Peer Rev 1 Storm Drain 001McCAMMANT HOMES
FOUR PLEXES CRYSTAL SPRINGS ROAD
STORM DRAINAGE REPORT
PARCEL 33020000100
903 CRYSTAL SPRINGS RD. O
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~rc.:r -~ ~h
PREPARED BY: MICHAEL N. ANTONOFF P.E.
3316 DEER LS. DR. EAST
LAKE TAPPS, WASH. 98391
(253) 862-6763
PREPARED FOR: McCAMMANT HOMES.
20407 CASCADE DR. EAST
BONNEY LAKE, WASH.
98391
(253)732-9453
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TABLE OF CONTENTS
SECTION 1-PROPOSED PROJECT DESCRIPTION PAGE 1
SECTION 2-EXISTING CONDITIONS PAGE 1
SECTION 3- INFILTRATION RATES/ SOILS REPORT PAGE 1
SECTION 4- WELLS PAGE 2
SECTION 5- FUEL TANKS PAGE 2
SECTION 6- SU13- EASIN DESCRIPTION PAGE 2
SECTION 7- ANALYSIS OF 100 YEAR FLOOD PAGE 2
SECTION 8- AESTHETIC CONSIDERATIONS FOR FACILITIES PAGE 2
SECTION 9-DOWNSTREAM ANALYSIS PAGE 3
SECTION 10- COVENANTS, DEDICATIONS, EASEMENTS PAGE 3
SECTION ll-HGMEOWNERS-ARTICLES OF INCORPORATION PAGE 3
EROSION CONTROL PLAN REPORT
SECTION 1-CONSTRUCTION SEQUENCE AND PROCEDURE PAGE 3
SECTION Z TRAPPING SEDIMENT PA{?E 3
SECTION 3- PERMANENT EROSION CONTROL AND SITE PAGE 3
RESTORATION
SECTION 4- GEOTECIINICAL ANALYSIS AND REPORT PAGE 4
SECTION 5- INSPECTION SEQUENCE PAGE 4
PROJECT ENGINEER CERTIFiCAT10N
I hereby certify that this drainage and erosion /sedimentation control plan for the
McCammani 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 Yetm does not and
will not assume liability for the sufficiency, suitability, or performance of the drainage
facilities prepared by me_ ,--/ i ~
I
~~
------------ ----- -=----- -----
v
Michael N. Antonoff P.E.
SECTION 1- PROPOSED PROJECT DESCRIPTION _ -
:,
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 will drain into catch
basins, which will convey the storm water to an appropriately sized infiltration system.
SECTION 2- EXISTING CONDITIONS
The subject property is located along the west side of Crystal Springs Rd. ,north of the
Yelm Hwy_, neaz the intersection of Mr. 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
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 coazse 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 watermaia New water services wiil 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 in the immediate area.
SECTION 5- FUEL TANKS
Does not apply- No fuel tanks are known to be onsite_
SECTION 6- SUB-BASIN DESCRIPTION
-~i P-~ ~ _r _.. .._ ,
The new impervious areas will drain into the proposed storm drainage system, which will
be entirely from onsite runoff. No significant offsite area will be tributary to the ougite
drainage system and the surrounding areas are relatively level, undeveloped andCahave
excellent, well draining onsite soil The current area which will be paved is a crushed
grave] 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,
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-
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 to handle a t 00 year 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.
EROSION ('ONTROL REPORT
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. Install interim catch basin
protection.
5) Maintain and regularly clean facilities during coarse of constnuction. Dismantle facilities
only when site has stabilized and potential for sedimentation has passed.
SECTION 2- TRAPPING SEDIMENT
Does not apply. Site is essentially to grade, only a minor amount of fine grading will occur
to direct the sub-grade into the proposed catch basins. Upon completion of the storm
system installation and the minor grading it is anticipated the site will stand unpaved for a
very short period of time.
SECTION 3- PERMANENT EROSLON CONTROL AND SITE RESTORATION
--Baer-aet-apply. Upon completion of the paving the majority of all exposed
or disturbed surfaces will be covered
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 cleazing 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.
