Peer Rev 6 Storm Drain 001McCAMMANT HOMES
FOUR PLEXES CRYSTAL SPRINGS ROAD
STORM DRAINAGE REPORT
REV. 1-MARCH 2007
~11/ -2 ~~! ~ 'Z~o'7- /SOD&o PgQ,//r S~~~at
PARCEL 33020000100
903 CRYSTAL SPRINGS RD.
~ct° it-~, i'~~ i~ . ~'
PREPARED BY: MICHAEL N. ANTONOFF P.E.
3316 DEER IS. DR. EAST
LAKE TAPPS, WASH. 98391
(253) 862-6763
PREPARED FOR: McCAMMANT HOMES.
20407 CASCADE DR. EAST
BONNEY LAKE, WASH.
98391
(253)732-9453
tea' i,.-3:~.~.1
TABLE OF CONTENTS
SECTION ]-PROPOSED PROJECT DESCRIPTION PAGE 1
SECTION 2- EXISTING CONDITIONS PAGE 1
SECTION 3- INFII.TRATION RATES/ 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 10- COVENANTS, DEDICATIONS, EASEMENTS PAGE 3
SECTION ll-HQMEOWNERS-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- GEOTECFINICAL 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
the 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. Antonoff P.E.
SECTION 1- PROPOSED PROJECT DESCRIl'TION
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 area) 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 chazacteristics of the onsite soil , no runoff is anticipated in these landscaped,
pervious areas, as the stormwater will infiltrate directly into the native soil.
SECTION 2- EHISTING 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 Yehn,
Washington. Yelm Creek flows along the extreme westerly mazgin of the property. The
natural topography is slightly sloping downward from east to west, toward Yehn 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 curcently
runs due west and infiltrates into the native soil.
page 1
SECTION 3- INFII,TRATLON RATES/ SOII,S REPORT
Test holes were dug yr 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 Yehn existing watermain. New water services will be
constructed onsite to provide domestic water service to the new structures. It is not
anticipated that the proposed storm drainage facility will have any adverse impact on any
wells N the immediate azea.
SECTION 5-FUEL TANKS
Does not apply. No fuel tanks are known to be onsite
SECTION 6- SUB-BASIN DESCRIPTION
The new vnpervious areas w1Il drain into the proposed storm drainage system, which will
be entirely from onsite runoff. No significant offsite area 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 area which will be collected by the proposed storm
drainage system is essentially the area 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 100 year flood plain
of an existing creek which flows along the westerly margin of the subject property,
approx'unately 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 FACII.ITIES
Landscaping per the city code will be implemented in and azound 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 to 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 10- COVENANTS, DEDICATIONS, EASEMENTS
Does not apply. The site is owned by the company. The storm drainage system will be
privately owned and operated by McCammant Homes.
SECTION 11-HOMEOWNERS- ARTICLES OF INCORPORATION
Does not apply. Site is a commercial operation
RROSION CONTROL RFPORT
SECTION I-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 coanect 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. Install interim catch basin
protection.
5) Maintain and regularly clean facilities during coarse of construction. 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 towazd siltation control fences. Due to the small azea 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. Sednnent will be removed from the base of the 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 nmoff 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 cazs entering and leaving the site.
SECTION 3-PERMANENT EROSION CONTROL AND SITE RESTORATION
Permanent erosion control will be provided primarily by covering all exposed azeas by
pavement, building, landscaping or hydroseeding, and directing all stormwater from side
slopes and / or property boundaries. If exposed azeas are left free of vegetation after
Oaober 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- GEOTECI-INICAL ANALYSIS AND REPORT
Does wt 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
minor grading. Infiltration trench inspected prior to backfill.
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'P 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 the 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. 98391, 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 Wat extreme care is implemented on what drains into the
stone drainage system. As well it is imperative that proper protection and maintenance of
the infiltration system is carried 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 struchue. It is recommended that during the first year of operation, the frequency
of inspection be monthly for atl drainage system components.
