope length or at the
site perimeter in combination with other perimeter control BMPs for multi-layered protection.
Brush barriers are not appropriate for high-velocity flow areas. A large amount of material is needed to
construct a useful brush barrier; therefore, alternative perimeter controls such as a fabric silt fence may be
more appropriate for sites with little material from clearing.
Design and Installation
The drainage area for brush barriers should be no greater than 0.25 acre per 100 feet of barrier length.
Additionally, the drainage slope leading down to a brush barrier must be no greater than 3:1 and no longer
than 150 feet.
To construct an effective brush barrier, use only small shrubs and limbs with diameters of 6 inches or less.
Larger materials (such as a tree stump) can create void spaces in the barrier, making it ineffective. The
brush barrier mound should be at least 3 feet high and 5 feet wide at its base.
In order to avoid significant movement of the brush and improve effectiveness, a filter fabric can be
placed over the top of the brush pile, keyed in on the upstream side, and anchored on the downstream
side. On the upgradient side, the filter fabric cover should be
buried in a trench 4 inches deep and 6 inches wide.
Brush Barrier
Functions
Erosion Control Moderate
Sediment Control Moderate
Site/Material
No
Photograph BB-1. Brush barrier constructed with chipped wood.
Photo courtesy of EPA.
SC-4 Brush Barrier (BB)
BB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Maintenance and Removal
Inspect the brush barrier for voids where concentrated flow or erosion is occurring. Voids in the brush
barrier should be filled with additional brush. Accumulated sediment should be removed from the uphill
side of the barrier when sediment height reaches one-third of the height of the barrier.
If filter fabric is used, inspect the filter fabric for damage; replace and properly secure it, as needed.
Once the upstream area has been vegetated or stabilized, the brush barrier should be removed and the
underlying area revegetated.
Rock Sock (RS) SC-5
November 2010 Urban Drainage and Flood Control District RS-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph RS-1. Rock socks placed at regular intervals in a curb
line can help reduce sediment loading to storm sewer inlets. Rock
socks can also be used as perimeter controls.
Description
A rock sock is constructed of gravel
that has been wrapped by wire mesh or
a geotextile to form an elongated
cylindrical filter. Rock socks are
typically used either as a perimeter
control or as part of inlet protection.
When placed at angles in the curb line,
rock socks are typically referred to as
curb socks. Rock socks are intended to
trap sediment from stormwater runoff
that flows onto roadways as a result of
construction activities.
Appropriate Uses
Rock socks can be used at the perimeter
of a disturbed area to control localized
sediment loading. A benefit of rock
socks as opposed to other perimeter controls is that they do not have to be trenched or staked into the
ground; therefore, they are often used on roadway construction projects where paved surfaces are present.
Use rock socks in inlet protection applications when the construction of a roadway is substantially
complete and the roadway has been directly connected to a receiving storm system.
Design and Installation
When rock socks are used as perimeter controls, the maximum recommended tributary drainage area per
100 lineal feet of rock socks is approximately 0.25 acres with disturbed slope length of up to 150 feet and
a tributary slope gradient no steeper than 3:1. A rock sock design detail and notes are provided in Detail
RS-1. Also see the Inlet Protection Fact Sheet for design and installation guidance when rock socks are
used for inlet protection and in the curb line.
When placed in the gutter adjacent to a curb, rock socks should protrude no more than two feet from the
curb in order for traffic to pass safely. If located in a high traffic area, place construction markers to alert
drivers and street maintenance workers of their presence.
Maintenance and Removal
Rock socks are susceptible to displacement and breaking due to vehicle traffic. Inspect rock socks for
damage and repair or replace as necessary. Remove sediment by sweeping or vacuuming as needed to
maintain the functionality of the BMP, typically when sediment
has accumulated behind the rock sock to one-half of the sock's
height.
Once upstream stabilization is complete, rock socks and
accumulated sediment should be removed and properly disposed.
Rock Sock
Functions
Erosion Control No
Sediment Control Yes
Site/Material Management No
SC-5 Rock Sock (RS)
RS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rock Sock (RS) SC-5
November 2010 Urban Drainage and Flood Control District RS-3
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP) SC-6
November 2010 Urban Drainage and Flood Control District IP-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph IP-1. Inlet protection for a curb opening inlet.
Description
Inlet protection consists of permeable
barriers installed around an inlet to
filter runoff and remove sediment prior
to entering a storm drain inlet. Inlet
protection can be constructed from rock
socks, sediment control logs, silt fence,
block and rock socks, or other materials
approved by the local jurisdiction.
Area inlets can also be protected by
over-excavating around the inlet to
form a sediment trap.
Appropriate Uses
Install protection at storm sewer inlets
that are operable during construction.
Consider the potential for tracked-out
sediment or temporary stockpile areas to contribute sediment to inlets when determining which inlets
must be protected. This may include inlets in the general proximity of the construction area, not limited
to downgradient inlets. Inlet protection is not
Design and Installation
a stand-alone BMP and should be used in conjunction with
other upgradient BMPs.
To function effectively, inlet protection measures must be installed to ensure that flows do not bypass the
inlet protection and enter the storm drain without treatment. However, designs must also enable the inlet
to function without completely blocking flows into the inlet in a manner that causes localized flooding.
When selecting the type of inlet protection, consider factors such as type of inlet (e.g., curb or area, sump
or on-grade conditions), traffic, anticipated flows, ability to secure the BMP properly, safety and other
site-specific conditions. For example, block and rock socks will be better suited to a curb and gutter
along a roadway, as opposed to silt fence or sediment control logs, which cannot be properly secured in a
curb and gutter setting, but are effective area inlet protection measures.
Several inlet protection designs are provided in the Design Details. Additionally, a variety of proprietary
products are available for inlet protection that may be approved for use by local governments. If
proprietary products are used, design details and installation procedures from the manufacturer must be
followed. Regardless of the type of inlet protection selected, inlet protection is most effective when
combined with other BMPs such as curb socks and check dams. Inlet protection is often the last barrier
before runoff enters the storm sewer or receiving water.
Design details with notes are provided for these forms of inlet
protection:
IP-1. Block and Rock Sock Inlet Protection for Sump or On-grade
Inlets
IP-2. Curb (Rock) Socks Upstream of Inlet Protection, On-grade
Inlets
Inlet Protection
(various forms)
Functions
Erosion Control No
Sediment Control Yes
Site/Material Management No
SC-6 Inlet Protection (IP)
IP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
IP-3. Rock Sock Inlet Protection for Sump/Area Inlet
IP-4. Silt Fence Inlet Protection for Sump/Area Inlet
IP-5. Over-excavation Inlet Protection
IP-6. Straw Bale Inlet Protection for Sump/Area Inlet
CIP-1. Culvert Inlet Protection
Propriety inlet protection devices should be installed in accordance with manufacturer specifications.
More information is provided below on selecting inlet protection for sump and on-grade locations.
Inlets Located in a Sump
When applying inlet protection in sump conditions, it is important that the inlet continue to function
during larger runoff events. For curb inlets, the maximum height of the protective barrier should be lower
than the top of the curb opening to allow overflow into the inlet during larger storms without excessive
localized flooding. If the inlet protection height is greater than the curb elevation, particularly if the filter
becomes clogged with sediment, runoff will not enter the inlet and may bypass it, possibly causing
localized flooding, public safety issues, and downstream erosion and damage from bypassed flows.
Area inlets located in a sump setting can be protected through the use of silt fence, concrete block and
rock socks (on paved surfaces), sediment control logs/straw wattles embedded in the adjacent soil and
stacked around the area inlet (on pervious surfaces), over-excavation around the inlet, and proprietary
products providing equivalent functions.
Inlets Located on a Slope
For curb and gutter inlets on paved sloping streets, block and rock sock inlet protection is recommended
in conjunction with curb socks in the gutter leading to the inlet. For inlets located along unpaved roads,
also see the Check Dam Fact Sheet.
Maintenance and Removal
Inspect inlet protection frequently. Inspection and maintenance guidance includes:
Inspect for tears that can result in sediment directly entering the inlet, as well as result in the contents
of the BMP (e.g., gravel) washing into the inlet.
Check for improper installation resulting in untreated flows bypassing the BMP and directly entering
the inlet or bypassing to an unprotected downstream inlet. For example, silt fence that has not been
properly trenched around the inlet can result in flows under the silt fence and directly into the inlet.
Look for displaced BMPs that are no longer protecting the inlet. Displacement may occur following
larger storm events that wash away or reposition the inlet protection. Traffic or equipment may also
crush or displace the BMP.
Monitor sediment accumulation upgradient of the inlet protection.
Inlet Protection (IP) SC-6
November 2010 Urban Drainage and Flood Control District IP-3
Urban Storm Drainage Criteria Manual Volume 3
Remove sediment accumulation from the area upstream of the inlet protection, as needed to maintain
BMP effectiveness, typically when it reaches no more than half the storage capacity of the inlet
protection. For silt fence, remove sediment when it accumulates to a depth of no more than 6 inches.
Remove sediment accumulation from the area upstream of the inlet protection as needed to maintain
the functionality of the BMP.
Propriety inlet protection devices should be inspected and maintained in accordance with
manufacturer specifications. If proprietary inlet insert devices are used, sediment should be removed
in a timely manner to prevent devices from breaking and spilling sediment into the storm drain.
Inlet protection must be removed and properly disposed of when the drainage area for the inlet has
reached final stabilization.
SC-6 Inlet Protection (IP)
IP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP) SC-6
November 2010 Urban Drainage and Flood Control District IP-5
Urban Storm Drainage Criteria Manual Volume 3
SC-6 Inlet Protection (IP)
IP-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP) SC-6
November 2010 Urban Drainage and Flood Control District IP-7
Urban Storm Drainage Criteria Manual Volume 3
Sediment Basin (SB) SC-7
November 2010 Urban Drainage and Flood Control District SB-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SB-1. Sediment basin at the toe of a slope. Photo
courtesy of WWE.
Description
A sediment basin is a temporary pond
built on a construction site to capture
eroded or disturbed soil transported in
storm runoff prior to discharge from the
site. Sediment basins are designed to
capture site runoff and slowly release it to
allow time for settling of sediment prior
to discharge. Sediment basins are often
constructed in locations that will later be
modified to serve as post-construction
stormwater basins.
Appropriate Uses
Most large construction sites (typically
greater than 2 acres) will require one or
more sediment basins for effective
management of construction site runoff. On linear construction projects, sediment basins may be
impractical; instead, sediment traps or other combinations of BMPs may be more appropriate.
Sediment basins should not be used as stand-alone sediment controls. Erosion and other sediment
controls should also be implemented upstream.
When feasible, the sediment basin should be installed in the same location where a permanent post-
construction detention pond will be located.
