Drain Report
YELM COMMUNITY SCHOOLS
YELM HIGH SCHOOL
Preliminary
Drainage and Erosion Control Report
Proponent: Yelm Community School
P.O. Box 476
Yclm, WA 98597
(360) 58G-9027
Prepared By: Robert E. Tauscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S.
1700 Cooper Point Road S W, #B2
Olympia, WA 98502
Phone. (360) 352-9456
Fax. (360) 352-9990
Submitted: December 2003
1
TABLE OF CONTENTS
i. DRAINAGE REPORT
' Section 1 -Project Description 1
Section 2 -Existing Conditions 1
Section 3 -Infiltration Rate/Sails Report 2
' Section 4 -Wells 2
Section 5 -Fuel Tanks 2
Section 6 -Sub-basin Description 3
Section 7 - 100 Year Flood 3
Section 8 -Aesthetic Considerations 3
Section 9 -Facility Sizing and Downstream Analysis 3
Section 10 -Covenants, Dedications, and Easements 6
Section 1 l -Articles of Incorporation 6
II. EROSION CONTROL REPORT
'
Section 1 -Sequence 7
Section 2 -Trapping Sediment 7
' Section 3 -Permanent Erosion Control 8
Section 4 - Geotechnical Report 8
Section 5 -Inspection 8
1 Section 6 -Control of Pollutants Other than Sediment 8
t III. APPENDIX
A. Soils Report
B. Calculations and Hydraulic Analysis
C. Commercial Stormwater Facilities Maintenance Agreement
' D. Thurston Region Stormwater Facilities Summary Form
Yelm Community Schaals-High School i
Preliminary Drainage and Erosion Control Report
7WMdcP. d 03143
1
~..~~ R,cw-~
Robert E. Tauscher, P.E.
' 7erome W. Morrissette & Associates brc., P.S.
ll
n
1
PROJECT ENGINEER'S CERTIFICATE
"I HEREBY CERTIFY THAT THIS PROJECT, YELM HIGH SCHOOL, YELM
COMMUNITY SCHOOLS, YELM, WASHINGTON HAS BEEN PREPARED BY ME
OR UNDER MY SUPERVISION AND MEETS MINE~fUM STANDARDS OF CITY
OF YELM AND NORMAL STANDARDS OF ENGINEERING PRACTICE. I
UNDERSTAND THAT THE JURISDICTION DOES NOT AND WILL NOT ASSUME
LIABILITY FOR THE SUFFICIENCY, SUITABII,ITY, OR PERFORMANCE OF
DRAINAGE FACILITIES DESIGNED BY ME:'
FCPIRES: OS~Iq~ D/~
Yelm Community Scfiools-High School
Preliminary Drainage and Erosion Conhol Report
JWM&A # 03143
3
it
' YELM COMMUNITY SCHOOLS
YELM HIGH SCHOOL
YELM, WASHINGTON
DRAINAGE, AND EROSION CON'CROL REPORT
' PART 1
DRAINAGE REPORT
.
' This report has been prepazed as part of the requirements for the Site Plan Review for the
subject site and in accordance with [he "Stormwater Management Manual for the Puget
Sound Basin, " 1992 and the City of Yelm requirements.
' Section 1 -Project Description:
' The existing High School site consists of 37.1 Acres with numerous building and
sports fields. Only t 3.6 acre portion of the site will be disturbed. The site lies on
' the southeast side of SR 510 (Yelm Avenue) in Yelm, Washington, in the
Northeast quarter (NE %,) of [he Northwest quarter (NW ''/o) of Section twenty Cour
(24), Township seventeen (17) North, Range two (2) East. The assessors parcel
number is 21724210500.
The site is relatively flat Attached in Appendix F is a copy of the sub-basin
' analysis developed for the site.
The existing accesses will be maintained, but will be improved to provide left turn
' lanes Crom the east driveway.
The overall project will involve the constmetion of a new building, removing two
existing buildings, new paved parking lot, remodel of the gymnasium and half
street improvements on SR 510 (Yelm Avenue). 'fhe stormwater system will be
collect and convey to either a treatment devices or bio-filtration swales and
eventually into an infiltration galleries for disposal. The design infiltration rate is
6 inches/hour.
' Roof runoff from the new building and expansion of the gymnasium will be
diverted to dry wells.
t The stormwater system has been designed to the standards of the "S[ortnwater
Management Manual for the Puget Sound Basin;' 1992. The swales and
' treatment devices aze sized for the 6-Month/24 Hour Design Even[ and the
infiltration galleries are sized for the 100 Year/24 Hour Desi
n Event
g
.