APPENDIX A
MAINTENANCE SCHEDOLE
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 ~ ~rr
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 tune an inspection is done. Use
the suggested frequency at the IeR 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 ai 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
at e
Frequency Drainage Problem Conditions to Check For Conditions That Shoultl Exist
System J J J J
Feature
enera ras ens Any trash and debris which exceed Trash and debris cleared from
5 cubic teat per 1,000 square feet site.
(this Is about equal to the amount of
trash it would take to fll up one
standard size garbage can). In
general, there should be no visual
evidence of dumping. If less than
thresholtl all Vesh antl debris will be
removed es part of next schetluled
maintenance.
enera Any poisonous or nuisance No danger of 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. (Coortlinale with
noxious weeds as defnetl by State local health department)
or local regulations. (Apply Complete eratlication of
requirements of adoptetl IPM noxious weeds may not be
policies for the use of herbicides). possible. Compliance with
State or local eratlication
olicies re uiretl
enera Contaminants Any evidence of oil, gasoline, No contaminants or pollutants
and Pollution contaminants or other pollutants present. (COortlinate
removal/cleanup with local
water quality response
a en
enera o enl o es Any evidence of rodent holes if Rodents destroyed antl tlam 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 bens via rodent coortlinale with Ecology Dam
holes. Safety Office if pontl exceeds
10 acre-feet.
Genexl eaver ems Dam results in change or function Facility is returned to design
of the facility. fWQlefl. (Coordinate trapping
of beavers and removal of
dams with appropriate
ermit9n a encies
enera nsacts When Insects such as wasps antl Insects destroyed or removetl
hornets interfere with maintenance from site. Apply insecticitles in
activities. compliance with atlopted IPM
polices.
forage a imen Water ponding In infiltration pond Sediment is removed andlor
Area after rainfall ceases and appropriate facility Is cleaned so that
time sllowetl for infiltration. (A inFlliration system works
perwlation test pit or test pf facility according to design.
indicates facility is only working at
90% of its designetl capabilities. If
Iwa inches or more sediment Is
present, remove).
Filter Bags Filletl wish Setliment and Sediment antl tlebris fill bag more
(if Debris than'/ full Filter bag is replaced or
applicable) system is redesigned.
oc i tars Setliment and Debris By visual inspection, little or no Gravel in rock filter is replaced.
water flows through filter during
hoary rain storms.
ate
_equency Drainage Problem Contlitions to Check For Conditions That Should Exist
System / / / /
Feature
Side rosion Eroded tlamage over 2 inches deep Slopes should be stabilized
Slopes of where cause of tlamage is sell using appropriate erosion
Pond present or where there is potential coNrol measure(s)', e.g., rock
tar continuetl erosion. reinforcement, planting of
rass, com action.
A Pontl Settlements Any part of berm which has settled Dike is built back to the design
Berms 4 inches lower than the design elevation.
(Dikes) elevation. ((settlement is apparent,
measure berm tq tletermine amount
of settlement. Settling can be an
indication of mare severe problems
with the bens or outlet works. A
licensed civil engineer shoultl be
consulted to tletermine Ne source
of lha settlement.
A Pontl Piping Discernable water OOw Arough Piping eliminated. Erosion
Berms pond berm. Ongoing erosion with potential resolvetl.
(Dikes) potential tar erosion to continue.
(Recommend a Goethechnical
engineer be called into Inspect and
evaluate condition and recommend
repair of condition.
A Emergency Tree Growth Tree growth on emergency Trees shoultl be removed. I!
Overflow/ spillways creates blockage root system is small (base less
Spillway problems and may cause failure of than 4 inches) the root system
the berm due to uncontrolled may be left in place. Othenxise
overtopping. the roots should be remavetl
and lha berm restoretl. A
Iicen58d civil engineer ehoultl
be consulted for proper
bermis illwa restoration.
A Emergency Emergency Only one layer of rock exists above Rocks and pad depth are
Overlow/ Overflow/ native soil in area Flve square feet restored to design stantlards.
Spillway Spillway or larger, or any exposure of native
soil at [he tap of out flow path of
spillway. (Rip-rap on inside slopes
need not be re lacetl.
Pre-settling Facility or sump 6' or designed sediment trap depth Sediment is removed.