Design and Installation
The design procedure for a sediment basin includes these steps:
Basin Storage Volume: Provide a storage volume of at least 3,600 cubic feet per acre of drainage
area. To the extent practical, undisturbed and/or off-site areas should be diverted around sediment
basins to prevent “clean” runoff from mixing with runoff from disturbed areas. For undisturbed areas
(both on-site and off-site) that cannot be diverted around the sediment basin, provide a minimum of
500 ft3/acre of storage for undeveloped (but stable) off-site areas in addition to the 3,600 ft3/acre for
disturbed areas. For stable, developed areas that cannot be diverted around the sediment basin,
storage volume requirements are summarized in Table SB-1.
Basin Geometry: Design basin with a minimum length-to-width ratio of 2:1 (L:W). If this cannot be
achieved because of site space constraints, baffling may
be required to extend the effective distance between the
inflow point(s) and the outlet to minimize short-circuiting.
Dam Embankment: It is recommended that
embankment slopes be 4:1 (H:V) or flatter and no steeper
than 3:1 (H:V) in any location.
Sediment Basins
Functions
Erosion Control No
Sediment Control Yes
Site/Material Management No
SC-7 Sediment Basin (SB)
SB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Inflow Structure: For concentrated flow entering the basin, provide energy dissipation at the point
of inflow.
Table SB-1. Additional Volume Requirements for Undisturbed and Developed TributaryAreas
Draining through Sediment Basins
Imperviousness (%)
Additional Storage Volume (ft3)
Per Acre of Tributary Area
Undeveloped 500
10 800
20 1230
30 1600
40 2030
50 2470
60 2980
70 3560
80 4360
90 5300
100 6460
Outlet Works: The outlet pipe shall extend through the embankment at a minimum slope of 0.5
percent. Outlet works can be designed using one of the following approaches:
o Perforated Riser/Plate: Follow the design criteria for Full Spectrum Detention outlets in the
EDB BMP Fact Sheet provided in Chapter 4 of this manual for sizing of outlet perforations with
an emptying time of approximately 72 hours. In lieu of the well-screen trash rack, pack
uniformly sized 1½ - to 2-inch gravel in front of the plate. This gravel will need to be cleaned out
frequently during the construction period as sediment accumulates within it. The gravel pack will
need to be removed and disposed of following construction to reclaim the basin for use as a
permanent detention facility. If the basin will be used as a permanent extended detention basin
for the site, a well-screen trash rack will need to be installed once contributing drainage areas
have been stabilized and the gravel pack and accumulated sediment have been removed.
o Floating Skimmer: If a floating skimmer is used, install it using manufacturer’s
recommendations. Illustration SB-1 provides an illustration of a Faircloth Skimmer Floating
Outlet™, one of the more commonly used floating skimmer outlets. A skimmer should be
designed to release the design volume in no less than 48 hours. The use of a floating skimmer
outlet can increase the sediment capture efficiency of a basin significantly. A floating outlet
continually decants cleanest water off the surface of the pond and releases cleaner water than
would discharge from a perforated riser pipe or plate.
Sediment Basin (SB) SC-7
November 2010 Urban Drainage and Flood Control District SB-3
Urban Storm Drainage Criteria Manual Volume 3
Illustration SB-1. Outlet structure for a temporary sediment basin - Faircloth Skimmer Floating Outlet. Illustration courtesy
of J. W. Faircloth & Sons, Inc., FairclothSkimmer.com.
o Outlet Protection: Outlet protection should be provided where the velocity of flow will exceed
the maximum permissible velocity of the material of the waterway into which discharge occurs.
This may require the use of a riprap apron at the outlet location and/or other measures to keep the
waterway from eroding.
o Emergency Spillway: Provide a stabilized emergency overflow spillway for rainstorms that
exceed the capacity of the sediment basin volume and its outlet. Protect basin embankments from
erosion and overtopping. If the sediment basin will be converted to a permanent detention basin,
design and construct the emergency spillway(s) as required for the permanent facility. If the
sediment basin will not become a permanent detention basin, it may be possible to substitute a
heavy polyvinyl membrane or properly bedded rock cover to line the spillway and downstream
embankment, depending on the height, slope, and width of the embankments.
Maintenance and Removal
Maintenance activities include the following:
• Dredge sediment from the basin, as needed to maintain BMP effectiveness, typically when the design
storage volume is no more than one-third filled with sediment.
• Inspect the sediment basin embankments for stability and seepage.
• Inspect the inlet and outlet of the basin, repair damage, and remove debris. Remove, clean and
replace the gravel around the outlet on a regular basis to remove the accumulated sediment within it
and keep the outlet functioning.
• Be aware that removal of a sediment basin may require dewatering and associated permit
requirements.
• Do not remove a sediment basin until the upstream area has been stabilized with vegetation.
SC-7 Sediment Basin (SB)
SB-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Final disposition of the sediment basin depends on whether the basin will be converted to a permanent
post-construction stormwater basin or whether the basin area will be returned to grade. For basins being
converted to permanent detention basins, remove accumulated sediment and reconfigure the basin and
outlet to meet the requirements of the final design for the detention facility. If the sediment basin is not to
be used as a permanent detention facility, fill the excavated area with soil and stabilize with vegetation.
Sediment Basin (SB) SC-7
November 2010 Urban Drainage and Flood Control District SB-5
Urban Storm Drainage Criteria Manual Volume 3
SC-7 Sediment Basin (SB)
SB-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Basin (SB) SC-7
November 2010 Urban Drainage and Flood Control District SB-7
Urban Storm Drainage Criteria Manual Volume 3
Sediment Trap (ST) SC-8
November 2010 Urban Drainage and Flood Control District ST-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph ST-1. Sediment traps are used to collect sediment-laden
runoff from disturbed area. Photo courtesy of EPA Menu of BMPs.
Description
Sediment traps are formed by excavating
an area or by placing an earthen
embankment across a low area or
drainage swale. Sediment traps are
designed to capture drainage from
disturbed areas less than one acre and
allow settling of sediment.
Appropriate Uses
Sediment traps can be used in
combination with other layers of erosion
and sediment controls to trap sediment
from small drainage areas (less than one
acre) or areas with localized high sediment loading. For example, sediment traps are often provided in
conjunction with vehicle tracking controls and wheel wash facilities.
Design and Installation
A sediment trap consists of a small excavated basin with an earthen berm and a riprap outlet. The berm
of the sediment trap may be constructed from the excavated material and must be compacted to
95 percent of the maximum density in accordance with ASTM D698. An overflow outlet must be
provided at an elevation at least 6 inches below the top of the berm. See Detail ST-1 for additional design
and installation information.
Maintenance and Removal
Inspect the sediment trap embankments for stability and seepage.
Remove accumulated sediment as needed to maintain the effectiveness of the sediment trap, typically
when the sediment depth is approximately one-half the height of the outflow embankment.
Inspect the outlet for debris and damage. Repair damage to the outlet, and remove all obstructions.
A sediment trap should not be removed until the upstream area is sufficiently stabilized. Upon removal of
the trap, the disturbed area should be covered with topsoil and stabilized.
Sediment Trap
Functions
Erosion Control No
Sediment Control Yes
Site/Material Management No
SC-8 Sediment Trap (ST)
ST-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Trap (ST) SC-8
November 2010 Urban Drainage and Flood Control District ST-3
Urban Storm Drainage Criteria Manual Volume 3
Vegetated Buffers (VB) SC-9
November 2010 Urban Drainage and Flood Control District VB-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph VB-1. A vegetated buffer is maintained between the
area of active construction and the drainage swale. Photo courtesy
of WWE.
Description
Buffer strips of preserved natural
vegetation or grass help protect
waterways and wetlands from land
disturbing activities. Vegetated buffers
improve stormwater runoff quality by
straining sediment, promoting
infiltration, and slowing runoff
velocities.
Appropriate Uses
Vegetated buffers can be used to
separate land disturbing activities and
natural surface waters or conveyances.
In many jurisdictions, local governments
require some type of setback from natural waterways. Concentrated flow should not be directed through
a buffer; instead, runoff should be in the form of sheet flow. Vegetated buffers are typically used in
combination with other perimeter control BMPs such as sediment control logs or silt fence for multi-
layered protection.
Design and Installation
Minimum buffer widths may vary based on local regulations. Clearly delineate the boundary of the
natural buffer area using construction fencing, silt fence, or a comparable technique. In areas that have
been cleared and graded, vegetated buffers such as sod can also be installed to create or restore a
vegetated buffer around the perimeter of the site.
Maintenance and Removal
Inspect buffer areas for signs of erosion such as gullies or rills. Stabilize eroding areas, as needed. If
erosion is due to concentrated flow conditions, it may be necessary to install a level spreader or other
technique to restore sheet flow conditions. Inspect perimeter controls delineating the vegetative buffer
and repair or replace as needed.
Vegetated Buffers
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Management Yes
Chemical Treatment (CT) SC-10
November 2010 Urban Drainage and Flood Control District CT-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph CT-1. Proprietary chemical treatment system being
used on a construction site with sensitive receiving waters. Photo
courtesy of WWE.
Description
Chemical treatment for erosion and
sediment control can take several forms:
1. Applying chemicals to disturbed
surfaces to reduce erosion (these uses
are discussed in the Soil Binders Fact
Sheet).
2. Adding flocculants to sedimentation
ponds or tanks to enhance sediment
removal prior.
3. Using proprietary barriers or flow-
through devices containing flocculants
(e.g., "floc logs").
The use of flocculants as described in No. 2 and No. 3 above will likely require special permitting.
Check with the state permitting agency. See the Soil Binder BMP Fact Sheet for information on
surface application of chemical treatments, as described in No. 1.
Appropriate Uses
At sites with fine-grained materials such as clays, chemical addition to sedimentation ponds or tanks can
enhance settling of suspended materials through flocculation.
Prior to selecting and using chemical treatments, it is important to check state and local permit
requirements related to their use.
Design and Installation
Due to variations among proprietary chemical treatment methods, design details are not provided for this
BMP. Chemical feed systems for sedimentation ponds, settling tanks and dewatering bags should be
installed and operated in accordance with manufacturer's recommendations and applicable regulations.
Alum and chitosan are two common chemicals used as flocculants. Because the potential long-term
impact of these chemicals to natural drainageways is not yet fully understood, the state does not currently
allow chemical addition under the CDPS General Stormwater Construction Discharge Permit. Additional
permitting may be necessary, which may include sampling requirements and numeric discharge limits.
Any devices or barriers containing chemicals should be installed following manufacturer's guidelines.
Check for state and local jurisdiction usage restrictions and requirements before including these practices
in the SWMP and implementing them onsite.
Chemical Treatment
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Management No
SC-10 Chemical Treatment (CT)
CT-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Maintenance and Removal
Chemical feed systems for sedimentation ponds or tanks should be maintained in accordance with
manufacturer's recommendations and removed when the systems are no longer being used. Accumulated
sediment should be dried and disposed of either at a landfill or in accordance with applicable regulations.