MAINTENANCE PLAN
FOR
McCAMMANT HOMES
FOUR PI,EXES 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: McCAMMANT HOMES.
20407 CASCADE DR. EAST
BONNEY LAKE, WASH.
98391
(253)732-9453
OPERATION AND MAINTENANCE PLAN
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 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 carried out. The checklist for the infiltration system is a guideline
only. It is up to the owners of [he 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 year of operation, the free~Qrrey
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+ *Y
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 fles, as they will be used to write your annual repor!
Some items do not need to be looked at every tir: ,e 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 Conditions Thal Should Exist
System / / / /
Feature
M,S Genera ras ens Any (rash and debris which exceetl Trash and debris cleared from
5 cubic feet per 1,000 square feet site.
(this is about equal to the amount of
trash it would take to 1111 up one
standard size garbage can). In
general, there should ba no visual
evidence of tlumping. If less than
thresholtl all trash and tlebris will be
removed as part of next scheduletl
maintenance.
A enera Any poisonous or nuisance No danger of poisonous
Poisonous vegetation which may constitute a vegelatian where maintenance
Vegetation and hazartl to maintenance personnel personnel or the public might
noxious weeds or the public. Any evidence of normally be. (Coortlinale with
noxious weeds as defined by State local health department)
or local regulations. (Apply Complete eradication of
requirements of atlopted IPM noxious weeds may not be
policies (or the use of herbicides). possible. Compliance with
Stale or local eratlication
olicies re wired
M,S enera Contaminants Any evitlence of oil, gasoline, No contaminants or pollutants
and Pollution contaminants or other pollutants present. (Coordinate
removalldeanup with local
water quality response
a enc .
Genera odent oles Any evidence of rotlent holes if Rodents destroyed antl dam or
facility is acting as a tlam ar berm, berm repaired. (Coordinate
or any evitlence of water piping with local health department;
through tlam or berm via rodent coordinate with Ecology Dam
hales. Safety Office if pond exceeds
10 acre-feet.
M General eaver Dams Dam results In change or function Facility is reWrnetl to design
of the facility. tuncliah. (Coordinate [rapping
of beavers and removal of
dams with appropriate
ermittin a encies
enera nsecls When insects such as wasps and Insects destroyed or removetl
hornets interfere with mainleriance from site. Apply insecticides In
activities. compliance with adopted IPM
- policies.
M forage a amen Water pontling in infiltration pontl Sediment is removed and/or
Area after rainfall ceases and appropriate facility is cleaned so that
time allowed for infiltration. (A 'infiltration system works
percolation test pit or test of facility ecrording to design.
indicates facility is only working et
90 % of its designed capabilities. I!
Iwo inches or more sedlmen[ is
present, remove).
M Filler Bags Filled with Sediment and Sediment and debris fll bag more
(If Debris than % full. Filter beg Is replaced or
applicable) system Is redesigned.
oc i tars Sediment and Debris By visual Inspection, Iltlle or no Gravel in rock (Iller Is replacetl.
water flows through ftller tluring
heavy rain storms.
ate
equency Drainage Problem Contlitions to Check FOr Conditions That Should Exist
System / / / /
Feature
M Side roson Erotled damage over 2 inches deep Slopes should be stabllizetl
Slopes of where cause o(dama a is still
g usin a
9 ppropriate erosion
Pontl present or where there is potential control measure(s)', e.g., rock
for continued erosion. reinforcement, planting of
rass, com action.
A Pond Settlements Any part of berm which has settled Dike is built back to the design
Berms 6 inches lower than the design elevation.
(Dikes) elevaton. If seltfement Is apparent,
measure berm to determine amount
of settlement Settling can be an
indication of more severe problems
with the berm or outlet works. A
licensed civil engineer should be
Consulted to determine the source
o(the settlement.
A Pond Piping Discernable water flow through Piping eliminated Erosion
Berms pontl berm. Ongoing erosion with potential resolved.
(Dikes) potential for erosion to continue.
(Recommend a Goethechnical
engineer be called in to inspect and
evaluate contlition and recommend
repair of condition.
