Peer Rev 2 Storm Drain 001McCAMMANT HOMES
FOUR PLEXES CRYSTAL SPRINGS ROAD
STORM DRAINAGE REPORT
REV. 1-MARCH 2007
PARCEL 33020000100
903 CRYSTAL SPRINGS RD.
PREPARED BY: MICHAEL N. ANTONOFF P.E.
3316 DEER IS. DR. EAST
LAKE TAPPS, WASH. 98391
(253)862-6763 3
W
PREPARED FOR: McCAMMANT HOMES. _
20407 CASCADE DR. EAST N
BONNEY LAKE, WASH.
98391 ~
(253)732-9453 N
_x ~
TABLE OF CONTENTS
SECTION 1-PROPOSED PROJECT DESCRIPTION PAGE 1
SECTION 2- PXISTING CONDITIONS PAGE 1
SECTION 3- INFB,TRATION AATES/ SOILS REPORT PAGE 2
SECTION 4- WELLS PAGE 2
SECTION 5-FUEL TANKS PAGE 2
SECTION 6- SUB- BASIN DESCRIPTION PAGE 2
SECTION 7- ANALYSIS OF 100 YEAR FLOOD PAGE 2
SECTION 8- AESTHETIC CONSIDERATIONS FOR FACILITIES PAGE 3
SECTION 9-DOWNSTREAM ANALYSIS PAGE 3
SECTION 70- COVENANTS, DEDICATIONS, EASEMENTS PAGE 3
SECTION 11-HOMEOWNERS-ARTICLES OF INCORPORATION PAGE 3
EROSION CONTROL PLAN REPORT
SECTION 1-CONSTRUCTION SEQUENCE AND PROCEDURE PAGE 3
SECTION 2- TRAPPING SEDIMENT PAGE 3
SECTION 3- PERMANENT EROSION CONTROL AND SITE PAGE 4
RESTORATION
SECTION 4- GEOTECHNICAL ANALYSIS AND REPORT PAGE 4
SECTION 5- INSPECTION SEQUENCE PAGE 4
PROJECT ENGINEER CERTIFICATION
I hereby certify that this drainage and erosion /sedimentation control plan for the
McCammant four-plexes has been prepared by me or under my supervision and meets the
minimum standards of City of Yelm Development Guidelines/ Stormwater Manual and
[he current standards of engineering practice. I understand that City of Yelm does not and
will not assume liability for the sufficiency, suitability, or performance of the drainage
facilities prepared by me.
'chael N. An[onoffP.E.
SECTION 1- PROPOSED PROJECT DESCRLPTION
McCammant Homes wishes to build two four-plexes on an existing lot of record in the
northwesterly portion of the City of Yelm. Approximately 0.29 acre of impervious area
will be constructed on the 1.27 acre parcel. The new impervious areas (buildings and
parking azea) will drain into catch basins, which will convey the storm water to an
appropriately sized infiltration system. The perimeter of the proposed buildings will be
landscaped and have a positive slope away from the structures. Due to the excellent
drainage characteristics of the onsite soil , no runoff is anticipated in these landscaped,
pervious azeas, as the stormwater will infiltrate directly into the native soil.
SECTION 2- EXISTING CONDITIONS
The subject property is located along the west side of Crystal Springs Rd. ,north of the
Yelm Hwy., near the intersection of Mt. Aire Ln. NW., within the city limits of Yelm,
Washington. Yelm Creek flows along the extreme westerly margin of the property. The
natural topography is slightly sloping downward from east to west, toward Yelm Creek.
The native vegetation is primarily pasture grasses, with scattered native underbrush and
deciduous tress. There is an existing single family residence onsite along with associated
scattered sheds and out-buildings.
Access to the existing property is via an existing gravel driveway off of Crystal Springs
Rd. A. compacted gravel drive circulates through the property to provide access. There is
no established existing storm drainage on the property. The site storm drainage currently
runs due west and infiltrates into the native soil.
page 1
SECTION 3- INFILTRATION RATES/ SOILS REPORT
Test holes were dug in the summer of 2006 in the easterly portion of the property to
determine the potential infiltration characteristics of the native soil. A coarse sand and
gravel was encountered to a minimum of 72". No watertable or evidence of a winter
watertable was observed. See soil log locations and descriptions on the storm drainage
plan.
SECTION 4- WELLS
There is an existing individual well onsite which serves the existing residence. The well
will be properly abandoned per Health Dept. criteria. Water will be provided to the new
structures via an City of Yelm existing watermain. New water services will be
constructed onsite to provide domestic water service to the new structures. ]t is not
anticipated that the proposed storm drainage facility will have any adverse impact on any
wells in the immediate azea.
SECTION 5-FUEL TANKS
Does not apply. No fuel tanks aze known to be onsite
SECTION 6- SUB-BASIN DESCRIPTION
The new impervious areas will drain into the proposed storm drainage system, which will
be entirely from onsite runoff No significant oft"site azea will be tributary to the onsite
drainage system and the surrounding areas are relatively level, undeveloped and ha have
excellent ,well draining onsite soil. The current area which will be paved is a crushed
gravel and pasture grass surface. The azea which will be collected by the proposed storm
drainage system is essentially the azea located at the east end of the property. The balance
of the property will remain undisturbed.
SECTION 7- ANALYSIS OF 100 YEAR FLOOD
The proposed parking/ access drive are significantly higher than the ]00 year flood plain
of an existing creek which flows along the westerly margin of the subject property,
approximately 200 feet west. There is no history of flooding occurring on the existing
developed portion of the property. No construction is proposed near or around the creek
which traverses the extreme westerly margin of the property. The known 100 year flood
plain has been indicated on the civil site plans, along with a recommended minimum finish
floor elevation for the proposed structures.
page 2
SECTION 8- AESTHETIC CONSIDERATIONS OF THE FACILITIES
Landscaping per the city code will be implemented in and around the new parking and
access drives. The entire storm drainage system will be underground so no aesthetic issues
apply.
SECTION 9- DOWNSTREAM ANALYSIS
Does not apply. The increased runoff generated by this project will be mitigated by
implementing an appropriately sized gravel filled infiltration system. The system will be
sized [o handle a 100 yeaz and 7 day storm. Consequently, unless the system malfunctions
or a major storm occurs, no runoff from the site should occur.
SECTION ]0- COVENANTS, DEDICATIONS, EASEMENTS
Does not apply. The site is owned by the company. The storm drainage system will be
privately owned and operated by McCanvnant Homes.
SECTION 11-HOMEOWNERS- ARTICLES OF INCORPORATION
Does not apply. Site is a commercial operation
EROSION CONTROL RF.pORT
SECTION 1-CONSTRUCTION SEQUENCE AND PROCEDURE
1) Contact City of Yelm Public Works Department to arrange for apre-construction
meeting.
2) Place silt fences as necessary and as directed by the City of Yelm inspector.
3)Install storm drainage system. Do not connect system to infiltration trench to storm
system until site is paved and the potential for sedimentation has passed.