Ponds end filled with sediment of sediment. '
Vaults anNOr debris
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
Dam
Frequency Drainage Problem Contlitions to Check For Contlltions That Shoultl Exist
System / / / /
FeaNre
enera Trash and Debris Material exceeds 25 % of sump Control structure orifice is
(Includes Sediment) depth or 1 foot below orifce not blocked. All trash and
plate. debris removed.
A enera ruc ura amage Structure is not securely Structure securely
attached to manhole wall. attached to wall and outlet
pipe.
enera ruc ura amage Structure is not in upright Structure in correct
position (allow upto l0%from position.
plumb).
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 Any holes--other than designed Structure has no hales
holes-in the structure. other than designed holes.
eanou amage or Issing eanou ga a Is no wa a Ig Gate is watertight and
Gate or is missing. works as designed.
eanou amage or Issing Gate cannot be moved up and Gate moves up and tlown
Gate dawn by one maintenance easily antl is watertight.
person.
A eanou amage or Issing ChaiNrotl leading to gate is Chain is in place and works
Gate missing or damaged. as tlesignetl.
eanou amage or Issing a e Is ruse over o o I s Gate is repaired or
Gate surface area. replaced to meet design
standards.
n Ice amage or Issmg Control device is not working Plate is in place and works
Plate properly due to missing, out of as designed.
place, or bent orifice plate.. '
n Ice s ruc Ions Any trash, debris, sediment, or Plate is free of all
Plate vegetation blocking the plate. obstructions and works as
designed.
ve ow s ruc Ions Any trash or debris blocking (or Plpe is free of all
Pipe having the potential of blocking) obstructions and works as
the overflow pipe. designed.
an o e Cover Not in Place Manhole is closed.
Cover is missing or only
padially in place. Any open
manhole requires maintenance.
~ O ett
,~equency Drainage Problem Conditions to Check For Conditions That Should Exist
System ~ '' ~ ~
Feature
A an o e Locking Mechanism Mechanism cannot be opened Mechanism opens with
Not Working 6y one maintenance person proper fools.
with proper tools. Bolts into
frame have less than 1/2 inch
of thread (may not apply to self-
locking lids).
A an o e Cover Difficult to One maintenance person Cover can be removed and
Remove cannot remove lid after reinstalled by one
applying normal lifting pressure. maintenance person,
Intent is to keep cover from
sealing o(f 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 aLLached to slmcWre 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 ce
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 reatl "Dump No Waste-Drains to
visible Stream") shall be paintetl
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
inleUing capacity of the basin by opening.
more than 10 % .
enera Trash & Trash or tlebris (in the basin) No trash or debris in the
Debris that exceeds 60 percent of the catch basin.
sumo 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 & Trash or debris in any inlet or Inlet and outlet pipes free
Debris outlet pipe blocking more than of trash or debris.
1/3 of its hei M.
enera Trash 8 Dead animals or vegetation that No dead animals or
Debris could generate odors that could vegetation present within
cause complaints or tlangerous the catch basin.
ases e.., methane .
enera Sediment Sediment (in the basin) that No sediment In the catch
exceetls 60 percent of the sump basin
depth as measured from the
bottom of basin to invert of the
lowest pipe iota or out of the
basin, but in no case less than
a minimum of 6 inches '
clearance from the sediment
surface to the invert of the
lowest i e.
enera Structure Damage to Top slab has holes larger than Top slab is free of holes
Frame and/or Top 2 square inches or cracks witler and cracks.
Slab than 1/4 Inch (Intent is to make
sure no material is running into
basin .
enera Structure Damage to Frame not sifting flush on top
Frame and/or Top slab, Le., separation of more Frame is sitting flush on
Slab than 3/4 inch of the frame from the riser rings or toD slab
the top slab. Frame not antl firmly attached.
secure) attached
enera Fractures or Cracks in Maintenance person judges that Basin replacetl or repairetl
Basin Walls/ Bottom structure is unsound to desi n standards.
a te
_, equency Drainage Problem Contlltions to Check For Conditions That Should
System / / / / Exist
Feature
enera Fractures or Cracks in Grout fillet has separated or Pipe is regrouted and
Basin Wallsl Bottom cracked wider than 1/2 inch and secure at basin wall.
longer than 1 foot at the joint of
any inleUOUtlel pipe or any
evidence of soil particles
entering catch basin through
cracks.
enera SettlemenU If failure of basin has created a Basin replaced or repaired
Misalignment safely, function, or design to design standards.
roblem.
enera ege a ion Vegetation growing across antl 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
inleVoutlet pipe joints that is growth present.
more than six inches tall and
less than six inches a art.
on amino ion an qny evidence of oil, gasoline, o con aminan s or
Pollutants present.