A Emergency Tree Growth Tree growth on emergency Trees should be removed. I(
Overllowl spillways creates blockage root system is small (base less
Spillway problems and may cause failure of than 4 inches) the root system
the berm tlue to uncontrolletl may be left in place. Otherwise
overtopping. the roots shoultl be removetl
antl the berm restored. A
licensed civil engineer should
ba consulted for proper
bermis illwa restoration
A
Emergency
Emergency
Only one layer of rock exists above .
Rocks and pad depth are
Overflow/ Overflow/ native soil in area five square feel restored to design standards.
Spillway Spillway or larger, or any exposure of native
soil at the top of out flow path of
spillway. (Rip-rap on inside slopes
need not be re laced.
Pre-settling Facility or sump 6" or designed sediment trap depth Setlimenl is removed.
Ponds and filled with Sediment of sediment. '
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/Flow Restrictor
Date
Frequency Drainage Problem Conditions to Check For Conditions That Should Exist
System ~ ~ , !
Feature
enera Trash and Debris Material exceetls 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.
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 wafer tight; strucW re
of rust. repaired or replaced antl
works as designed.
enera ruc ura amage Any holes-other than designed Structure has no holes
holes-in the structure. other than designed hales.
A eanou
Gate amage or Issing eanou ga a Is no wa e Ig
or is
is Gate is watertight and
m
sng' works as designed.
eanou
Gate amage or Iswn9 Gale cannot be moved up and Gate moves up antl down
down by one maintenance easily and is watertight.
person.
A eanou
Gate amage or Issing Chain/rod leading to gate is Chain is in place and works
missing or damagetl. as designed.
A 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 tlevice is not working Plate is in place and works
properly due to missing, out of as designed.
place, or bent orifice plate.:
n Ice
Plate s ruc Ions qny trash, tlehris, sediment, or Plate is free of all
vegetation blocking the plate. obstructions and works as
tlesignetl.
ve ow
Pipe s ruc Ions qn trash or debris blockin
Y g (or
Pipe is free of all
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
partially in place. Any open
manhole requires maintenance.
~ O atc
~~equency Drainage Problem Conditions to Check For Conditions That Should Exist
syetem ~
Feature
A an o e Locking Mechanism Mechanism cannot be opened Mechanism opens with
Not Working by one maintenance person proper tools.
with proper tools. Bolts into
frame have less than 1/2 inch
of thread (may not apply to self-
locking litls).
A an oe Cover Difficult to One maintenance person Cover can be removed and
Remove cannot remove lid after reinstalled by one
applying normal liking pressure. maintenance person.
Intent is to keep cover from
sealing off access to
maintenance.
A an o e Ladder Rungs Unsafe Ladtler 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 Tate 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
ate
Frequency Drainage Problem Contlitions 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 drain
Inlets.
enera Trash 8 Trash or tlebris 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
inletting capacity of the basin by opening.
more than 10
enera Trash 8 Trash or debris (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 iota or out of the
basin, but in no case less than
a minimum of six'mches
clearance from the debris
surface to the invert o(the
lowest i e.
enera Trash & Trash or debris in any inlet or Inlet and outlet pipes tree
Debris outlet pipe hlocking more than of trash or debris.
1/3 of its hei ht.
enera Trash & 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 Setliment Sediment (in the basin) that No sediment in the catch
exceeds 60 percent of the sump basin
tlepth 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
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 wider and cracks.
Slab than 1/4 inch (Intent is to make
sure no material is running info
basin
enera Structure Damage to Frame not sitting flush on top
Frame and/or Top slah, i.e., separation of mare Frame is sitting flush on
Slab than 3l4 inch of the frame from the riser rings or top slab
the top slab. Frame not and firmly atached.
secure) attached
enera Fractures or Cracks in Maintenance person jutlges that Basin replacetl or repaired
Basin Walls/ Bottom structure is unsound. to desi n standards.
a te
_.equency Drainage / / / Problem Conditions to Check For Conditions That Should
System / Exist
Feature
enera Fractures or Cracks in Grout filet has separated or Pipe is regroutetl antl
Basin Walls/ Bottom cracked wider than 1/2 inch and secure at basin wall.
longer than 1 toot at the joint of
any inlet/outlet pipe or any
evidence of soil particles
entering catch basin through
cracks.
enera Settlement/ If failure of basin has created a Basin replacetl or repaired
Misalignment safely, 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
InleVOUtlet pipe joints that is growth present.
mare than six inches tall and
less than six Inches a art.
on amnia ion an
Any evidence of oil, gasoline, o con amman s or
General Pollution
contaminants or other pollutants pollutants present.