4) Fine grade site to slope sub-grade into catch basins. lnstall interim catch basin
protection.
5) Maintain and regularly clean facilities during coarse of constmction. Dismantle facilities
only when site has stabilized and potential for sedimentation has passed.
page 3
SECTION 2- TRAPPING SEDIMENT
Erosion control will be provided for the site by directing the stormwater away from the
property boundaries and toward siltation control fences. Due to the small area which will
be disturbed by development, silt fences will be an effective means to mitigate
sedimentation. Outflow from the silt fences will be filtered by the washed gravel and filter
fabric as shown on the plans. Sediment will be removed from the base of [he fences as
often as needed to maintain a proper filtration effect on the stormwater passing through
the fences. Sediment removal can be anticipated after significant storm events. There
should be minimal sediment migration off-site and almost no runoff contamination if all of
the above measures are met. In the event mud or debris accumulates on the construction
area or adjacent asphalt areas, the debris should be swept up or scooped and properly
disposed of onsite. The soiled areas should not be washed down into the existing
roadway.
In addition to the above measures there will be construction entrance rock pads with
nearby washing facilities to help prevent soil tracking onto County roadways from trucks
and cars entering and leaving the site.
SECTION 3-PERMANENT EROSION CONTROL AND SITE RESTORATION
Permanent erosion control will be provided primarily by covering all exposed areas by
pavement, building, landscaping or hydroseeding, and directing all stormwater from side
slopes and / or property boundaries. If exposed areas are left free of vegetation after
October 15th ,the will be covered with straw mulch, plastic cover or other approved
protection. The infiltration system should receive very little if any sediment into it°s
negating a regular sediment removal program.
SECTION 4- GEOTECHNICAL ANALYSIS AND REPORT
Does not apply. A geotechnical study was not required by the city and is beyond the scope
of a project this size.
SECTION 5-INSPECTION SEQUENCE
Inspection No. 1 -Installation of erosion control facilities prior to any clearing or site
prep.
Inspection No. 2 -Completion of clearing and grubbing of site.
Inspection No. 3 -Upon completion of installation of storm system and completion of
miwr grading. Infiltration trench inspected prior to bacldll.
Inspection No. 4 - Prior to paving, crushed gravel in place.
Inspection No. 6 -Completion of project.
page 4
MAINTENANCE PLAN
FOR
McCAMMANT HOMES
FOUR PLEXES CRYSTAL SPRINGS ROAD
STORM DRAINAGE REPORT
PARCEL 33020000100
903 CRYSTAL SPRINGS RD.
PREPARED BY: MICHAEL N. ANTONOFF P.E.
3316 DEER IS. DR. EAST
LAKE TAPPS, WASH. 98391
(253)862-6763
PREPARED FOR: McCAMMAN"[' HOMES.
20407 CASCADE DR. EAST
BONNEY LAKE, WASH.
98391
(253)732-9453
This operation and maintenance plan shall follow the included appendix "A". These
checklists area for [he general guidance for the maintenance and should be adopted as
required by the conditions that may occur during normal operation of the site. The
responsible maintenance organization is the current property owner, Brian McCammant ,
20407 Cascade Dr. East, Bonney Lake, Wash 95391, 253) 732-9453.
Because of the sensitive nature of storm infiltration systems, and it's "out of sight, out of
mind "placement, it is imperative that extreme care is implemented on what drains into the
storm drainage system. As well it is imperative that proper protection and maintenance of
the infiltration system is tamed out. The checklist for the infiltration system is a guideline
only. It is up to the owners of the private system to insure the system is maintained, so
that reduced performance us not reduced or eliminated due to siltation of the system's
gravel structure. It is recommended that during the first yeaz of operation, the frequency
of inspection be monthly for all drainage system components.
APPENDIX A
MAINTENANCE SCHEDULE
INSTRUCTIONS FOR USE OF MAINTENANCE CHECKLISTS
The following pages contain maintenance needs for most of the components that are part of
your drainage system, as well as for some components that you may not have. Let the C ~ rY
know if there are any components that are missing from these pages. Ignore the requirements
that do not apply to your system. You should plan to complete a checklist for all system
components on the following schedule:
(M) Monthly from November through April.
(A) Once in late summer (preferable September)
(S) After any major storm (use 1-inch in 24 hours as a guideline).
Use photocopies of these pages and check off the problems you looked for each time you did
an inspection. Add comments on problems found and actions taken. Keep these "checked"
sheets in your files, as they will be used to write your annual report
Some items do not need to be looked at every tir.ie an inspection is done. Use
the suggested frequency at the left of each item as a guideline for your inspection.
The facility-specific maintenance standards contained in this section are intended to be
conditions for determining if maintenance actions are required as identified through inspection.
They are not intended to be measures of the facility's required condition at all times between
inspections. In other words, exceeding these conditions at any time between inspections
and/or maintenance does not automatically constitute a violation of these standards. However,
based upon inspection observations, the inspection and maintenance schedules shall be
adjusted to minimize the length of time that a facility is in a condition that requires a
maintenance action.
ATTACHMENT "A" (CONTINUED)
#2 -Maintenance Checklist for Infiltration Facilities
a te
Frequency Drainage Problem Conditions to Check FOr Contlitions That Should Exist
System J J J
Feature
M,S General Trash Debris Any trash antl tlebris which exceed Trash and debris clearetl from
5 cubic feet per 1,000 square feet site.
(this is about equal to the amount of
trash it woultl take to fill up one
standartl size garbage can). In
general, there should be no visual
evidence of dumping. If less Than
threshold all trash and tlebris will be
removed as part of next scheduled
maintenance.
enera Any poisonous or nuisance Na tlanger o(poisonous
Poisonous vegetation which may constitute a vegetation where maintenance
Vegetation and hazard to maintenance personnel personnel or the public might
noxious weeds or the public. Any evidence of normally be. (Coordinate with
noxious weeds as tleflned by Slate local health department)
or local regulations. (Apply Complete eradication of
requirements of atlopted IPM noxious weeds may not be
policies for fhe u580f herbicides). possible. Compliance with
State or local eradication
olicies re wired
eneral Contaminants Any evidence of oil, gasoline, No contaminants or pollutants
and Pollution contaminants or other pollutants present. (COOrtlinate
removellcleanup with local
water quality response
a enc .
General odent Holes Any evidence of rodent holes if Rodents tlestroyetl and dam or
facility is acting as a tlam or berm, berm repairetl. (Coordinate
or any evidence of water piping with local health department
through tlam or berm via rotlen[ coordinate with Ecology Dam
holes. Safety Office it pond exceeds
10 acre-feet.
General eaver Dams Dam results in change or function Facility is returned to design
of the facility (unction. (Coordinate trapping
o! beavers and removal o!
tlams with appropriate
errnittin a encies
A enera nseds When insects such as wasps and Insects destroyed or removetl
hornets interfere with maintenance from site. Apply'msedicides in
activities. compliance with adapted IPM
pOeie6.