Section 2 -Existing Conditions:
' Yetm Community Schools- High School
Preliminary Drainage and Erosion Control Report
JWM&A N 03143
The proposed site includes many buildings, sports facilities, and parking lots.
Runoff from the roof, playground and pazking lot is currently infiltrated through
and into the subsoil via drywells and natural infiltration. The site has a gentle
slope towards the southwest with an elevation change from 341 feet at the north
easlem side a[ SR 510 (Yelm Avenue) to 334 along the southwest comer.
Section 3 -Infiltration Rates/Bolls Report:
Soils on the site are listed in the Soil Conservation Service's Soil Survey of
Thurston County Washington as Spanoway very gravelly sandy loam. Typical
soils are a dark grayish brown and gravelly sandy loam near the surface with dark
yellowish brown very gravelly sandy loam occumng within two feet of surface
(See Soils Report and logs in Appendix A). The soil mapping from [his soil
survey indicates that the predominant soil group at this site is "B".
An evaluation of the surficia] soils was conducted and a copy of the soils
information is located in Appendix A. The soils report confirms the soil survey
mapping. The soil logs typically indicate sandy gravel to 36-96". The infiltration
rate measured in a falling head test performed at 48 inches below the existing
surface is>I7 inches per hour. A description ofthe falling head infiltration test
device used to perform the percolation test and infiltration tests results are found
in Attachment A.
Field percolation tests performed yielded a percolation rate range between three
holes of 17 in/hr to 216 in/hr. Incorporating a factor of safety greater than 2, the
estimated percolation rate used for design is 6 inches per hour.
Sectioa 4 -Wells and Septic Systems:
A search was conducted to identify all existing groundwater wells in the vicinity
of the proposed project. The nearest well is 1200 feet south of the site. The
existing building is connected to the City of Yelm water system, no wells will be
drilled for this development.
The existing site utilizes on-site septic system Cor disposal of waste products. The
proposal will connect to the City oC Yelm STEP sewer system. The City has
determined the STEP system to be adequate for the proposed school. The septic
tanks will be pressure tested and if they pass are planned to be used with the
pumps replaced to meet the City of Yelm standazds. The septic drain fields will be
abandoned per Thurston County Department of Health Slandazds.
Sectioa 5 -Fuel Tanks:
Based on information from the current property owner, numerous site inspections,
and the expressed intentions of [hc owner, it is evident that there arc no known
Yelm Community Schools -High School
Preliminary Drainage and Erosion Conaol Report
IWM&A N 03143
fuel tanks existing on the property. No Fuel [auks will be brought onto the property
during development.
' Section 6-Sub-basin Description:
' The improved portion of the site has been divided into f ve sub-basin tributary to
the separate infiltration systems. Project srte runoff will be routed through
treatment devices for treatment and then to infiltration galleries for disposal.
A sub-basin analysis was conducted for this project and can be located in
Appendix E of this plan.
~ Section 7 - 100 Year Flood:
The project does not contain or abut a stream and is not in a flood zone.
' Section 8 -Aesthetic Considerations:
All disturbed areas will be vegetated or landscaped. The stormwater facilities
1 consist of a catch basins and conveyance piping to collect runoff and convey to
the wetpond. The pazking lot section meets the city of Yelm standazds.
Consequently, the overall aesthetic affect of tho stormwater facilities on this site
will be consistent with other facilities within the vicinity and should not detract
from surzounding azeas.
1 Section 9 -Facility Sizing and Downstream Analysis:
' The impacts of the proposed development on stormwatcr runoff have been
analyzed in accordance withthe procedure described in the "Stormwater
Management Manual for the Puget Sound Basin," 1992. All stormwater
conveyance and detention systems were designed for the 100 Ycar /24 Hour
Design Event as outlined in the above listed Manual. The hydraulic analysis for
the on-site stormwater facilities can be found in Appendix B.
' The evaluation performed includes the pond storage and HYDRA analyses
(HYDRA Version 5.85, 7uly 1994). Copies ofthe HYDRA input and Output files
and table summarizing the site area and pond volume characteristics are included
in Appendix B.