Barriers and devices containing chemicals should be removed and replaced when tears or other damage to
the devices are observed. These barriers should be removed and properly disposed of when the site has
been stabilized.
Construction Phasing/Sequencing (CP) SM-1
November 2010 Urban Drainage and Flood Control District CP-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph CP-1. Construction phasing to avoid disturbing the
entire area at one time. Photo courtesy of WWE.
Description
Effective construction site management
to minimize erosion and sediment
transport includes attention to
construction phasing, scheduling, and
sequencing of land disturbing activities.
On most construction projects, erosion
and sediment controls will need to be
adjusted as the project progresses and
should be documented in the SWMP.
Construction phasing refers to
disturbing only part of a site at a time to
limit the potential for erosion from
dormant parts of a site. Grading
activities and construction are completed
and soils are effectively stabilized on one
part of a site before grading and
construction begins on another portion of the site.
Construction sequencing or scheduling refers to a specified work schedule that coordinates the timing of
land disturbing activities and the installation of erosion and sediment control practices.
Appropriate Uses
All construction projects can benefit from upfront planning to phase and sequence construction activities
to minimize the extent and duration of disturbance. Larger projects and linear construction projects may
benefit most from construction sequencing or phasing, but even small projects can benefit from
construction sequencing that minimizes the duration of disturbance.
Typically, erosion and sediment controls needed at a site will change as a site progresses through the
major phases of construction. Erosion and sediment control practices corresponding to each phase of
construction must be documented in the SWMP.
Design and Installation
BMPs appropriate to the major phases of development should be identified on construction drawings. In
some cases, it will be necessary to provide several drawings showing construction-phase BMPs placed
according to stages of development (e.g., clearing and grading, utility installation, active construction,
final stabilization). Some municipalities in the Denver area set maximum sizes for disturbed area
associated with phases of a construction project. Additionally, requirements for phased construction
drawings vary among local governments within the UDFCD boundary. Some local governments require
separate erosion and sediment control drawings for initial
BMPs, interim conditions (in active construction), and final
stabilization.
Construction Scheduling
Functions
Erosion Control Moderate
Sediment Control Moderate
Site/Material Management Yes
SM-1 Construction Phasing/Sequencing (CP)
CP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Typical construction phasing BMPs include:
Limit the amount of disturbed area at any given time on a site to the extent practical. For example, a
100-acre subdivision might be constructed in five phases of 20 acres each.
If there is carryover of stockpiled material from one phase to the next, position carryover material in a
location easily accessible for the pending phase that will not require disturbance of stabilized areas to
access the stockpile. Particularly with regard to efforts to balance cut and fill at a site, careful
planning for location of stockpiles is important.
Typical construction sequencing BMPs include:
Sequence construction activities to minimize duration of soil disturbance and exposure. For example,
when multiple utilities will occupy the same trench, schedule installation so that the trench does not
have to be closed and opened multiple times.
Schedule site stabilization activities (e.g., landscaping, seeding and mulching, installation of erosion
control blankets) as soon as feasible following grading.
Install initial erosion and sediment control practices before construction begins. Promptly install
additional BMPs for inlet protection, stabilization, etc., as construction activities are completed.
Table CP-1 provides typical sequencing of construction activities and associated BMPs.
Maintenance and Removal
When the construction schedule is altered, erosion and sediment control measures in the SWMP and
construction drawings should be appropriately adjusted to reflect actual "on the ground" conditions at the
construction site. Be aware that changes in construction schedules can have significant implications for
site stabilization, particularly with regard to establishment of vegetative cover.
Construction Phasing/Sequencing (CP) SM-1
November 2010 Urban Drainage and Flood Control District CP-3
Urban Storm Drainage Criteria Manual Volume 3
Table CP -1. Typical Phased BMP Installation for Construction Projects
Project
Phase BMPs
Pre-
disturbance,
Site Access
Install sediment controls downgradient of access point (on paved streets this may consist
of inlet protection).
Establish vehicle tracking control at entrances to paved streets. Fence as needed.
Use construction fencing to define the boundaries of the project and limit access to areas of
the site that are not to be disturbed.
Note: it may be necessary to protect inlets in the general vicinity of the site, even if not
downgradient, if there is a possibility that sediment tracked from the site could contribute
to the inlets.
Site Clearing
and Grubbing
Install perimeter controls as needed on downgradient perimeter of site (silt fence, wattles,
etc).
Limit disturbance to those areas planned for disturbance and protect undisturbed areas
within the site (construction fence, flagging, etc).
Preserve vegetative buffer at site perimeter.
Create stabilized staging area.
Locate portable toilets on flat surfaces away from drainage paths. Stake in areas
susceptible to high winds.
Construct concrete washout area and provide signage.
Establish waste disposal areas.
Install sediment basins.
Create dirt perimeter berms and/or brush barriers during grubbing and clearing.
Separate and stockpile topsoil, leave roughened and/or cover.
Protect stockpiles with perimeter control BMPs. Stockpiles should be located away from
drainage paths and should be accessed from the upgradient side so that perimeter controls
can remain in place on the downgradient side. Use erosion control blankets, temporary
seeding, and/or mulch for stockpiles that will be inactive for an extended period.
Leave disturbed area of site in a roughened condition to limit erosion. Consider temporary
revegetation for areas of the site that have been disturbed but that will be inactive for an
extended period.
Water to minimize dust but not to the point that watering creates runoff.
SM-1 Construction Phasing/Sequencing (CP)
CP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Project
Phase BMPs
Utility And
Infrastructure
Installation
In Addition to the Above BMPs:
Close trench as soon as possible (generally at the end of the day).
Use rough-cut street control or apply road base for streets that will not be promptly paved.
Provide inlet protection as streets are paved and inlets are constructed.
Protect and repair BMPs, as necessary.
Perform street sweeping as needed.
Building
Construction
In Addition to the Above BMPs:
Implement materials management and good housekeeping practices for home building
activities.
Use perimeter controls for temporary stockpiles from foundation excavations.
For lots adjacent to streets, lot-line perimeter controls may be necessary at the back of
curb.
Final Grading
In Addition to the Above BMPs:
Remove excess or waste materials.
Remove stored materials.
Final
Stabilization
In Addition to the Above BMPs:
Seed and mulch/tackify.
Seed and install blankets on steep slopes.
Remove all temporary BMPs when site has reached final stabilization.
Protection of Existing Vegetation (PV) SM-2
November 2010 Urban Drainage and Flood Control District PV-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph PV-1. Protection of existing vegetation and a sensitive
area. Photo courtesy of CDOT.
Description
Protection of existing vegetation on a
construction site can be accomplished
through installation of a construction
fence around the area requiring protection.
In cases where upgradient areas are
disturbed, it may also be necessary to
install perimeter controls to minimize
sediment loading to sensitive areas such as
wetlands. Existing vegetation may be
designated for protection to maintain a
stable surface cover as part of construction
phasing, or vegetation may be protected in
areas designated to remain in natural
condition under post-development
conditions (e.g., wetlands, mature trees,
riparian areas, open space).
Appropriate Uses
Existing vegetation should be preserved for the maximum practical duration on a construction site
through the use of effective construction phasing. Preserving vegetation helps to minimize erosion and
can reduce revegetation costs following construction.
Protection of wetland areas is required under the Clean Water Act, unless a permit has been obtained from
the U.S. Army Corps of Engineers (USACE) allowing impacts in limited areas.
If trees are to be protected as part of post-development landscaping, care must be taken to avoid several
types of damage, some of which may not be apparent at the time of injury. Potential sources of injury
include soil compaction during grading or due to construction traffic, direct equipment-related injury such
as bark removal, branch breakage, surface grading and trenching, and soil cut and fill. In order to
minimize injuries that may lead to immediate or later death of the tree, tree protection zones should be
developed during site design, implemented at the beginning of a construction project, as well as continued
during active construction.
Design and Installation
General
Once an area has been designated as a preservation area, there should be no construction activity allowed
within a set distance of the area. Clearly mark the area with construction fencing. Do not allow
stockpiles, equipment, trailers or parking within the
protected area. Guidelines to protect various types of
existing vegetation follow.
Protection of Existing Vegetation
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management Yes
SM-2 Protection of Existing Vegetation (PV)
PV-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Surface Cover During Phased Construction
Install construction fencing or other perimeter controls around areas to be protected from clearing and
grading as part of construction phasing.
Maintaining surface cover on steep slopes for the maximum practical duration during construction is
recommended.
Open Space Preservation
Where natural open space areas will be preserved as part of a development, it is important to install
construction fencing around these areas to protect them from compaction. This is particularly important
when areas with soils with high infiltration rates are preserved as part of LID designs. Preserved open
space areas should not be used for staging and equipment storage.
Wetlands and Riparian Areas
Install a construction fence around the perimeter of the wetland or riparian (streamside vegetation) area to
prevent access by equipment. In areas downgradient of disturbed areas, install a perimeter control such as
silt fence, sediment control logs, or similar measure to minimize sediment loading to the wetland.
Tree Protection 1
Before beginning construction operations, establish a tree protection zone around trees to be
preserved by installing construction fences. Allow enough space from the trunk to protect the root
zone from soil compaction and mechanical damage, and the branches from mechanical damage (see
Table PV-1). If low branches will be kept, place the fence outside of the drip line. Where this is not
possible, place fencing as far away from the trunk as possible. In order to maintain a healthy tree, be
aware that about 60 percent of the tree's root zone extends beyond the drip line.
Table PV-1
Guidelines for Determining the Tree Protection Zone
(Source: Matheny and Clark, 1998; as cited in GreenCO and WWE 2008)
Distance from Trunk (ft) per inch of DBH
Species Tolerance to Damage Young Mature Over mature
Good 0.5' 0.75' 1.0'
Moderate 0.75' 1.0' 1.25'
Poor 1.0' 1.25' 1.5'
Notes: DBH = diameter at breast height (4.5 ft above grade); Young = <20% of
life expectancy; Mature = 20%-80% of life expectancy; Over mature =>80% of
life expectancy
Most tree roots grow within the top 12 to 18 inches of soil. Grade changes within the tree protection
zone should be avoided where possible because seemingly minor grade changes can either smother
1 Tree Protection guidelines adapted from GreenCO and WWE (2008). Green Industry Best Management Practices (BMPs) for
the Conservation and Protection of Water Resources in Colorado: Moving Toward Sustainability, Third Release. See
www.greenco.org for more detailed guidance on tree preservation.
Protection of Existing Vegetation (PV) SM-2
November 2010 Urban Drainage and Flood Control District PV-3
Urban Storm Drainage Criteria Manual Volume 3
roots (in fill situations) or damage roots (in cut situations). Consider small walls where needed to
avoid grade changes in the tree protection zone.