M forage a amen Water pontling in infiltration pond Sediment is removed and/or
Area after rainfall ceases and appropriate facility is cleaned so that
time allowed for inNtralion. (A infiltration system works
percolation test pit or test o(facility according to design.
indicates facility is only working at
90 % of Its tlesignetl capabilities. If
two inches or more setliment is
present, remove).
M Filfer Bags Filled with Sedimem antl Sediment and debris fill bag mare
(if Debris than `/a full Filter bag is replacetl or
applicable) system is retlesignetl.
oc i tars Sediment and Debris By visual inspection, little or no Gravel in rock tiller Is replaced.
water (lows through filter during
heavy rain storms.
ate
.equency Drainage Problem Conditions to Check For Condltlons Thet BM1oold Exist
System / / / J
FeaWre
M Sitle rosion Eroded damage over 2 inches deep Slopes should be stabllizetl
Slopes of where cause of dama a is still
g usin a
g pprapriate erosion
Pond present or where there is potential control measure(s); e.g., rock
for wn[inuad erosion. reinforcemenh planfmg of
rass
com action.
A P
tl ,
on Settlements Any part of berm which has settled Dike is built back to the design
Berms 4 inches lower than the tlesign elevation.
(Dikes) elevation. If settlemaol Is apparent,
measure berm to determine amount
of settlement. Senlinq can bean
indication of more severe problems
with the berm or outlet works. A
licensed civil engineer should be
consulted to determine the source
of the settlement.
Pond Piping Discernable wafer (low through Piping eliminatetl. Erosion
Berms pond berm. Ongoing erosion with potential resolvetl.
(Dlkes7 patantlal far eroslan to continue.
(Recommend a Goethechnical
engineer be calletl in to inspect antl
evaluate contlition and recommend
repair of contlition.
A Emergency Tree Growih Tree growth on emergency Trees should be removed. If
Overflow) splllweys creates blockage root system la small (base less
Spillway problems antl may cause failure of than 4 inches) the root system
the berm due to uncontrolletl may be left in place. Otherwise
ovedopping. the roots should be removed
antl the berm restored. A
licensed civil engineer should
be consulted (or proper
bermis illwa restoration
A
Emergency
Emergency
Only one layer of rock exists above .
Rocks and pad tlepth are
Overflow/ Ovemowl native soil in area flue square feet restored to design standards.
Spillway Spillway or largeq or any exposure of native
soil at the top of out flow path of
spillway. (Rip-rap on inside slopes
neetl not be re laced.
M Pre-settling Facility or sump 6' or designed setliment trap depth Sediment is removetl.
Pontls and filled with Sediment of setliment. '
Vaults andlor tlebris
If you are unsure whether a problem exists, please contact a Professional Engineer.
(M) Monthly from November through April.
(A) Once in late summer (preferable September)
(S) After any major storm (use 1-inch in 24 hours as a guideline).
ATTACHMENT "A" (CONTINUED)
#4 -Maintenance Checklist for Control Structure/Flaw Restrictor
Datc
Frequency Drainage Problem Conditions to Check FOr Condillone Thal Should EZist
System ~ ~ ~ ~
Feature
enera Trash and Debris Material exceeds 25 % of sump Control structure orifice is
(Includes Sediment) depth or 1 foot below orifice not blocked. All trash antl
plate. tlebris removed.
A enera ruc ura amage Structure is not securely Structure securely
attached to manhole wall. attached to wall and outlet
pipe.
A enera ruc ura amage Structure is not in upright Structure in correct
position (allow up to 10 % from position.
plumb).
A enera ruc ura amage Connections to outlet pipe are Connections to outlet pipe
not watertight and show signs are water tight; structure
of rust. repaired or replaced antl
works as designed.
enera ruc ura amage qny hales--other than designetl Structure has no holes
holes-in the structure. other than designed holes.
A eanou amage or issing eanou ga a is no wa e ig Gate is watertight and
Gate or is missing. works as designed.
eanou
Gate amage or issing Gate cannot be movetl up and Gate moves up and down
down by one maintenance easily and is watertight.
person
A eanou
Gate amage or issm9 Chain/rod leading to gate is Chain is in place and works
missing or damaged. as designed.
eanou
G
t amage or issing a e is ruse over o o i s Gate is repaired or
a
e surface area. replaced to meet design
standards.
n ice
Plate amage or issing Control device is not working Plate is in place antl works
properly due to missing, out of as designed.
place, or bent orifice plate..
n ice
Plate s ruc ions qny trash, debris, sediment, or Plate is free of all
vegetation blocking the plate. obstructions and works as
designed.
ve ow,
Pipe s ruc ions Any trash or debris blocking (or Pipe is free of all
having the potential of blocking) obstructions and works as
the overflow pipe. designed.
an o e Cover Nol In Place Manhole is closed.
Cover is missing or only
partially in place. Any open
manhole requires maintenance.
~ D ate
_.equency nrainage Problem Conditions [o Check For Contlitions That Should Exist
System ~ ~ ~ ~
Feature
A an oe Locking Mechanism Mechanism cannot be opened Mechanism opens with
Not Working 6y one maintenance person proper tools.
with proper tools Bolfs into
frame have less than i/2 inch
of thread (may not apply to self-
locking litls).
A an o e Cover Difficult to One maintenance person Cover can be removed antl
Remove cannot remove lid after reinstalled by one
applying normal lifting pressure. maintenance person.
Intent is to keep cover from
sealing off access to
maintenance.
A an o e Ladder Rungs Unsafe Ladder is unsafe due to missing Ladder meets design
rungs, misalignment, not standards. Allows
securely attached to structure maintenance person safe
wall, rust, or cracks. access.
If you are unsure whether a problem exists, please contact a Professional Engineer.
(M) Monthly from November through April.
(A) Once in late summer (preferable September)
(S) After any major storm (use 1-inch in 24 hours as a guideline).
ATTACHMENT "A" (CONTINUED)
#5 -Maintenance Checklist for Catch Basins
a te
Frequency Drainage Problem Conditions to Check For Conditions That Should
System / / / / Exist
Feature
enera "Dump no pollutants" Stencil or stamp should be Warning signs (e.g.,
Stencil or stamp not visible and easily read "Dump No Waste-Drains to
visible Stream") shall be painted
or embossed on or
adjacent to all storm tlrain
inlets.
enera Trash 8 Trash or debris which is located No trash or debris located
Debris immediately in front of the catch immediately in front of
basin opening or is blocking catch basin or on grate
inlelting capacity of the basin by opening.
more than 10%.
enera Trash 8 Trash or tlebris (in the basin) No trash or debris in the
Debris that exceeds 60 percent of the catch basin.
sump depth as measured from
the bottom of basin to invert of
the lowest pipe into or out of the
basin, but in no case less than
a minimum of six inches
clearance from the debris
surface to the invert of the
lowest i e.
enera Trash 8 Trash or debris in any inlet or Inlet and outlet pipes free 'i
Debris outlet pipe blocking more than of trash or tlebris.
i/3 of its hei ht.
enera Trash 8 Dead animals or vegetation that No dead animals or
Debris could generate odors that could vegetation present within
cause complaints or dangerous the catch basin.
ases e.., methane .
enera Sediment Sediment (in the basin) that No sediment in the catch
exceeds 60 percent of the sump basin
depth as measured from the
bottom of basin to invert of the
lowest pipe into or out of the
basin, but in no case less than
a minimum of 6 inches '
clearance from the sediment
surtace to the invert of the
lowest i e,
enera Strucure Damage to Top slab has holes larger than Top slab is free of holes
Frame and/or Top 2 square inches or cracks wider and cracks.