General Pollution 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 padially in place. requires maintenance.
Cover Catch basin cover is
closed.
Catch Locking Mechanism Mechanism cannot be opened Mechanism opens with
Basin Nol Working by one maintenance person proper tools.
Cover with proper tools. Bolls into
frame have less than 112 inch of
thread.
Catch Cover Diffcull to One maintenance person Cover can be removed 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.
Ladder Ladder Rungs Unsafe Ladder is unsafe due to 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/e inch. desi n standards.
Grates Trash 8 Trash antl 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 Gra[e 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) After any major storm (use 1-inch in 24 hours as a guideline).
APPENDIX B
STORM DRAINAGE FACILITY CALCULATIONS
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Hydrograph Summary Report
Page 1
Hytl.
No. Hydrograph
type
(ori91n1 Peak
gow
(ctsi Time
Interval
(mm) Time[o
peak
Iminl Volume
Icuftl Return
periotl
lyral Inflow
hydls) Mazlmum
elevation
Ift) Mazimum
storage
Icuftl Hydrograph
descripllon
1 SBUH RUno% 029 10 4]0 4,064 700 -- ---- ------ 100yr 24 hr tlev.c
2 SBUH Runof( 043 ~ 480 10,044 100 ---- ----- ---- 10D yr ]tlaY tlev.
3 Reservoir 026 10 460 4,064 100 1 325.40 81
4 Reservoir 0.28 ~ 460 10,054 100 2 325.40 646
Proj. file: Mccammant YeIm.GP IDF file: Sample.idf Run date: 10-25-2006
Hydrograph Report
Page 1
English
Hyd. No. 1
100yr24 hrdev.cond
Hydrograph type = SBUH Runoff
Storm frequency = 100 yrs
Drainage area = 0.29 ac
Basin Slope = 1.0 °~
Tc method =LAG
Total precip. = 4.10 in
Storm duration = 24 hrs
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 Volume = 4,064 tuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
5.83 0.06
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.oD o.06
7.n o.08
7.33 0.09
7.50 0.11
7.67 0.20
7.63 0.29 «
8.00 0.28
8.17 0.20
8.33 0.13
8.50 0.11
8.67 0.10
6.83 0.10
9.00 0.09
9.17 0.08
9.33 0.07
9.50 0.07
9.67 O.D7
9.83 0.06
10.00 0.06
10.17 0.06
10.33 0.06
Entl
Hydrograph Report
Page 1
English
Hyd. No. 2
100 yr 7 day dev. cond
Hydrograph type = SBUH Runoff
Storm frequency = 100 yrs
Drainage area = 0.29 ac
Basin Slope = 1.0
Tc method =LAG
Total precip. = 10.00 in
Storm duration = 24 hrs
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
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
4.00 0.09
s.oo 0.11
s.oo a1a
7.00 0.18
8.00 0.43 «
9.00 0.32
10.00 0.14
11.00 0.16
12.00 0.10
13.00 0.12
t 4.00 0.09
15.00 0.10
16.00 0.09
17.00 0.09
Total Volume = 10,044 tuft
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
srorga inemenon memos uses. Total Volume = 4,064 cuff
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 cts cfs cfs
5.87 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 page 1
English
Reservoir No. 1 - infilt trench
Pond Data
Bottom area = 200.0 sgtt
Stage /Storage Table
Stage Elevation
ft k
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 k 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 Weir Structures
[A] [s] [~] [D] [A] [B] [~] [D]
Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 0.0 0.0 0.0 0.0
Span in = 0.0 0.0 0.0 0.0 Crest EI. k = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert EI. ft = 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00
Length k = 0.0 0.0 0.0 0.0 Multistage = No No No No
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 Tailwater Elevation = 0.00 k
rvme- au ouxi~ nay ~~ aomnea ~~aar ime<a~° omie~wnrcm.