Place and maintain a layer of mulch 4 to 6-inch thick from the tree trunk to the fencing, keeping a
6-inch space between the mulch and the trunk. Mulch helps to preserve moisture and decrease soil
compaction if construction traffic is unavoidable. When planting operations are completed, the mulch
may be reused throughout planting areas.
Limit access, if needed at all, and appoint one route as the main entrance and exit to the tree
protection zone. Within the tree protection zone, do not allow any equipment to be stored, chemicals
to be dumped, or construction activities to take place except fine grading, irrigation system
installation, and planting operations. These activities should be conducted in consultation with a
landscaping professional, following Green Industry BMPs.
Be aware that soil compaction can cause extreme damage to tree health that may appear gradually
over a period of years. Soil compaction is easier to prevent than repair.
Maintenance and Removal
Repair or replace damaged or displaced fencing or other protective barriers around the vegetated area.
If damage occurs to a tree, consult an arborist for guidance on how to care for the tree. If a tree in a
designated preservation area is damaged beyond repair, remove and replace with a 2-inch diameter tree of
the same or similar species.
Construction equipment must not enter a wetland area, except as permitted by the U.S. Army Corps of
Engineers (USACE). Inadvertent placement of fill in a wetland is a 404 permit violation and will require
notification of the USACE.
If damage to vegetation occurs in a protected area, reseed the area with the same or similar species,
following the recommendations in the USDCM Revegetation chapter.
Construction Fence (CF) SM-3
November 2010 Urban Drainage and Flood Control District CF-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph CF-1. A construction fence helps delineate areas where
existing vegetation is being protected. Photo courtesy of Douglas
County.
Description
A construction fence restricts site access
to designated entrances and exits,
delineates construction site boundaries,
and keeps construction out of sensitive
areas such as natural areas to be
preserved as open space, wetlands and
riparian areas.
Appropriate Uses
A construction fence can be used to
delineate the site perimeter and locations
within the site where access is restricted
to protect natural resources such as
wetlands, waterbodies, trees, and other
natural areas of the site that should not be
disturbed.
If natural resource protection is an objective, then the construction fencing should be used in combination
with other perimeter control BMPs such as silt fence, sediment control logs or similar measures.
Design and Installation
Construction fencing may be chain link or plastic mesh and should be installed following manufacturer’s
recommendations. See Detail CF-1 for typical installations.
Do not place construction fencing in areas within work limits of machinery.
Maintenance and Removal
Inspect fences for damage; repair or replace as necessary.
Fencing should be tight and any areas with slumping or fallen posts should be reinstalled.
Fencing should be removed once construction is complete.
Construction Fence
Functions
Erosion Control No
Sediment Control No
Site/Material Management Yes
SM-3 Construction Fence (CF)
CF-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Construction Fence (CF) SM-3
November 2010 Urban Drainage and Flood Control District CF-3
Urban Storm Drainage Criteria Manual Volume 3
Vehicle Tracking Control (VTC) SM-4
November 2010 Urban Drainage and Flood Control District VTC-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph VTC-1. A vehicle tracking control pad constructed with
properly sized rock reduces off-site sediment tracking.
Description
Vehicle tracking controls provide
stabilized construction site access where
vehicles exit the site onto paved public
roads. An effective vehicle tracking
control helps remove sediment (mud or
dirt) from vehicles, reducing tracking onto
the paved surface.
Appropriate Uses
Implement a stabilized construction
entrance or vehicle tracking control where
frequent heavy vehicle traffic exits the
construction site onto a paved roadway. An
effective vehicle tracking control is
particularly important during the following conditions:
Wet weather periods when mud is easily tracked off site.
During dry weather periods where dust is a concern.
When poorly drained, clayey soils are present on site.
Although wheel washes are not required in designs of vehicle tracking controls, they may be needed at
particularly muddy sites.
Design and Installation
Construct the vehicle tracking control on a level surface. Where feasible, grade the tracking control
towards the construction site to reduce off-site runoff. Place signage, as needed, to direct construction
vehicles to the designated exit through the vehicle tracking control. There are several different types of
stabilized construction entrances including:
VTC-1. Aggregate Vehicle Tracking Control. This is a coarse-aggregate surfaced pad underlain by a
geotextile. This is the most common vehicle tracking control, and when properly maintained can be
effective at removing sediment from vehicle tires.
VTC-2. Vehicle Tracking Control with Construction Mat or Turf Reinforcement Mat. This type of
control may be appropriate for site access at very small construction sites with low traffic volume over
vegetated areas. Although this application does not typically remove sediment from vehicles, it helps
protect existing vegetation and provides a stabilized entrance.
Vehicle Tracking Control
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Management Yes
SM-4 Vehicle Tracking Control (VTC)
VTC-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Photograph VTC-2. A vehicle tracking control pad with wheel wash
facility. Photo courtesy of Tom Gore.
VTC-3. Stabilized Construction Entrance/Exit with Wheel Wash. This is an aggregate pad, similar
to VTC-1, but includes equipment for tire washing. The wheel wash equipment may be as simple as
hand-held power washing equipment to more advance proprietary systems. When a wheel wash is
provided, it is important to direct wash water to a sediment trap prior to discharge from the site.
Vehicle tracking controls are sometimes installed in combination with a sediment trap to treat runoff.
Maintenance and Removal
Inspect the area for degradation and
replace aggregate or material used for a
stabilized entrance/exit as needed. If the
area becomes clogged and ponds water,
remove and dispose of excess sediment
or replace material with a fresh layer of
aggregate as necessary.
With aggregate vehicle tracking controls,
ensure rock and debris from this area do
not enter the public right-of-way.
Remove sediment that is tracked onto the
public right of way daily or more
frequently as needed. Excess sediment
in the roadway indicates that the
stabilized construction entrance needs
maintenance.
Ensure that drainage ditches at the
entrance/exit area remain clear.
A stabilized entrance should be removed only when there is no longer the potential for vehicle tracking to
occur. This is typically after the site has been stabilized.
When wheel wash equipment is used, be sure that the wash water is discharged to a sediment trap prior to
discharge. Also inspect channels conveying the water from the wash area to the sediment trap and
stabilize areas that may be eroding.
When a construction entrance/exit is removed, excess sediment from the aggregate should be removed
and disposed of appropriately. The entrance should be promptly stabilized with a permanent surface
following removal, typically by paving.
Vehicle Tracking Control (VTC) SM-4
November 2010 Urban Drainage and Flood Control District VTC-3
Urban Storm Drainage Criteria Manual Volume 3
SM-4 Vehicle Tracking Control (VTC)
VTC-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Vehicle Tracking Control (VTC) SM-4
November 2010 Urban Drainage and Flood Control District VTC-5
Urban Storm Drainage Criteria Manual Volume 3
SM-4 Vehicle Tracking Control (VTC)
VTC-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stabilized Construction Roadway (SCR) SM-5
November 2010 Urban Drainage and Flood Control District SCR-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SCR-1. Stabilized construction roadway.
Description
A stabilized construction roadway is a
temporary method to control sediment
runoff, vehicle tracking, and dust from
roads during construction activities.
Appropriate Uses
Use on high traffic construction roads to
minimize dust and erosion.
Stabilized construction roadways are
used instead of rough-cut street controls
on roadways with frequent construction
traffic.
Design and Installation
Stabilized construction roadways typically involve two key components: 1) stabilizing the road surface
with an aggregate base course of 3-inch-diameter granular material and 2) stabilizing roadside ditches, if
applicable. Early application of road base is generally suitable where a layer of coarse aggregate is
specified for final road construction.
Maintenance and Removal
Apply additional gravel as necessary to ensure roadway integrity.
Inspect drainage ditches along the roadway for erosion and stabilize, as needed, through the use of check
dams or rolled erosion control products.
Gravel may be removed once the road is ready to be paved. Prior to paving, the road should be inspected
for grade changes and damage. Regrade and repair as necessary.
Stabilized Construction Roadway
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management Yes
Stabilized Staging Area (SSA) SM-6
November 2010 Urban Drainage and Flood Control District SSA-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SSA-1. Example of a staging area with a gravel surface to
prevent mud tracking and reduce runoff. Photo courtesy of Douglas
County.
Description
A stabilized staging area is a clearly
designated area where construction
equipment and vehicles, stockpiles, waste
bins, and other construction-related
materials are stored. The contractor
office trailer may also be located in this
area. Depending on the size of the
construction site, more than one staging
area may be necessary.
Appropriate Uses
Most construction sites will require a
staging area, which should be clearly
designated in SWMP drawings. The layout
of the staging area may vary depending on
the type of construction activity. Staging areas located in roadways due to space constraints require
special measures to avoid materials being washed into storm inlets.
Design and Installation
Stabilized staging areas should be completed prior to other construction activities beginning on the site.
Major components of a stabilized staging area include:
Appropriate space to contain storage and provide for loading/unloading operations, as well as parking
if necessary.
A stabilized surface, either paved or covered, with 3-inch diameter aggregate or larger.
Perimeter controls such as silt fence, sediment control logs, or other measures.
Construction fencing to prevent unauthorized access to construction materials.
Provisions for Good Housekeeping practices related to materials storage and disposal, as described in
the Good Housekeeping BMP Fact Sheet.
A stabilized construction entrance/exit, as described in the Vehicle Tracking Control BMP Fact Sheet,
to accommodate traffic associated with material delivery and waste disposal vehicles.
Over -sizing the stabilized staging area may result in disturbance of existing vegetation in excess of that
required for the project. This increases costs, as well as
requirements for long-term stabilization following the
construction period. When designing the stabilized staging area,
minimize the area of disturbance to the extent practical.
Stabilized Staging Area
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material
Yes
SM-6 Stabilized Staging Area (SSA)
SSA-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
See Detail SSA-1 for a typical stabilized staging area and SSA-2 for a stabilized staging area when
materials staging in roadways is required.
Maintenance and Removal
Maintenance of stabilized staging areas includes maintaining a stable surface cover of gravel, repairing
perimeter controls, and following good housekeeping practices.
When construction is complete, debris, unused stockpiles and materials should be recycled or properly
disposed. In some cases, this will require disposal of contaminated soil from equipment leaks in an
appropriate landfill. Staging areas should then be permanently stabilized with vegetation or other surface
cover planned for the development.
Minimizing Long-Term Stabilization Requirements
Utilize off-site parking and restrict vehicle access to the site.
Use construction mats in lieu of rock when staging is provided in an area that will not be disturbed
otherwise.
Consider use of a bermed contained area for materials and equipment that do not require a
stabilized surface.
Consider phasing of staging areas to avoid disturbance in an area that will not be otherwise
disturbed.