Slab than 1/4 inch (Intent is to make
sure no material is running into
basin .
enera Structure Damage to Frame not sitting flush on top
Frame and/or Top slab, i.e., separation of more Frame is sitting flush on
Slab than 3l4 inch of the frame from the riser rings or top slah
the top slab. Frame not and firmly attached.
secure) attached
enera Fractures or Cracks in Maintenance person judges that Basin replaced or repaired
Basin Walls/ Boflom structure is unsound. to desi n standards.
a te
.equency Drainage / / / Problem Conditions to Check Far Conditions That Should
$ystam / E%ISt
Feature
enera Fractures or Cracks in Grout filet has separated or Pipe is regrouted antl
Basin Walls/ Bottom cracked wider than t/2 inch and secure at basin wall.
longer than 1 foot at the joint of
any inlet/outlet pipe or any
evitlence of soil particles
entering catch basin through
cracks.
enera Settlement/ If failure of basin has created a Basin replacetl or repaired
Misalignment safety, function, or design to design standards.
roblem.
enera ege a ion Vegetation growing across and No vegetation blocking
blocking more than 10 % of the opening to basin.
basin o enin .
enera ege a ion Vegetation growing in No vegetation or root
inlet/ouUet pipe joints that is growth present.
more than six inches tall and
less than six inches a art.
on amino ion an
Pollution Any evidence of oil, gasoline, o con aminan s or
Pollutants present.
General contaminants or other pollutants
(Coordinate removal/cleanup
with local water quality
res onse a enc .
Catch Cover Not in Place Cover is missing or only Any open catch basin
Basin partially in place. requires maintenance.
Cover Catch basin cover is
closed.
Catch Lacking Mechanism Mechanism cannot be opened Mechanism opens with
Basin Not Working by one maintenance person proper tools.
Cover with proper hots. Bolts into
frame have less than 1/2 inch of
thread.
Catch Cover Dimcult to One maintenance person Cover can be removetl by
Basin Remove cannot remove lid after applying one maintenance person.
Cover normal lifting pressure. (Intent
is keep cover from sealing off
access to maintenance.
Latlder Ladder Rungs Unsafe Ladder is unsafe due m missing Ladder meets design
rungs, not securely attached to standards and allows
basin wall, misalignment, rust, , maintenance person safe
cracks, or sharp edges. access.
Grates Grate opening Grate with opening wider than Grate opening meets
Unsafe 7/t3 inch. desi n standards.
Grates Trash 8 Trash and debris that is Grate free of trash and
Debris blocking more than 20% of debris.
rate surface inlettin ca acit
Grates Damaged or Grate missing or broken Grate is in place and meets
Missin members of the rate. desi n standards.
If you are unsure whether a problem exists, please contact a Professional Engineer.
(M) Monthly from November through April.
(A) Once in late summer (preferable September)
(S) Aker any major storm (use 1-inch in 24 hours as a guideline).
APPENDIX B
STORM DRAINAGE RAC1L]TY CALCULATIONS
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2 O Q
Fiydrograph Summary Report
Page 1
Hytl.
No. Hydrograph
type
(origin) Peak
How
(cfs~ Time
interval
(min) Timeto
peak
Amin) Volume
(cuH) Return
perlotl
(yrs) InHOw
hyd~s) Maximum
elevation
~H~ Maximum
storage
~cuH) Hydrograph
description
i SBUH Runoff 029 10 4]0 4,064 100 -- ------ ---- 1(XJyr 24 hr tle¢c
2 SBUH Runoff 043 9] 480 10,044 100 -- ------ --- 100 yr ]tlay tlev.
3 Reservoir X28 10 480 4,064 1W 1 32540 81
4 Reservoir 02B ~ 480 10,054 100 2 325.40 648
Proj. file: Mccammant YeIm.GP IDF file: Sample.idf Run date: 10-25-2006
Hydrograph Report
Hyd. No. 1
100yr 24 hr dev. cond
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SBUH Runoff
100 yrs
0.29 ac
1.0
LAG
4.10 in
24 hrs
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
5.83 O.Ofi
6.00 0.06
6.17 0.07
6.33 0.07
6.50 0.07
6.67 0.07
6.83 0.07
7.00 0.08
7.17 0.08
7.33 0.09
7.50 0.11
7.67 0.20
7.83 0.29 «
8.00 0.28
8.17 0.20
8.33 0.13
8.50 0.11
8.67 0.10
8.83 0.10
9.00 0.09
9.17 0.08
9.33 0.07
9.50 0.07
9.67 0.07
9.83 0.06
10.00 0.06
10.17 0.06
10.33 0.06
Page 1
English
Peak discharge = 0.29 cfs
Time interval = 10 min
Curve number = 98
Hydraulic length = 150 ft
Time of conc. (Tc) = 3.3 min
Distribution = Type IA
Shape factor = N/A
Total V°lume = 4,064 cuff
...End
Hydrograph Report
Hyd. No. 2
100 yr 7 day dev. cond
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SBUH Runoff
100 yrs
0.29 ac
1.0
LAG
10.00 in
24 hrs
Page 1
English
Peak discharge = 0.43 cfs
Time interval = 60 min
Curve number = 96.3
Hydraulic length = 150 ft
Time of conc. (Tc) = 3.6 min
Distribution = Type IA
Shape factor = N/A
Total V°lume = 10,044 cuff
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
a.oo o.os
5.oa o.11
s.oo o.1a
zoo o.1e
6.00 0.43 «
9.00 0.32
10.00 0.14
11.00 0.16
12.oa a1o
13.00 0.12
14.00 0.09
15.00 0.10
16.00 0.09
17.00 0.09
Entl
Hydrograph Report page 1
English
Hyd. No. 3
Hydrograph type =Reservoir Peak discharge = 0.28 cfs
Storm frequency = 100 yrs Time interval = 10 min
Inflow hyd. No. = 1 Reservoir name = infilt trench
Max. Elevation = 325.40 ft Max. Storage = 81 tuft
souse maicaeon memos urea. Tolal Volume = 4,064 tuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv 6 Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cts cfs
5.67 0.06 325.08 _____ _____ _____ _____ _____ _____ _____ _____ 0.06
5.83 0.06 325.08 _____ _____ _____ _____ _____ _____ _____ _____ 0.06
6.00 0.06 325.09 _____ _____ _____ _____ _____ _____ _____ _____ 0.06
6.17 0.07 325.09 _____ _____ _____ _____ _____ _____ _____ _____ 0.06
6.33 0.07 325.10 _____ _____ _____ _____ _____ _____ _____ _____ 0.07
6.50 0.07 325.10 _____ _____ _____ _____ _____ _____ _____ _____ 0.07