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
0.00 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
0.36 72 325.36 --- --- --- --- --- --- --- --- 0.25
0.40 80 325.40 --- --- --- --- --- --- --- --- 0.28
Continues on next page...
inflt trench
Stage /Storage /Discharge Table
Page 2
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
0.44 88 325.44 --- --- --- --- --- --- --- --- 0.28
0.48 96 325.46 --- --- --- --- --- --- --- --- 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
i.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
1.38 272 326.36 --- --- --- --- --- --- --- --- 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
1.80 360 326.80 --- --- --- --- --- --- --- --- 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 --- --- -- --- --- --- --- --- 0.26
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 ne# page...
infit trench Page 3
Stage / Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuk k cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.56 512 327.56 --- --- --- --- --- --- --- --- 0.28
2.60 520 327.fi0 --- --- --- --- --- --- --- --- 0.28
2.64 528 327.64 --- --- --- --- --- --- --- --- 0.28
2.68 536 327.68 --- --- --- --- --- --- --- --- 0.28
2.72 544 327.72 --- --- --- --- --- --- --- --- 0.28
2.78 552 327.76 --- --- --- --- --- --- --- --- 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
3.08 816 328.08 --- --- --- -- --- --- --- --- 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
3.28 656 326.28 --- --- --- --- --- --- --- --- 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
3.48 698 328.48 --- --- --- --- --- --- --- --- 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
3.68 736 328.68 --- --- --- --- --- --- --- --- 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 --- --- --- --- --- --- --- --- 0.28
4.00 800 329.00 --- --- --- --- --- --- --- --- 0.28
End
Hydrograph Report
Page t
English
Hyd. No. 4
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Max. Elevation = 325.40 ft
Peak discharge = 0.28 cfs
Time interval = 60 min
Reservoir name = infilt trench
Max. Storage = 648 tuft
51orz9e lnElcation meNW usM.
Hydrograph Discharge Table
Time Inflow
(hrs) cfs
3.00 0.08
4.00 0.09
5.00 0.11
6.00 0.14
7.00 0.18
8.00 0.43 «
9.00 0.32
10.00 0.14
11.00 0.16
13.00 0.12
1a.0o o.os
15.00 0.10
16.00 0.09
17.00 0.09
18.00 0.08
19.00 0.08
20.00 0.07
21.00 0.07
zz.oo 0.07
23.00 0.06
2a.oo o.os
rota) Volume =10,064 tuft
Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11 _____ _____ _____ _____ _____
325 0.08
.
325.12 _____ _____ _____ _____ _____ _____ _____ _____ 0.09
325.15 .____ _____ _____ _____ _____
_____ _____ _____ 0.11
325.19 _____ _____ _____ _____ _____ _____ _____ _____ 0.14
25 _____ _____ _____ _____ _____ _____ _____ _____
325 0.17
.