Stabilized Staging Area (SSA) SM-6
November 2010 Urban Drainage and Flood Control District SSA-3
Urban Storm Drainage Criteria Manual Volume 3
SM-6 Stabilized Staging Area (SSA)
SSA-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Street Sweeping and Vacuuming (SS) SM-7
November 2010 Urban Drainage and Flood Control District SS-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph SS-1. A street sweeper removes sediment and potential
pollutants along the curb line at a construction site. Photo courtesy of
Tom Gore.
Description
Street sweeping and vacuuming remove
sediment that has been tracked onto
roadways to reduce sediment transport
into storm drain systems or a surface
waterway.
Appropriate Uses
Use this practice at construction sites
where vehicles may track sediment
offsite onto paved roadways.
Design and Installation
Street sweeping or vacuuming should be
conducted when there is noticeable
sediment accumulation on roadways adjacent to the construction site. Typically, this will be concentrated
at the entrance/exit to the construction site. Well-maintained stabilized construction entrances, vehicle
tracking controls and tire wash facilities can help reduce the necessary frequency of street sweeping and
vacuuming.
On smaller construction sites, street sweeping can be conducted manually using a shovel and broom.
Never wash accumulated sediment on roadways into storm drains.
Maintenance and Removal
Inspect paved roads around the perimeter of the construction site on a daily basis and more
frequently, as needed. Remove accumulated sediment, as needed.
Following street sweeping, check inlet protection that may have been displaced during street
sweeping.
Inspect area to be swept for materials that may be hazardous prior to beginning sweeping operations.
Street Sweeping/ Vacuuming
Functions
Erosion Control No
Sediment Control Yes
Site/Material Management Yes
Temporary Diversion Channel (TDC) SM-8
August 2011 Urban Drainage and Flood Control District TDC-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph TDC-1. Use of a temporary diversion channel (right side)
to enable installation of a grade control structure (left side). Photo
courtesy of WWE.
Description
A temporary diversion channel diverts
water from a stream to allow for
construction activities to take place
underneath or in the stream. Diversion
channels are often required during the
construction of detention ponds, dams,
in-stream grade control structures,
utility installation and other activities
that require working in waterways.
Appropriate Uses
Temporary diversion channels vary
with the size of the waterway that is
being diverted. For large streams, a
temporary diversion may consist of
berms or coffer dams constructed in the
stream to confine flow to one side of the stream while work progresses on the dry side of the berm. For
smaller streams and often for construction of dams and detention basins, a temporary diversion channel
may divert the entire waterway, as illustrated in Figure TDC-1. For very short duration projects (typically
less than 4 weeks) during dry periods with low base flows, a pump and bypass pipe may serve as a
temporary diversion. Whenever a temporary diversion is used, construction should be scheduled during
drier times of the year if possible (October 1 through April 1), and construction in the waterway should
progress as quickly as possible to reduce the risk of exceeding the temporary diversion channel capacity.
Some construction activities within a waterway are very short lived, namely a few hours or days in
duration, and are minor in nature. These are typically associated with maintenance of utilities and stream
crossings and minor repairs to outfalls and eroded banks. In these cases, construction of temporary
diversion channels can often cause more soil disturbance and sediment movement than the maintenance
activity itself. If it can be reasonably determined based on area and duration of disturbance that channel
work will result in less disturbance and movement of sediment than would be done through installation of
a temporary diversion channel, it is reasonable to exempt these activities from the requirement to
construct a temporary diversion.
Design and Installation
Temporary Diversion Channel sizing procedures typically include the following steps:
Using the tributary area, A (in acres), determine the design peak flow rate according to Figure TDC-2.
Note: For long duration projects, or where the consequences of diversion failure warrant, a larger
design flow may be necessary.
Determine depth of flow, 1-foot maximum for flows
less than 20 cfs and 3 feet maximum for flows less
than 100 cfs. (Flows in excess of 100 cfs should be
designed in accordance with the Major Drainage
chapter in Volume 1).
Temporary Diversion Channel
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
SM-8 Temporary Diversion Channel (TDC)
TDC-2 Urban Drainage and Flood Control District August 2011
Urban Storm Drainage Criteria Manual Volume 3
Determine channel slope based on existing and proposed site conditions.
Perform initial channel sizing calculations using Manning's Equation. Determine maximum
permissible velocities based on lining material.
Determine the channel geometry and check the capacity using Manning's Equation and the "n" value
given in Table TDC-1. The steepest side slope allowable for a temporary channel is two horizontal to
one vertical (2:1), unless vertical walls are installed using sheet piling, concrete or stacked stone.
Temporary diversion channels should have a minimum freeboard of 0.5 feet above the design water
surface elevation.
Figure TDC-2 may be used to estimate the design discharge for the sizing of temporary diversion
channels and pipes. The curves in this figure were developed using annual peak flow data collected from
17 watersheds within the UDFCD boundary. These data were collected over extended periods of time (up
to eleven years) and, as a result, provide a sound statistical basis for the figure. The data supporting
Figure TDC-2 were taken during the high flood potential period of April through September. The values
from Figure TDC-2 represent approximately the 95th percentile event that can occur, on the average, any
given year, which means that it is likely that about 95 percent of runoff peaks during an average year will
be less than values from this chart. This may not be the case in wetter-than-average seasons. Figure
TDC-2 provides estimated 2-year peak flow rates based on watershed imperviousness for small
waterways (< 12 square miles). Because Figure TDC-2 was developed using data from small watersheds,
it is not appropriate to extrapolate from this figure for larger, more complex watersheds. For larger
waterways (e.g., South Platte River, Sand Creek, Bear Creek, etc.), including ones controlled by flood
control reservoirs (e.g. Chatfield Dam, Cherry Creek Dam, etc.), site specific risk assessment may be
necessary to evaluate the appropriate level of protection to be provided by the temporary diversion. It is
also important to recognize that larger floods can and do occur. It is the responsibility of the designer and
the contractor to assess their risk of having the temporary diversion being exceeded and to evaluate the
damages such an event may cause to the project, adjacent properties and others. Consider larger capacity
diversions to protect a project if it will require a temporary diversion for more than one year.
Because temporary diversion channels typically are not in service long enough to establish adequate
vegetative lining, they must be designed to be stable for the design flow with the channel shear stress less
than the critical tractive shear stress for the channel lining material. This stability criterion applies not
only to diversion channels, but also to the stream-side of berms when berms are used to isolate a work
area within a stream. Unlined channels should not be used. Table TDC-1 gives Manning's "n" values for
lining materials. Design procedures for temporary channels are described in detail in the Hydraulic
Engineering Circular No. 15 published by the Federal Highway Administration. The methods presented
in this Fact Sheet are greatly simplified and are based on information developed using the most
commonly used erosion control materials.
Temporary Diversion Channel (TDC) SM-8
August 2011 Urban Drainage and Flood Control District TDC-3
Urban Storm Drainage Criteria Manual Volume 3
Figure TDC-1. Typical Temporary Diversion Channel
Former Location of
Stream Bank
Former Location of
Stream Bank
SM-8 Temporary Diversion Channel (TDC)
TDC-4 Urban Drainage and Flood Control District August 2011
Urban Storm Drainage Criteria Manual Volume 3
52.4%
40.2%
46.5%43.3%
33.3%
15.5%
18.0%
55.4%
24.3%
46.1%
39.1%
10.1%
60.9%
26.8%
29.8%
0
100
200
300
400
500
600
700
800
900
1000
0 2 4 6 8 10 12
TRIBUTARY AREA (SQUARE MILES)FLOW (CFS)Imp. = 40%
Imp. = 30%
Imp. = 20%
Imp. = 60%
Figure TDC-2. Temporary Diversion Facility Sizing Nomograph Based on 2-year Peak Flows -
Denver Metropolitan and Adjacent Areas
Temporary Diversion Channel (TDC) SM-8
August 2011 Urban Drainage and Flood Control District TDC-5
Urban Storm Drainage Criteria Manual Volume 3
Table TDC-1. Temporary Diversion Channel Design Criteria
Lining Material
Manning's n for
Flow Depth
0 ft to 1.0 ft
Manning's n for
Flow Depth
1.0 ft to 3.0 ft
Manning's n for
Flow Depth
3.0 ft to 5.0 ft
Plastic Membrane 0.011 0.010 0.009
Straw or Curled Wood
Mats
0.035 0.025 0.020
Riprap, Type VL 0.070 0.045 0.035
Riprap, Type L 0.100 0.070 0.040
Riprap, Type M 0.125 0.075 0.045
Notes: Use manufacturer's Manning's n when available.
See the Major Drainage chapter of Volume 1 for riprap gradation.
Erosion protection should extend a minimum of 0.5 feet above the design water depth.
Maintenance and Removal
Because temporary diversion channels are one of the most critical BMPs for work in waterways, they
must be inspected and maintained frequently to remain in effective operating condition. Flow barriers
should be inspected at the start and end of each workday and at any time that excess water is noted in dry
work areas. The diversion channel itself should be inspected for signs of erosion, and the lining should be
repaired or replaced if there are signs of failure. Check armoring at the diversion return point to the
waterway, and add additional armoring if erosion is noted.
Water should not be allowed to flow back through the natural stream until all construction is completed.
After redirecting the flow through the natural channel, lining materials should be removed from the
temporary diversion channel. The diversion channel should then be backfilled and stabilized. Points of
tie-in to the natural channel should be protected with riprap sized in accordance with the Major Drainage
chapter in Volume 1.
SM-8 Temporary Diversion Channel (TDC)
TDC-6 Urban Drainage and Flood Control District August 2011
Urban Storm Drainage Criteria Manual Volume 3
Temporary Diversion Channel (TDC) SM-8
August 2011 Urban Drainage and Flood Control District TDC-7
Urban Storm Drainage Criteria Manual Volume 3
Dewatering Operations (DW) SM-9
November 2010 Urban Drainage and Flood Control District DW-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph DW-1. A relatively small dewatering operation using straw
bales and a dewatering bag.
Photograph DW-2. Dewatering bags used for a relatively large
dewatering operation.
Description
The BMPs selected for construction
dewatering vary depending on site-
specific features such as soils,
topography, anticipated discharge
quantities, and discharge location.
Dewatering typically involves pumping
water from an inundated area to a BMP,
and then downstream to a receiving
waterway, sediment basin, or well-
vegetated area. Dewatering typically
involves use of several BMPs in
sequence.
Appropriate Uses
Dewatering operations are used when an
area of the construction site needs to be
dewatered as the result of a large storm
event, groundwater, or existing ponding
conditions. This can occur during deep
excavation, utility trenching, and wetland
or pond excavation.