6.67 0.07 325.10 _____ _____ _____ _____ _____ _____ _____ _____ 0.07
6.83 0.07 325.10 _____ _____ _____ _____ _____ _____ _____ _____ 0.07
7.00 0.08 325.10 _____ _____ _____ _____ _____ _____ _____ _____ 0.07
7.17 0.08 325.11 _____ _____ _____ _____ _____ _____ _____ _____ 0.08
7.33 0.09 325.13 _____ _____ _____ _____ _____ _____ _____ _____ 0.09
7.50 0.11 325.14 _____ _____ _____ _____ _____ _____ _____ _____ 0.10
7.67 0.20 325.22 _____ _____ _____ _____ _____ _____ _____ _____ 0.16
7.83 0.29 « 325.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.25
8.00 0.28 325.40 « _____ _____ _____ _____ _____ _____ _____ _____ 0.28 «
8.17 0.20 325.34 _____ _____ _____ _____ _____ _____ _____ _____ 0.24
8.33 0.13 325.24 _____ _____ _____ _____ _____ _____ _____ _____ 0.17
8.50 0.11 325.17 _____ _____ _____ _____ _____ _____ _____ _____ 0.12
8.67 0.10 325.15 _____ _____ _____ _____ _____ _____ _____ _____ 0.11
8.83 0.10 325.15 _____ _____ _____ _____ _____ _____ _____ _____ 0.10
9.00 0.09 325.13 _____ _____ _____ _____ _____ _____ _____ _____ 0.09
9.17 0.08 325.12 _____ _____ _____ _____ _____ _____ _____ _____ 0.08
9.33 0.07 325.11 ----- ----- ----- --- ---- ----- ----- ----- 0.08
9.50 0.07 325.10 _____ _____ _____ _____ _____ _____ _____ _____ 0.07
9.67 0.07 325.09 _____ _____ _____ _____ _____ _____ _____ _____ 0.07
9.83 0.06 325.09 _____ _____ _____ _____ _____ _____ _____ _____ 0.06
10.00 0.06 325.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.06
10.17 0.06 325.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.06
10.33 0.06 325.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.06
10.50 0.06 325.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.06
End
Reservoir Report P,ge,
Reservoir No. 1 - infilt trench
Pond Data
Bottom area = 200.0 sqk
Stage /Storage Table
Stage Elevation
ft ft
0.00 325.00
0.40 325.40
0.80 325.80
1.20 326.20
1.60 326.60
2.00 327.00
2.40 327.40
2.80 327.80
3.20 328.20
3.60 328.60
4.00 329.00
English
Side slope = 0.0:1 Bottom elev. = 325.00 ft Depth = 4.00 k
Contour area Incr. Storage Total storage
sgft tuft tuft
200 0 0
200 80 80
200 80 160
200 80 240
200 80 320
200 80 400
200 80 480
200 80 560
200 80 640
200 80 720
200 80 800
Culvert /Orifice Structures
[A] [B] [~l [Dl
Rise in = 0.0 0.0 0.0 0.0
Span in = 0.0 0.0 0.0 0.0
No. Barrels = 0 0 0 0
Invert EI. ft = 0.00 0.00 0.00 0.00
Length ft = 0.0 0.0 0.0 0.0
Slope %a = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif. Coeff. = 0.00 0.00 0.00 0.00
Multistage = ----- No No No
Weir Structures
[A] [B] [~] [D]
Crest Len ft = 0.0 0.0 0.0 0.0
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multistage = No No No No
Tailwater Elevation = 0.00 k
sore-. nn o~nio«: nay oea~ ar~ainaa ~ma, imm a~a o~ei~~~wi.
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
k tuft ft cfs cfs cfs cfs cfs cfs cfs c(s cfs
0.00 0 325.00 --- --- --- --- --- --- --- --- 0.00
0.04 8 325.04 --- --- --- --- --- --- --- --- 0.03
0.08 16 325.08 --- --- --- --- --- --- --- --- O.Ofi
0.12 24 325.12 --- --- --- --- --- --- --- --- 0.08
0.16 32 325.16 --- --- --- --- --- --- --- --- 0.11
0.20 40 325.20 --- --- --- --- --- --- --- --- 0.14
0.24 48 325.24 --- --- --- --- --- --- --- --- 0.17
0 28 56 325.28 --- --- --- --- --- --- --- --- 0.20
0.32 64 325.32 --- --- --- --- --- --- --- --- 0.22
0.36 72 325.36 --- --- --- --- --- --- --- --- 0.25
0.40 80 325.40 --- --- --- --- --- --- --- --- 0.28
Continues on neat page
infilt trench Page 2
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuk ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.44 88 325.44 --- --- --- --- -- --- --- --- 0.28
0.48 96 325.48 --- --- --- --- --- --- --- --- 0.28
0.52 104 325.52 -- --- --- --- --- --- --- --- 0.28
0.56 112 325.56 --- --- --- --- --- --- --- --- 0.28
0.60 120 325.60 --- --- --- --- --- --- --- --- 0.28
0.64 128 325.64 --- --- --- --- --- --- --- --- 0.28
0.68 136 325.68 --- --- --- --- --- --- --- --- 0.28
0.72 144 325.72 --- --- --- --- --- --- --- --- 0.28
0.76 152 325.76 --- --- --- --- --- -- --- --- 0.28
0.80 160 325.80 --- --- --- --- --- --- --- --- 0.28
0.84 168 325.84 --- --- --- --- --- --- --- --- 0.28
0.88 176 325.88 --- --- --- --- --- --- --- -- 0.26
0.92 184 325.92 --- --- --- --- --- --- --- --- 0.28
0.96 192 325.96 --- --- --- --- --- --- --- --- 0.28
1.00 200 326.00 --- --- --- --- --- --- --- --- 0.28
1.04 208 328.04 --- --- --- --- --- --- --- --- 0.28
1.08 216 326.08 --- --- --- --- --- --- --- --- 0.28
1.12 224 326.12 --- --- --- --- --- --- --- --- 0.28
1.16 232 326.16 --- --- --- --- --- --- --- --- 0.28
1.20 240 326.20 --- --- --- --- --- --- --- --- 0.28
1.24 248 326.24 --- --- --- --- --- --- --- --- 0.28
1.28 256 328.28 --- --- --- --- --- --- --- --- 0.28
1.32 264 326.32 --- --- --- --- --- --- --- --- 0.28
1.36 272 326.36 --- --- --- --- --- --- --- --- 0.26
1.40 280 326.40 --- --- --- --- --- --- --- --- 0.28
1.44 288 326.44 --- --- --- --- --- --- --- --- 0.28
1.48 296 326.48 --- --- --- --- --- --- --- --- 0.28
1.52 304 326.52 --- --- --- --- --- --- --- --- 0.28
1.56 312 326.56 --- --- --- --- --- --- --- --- 0.28
1.60 320 326.60 --- --- --- --- --- --- --- --- 0.28
1.64 328 326.64 --- --- --- --- --- --- --- --- 0.28
1.68 336 326.68 --- --- --- --- --- --- --- --- 0.28
1.72 344 326.72 --- --- --- --- --- --- --- --- 0.28
1.76 352 326.76 --- --- --- --- --- --- --- --- 0.28
1.80 360 326.60 --- --- --- --- --- --- --- --- 0.28
1.84 368 326.84 --- --- --- --- --- --- --- --- 0.28
1.88 376 326.88 --- --- --- --- --- --- --- --- 0 28
1.92 384 326.92 --- --- --- --- --- --- --- --- 0.28
1.96 392 326.96 --- --- --- --- --- --- --- --- 0.28
2.00 400 327.00 --- --- --- --- --- --- --- --- 0.28
2.04 408 327.04 --- --- --- --- --- --- --- --- 0.28