325.40 « _____ _____ _____ _____ _____ _____ _____ _____ 0.28 «
325.40 « _____ _____ _____ _____ _____ _____ _____ _____ 0.28 «
325.40 « .___ ____ _____ _____ _____ 0.28 «
325.35 _.___ _____ _____ _____ _____ _____
_____ _____ 0.24
325.23 _____ _____ _____ _____ _____ _____ 0.16
325.10 _._._ _____ _____ _____ _____ _____
----- ----- 0.07
325.17 _____ _____ _____ _____ _____ _____ 0.12
325.11 _____ _____ _____ _____ _____ _____ _____ _____ 0.08
325.14 _____ _____ _____ _____ _____ 0.10
325.11 _____ _____ _____ _____ _____ 0.08
325.12 __.._ _____ ____ _____ _____ _____
_____ _____ 0.08
325.10 _____ _____ _____ _____ _____ 0.07
325.10 _____ _____ _____ _____ _____ 0.07
325.09 _____ _____ _____ _____ _____
----- ----- ----- 0.07
325.09 _.___ _____ _____ _____ _____
_____ _____ _____ 0.06
325.08 _____ _____ _____ ___. _____ _.___ ____. _____ 0.06
...End
Reservoir Report
Reservoir No. 1 - infilt trench
Pond Data
Bottom area = 200.0 sgtt
Stage /Storage Table
Stage Elevation
ft k
0.00 325.00
o.ao 325.40
0.80 325.80
1.20 326.20
1.60 326.60
2.00 327.00
2.40 327.40
2.50 327.80
3.20 328.20
3.60 328.60
4 00 329.00
Page 1
English
Sitle slope = 0.0:1 Bottom elev. = 325.00 k Depth = 4.00 k
Contour area Incr. Storage Total storage
sqk tuft cuk
200 0 0
zoo ao eo
200 60 160
200 80 240
200 80 320
200 80 400
200 80 480
z6o ao sso
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]
Crest Len ft = 0.0
Crest EI. ft = 0.00
Weir Coeff. = 0.00
Eqn. Exp. = 0.00
Multistage = No
(Bl [C] ID]
o.o o.o o.o
0.00 0.00 0.00
o.oa o.oo o.oa
o.oo a.oo o.ao
No No No
7ailwater Elevation = 0.00 tt
eom. an oveio..i not ono avmnea omn min.~c oven wool.
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
0.00 0 325.00 --- ---
--- --- --- 0.03
0.04 8 325.04 --- ---
--- --- --- 0.06
0.08 16 325.08 --- ---
- --- --- 0.08
0.12 24 --_
325.12 --- ___
--- --- --
--- --- 0.11
0.16 32 _--
325.18 --- ___
--- --- ---
-- --- --- 0.14
0.20 40 ___
325.20 --- _--
--- --- -
- --- --- 0.17
-
0.24 48 -__
325.24 --- ___
-
--- ---
--- -- --- 0.20
0.28 56 ___
325.28 --- ---
--- ---
--- --- --- 0.22
0.32 64 325.32 --- ---
--- --- 0.25
0.36 72 ---
325.36 --- ___
--- --- ---
28
- --- --- 0
0.40 80 325 40 --- .
--- --- --
Continues on next page...
Page 2
infJt trench
Stage / Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr 8 Wr C Wr D Discharge
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
--- --- --- 0.28
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
0.84 128 ___ -__
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
0.86 176 325.88 --- --- --- -- --- 0.28
0.92 184 325.92 -- --- --- --- --- 0.28
0.98 192 325.96 --- --- --- --- --- 0.28
1.00 200 ___ __-
326.00 --- --- ---
- --- --- 0.28
1.04 206 --_ __
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
1.80 360 --_ ___
326.80 --- --- --- --
--- --- --- 0.28
1.84 388 326.84 --- --- --- --- 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 --- --- --- ---
28
--- --- 0
2.04 408 --_ _--
327.04 --- --- --- .
---
--- --- --- 0.28
2.08 416 --_ ___
327.08 --- --- ---
28
--- --- 0
2.12 424 ___ _--
327.12 --- --- --- .
---
--- --- --- 0.28
2.16 432 _-- ___
327.16 --- --- ---
26
--- --- 0
2.20 440 --- ___
327.20 --- --- --- .
---
-- --- --- 0.28
2.24 448 _-_ _--
327.24 --- --- --- -
28
--- --- 0
2.28 456 ___ _--
327.28 --- --- --- .
---
28
--- --- 0
2.32 464 .-- ___
327.32 --- --- --- .
---
--- --- --- 0.28
2.36 472 --- ___
327.36 --- --- ---
28
--- --- 0
2.40 480 ___ -_-
327.40 --- --- ---
- .
---
--- --- --- 0.28
2.44 488 ___ __-
327.44 --- --- --
28
- --- --- 0
2.48 496 ___ --.
327.48 --- --- --- .