(Coordinate removal/cleanup
with local water quality
res Dose a enc .
Catch Cover Nol in Place Cover is missing or only Any open catch basin
Basin partially in place. requires maintenance.
Cover Catch basin cover is
closed.
Catch Locking Mechanism Mechanism cannot be opened Mechanism opens with
Basin Not Working by one maintenance person proper tools.
Cover with proper tools. Bolts into
frame have less than t/2 Inch of
thread.
Catch Cover Difficult 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 Ladtler 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 7/8 inch. desi n standards.
Grates Trash & Trash and debris that is Grate Free of trash and
Debris blocking more than 20 % of debris.
rate surface inletlin 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) 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 i
Hytl.
No. Hydrograph
Type
(origin) Peak
gow
(cfs) Time
Interval
(min) Time to
peak
(min) Volume
~cu(Q Return
perlotl
~yrs) Ingow
hyd~s) Maximum
elevation
(R) Maximum
storage
(cuff) Hydrograph
tlescription
1 SBUH Runoff 0.29 10 4]0 4,064 100 ---- ------ ---- 100yr 24 hr tle¢c
2 SBUH RUnoft 0.43 ~ 480 10,044 100 ---- ------ --- 100 Y<]tlaYtlev.
3 Reservoir 428 t0 480 4,064 1N i 32540 81
4 Reservoir 0.28 6J 460 10,454 tOD 2 325.40 648
Proj. file: Mccammant YeIm.GP IDF file: Sample.idf Run date: 10-25-2006
Hydrograph Report
Page i
Hyd. No. 1
100yr 24 hr dev. 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
English
Peak discharge = 0.29 ds
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
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
5.83 0.06
fi.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 0.1 i
7.67 0.20
7.83 0.29 «
8.00 0.28
8.17 0.20
8.33 0.13
8.50 0.11
S.fi7 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
T°hl V°lume = 4.064 cuk
Entl
Hydrograph Report
Page 1
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
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
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
a.oo o.os
s.oo 0.11
6.00 0.14
7.00 0.18
8.00 0.43 «
9.00 0.32
10.00 0.14
11.00 0.1fi
12.00 0.10
13.00 0.12
14.00 0.09
15.00 0.10
16.00 0.09
17.00 0.09
T°tal V°lume = 10,044 wfi
..End
Hydrograph Report page 1
English
Hyd. No. 3
Hydrograph type =Reservoir Peak discharge = 0.28 ds
Storm frequency = 100 yrs Time interval = 10 min
Inflow hyd. No. = 1 Reservoir name = infill trench
Max. Elevation = 325.40 ft Max. Storage = 81 cuff
wage memaron meuoe sea. Total Volume = 4,064 cuff
Hydrograph Discharge Table
Time Inflow 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 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
7.63 0.29 « 325.35 ----- ----- ----- ----- ----- ----- ----- ----- 025
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
Reservoir No. 1 - infilt trench
Pond Data
Bottom area = 200.0 sgft
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
2.80 327.60
3.20 328.20
3.60 328.60
4.00 329.00
English
Side slope = 0.0:1 Bottom elev. = 325.00 k Depth = 4.00 ft
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] [B] [~] [D] [A] [B] [~I [D]
Rise in = 0.0 0.0 0.0 0.0 Crest Len k = 0.0 0.0 0.0 0.0
Span in = 0.0 0.0 0.0 0.0 Crest EI. ft = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeft. = 0.00 0.00 0.00 0.00
Invert EI. ft = 0.00 0.00 0.00 0.00 Eqn. Ezp. = 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 ft
rvo~a: an o~nmw: nee oee~ a~einm ~~mr~m~ era ovum ~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
k 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 neat page...