2.08 416 327.08 --- --- --- --- --- --- --- --- 0.28
2.12 424 327.12 --- --- --- --- --- --- --- --- 0.28
2.16 432 327.16 --- --- --- --- --- --- --- --- 0.28
2.20 440 327.20 --- --- --- --- --- --- --- --- 0.28
2.24 448 327.24 --- --- -- --- --- --- --- --- 0.28
2.28 456 327.28 --- --- --- --- --- --- --- --- 0.28
2.32 464 327.32 --- --- --- --- --- --- --- --- 0.28
2.36 472 327.36 --- --- --- --- --- --- --- --- 0.28
2.40 480 327.40 --- --- --- --- --- --- --- --- 0.28
2.44 488 327.44 --- --- --- --- --- --- --- --- 0.28
2.48 496 327.48 --- --- --- --- --- --- --- --- 0.28
2.52 504 327.52 --- --- --- --- --- --- --- --- 0.28
Continues on neat page...
inflt trench Page 3
Stage /Storage /Disch arge Table
Stage Storage Elevation Clv A Clv 6 Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.56 512 327.56 --- --- --- --- --- --- --- --- 0.28
2.60 520 327.60 --- --- --- --- --- --- --- --- 0.28
2.64 528 327.64 --- --- --- --- --- --- --- --- 0.28
2.68 536 327.68 --- --- --- --- --- -- --- --- 0.28
2.72 544 327.72 --- --- --- --- --- --- --- --- 0.28
2.76 552 327.76 --- --- --- --- --- --- --- --- 0.28
2.80 560 327.80 --- --- --- --- --- --- --- --- 0.28
2.84 568 327.84 --- --- --- --- --- --- --- --- 0.26
2.88 576 327.88 --- --- --- --- --- --- --- --- 0.28
2.92 584 327.92 --- --- --- --- --- --- --- --- 0.28
2.96 592 327.96 --- --- --- --- --- --- --- --- 0.28
3.00 600 328.00 --- --- --- --- --- --- --- --- 0.28
3.04 608 328.04 --- --- --- --- --- --- --- --- 0.28
3.08 616 328.08 --- --- --- --- --- --- --- --- 0.28
3.12 624 328.12 --- --- --- --- --- --- --- --- 0.28
3.1fi 632 328.16 --- --- --- --- --- --- --- --- 0.28
3.20 640 328.20 --- --- --- --- --- --- --- --- 0.28
3.24 648 328.24 --- --- --- --- --- --- --- --- 0.28
3.28 656 328.28 --- --- --- --- --- --- --- --- 0.28
3.32 664 328.32 --- --- --- --- --- --- --- --- 0.28
3.36 672 328.36 --- --- --- --- --- --- --- --- 0.28
3.40 680 328.40 --- --- --- --- --- --- --- --- 0.28
3.44 686 328.44 --- --- --- --- --- --- --- --- 0.28
3.48 696 328.48 --- --- --- --- --- --- --- --- 0.28
3.52 704 328.52 --- --- --- --- --- --- --- --- 0.28
3.56 712 328.56 --- --- --- --- --- --- --- --- 0.28
3.60 720 328.60 --- --- --- --- --- --- --- --- 0.28
3.64 728 328.64 --- --- --- --- --- --- --- --- 0.26
3.68 736 328.68 --- --- --- --- --- --- --- --- 0.28
3.72 744 328.72 --- --- --- --- --- --- --- --- 0.28
3.76 752 328.76 --- --- --- --- --- --- --- --- 0.28
3.80 760 328.80 --- --- --- --- --- --- --- --- 0.28
3.84 768 328.84 --- --- --- --- --- --- --- --- 0.28
3.88 776 328.88 --- --- --- --- --- --- --- --- 0.28
3.92 784 328.92 --- --- --- --- --- --- --- --- 0.28
3.96 792 328.96 --- --- --- --- --- --- --- --- 0.26
4.00 800 329 00 --- --- --- --- --- --- --- --- 0.28
Entl
• Hydrograph Report
Page 1
English
Hyd. No. 4
Hydrograph type =Reservoir
Storm frequency = 100 yrs
Inflowhyd. No. = 2
Max. Elevation = 325.40 ft
Peak discharge = 0.28 cfs
Time interval = 60 min
Reservoir name = infilt trench
Max. Storage = 648 cuft
sm~ase mamaaon memoa sea. Tolal Volume = 1 gC64 cuff
Hydrograph Discharge Table
Time In0ow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.00 0.08 325.11 _____ _____ _____ _____ _____ _____ _____ _____ 0.08
4.00 0.09 325.12 ----- ----- ----- ----- ----- ----- 0.09
5.00 0.11 325.15 ----- ----- ----- ----- ----- ----- 0.11
6.00 0.14 325.19 ----- ----- ----- ----- ----- ----- 0.14
7.00 0.18 325.25 ----- ----- ----- ----- ----- ----- 0.17
8.00 0.43 « 325.40 « ----- ----- ----- ----- ----- ----- ----- ----- 0.28 «
9.00 0.32 325.40 « ----- ----- ----- ----- ----- ----- 0.28 «
10.00 0.14 325.40 « _____ _____ _____ _____ _____ _____ _____ _____ 0.28 «
11.00 0.16 325.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.24
13.00 0.12 325.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.16
14.00 0.09 325.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.07
15.00 0.10 325.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.12
16.00 0.09 325.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.08
17.00 0.09 325.14 ----- ----- ----- ----- ----- ----- ----- --~-- 0.10
18.00 0.08 325.11 ----- ----- ----- ---- ----- ----- ----- ----- 0.08
19.00 0.06 325.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.06
20.00 0.07 325.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.07
21.00 0.07 325.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.07
22.00 0.07 325.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.07
23.00 0.06 325.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.06
24.00 0.06 325.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.06
End
- Reservoir Report page 1
English
Reservoir No. 1 - infilt trench
Pond Data
Bottom area = 200.0 sgft
Stage /Storage Table
Stage Elevation
ft ft
0.00 325.00
0.40 325.40
0.80 325.80
1.20 326.20
1.60 326.60
2.00 327.00
2.40 327.40
2.80 327.80
3.20 328.20
3.60 328.60
4.00 329.00
Side slope = 0.0:1 Bottom elev. = 325.00 ft Depth = 4.00 h
Contour area Incr. Storage Total storage
sgft tuft tuft
200 0 0
200 80 80
200 80 160
200 80 240
200 80 320
200 80 400
200 80 480
200 80 560
200 80 640
200 80 720
200 80 800
Culvert /Orifice Structures
[A] [B] [C] [D]
Rise in = 0.0 0.0 0.0 0.0
Span in = 0.0 0.0 0.0 0.0
No. Barrels = 0 0 0 0
Invert EI. ft = 0.00 0.00 0.00 0.00
Length ft = 0.0 0.0 0.0 0.0
Slope % = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif. Coeff. = 0.00 0.00 0.00 0.00
Multistage = ----- No No No
Weir Structures
[A] [B] [~l [Dl
Crest Len ft = 0.0 0.0 0.0 0.0
Crest EI. ft = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Eqn. Exp. = 0.00 0.00 0.00 0.00
Multistage = No No No No
7ailwater Elevation = 0.00 ft
rvme. an o~ni~ n~ eee..~ninm ~~ae, ~mn a~a o~n~ ~om,oi.