Design and Installation
Dewatering techniques will vary
depending on site conditions. However,
all dewatering discharges must be treated
to remove sediment before discharging
from the construction site. Discharging
water into a sediment trap or basin is an
acceptable treatment option. Water may
also be treated using a dewatering filter bag,
and a series of straw bales or sediment logs. If these previous options are not feasible due to space or the
ability to passively treat the discharge to remove sediment, then a settling tank or an active treatment
system may need to be utilized. Settling tanks are manufactured tanks with a series of baffles to promote
settling. Flocculants can also be added to the tank to induce more rapid settling. This is an approach
sometimes used on highly urbanized construction sites. Contact the state agency for special requirements
prior to using flocculents and land application techniques.
Some commonly used methods to handle the pumped
water without surface discharge include land application
to vegetated areas through a perforated discharge hose
(i.e., the "sprinkler method") or dispersal from a water
truck for dust control.
Dewatering Operations
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Management Yes
SM-9 Dewatering Operations (DW)
DW-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Dewatering discharges to non-paved areas must minimize the potential for scour at the discharge point
either using a velocity dissipation device or dewatering filter bag.
Design Details are provided for these types of dewatering situations:
DW-1. Dewatering for Pond Already Filled with Water
DW-2 Dewatering Sump for Submersed Pump
DW-3 Sump Discharge Settling Basin
DW-4 Dewatering Filter Bag
Maintenance and Removal
When a sediment basin or trap is used to enable settling of sediment from construction dewatering
discharges, inspect the basin for sediment accumulation. Remove sediment prior to the basin or trap
reaching half full. Inspect treatment facilities prior to any dewatering activity. If using a sediment
control practice such as a sediment trap or basin, complete all maintenance requirements as described in
the fact sheets prior to dewatering.
Properly dispose of used dewatering bags, as well as sediment removed from the dewatering BMPs.
Depending on the size of the dewatering operation, it may also be necessary to revegetate or otherwise
stabilize the area where the dewatering operation was occurring.
Dewatering Operations (DW) SM-9
November 2010 Urban Drainage and Flood Control District DW-3
Urban Storm Drainage Criteria Manual Volume 3
SM-9 Dewatering Operations (DW)
DW-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Dewatering Operations (DW) SM-9
November 2010 Urban Drainage and Flood Control District DW-5
Urban Storm Drainage Criteria Manual Volume 3
Temporary Stream Crossing (TSC) SM-10
November 2010 Urban Drainage and Flood Control District TSC-1
Urban Storm Drainage Criteria Manual Volume 3
Description
Where an actively flowing watercourse
must be crossed regularly by
construction vehicles, a temporary
crossing should be provided. Three
primary methods are available:
Culvert crossing
Stream ford
Temporary bridge
Culvert crossings and fords are the most
commonly used methods. Due to the
expense associated with a temporary
bridge, these are used primarily on long-
term projects.
Appropriate Uses
Construction vehicles shall be kept out of waterways to the maximum extent practicable. Use a
temporary stream crossing when it is absolutely necessary to cross a stream on a construction site.
Construct a temporary crossing even if the stream or drainageway is typically dry. Multiple stream
crossings should be avoided to minimize environmental impacts.
A permit is required for placement of fill in a waterway under Section 404 of the Clean Water Act. The
local office of the U.S. Army Corps of Engineers (USACE) should be contacted concerning the
requirements for obtaining a 404 permit. In addition, a permit from the U.S. Fish and Wildlife Service
(USFWS) may be needed if endangered species are of concern in the work area. Typically, the USFWS
issues are addressed by a 404 permit, if one is required. The municipality of jurisdiction should also be
consulted, and can provide assistance. Other permits to be obtained may include a floodplain
development permit from the local jurisdiction.
Design and Installation
Design details are provided for these types of stream crossings:
TSC-1. Culvert Crossing
TSC-2. Ford Crossing
TSC-3. Flume Crossing
Temporary Stream Crossing
Functions
Erosion Control Yes
Sediment Control Yes
Site/Material Management No
Photograph TSC-1. A temporary stream crossing using culverts.
Photo courtesy of Tom Gore.
SM-10 Temporary Stream Crossing (TSC)
TSC-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
A culvert crossing should be designed to pass at least the 2-year design flow. Use Figure DC-2 from the
Temporary Channel Diversion Fact Sheet to determine the 2-year peak flow rate. Culvert sizing must
account for the headwater and tailwater controls to properly size the culvert. For additional discussion on
design of box culverts and pipes, see the Major Drainage chapter in Volume 1. The designer also needs
to confirm that the riprap selected is appropriate for the conditions in the channel being crossed.
When a ford must be used, namely when a culvert is not practical or the best solution, the ford should be
lined with at least a 12-inch thick layer of Type VL (D50 = 6 inches) or Type L (D50 = 9 inches) riprap
with void spaces filed with 1-1/2 inch diameter rock. Ford crossings are recommended primarily for
crossings of ephemeral (i.e. intermittently, briefly flowing) streams.
For a temporary bridge crossing, consult with a structural and/or geotechnical engineer for temporary
bridge design or consider pre-fabricated alternatives.
Maintenance and Removal
Inspect stream for bank erosion and in-stream degradation. If bank erosion is occurring, stabilize banks
using erosion control practices such as erosion control blankets. If in-stream degradation is occurring,
armor the culvert outlet(s) with riprap to dissipate energy (see Outlet Protection Fact Sheet). If sediment
is accumulating upstream of the crossing, remove excess sediment as needed to maintain the functionality
of the crossing.
Remove the temporary crossing when it is no longer needed for construction. Take care to minimize the
amount of sediment lost into the stream upon removal. Once the crossing has been removed, stabilize the
stream banks with seed and erosion control blankets.
Temporary Stream Crossing (TSC) SM-10
November 2010 Urban Drainage and Flood Control District TSC-3
Urban Storm Drainage Criteria Manual Volume 3
SM-10 Temporary Stream Crossing (TSC)
TSC-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary Stream Crossing (TSC) SM-10
November 2010 Urban Drainage and Flood Control District TSC-5
Urban Storm Drainage Criteria Manual Volume 3
SM-10 Temporary Stream Crossing (TSC)
TSC-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary Batch Plant (TBP) SM-11
November 2010 Urban Drainage and Flood Control District TBP-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph TBP-1. Effective stormwater management at temporary
batch plants requires implementation of multiple BMPs. Photo
courtesy of California Stormwater BMP Handbook.
Description
Temporary batch plant management
includes implementing multiple BMPs
such as perimeter controls, concrete
washout area, stabilized construction
access, good housekeeping, and other
practices designed to reduce polluted
runoff from the batch plant area.
Appropriate Uses
Implement this BMP at temporary batch
plants and identify the location of the
batch plant in the SWMP.
Additional permitting may be required for
the operation of batch plants depending on their duration and location.
Design and Installation
The following lists temporary management strategies to mitigate runoff from batch plant operations:
When stockpiling materials, follow the Stockpile Management BMP.
Locate batch plants away from storm drains and natural surface waters.
A perimeter control should be installed around the temporary batch plant.
Install run-on controls where feasible.
A designated concrete washout should be located within the perimeter of the site following the
procedures in the Concrete Washout Area BMP.
Follow the Good Housekeeping BMP, including proper spill containment measures, materials
storage, and waste storage practices.
A stabilized construction entrance or vehicle tracking control pad should be installed at the plant
entrance, in accordance with the Vehicle Tracking Control BMP.
Maintenance and Removal
Inspect the batch plant for proper functioning of the BMPs, with
attention to material and waste storage areas, integrity of
perimeter BMPs, and an effective stabilized construction
entrance.
Temporary Batch Plants
Functions
Erosion Control No
Sediment Control No
Site/Material Management Yes
SM-11 Temporary Batch Plant (TBP)
TBP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
After the temporary batch plant is no longer needed, remove stockpiled materials and equipment, regrade
the site as needed, and revegetate or otherwise stabilize the area.
Paving and Grinding Operations (PGO) SM-12
November 2010 Urban Drainage and Flood Control District PGO-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph PGO-1. Paving operations on a Colorado highway. Photo
courtesy of CDOT.
Description
Manage runoff from paving and grinding
operations to reduce pollutants entering
storm drainage systems and natural
drainageways.
Appropriate Uses
Use runoff management practices during
all paving and grinding operations such
as surfacing, resurfacing, and saw
cutting.
Design and Installation
There are a variety of management
strategies that can be used to manage runoff from paving and grinding operations:
Establish inlet protection for all inlets that could potentially receive runoff.
Schedule paving operations when dry weather is forecasted.
Keep spill kits onsite for equipment spills and keep drip pans onsite for stored equipment.
Install perimeter controls when asphalt material is used on embankments or shoulders near
waterways, drainages, or inlets.
Do not wash any paved surface into receiving storm drain inlets or natural drainageways. Instead,
loose material should be swept or vacuumed following paving and grinding operations.
Store materials away from drainages or waterways.
Recycle asphalt and pavement material when feasible. Material that cannot be recycled must be
disposed of in accordance with applicable regulations.
See BMP Fact Sheets for Inlet Protection, Silt Fence and other perimeter controls selected for use during
paving and grinding operations.
Maintenance and Removal
Perform maintenance and removal of inlet protection and perimeter controls in accordance with their
respective fact sheets.
Promptly respond to spills in accordance with the spill
prevention and control plan.
Paving and Grinding Operations
Functions
Erosion Control No
Sediment Control No
Site/Material Management Yes
Grass Buffer T-1
November 2010 Urban Drainage and Flood Control District GB-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph GB-1. A flush curb allows roadway runoff to sheet flow
through the grass buffer. Flows are then further treated by the grass
swale. Photo courtesy of Muller Engineering.
Description
Grass buffers are densely vegetated
strips of grass designed to accept sheet
flow from upgradient development.
Properly designed grass buffers play a
key role in LID, enabling infiltration and
slowing runoff. Grass buffers provide
filtration (straining) of sediment.
Buffers differ from swales in that they
are designed to accommodate overland
sheet flow rather than concentrated or
channelized flow.
Site Selection
Grass buffers can be incorporated into a
wide range of development settings.
Runoff can be directly accepted from a
parking lot, roadway, or the roof of a
structure, provided the flow is distributed in a uniform manner over the width of the buffer. This can be
achieved through the use of flush curbs, slotted curbs, or level spreaders where needed. Grass buffers are
often used in conjunction with grass swales. They are well suited for use in riparian zones to assist in
stabilizing channel banks adjacent to major drainageways and receiving waters. These areas can also
sometimes serve multiple functions such as recreation.
Hydrologic Soil Groups A and B provide the best infiltration
capacity for grass buffers. For Type C and D soils, buffers still
serve to provide filtration (straining) although infiltration rates are
lower.
Designing for Maintenance
Recommended ongoing maintenance practices for all BMPs are
provided in Chapter 6 of this manual. During design the
following should be considered to ensure ease of maintenance
over the long-term:
Where appropriate (where vehicle safety would not be
impacted), install the top of the buffer 1 to 3 inches below the
adjacent pavement so that growth of vegetation and
accumulation of sediment at the edge of the strip does not
prevent runoff from entering the buffer. Alternatively, a
sloped edge can be used adjacent to vehicular traffic areas.