--
-- --- --- 0.28
2.52 504 327.52 --- --- --- -
Continues on ne# page...
inftt trench Page 3
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuk k 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 --- --- --- --- --- --- --- --- 0.26
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 --- --- --- --- --- --- --- --- 0.26
3.04 608 328.04 --- --- --- --- --- --- --- --- 0.26
3.06 616 328.08 --- --- --- --- --- --- --- --- 0.28
3.12 624 328.12 --- --- --- --- --- --- --- --- 0.28
3.18 632 326.16 --- --- --- --- --- --- --- --- 0.26
3.20 640 328.20 --- --- --- --- --- --- --- --- 0.26
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 ___ ___ ___ ___ ___ ___ ___ ___ 0.28%'
3.72 744 328.72 --- --- --- --- --- --- --- --- 0.18
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
3.96 792 328.98 --- --- --- --- --- --- --- --- 0.28
-y3.00 800 329.00 --- -- --- --- --- --- -- --- 0.28
Entl
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" ADS
INLET
a
O
264 TRENCH
2'-6" X 6'-O" ID &
3'-1" X 6'-7" OD
12" ADS
OUTLET
O
OUTLET BOX
SLIDE GATE
DISSIPATER J
BAFFLE FOLDING CARTRIDGE FIBERGLASS
SUPPORT RACK 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)
TRAFFIC RATED
COVER PLATE
AND INLET GRATE
FINISHED GRADE
RIM EL=641.0' i
^~
j%/
DISSIPATER
BAFFLE //j/ ji 2'-6.0'
12"0 // /~/ FL OW 12"0
.
LO
° -25 IE OUT / /~
~ IE OUT
'
EL=638.5' ~ ~jj EL=638.5
~ ~%/
~ OUTLET BOX 1'-4.5"
SLIDE GATE
BOTTOM ~
% ~
EL=636.79'
FLEXABLE
FOLDING CART RIDGE COLLECTION
SUPPORT RACK TUBING
2x CARTRIDGE-CATCH BASIN MEDIA FILTER SYSTEM
MAXIMUM TREATMENT FLOW 0.07 CFS
PLAN VIEW
12" ADS G ~ o 0 12" ADS
INLET OUTLET
ELEV. VIEF
ELEV. VIER SEE SHEET 3
sEE sHEEr 3 ~ M^ FLOW
3'-2" iSTORM iSTORM/~
o 0 0 / °
TRAFFIC RATED
COVER PLATE
6, _ $,.
NOTES:
1. GTCH BPSINS PRE DESINED FOR H-20 TRAFfIC.
2. HEAW iRPfFlC FRAME k COVER PROVIDED
3. HUIDEST PICK IS 3.5 TONS.
A. CONTRACTOR TO RIG k OFF LOAD.
5. CDE PATCH fV51N FlLTERS COME WRH PLL HARDWARE. BMlE k BOAT PRE-INGTPLIED.
6. CARTRIDGES INSTPIIED BT CONRACTOR PRIOR TO STORM SYSTEM COING ON TINE.
~. MULTIPLE INLETS CAN BE ACCOMOWTEO. INLET k OUR£f PIPES CAN BE LOCATED ON ALL SIDES OF THE MPNHOLE.
.. ...~ .~.~.. .w,ea.. iiccc ~P• roi CeRTRmaFS. 225' FROM TOP OF GRATE TO OUR£T IS REQUIRED.
NJhen CDS Technologles Introduced continuous deflecfive
separation BMPs to the United States in 1996, it revolo-
t~onized the treatment of storm water and
rombined sewer overflows. Since this time, CDS has
continued to evolve Its methods of water treatment with
products distinguished not only by engineering innovation,
but by an untarnished record of dependability.
4ow 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 both n,.,i,,, ~,~,, ~,r
urban sewer and storm drainage systems. From the begin-
ning, we evaluate the very specific nature of ~0'""'~~~ 02
your project plan so that we can design and specify equip- c
!ren-a rutrzhon S; s~r;n ~3
went accordingly, our goal is to provide treatment systems
that are the right fit and that will provide value over time. r.,. mior ! ; ~ ^a
With more professional water quality engineers on staff
than any other treatment provider, our ability to respond
and resolve planning design and construction issues is
unparalleled, Our engineers can also help guide you
thnugh Phase I and Phase II NPDES permitted projects.
The following descriptions of CDS Technologles' 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
working with you now and over the long term.
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