in(Ir 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 tuft 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
1.80 360 326.80 --- --- --- --- --- --- --- --- 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 --- --- --- --- --- --- --- --- 0.28
2.12 424 327.12 --- --- --- --- --- --- --- --- 0.28
2.18 432 327.16 --- --- --- --- --- --- --- --- 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 next page...
infilt trench Page 3
Stage /Storage /Disch arge Table
Stage Storage Elevation Clv A Clv B CIv 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.fi0 --- --- --- --- --- --- --- --- 0.28
2.64 528 327.64 --- --- --- --- --- -- --- --- 0.28
2.68 536 327.68 --- --- --- --- --- --- --- --- 0.28
2.72 544 327.72 --- --- --- --- --- --- --- --- 0.28
2.76 552 327.76 --- -- --- --- --- --- --- --- 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 --- --- --- --- --- --- --- -- 0.26
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
3.3fi 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
3.68 736 328.68 --- --- --- --- --- --- --- --- 0.28
3.72 744 328.72 --- --- --- --- --- --- --- --- 0.28
3.76 752 326.76 --- --- --- --- --- --- --- --- 0.28
3.80 760 326.80 --- --- --- --- --- --- --- --- 0.28
3.84 768 328.84 --- --- --- --- --- --- --- --- 0.28
3.88 776 328.88 --- --- --- --- --- --- --- --- 0.28
3.92 784 328.92 --- --- --- --- --- --- --- --- 0.28
3.96 792 328.9fi --- --- --- --- --- --- --- --- 0.28
4.00 800 329.00 --- --- --- --- --- --- --- --- 0.28
Entl
Hydrograph Report
Page 1
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
smaae mm~a~~o~ memos urea Total Volume = 10,054 tuft
Hydrograph Discharge Table
Time Inflow 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 0.08 325.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.08
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 t
Reservoir No. 1 - infilt trench
Pond Data
Bottom area = 200.0 sgft
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
English
Side slope = 0.0:1 Bottom elev. = 325.00 ft Depth = 4.00 ft
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] [el [~l [D] [A] [B] [~I [D]
Rise in = 0.0 0.0 0.0 0.0 Cres[ Len ft = 0.0 0.0 0.0 0.0
Span in = 0.0 0.0 0.0 0.0 Crest EI. ft = 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 ft = 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 ft
Nov= nu omn~ nay may a~ainea ~~aer mia a~a owe~=om~oi
Stage /Storage /Discharge Table
Sage 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 76 325.08 --- --- --- --- --- --- --- --- 0.06
0.12 24 325.72 --- --- --- --- --- --- --- --- 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...
InNt [renclt 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
k 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
0.64 168 325.84 --- --- --- --- --- --- --- --- 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 --- --- --- --- --- --- --- --- 0.26
1.76 352 328.76 --- --- --- --- --- --- --- --- 0.28
1.80 360 326.80 --- --- --- --- --- --- --- --- 0.26
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 --- --- --- --- --- --- --- --- 0.26
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...
... .
in(It trench Page 3
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 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.fi8 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
3.08 616 328.06 --- --- --- --- --- --- --- --- 0.28
3.12 624 328.12 --- --- --- --- --- --- --- --- 0.28
3.16 632 326.16 --- --- --- --- --- --- --- --- 0.28
3.20 640 328.20 --- --- --- --- --- --- --- --- 0.28
3.24 648 328.24 --- --- --- --- --- --- --- --- 0.28
3.28 fi56 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 fi98 328.48 --- --- --- --- --- --- --- --- 0.28
3.52 704 328.52 --- --- --- --- --- --- --- --- 0.28
3.66 712 328.56 --- --- --- --- --- --- --- --- 0.28
3.60 720 328.60 --- --- --- --- --- --- --- --- 0.28
3:84 728 328.64 --- --- --- --- --- --- --- --- 0.28
3.88 736 328.68 --- --- --- --- --- --- --- --- 0.2$
3.72 744 328.72 --- --- --- --- --- --- --- --- Q1A
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
-dF.00 800 329.00 --- --- --- --- --- --- --- --- 0.28
Enrl