Amend soils to encourage deep roots and reduce irrigation
requirements, as well as promote infiltration.
Grass Buffer
Functions
LID/Volume Red. Yes
WQCV Capture No
WQCV+Flood Control No
Fact Sheet Includes
EURV Guidance No
Typical Effectiveness for Targeted
Pollutants3
Sediment/Solids Good
Nutrients Moderate
Total Metals Good
Bacteria Poor
Other Considerations
Life-cycle Costs Low
3 Based primarily on data from the
International Stormwater BMP Database
(www.bmpdatabase.org).
T-1 Grass Buffer
GB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Benefits
Filters (strains) sediment and
trash.
Reduces directly connected
impervious area. (See Chapter 3
for quantifying benefits.)
Can easily be incorporated into a
treatment train approach.
Provides green space available
for multiple uses including
recreation and snow storage.
Straightforward maintenance
requirements when the buffer is
protected from vehicular traffic.
Limitations
Frequently damaged by vehicles
when adjacent to roadways and
unprotected.
A thick vegetative cover is
needed for grass buffers to be
effective.
Nutrient removal in grass buffers
is typically low.
High loadings of coarse solids,
trash, and debris require
pretreatment.
Space for grass buffers may not
be available in ultra urban areas
(lot-line-to-lot-line).
Design and adjust the irrigation system (temporary or
permanent) to provide water in amounts appropriate for
the selected vegetation. Irrigation needs will change from
month to month and year to year.
Protect the grass buffer from vehicular traffic when using
this BMP adjacent to roadways. This can be done with a
slotted curb (or other type of barrier) or by constructing a
reinforced grass shoulder (see Fact Sheet T-10.5).
Design Procedure and Criteria
The following steps outline the grass buffer design procedure
and criteria. Figure GB-1 is a schematic of the facility and its
components:
1. Design Discharge: Use the hydrologic procedures
described in the Runoff chapter of Volume 1 to determine
the 2-year peak flow rate (Q2) of the area draining to the
grass buffer.
2. Minimum Width: The width (W), normal to flow of the
buffer, is typically the same as the contributing basin (see
Figure GB-1). An exception to this is where flows become
concentrated. Concentrated flows require a level spreader
to distribute flows evenly across the width of the buffer.
The minimum width should be: 𝑊𝑊=𝑄𝑄20.05 Equation GB-1
Where:
W = width of buffer (ft)
Q2 = 2-year peak runoff (cfs)
3. Length: The recommended length (L), the distance along
the sheet flow direction, should be a minimum of 14 feet.
This value is based on the findings of Barrett et al. 2004 in
Stormwater Pollutant Removal in Roadside Vegetated
Strips and is appropriate for buffers with greater than 80%
vegetative cover and slopes up to 10%. The study found
that pollutant removal continues throughout a length of 14 feet. Beyond this length, a point of
diminishing returns in pollutant reduction was found. It is important to note that shorter lengths or
slightly steeper slopes will also provide some level of removal where site constraints dictate the
geometry of the buffer.
Grass Buffer T-1
November 2010 Urban Drainage and Flood Control District GB-3
Urban Storm Drainage Criteria Manual Volume 3
Photograph GB-2. This level spreader carries concentrated flows into a
slotted pipe encased in concrete to distribute flows evenly to the grass buffer
shown left in the photo. Photo courtesy of Bill Wenk.
Use of Grass Buffers
Sheet flow of stormwater through a
grassed area provides some benefit in
pollutant removal and volume
reduction even when the geometry of
the BMP does not meet the criteria
provided in this Fact Sheet. These
criteria provide a design procedure
that should be used when possible;
however, when site constraints are
limiting, this treatment concept is
still encouraged.
4. Buffer Slope: The design slope of a grass buffer in the
direction of flow should not exceed 10%. Generally, a
minimum slope of 2% or more in turf is adequate to
facilitate positive drainage. For slopes less than 2%,
consider including an underdrain system to mitigate
nuisance drainage.
5. Flow Characteristics (sheet or concentrated):
Concentrated flows can occur when the width of the
watershed differs from that of the grass buffer.
Additionally, when the product of the watershed flow
length and the interface slope (the slope of the watershed
normal to flow at the grass buffer) exceeds approximately
one, flows may become concentrated. Use the following
equations to determine flow characteristics: Sheet Flow: FL(SI) ≤ 1 Equation GB-2 Concentrated Flow: FL(SI) > 1 Equation GB-3
Where:
FL = watershed flow length (ft)
SI = interface slope (normal to flow) (ft/ft)
6. Flow Distribution: Flows delivered to a grass buffer must be sheet flows. Slotted or flush curbing,
permeable pavements, or other devices can be used to spread flows. The grass buffer should have
relatively consistent slopes to avoid concentrating flows within the buffer.
A level spreader should be used when flows are concentrated. A level spreader can be a slotted drain
designed to discharge flow through the slot as shown in Photo GB-2. It could be an exfiltration
trench filled with gravel, which allows water to infiltrate prior to discharging over a level concrete or
rock curb. There are many ways to design and construct a level spreader. They can also be used in
series when the length of the
buffer allows flows to re-
concentrate. See Figure GB-2 for
various level spreader sections.
T-1 Grass Buffer
GB-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Photograph GB-3. This level spreader includes the added benefit of a
sedimentation basin prior to even distribution of concentrated flows
from the roadway into the grass buffer. Photo courtesy of Bill Wenk.
Photograph GB-4. Maintenance access is provided via the ramp
located at the end of the basin. Photo courtesy of Bill Wenk.
Photos GB-3 and GB-4 show a level
spreader that includes a basin for
sedimentation. Concentrated flows
enter the basin via stormsewer. The
basin is designed to drain slowly
while overflow is spread evenly to
the downstream vegetation. A small
notch, orifice, or pipe can be used to
drain the level spreader completely.
The opening should be small to
encourage frequent flows to overtop
the level spreader but not so small
that it is frequently clogged.
7. Soil Preparation: In order to
encourage establishment and long-
term health of the selected vegetation,
it is essential that soil conditions be
properly prepared prior to
installation. Following site grading,
poor soil conditions often exist.
When possible, remove, strip,
stockpile, and reuse on-site topsoil.
If the site does not contain topsoil,
the soils should be amended prior to
vegetation. Typically 3 to 5 cubic
yards of soil amendment (compost)
per 1,000 square feet, tilled 6 inches
into the soil is required in order for
vegetation to thrive, as well as to
enable infiltration of runoff.
Additionally, inexpensive soil tests
can be conducted to determine
required soil amendments. (Some
local governments may also require
proof of soil amendment in
landscaped areas for water
conservation reasons.)
8. Vegetation: This is the most critical
component for treatment within a grass buffer. Select durable, dense, and drought tolerant grasses to
vegetate the buffer. Also consider the size of the watershed as larger watersheds will experience
more frequent flows. The goal is to provide a dense mat of vegetative cover. Grass buffer
performance falls off rapidly as the vegetation coverage declines below 80% (Barrett et al.2004).
Grass Buffer T-1
November 2010 Urban Drainage and Flood Control District GB-5
Urban Storm Drainage Criteria Manual Volume 3
Turf grasses such as Kentucky bluegrass are often selected due to these qualities1
9. Irrigation: Grass buffers should be equipped with irrigation systems to promote establishment and
survival in Colorado's semi-arid environment. Systems may be temporary or permanent, depending
on the type of vegetation selected. Irrigation application rates and schedules should be developed and
adjusted throughout the establishment and growing season to meet the needs of the selected plant
species. Initially, native grasses require the same irrigation requirements as bluegrass. After the
grass is established, irrigation requirements for native grasses can be reduced. Irrigation practices
have a significant effect on the function of the grass buffer. Overwatering decreases the permeability
of the soil, reducing the infiltration capacity and contributing to nuisance baseflows. Conversely,
under watering may result in delays in establishment of the vegetation in the short term and unhealthy
vegetation that provides less filtering and increased susceptibility to erosion and rilling over the long
term.
. Dense native turf
grasses may also be selected where a more natural look is desirable. Once established, these provide
the benefit of lower irrigation requirements. See the Revegetation chapter in Volume 2 of this manual
with regard to seed mix selection, planting and ground preparation. Depending on soils and
anticipated flows, consider erosion control measures until vegetation has been established.
10. Outflow Collection: Provide a means for downstream conveyance. A grass swale can be used for
this purpose, providing additional LID benefits.
Construction Considerations
Success of grass buffers depends not only on a good design and long-term maintenance, but also on
installing the facility in a manner that enables the BMP to function as designed. Construction
considerations include:
The final grade of the buffer is critical. Oftentimes, following soil amendment and placement of sod,
the final grade is too high to accept sheet flow. The buffer should be inspected prior to placement of
seed or sod to ensure appropriate grading.
Perform soil amending, fine grading, and seeding only after tributary areas have been stabilized and
utility work crossing the buffer has been completed.
When using sod tiles stagger the ends of the tiles to prevent the formation of channels along the
joints. Use a roller on the sod to ensure there are no air pockets between the sod and soil.
Avoid over compaction of soils in the buffer area during construction to preserve infiltration
capacities.
Erosion and sediment control measures on upgradient disturbed areas must be maintained to prevent
excessive sediment loading to grass buffer.
1 Although Kentucky bluegrass has relatively high irrigation requirements to maintain a lush, green aesthetic, it also withstands
drought conditions by going dormant. Over-irrigation of Kentucky bluegrass is a common problem along the Colorado Front
Range, and it can be healthy, although less lush, with much less irrigation than is typically applied.
T-1 Grass Buffer
GB-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
PLAN
PROFILE
Figure GB-1. Typical Grass Buffer Graphic by Adia Davis.
Grass Buffer T-1
November 2010 Urban Drainage and Flood Control District GB-7
Urban Storm Drainage Criteria Manual Volume 3
Figure GB-2. Typical Level Spreader Details
Grass Swale T-2
November 2010 Urban Drainage and Flood Control District GS-1
Urban Storm Drainage Criteria Manual Volume 3
Photograph GS-1. This grass swale provides treatment of roadway
runoff in a residential area. Photo courtesy of Bill Ruzzo.
Description
Grass swales are densely vegetated
trapezoidal or triangular channels with
low-pitched side slopes designed to
convey runoff slowly. Grass swales
have low longitudinal slopes and broad
cross-sections that convey flow in a slow
and shallow manner, thereby facilitating
sedimentation and filtering (straining)
while limiting erosion. Berms or check
dams may be incorporated into grass
swales to reduce velocities and
encourage settling and infiltration.