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 325.00 --- --- --- --- --- --- --- --- 0.00
0.04 8 325.04 --- --- --- --- --- -- --- --- 0.03
0.08 16 325.08 --- --- --- --- --- --- --- --- 0.06
0.12 24 325.12 --- --- --- --- --- --- --- --- 0.08
0.16 32 325.16 --- --- --- --- --- --- --- --- 0.11
0.20 40 325.20 --- --- --- --- --- --- --- --- 0.14
0.24 48 325.24 --- --- --- --- --- --- --- --- 0.17
0.28 56 325.28 --- --- -- --- --- --- --- --- 0.20
0.32 64 325.32 --- --- --- --- --- --- --- --- 0.22
0.38 72 325.36 --- --- --- --- --- --- --- --- 0.25
0.40 80 325.40 --- --- --- --- --- --- --- --- 0.28
Continues on nett page...
infilt trench Page 2
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.44 88 325.44 --- --- --- --- --- -- --- --- 0.28
0.48 96 325.48 --- --- --- --- --- --- --- --- 0.28
0.52 104 325.52 --- --- --- --- --- --- --- --- 0.28
0.56 112 325.56 --- --- --- --- --- -- --- --- 0.28
0.60 120 325.60 --- --- --- --- --- --- --- --- 0.28
0.64 128 325.64 --- --- --- --- --- --- --- --- 0.28
0.68 136 325.68 --- --- --- --- --- --- --- --- 0.28
0.72 144 325.72 --- --- --- --- --- --- --- --- 0.28
0.76 152 325.76 --- --- --- --- --- --- --- --- 0.28
0.80 160 325.80 --- --- --- --- --- --- --- --- 0.28
0.84 168 325.84 --- --- --- --- --- --- --- --- 0.28
0.88 176 325.88 -- --- - --- --- --- -- --- 0.28
0.92 184 325.92 --- --- --- --- --- --- --- --- 0.28
0.96 192 325.96 --- --- --- --- --- --- --- --- 0.28
1.00 200 326.00 --- --- --- --- --- --- --- --- 0.28
1.04 208 326.04 --- --- --- --- --- --- --- --- 0.28
1.08 216 326.08 --- --- --- --- --- --- --- --- 0.28
1.12 224 326.12 --- --- --- --- --- --- --- --- 0.28
1.16 232 326.16 --- --- --- --- --- --- --- --- 0.28
1.20 240 326.20 --- --- --- --- --- --- --- --- 0.28
1.24 248 326.24 --- --- --- --- --- --- --- --- 0.28
1.28 256 326.28 --- --- --- --- --- --- --- --- 0.28
1.32 264 326.32 --- --- --- --- --- --- --- --- 0.28
1.36 272 326.36 --- --- --- --- --- --- --- --- 0.28
1.40 280 326.40 --- --- --- --- --- --- --- --- 0.28
1.44 288 326.44 --- --- --- --- --- --- --- --- 0.28
1.48 296 326.48 --- --- --- --- --- --- --- --- 0.28
1.52 304 326.52 --- --- --- --- --- --- --- --- 0.28
1.56 312 326.56 --- --- --- --- --- --- --- --- 0.28
1.60 320 326.60 --- --- --- --- --- --- --- --- 0.28
1.64 328 326.64 --- --- --- --- --- --- --- --- 0.28
1.68 336 326.68 --- --- --- --- --- --- --- --- 0.28
1.72 344 326.72 --- --- --- --- --- --- --- --- 0.28
1.76 352 326.76 --- --- --- --- --- --- --- --- 0.28
1.60 360 326.80 --- --- --- --- --- --- --- --- 0.28
1.64 368 326.84 --- --- --- --- --- --- --- --- 0.28
1.88 376 326.88 --- --- --- --- --- --- --- --- 0.28
1.92 384 326.92 --- --- --- --- --- --- --- --- 0.28
1.96 392 326.96 --- --- --- --- --- --- --- --- 0.28
2.00 400 327.00 --- --- --- --- --- --- --- --- 0.28
2.04 408 327.04 --- --- --- --- --- --- --- --- 0.28
2.08 416 327.08 --- --- --- --- --- --- --- --- 0.28
2.12 424 327.12 --- --- --- --- --- --- --- --- 0.28
2.16 432 327.1fi --- --- --- --- --- --- --- --- 0.28
2.20 440 327.20 --- --- --- --- --- --- --- --- 0.28
2.24 448 327.24 --- --- --- --- --- --- --- --- 0.28
2.28 456 327.28 --- --- --- --- --- --- --- --- 0.28
2.32 464 327.32 --- --- --- --- --- --- --- --- 0.28
2.36 472 327.36 --- --- --- --- --- --- --- --- 0.28
2.40 480 327.40 --- --- --- --- --- --- --- --- 0.28
2.44 488 327.44 --- --- --- --- --- --- --- --- 0.28
2.48 496 327.48 --- --- --- --- --- --- --- --- 0.28
2.52 504 327.52 --- --- --- --- --- --- --- --- 0.28
Continues on next page...