When using berms, an underdrain
system should be provided. Grass
swales are an integral part of the Low
Impact Development (LID) concept and
may be used as an alternative to a curb and
gutter system.
Site Selection
Grass swales are well suited for sites with low to moderate slopes.
Drop structures or other features designed to provide the same
function as a drop structures (e.g., a driveway with a stabilized
grade differential at the downstream end) can be integrated into
the design to enable use of this BMP at a broader range of site
conditions. Grass swales provide conveyance so they can also be
used to replace curb and gutter systems making them well suited
for roadway projects.
Designing for Maintenance
Recommended ongoing maintenance practices for all BMPs are
provided in Chapter 6 of this manual. During design, the
following should be considered to ensure ease of maintenance
over the long-term:
Consider the use and function of other site features so that the
swale fits into the landscape in a natural way. This can
encourage upkeep of the area, which is particularly important
in residential areas where a loss of aesthetics and/or function
can lead to homeowners filling in and/or piping reaches of
this BMP.
Grass Swale
Functions
LID/Volume Red. Yes
WQCV Capture No
WQCV+Flood Control No
Fact Sheet Includes
EURV Guidance No
Typical Effectiveness for Targeted
Pollutants3
Sediment/Solids Good
Nutrients Moderate
Total Metals Good
Bacteria Poor
Other Considerations
Life-cycle Costs Low
3 Based primarily on data from the
International Stormwater BMP Database
(www.bmpdatabase.org).
T-2 Grass Swale
GS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Provide access to the swale for mowing equipment and
design sideslopes flat enough for the safe operation of
equipment.
Design and adjust the irrigation system (temporary or
permanent) to provide appropriate water for the selected
vegetation.
An underdrain system will reduce excessively wet areas,
which can cause rutting and damage to the vegetation
during mowing operations.
When using an underdrain, do not put a filter sock on the
pipe. This is unnecessary and can cause the slots or
perforations in the pipe to clog.
Design Procedure and Criteria
The following steps outline the design procedure and criteria
for stormwater treatment in a grass swale. Figure GS-1
shows trapezoidal and triangular swale configurations.
1. Design Discharge: Determine the 2-year flow rate to be
conveyed in the grass swale under fully developed
conditions. Use the hydrologic procedures described in
the Runoff Chapter in Volume 1.
2. Hydraulic Residence Time: Increased hydraulic
residence time in a grass swale improves water quality
treatment. Maximize the length of the swale when
possible. If the length of the swale is limited due to site
constraints, the slope can also be decreased or the cross-sectional area increased to increase hydraulic
residence time.
3. Longitudinal Slope: Establish a longitudinal slope that will meet Froude number, velocity, and
depth criteria while ensuring that the grass swale maintains positive drainage. Positive drainage can
be achieved with a minimum 2% longitudinal slope or by including an underdrain system (see step 8).
Use drop structures as needed to accommodate site constraints. Provide for energy dissipation
downstream of each drop when using drop structures.
4. Swale Geometry: Select geometry for the grass swale. The cross section should be either
trapezoidal or triangular with side slopes not exceeding 4:1 (horizontal: vertical), preferably flatter.
Increase the wetted area of the swale to reduce velocity. Lower velocities result in improved
pollutant removal efficiency and greater volume reduction. If one or both sides of the grass swale are
also to be used as a grass buffer, follow grass buffer criteria.
Benefits
Removal of sediment and
associated constituents through
filtering (straining)
Reduces length of storm sewer
systems in the upper portions of a
watershed
Provides a less expensive and
more attractive conveyance
element
Reduces directly connected
impervious area and can help
reduce runoff volumes.
Limitations
Requires more area than
traditional storm sewers.
Underdrains are recommended for
slopes under 2%.
Erosion problems may occur if not
designed and constructed
properly.
Grass Swale T-2
November 2010 Urban Drainage and Flood Control District GS-3
Urban Storm Drainage Criteria Manual Volume 3
Native grasses provide
a more natural aesthetic
and require less water
once established.
Use of Grass Swales
Vegetated conveyance elements provide some benefit in pollutant removal and volume reduction
even when the geometry of the BMP does not meet the criteria provided in this Fact Sheet. These
criteria provide a design procedure that should be used when possible; however, when site
constraints are limiting, vegetated conveyance elements designed for stability are still encouraged.
5. Vegetation: Select durable, dense, and drought tolerant grasses. Turf grasses, such as Kentucky
bluegrass, are often selected due to these qualities1
once established. Turf grass is a general term for any
grasses that will form a turf or mat as opposed to bunch
grass, which will grow in clumplike fashion. Grass
selection should consider both short-term (for
establishment) and long-term maintenance requirements,
given that some varieties have higher maintenance
requirements than others. Follow criteria in the
Revegetation Chapter of Volume 2, with regard to seed
mix selection, planting, and ground preparation.
. Native turf grasses may also be selected where a
more natural look is desirable. This will also provide the benefit of lower irrigation requirements,
6. Design Velocity: Maximum flow velocity in the swale
should not exceed one foot per second. Use the Soil
Conservation Service (now the NRCS) vegetal retardance
curves for the Manning coefficient (Chow 1959).
Determining the retardance coefficient is an iterative
process that the UD-BMP workbook automates. When
starting the swale vegetation from sod, curve "D" (low retardance) should be used. When starting
vegetation from seed, use the "E" curve (very low vegetal retardance).
7. Design Flow Depth: Maximum flow depth should not exceed one foot at the 2-year peak flow rate.
Check the conditions for the 100-year flow to ensure that drainage is being handled without flooding
critical areas, structures, or adjacent streets.
Table GS-1. Grass Swale Design Summary for Water Quality
1 Although Kentucky bluegrass has relatively high irrigation requirements to maintain a lush, green aesthetic, it also withstands
drought conditions by going dormant. Over-irrigation of Kentucky bluegrass is a common problem along the Colorado Front
Range. It can be healthy, although less lush, with much less irrigation than is typically applied.
Design Flow Maximum
Froude Number
Maximum
Velocity
Maximum
Flow Depth
2-year event 0.5 1 ft/s 1 ft
T-2 Grass Swale
GS-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
8. Underdrain: An underdrain is necessary for swales with longitudinal slopes less than 2.0%. The
underdrain can drain directly into an inlet box at the downstream end of the swale, daylight through
the face of a grade control structure or continue below grade through several grade control structures
as shown in Figure GS-1.
The underdrain system should be placed within an aggregate layer. If no underdrain is required, this
layer is not required. The aggregate layer should consist of an 8-inch thick layer of CDOT Class C
filter material meeting the gradation in Table GS-2. Use of CDOT Class C Filter material with a
slotted pipe that meets the slot dimensions provided in Table GS-3 will eliminate the need for
geotextile fabrics. Previous versions of this manual detailed an underdrain system that consisted of a
3- to 4-inch perforated HDPE pipe in a one-foot trench section of AASHTO #67 coarse aggregate
surrounded by geotextile fabric. If desired, this system continues to provide an acceptable alternative
for use in grass swales. Selection of the pipe size may be a function of capacity or of maintenance
equipment. Provide cleanouts at approximately 150 feet on center.
Table GS-2. Gradation Specifications for Class C Filter Material
(Source: CDOT Table 703-7)
Sieve Size Mass Percent Passing Square Mesh Sieves
19.0 mm (3/4") 100
4.75 mm (No. 4) 60 – 100
300 µm (No. 50) 10 – 30
150 µm (No. 100) 0 – 10
75 µm (No. 200) 0 - 3
Table GS-3. Dimensions for Slotted Pipe
Pipe Diameter Slot
Length1
Maximum Slot
Width
Slot
Centers1 Open Area1
(per foot)
4” 1-1/16” 0.032” 0.413” 1.90 in2
6” 1-3/8” 0.032” 0.516” 1.98 in2
1 Some variation in these values is acceptable and is expected from various pipe
manufacturers. Be aware that both increased slot length and decreased slot centers
will be beneficial to hydraulics but detrimental to the structure of the pipe.
Grass Swale T-2
November 2010 Urban Drainage and Flood Control District GS-5
Urban Storm Drainage Criteria Manual Volume 3
Photograph GS-2. This community used
signage to mitigate compaction of soils post-
construction. Photo courtesy of Nancy Styles.
9. Soil preparation: Poor soil conditions often exist following site grading. When the section includes
an underdrain, provide 4 inches of sandy loam at the invert of the swale extending up to the 2-year
water surface elevation. This will improve infiltration and reduce ponding. For all sections,
encourage establishment and long-term health of the bottom and side slope vegetation by properly
preparing the soil. If the existing site provides a good layer of topsoil, this should be striped,
stockpiled, and then replaced just prior to seeding or placing sod. If not available at the site, topsoil
can be imported or the existing soil may be amended. Inexpensive soil tests can be performed
following rough grading, to determine required soil amendments. Typically, 3 to 5 cubic yards of soil
amendment per 1,000 square feet, tilled 4 to 6 inches into the soil is required in order for vegetation to
thrive, as well as to enable infiltration of runoff.
10. Irrigation: Grass swales should be equipped with irrigation systems to promote establishment and
survival in Colorado's semi-arid environment. Systems may be temporary or permanent, depending
on the type of grass selected. Irrigation practices have a significant effect on the function of the grass
swale. Overwatering decreases the permeability of the soil, reducing the infiltration capacity of the
soil and contributing to nuisance baseflows. Conversely, under watering may result in delays in
establishment of the vegetation in the short term and unhealthy vegetation that provides less filtering
(straining) and increased susceptibility to erosion and riling over the long term.
Construction Considerations
Success of grass swales depends not only on a good
design and maintenance, but also on construction
practices that enable the BMP to function as designed.
Construction considerations include:
Perform fine grading, soil amendment, and seeding
only after upgradient surfaces have been stabilized
and utility work crossing the swale has been
completed.
Avoid compaction of soils to preserve infiltration
capacities.
Provide irrigation appropriate to the grass type.
Weed the area during the establishment of vegetation
by hand or mowing. Mechanical weed control is
preferred over chemical weed killer.
Protect the swale from other construction activities.
When using an underdrain, ensure no filter sock is placed on the pipe. This is unnecessary and can
cause the slots or perforations in the pipe to clog.
T-2 Grass Swale
GS-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Figure GS-1. Grass Swale Profile and Sections
Design Example
The UD-BMP workbook, designed as a tool for both designer and reviewing agency is available at
www.udfcd.org. This section provides a completed design form from this workbook as an example.
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
1
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
2
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
3
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
4
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
5
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
6
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
7
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
8
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
9
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
10
STORM WATER MANAGEMENT PLAN
INSPECTION TABLE
Engines Energy Conversions Lab
BMP Name/ Desc.Date Erosion Control Measures Effective Brief Revision Description
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
___ Yes ____ No ____ Yes (w/Rev)
11