infJt trench Page 3
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cts cfs cfs cfs cfs cfs cfs cfs
2.56 512 327.56 --- --- --- --- --- --- --- --- 0.28
2.60 520 327.60 --- --- --- --- --- --- --- --- 0.28
2.64 528 327.64 --- --- --- --- --- -- --- --- 0.28
2.68 536 327.68 -- --- --- --- --- -- --- --- 0.28
2.72 544 327.72 --- --- --- --- --- --- --- --- 0.28
2.76 552 327.76 --- -- --- --- --- --- --- --- 0.28
2.80 560 327.80 --- --- --- --- --- --- --- --- 0.28
2.84 568 327.84 --- - --- --- -- --- --- --- --- 0.28
2.88 576 327.88 --- --- --- --- --- --- --- --- 0.28
2.92 584 327.92 --- --- --- --- --- --- --- --- 0.28
2.96 592 327.96 --- --- --- --- --- --- --- --- 0.28
3.00 600 328.00 --- --- --- --- --- --- --- --- 0.28
3.04 608 328.04 --- --- --- --- --- --- --- --- 0.28
3.08 616 328.08 --- --- --- --- --- --- --- --- 0.28
3.12 624 328.12 --- --- --- --- --- --- --- --- 0.28
3.16 632 328.16 --- --- --- --- --- --- --- --- 0.28
3.20 640 328.20 --- --- --- --- --- --- --- --- 0.28
3.24 648 328.24 --- --- --- --- --- --- --- --- 0.28
3.28 656 328.28 --- --- --- --- --- --- --- --- 0.28
3.32 664 328.32 --- --- --- --- --- --- --- --- 0.28
3.36 672 328.36 --- --- --- --- --- --- --- --- 0.28
3.40 680 328.40 --- --- --- --- --- --- --- --- 0.28
3.44 688 328.44 --- --- --- --- --- --- --- --- 0.28
3.48 696 328.48 --- --- --- --- --- --- --- --- 0.28
3.52 704 328.52 --- --- --- --- --- --- --- --- 0.28
3.56 712 328.56 --- --- --- --- --- --- --- --- 0.28
3:60. 720 328.60 --- --- --- --- --- --- --- --- 0.28
3-.64 728 328.64 --- --- --- --- --- --- --- --- 0.28
3,88 736 328.68 --- --- --- --- --- --- --- --- 0.2$
3.72 744 328.72 --- --- --- --- --- --- --- --- 0.2A
3.76 752 328.76 --- --- --- --- --- --- --- --- 0.28
3.80 760 328.80 --- --- --- --- --- --- --- --- 0.28
3.84 768 328.84 --- --- --- --- --- --- --- --- 0.28
3.85 776 328.88 --- --- --- --- --- --- --- --- 0.28
3.92 784 328.92 --- --- --- --- --- --- --- --- 0.28
3.96 792 328.96 --- --- --- --- --- --- --- --- 0.28
-,4.00 800 329.00 --- --- --- --- --- --- --- --- 0.28
End
2x CARTRIDGE-CATCH BASIN MEDIA FILTER SYSTEM
MAXIMUM TREATMENT FLOW 0.07 CFS
SECTION VIEW
18"0 X 19" TALL
FILTER CARTRIDGE
(2 THIS UNIT)
12'"
I
DISSIPATER
BAFFLE
264 TRENCH
2'-6" X 6'-0" ID &
3'-1" X 6'-7" OD
a e
~ ~ o
FOLDING CARTRIDGE
SUPPORT RACK
12" ADS
OUTLET
OUTLET BOX
SLIDE GATE
FIBERGLASS
OIL BAFFLE
2x CARTRIDGE-CATCH BASIN MEDIA FILTER SYSTEM
MAXIMUM TREATMENT FLOW 0.07 CFS
ELEVATION VIEW
18"0 X 19" TALL
FILTER CARTRIDGE
(3 MAXIMUM)
RIM EL=641.0'
DISSIPATER
BAFFLE 1
12°0
LG
'
' i-i
a
-25
IE OUT ~
EL=638.5'
/j
BOTTOM ~ Lj
EL=636.79' '
FOLDING CARTRIDGE
SUPPORT RACK
FLEXABLE
COLLECTION
TUBING
TRAFFIC RATED
COVER PLATE
AND INLET GRATE
2'-6.0"
3 12 0
IE OUT
EL=638.5'
ourLEr Box 1'-as"
SLIDE GATE ~
2x CARTRIDGE-CATCH BASIN MEDIA FILTER SYSTEM
MAXIMUM TREATMENT FLOW 0.07 CFS
PLAN VIEW
12" ADS
INLET n n n n
ELEV. VIER
SEE SHEEP 3 ~m
-2 I`STORM I`STORMI
0 o 0 P a
TRAFFIC RATED
COVER PLATE
6. _ 8..
NOTES
1. CATCH BASINS ARE DESINED FOR H-20 TRAFFlG
2. HFAVI TRA~TIC FRAME k COVER PROVIDED
3. HEAVIES! PICH IS 2.5 TONS.
4. CONtRACTOR i0 RIO k OFF LOAD.
5. CDS CATCH &SIN FlLTERS COME WPM ILL HPRDWPRE, flAfFL[ h ROAi PRE-INSTALLED.
6. CARR110GE5 INSTALLED 8Y CON(RACTOR PRIOR TO STORM STSTELI GOING ON LINE.
). MULTIPLE INLETS CAN RE ACCOMODAIED. INLET Y OUTLET PIPES CAN BE LOCATED ON ALL SIDES OF 1HE MANHOLE.
8. MI5 UNIT TTPIGLLT USES 18' TALL CARTRIDGES 225' FROM TOP OF CRATE TO OUREf IS REOUIREO.
12" ADS
OUTLET
ELEV. VIER
SEE SHEET }
FLOW
9. CONTACT CDS WESL COAST OFFlCE (888)535-0559. EISi COAST OFFICE (800)048-9955
Jlhen CDS Technologies introduced continuous deflecfive
separation BMPs to the United States in 1996, it revolo-
lionized the treatment of storm water and
combined sewer overflows. Since this time. CDS has
continued to evolve Its methods of water treatment with
eroducts distinguished not only by engineering innovation,
but by an untarnished record of dependability.
How is this possible? It begins with a conscientious
commitment to customer service.
CDS engineers partner with customers to ensure
optimized designs and equipment performance for bath ~,,~,,, ~,~
urban sewer and storm drainage systems. From the begin-
~~ing, we evaluate the very specific nature of i~~~"'~~~' ~~~
your project plan so that we can design and specifyequip-
~~,~ a r~,itrcnrn Syre,r~ 03
anent accordingy: our goal is to provide treatment systems
itat are the right fit and that will provide value over time. r,.~,,~ i; for n , ; ^a
With more professional water quality engineers on staff
than any other treatment pmvlder, our ability to respond
and restive planning design and construction issues is
unparalleled. Our engineers can also help guide you
through Phase I and Phase II NPDES permitted projects.
The following descriptions of CDS Technologies' storm
water treatment BMPs will provide you with a basic
understanding of our equipment and what you can
expect from an operational perspective. When you have
questions, know that professional engineering support
is available to you. We look forward to the prospect of
~,vorking with you now and aver the long term.
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