POST DEVELOPMENT SITE CHARACTERISTICS
Total Site Area 37.1 Acres
Total Portion of the Site impacted 13.6 Acres
Pass-Through Drainage Area 0.0 Acres
Yelm Community Schools-High School
Preliminary Drainage and Erosion Confiol Repurt
NJM&A # 03143
Basi n A -East Parking Lot
Area Tributary W Facility Including Offsite (Acres): 3.60 Acres
Total Onsite Area Tributary to Facility (Acres): 3.60 Acres
Design Impervious Area Tributary to Facility (Acres): 3.00 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.60 Acres
Design Total Tributary Area to Facility (Acres): 3.60 Acres
Basin B -Bus Loop
Area Tributary to Facility Including Offsite (Acres): 1.58 Acres
Total Onsite Area Tributary to Facility (Acres): 1.58 Acres
Design Impervious Area Tributary to Facility (Acres): 0.94 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.64 Acres
Design Total Tributary Area to Facility (Acres): 1.58 Acres
Basin C -Gym Parking Lot
Total Area Tributary to Facility Including Oftsite (Acres): 1.38 Acres
Total Onsite Area Tributary to Facility (Acres): 1.38 Acres
Design Impervious Area Tributary to Facility (Acres): 1.17 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.21 Acres
Design Total Tributary Area to Facility (Acres): 1.38 Acres
Basin D -West Building Roof/Gym Roof and South Courtyard Area
Total Area "Crbutary to Facility Including Offsite (Acres): 2.55 Acres
Total Onsite Area Tributary to Facility (Acres): 2.55 Acres
Design Impervious Area Tributary to Facility (Acres): 2.37 Acres
Design Landscaped Arca Tributary to Facility (Acres): 0.18 Acres
Design Total Tributary Area to Facility (Acres): 2.55 Acres
Basin E -East Building Roof and East Courtyard Area
Total Area Tributary to Facility Including Offsite (Acres): 1.15 Acres
Total Onsite Area Tributary to Facility (Acres): 1.75 Acres
Design Impervious Area Tributary to Facility (Acres): 0.12 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.18 Acres
Design Total Tributary Area to Facility (Acres): 1.15 Acres
Basin F -Frontage Improvements
Total Area Tributary to Facility Including Offsite (Acres): 0.66 Acres
Total Onsite Area Tributary to Facility (Acres): 0.66 Acres
Design Impervious Area Tributary to Facility (Acres): 0.52 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.14 Acres
Design Total Tributary Area to Facility (Acres): 0.66 Acres
SCSData Hydrologic Soil Group "B"
Curve Numbers
Impervious Areas 98
Yelm Community Schools - IIigh School
Preliminary Drainage and Erosion Control Report
1WM&A # 03143
Pervious Areas 90
' SYSTEM MINIMUM REQUIREMENTS
Basin A -East Parking Lot
' To[aI Area (Acres): 3.60 Acres
Required East Parking Lot Gallery Volume per HYDRA 18,971 CF
Infiltration Rate with 5,800 sf Bottom 0.81 CFS
1 Basin B -Bus Loop
Area Tributary [o Facility Including Offsite (Acres): 1.58 Acres
' Required Bus Loop Gallery Volume per HYDRA 8,237 CF
Infiltration Rate with 2,496 sf Bottom 0.35 CFS
Basin C -Gym Parking Lot
Total Area Tributary to Facility Including Offsite (Acres): ].38 Acres
' Required Gym Parking Lot Gallery Volume per HYDRA 7,893 CF
Infiltration Rate with 2
250 sf Bottom 0
31 CFS
,
.
Basin D -West Building Roof/Gym Roof and South Courtyard Area
Total Area Tributary to Facility Including Offsite (Acres): 2.55 Acres
Req. West Building Roof/Gym Roof and South.Couriyard
Area Gallery Volume per HYDRA 13,312 CF
' Infiltration Rate with 4,095 sf Bottom 0.57 CFS
Basin E -East Building Roofand Eas[ Courtyard Area
' Total Area Tributary to Facility Including Offsite (Acres): 1.15 Acres
Required East Building Roof and East Courtyard Area
' Gallery Volume per HYDRA 2,874 CF
Infiltration Rate with 3,325 sf Bottom 0.46 CFS
Svstem Performance
Within the subject site, stormwater from parking lots and playground will be
routed [o a treatment device or across an adjacent bio-filter swalea and into
t infiltration galleries. Runoff from the new building and the gym roofs will be
directed to drywells adjacent to the buildings.
' Basin A -East Parking Lot -Based on the HYDRA analyses performed for the 24
hour - 100 Year Event, the peak flow into the stormwa[er gallery will be 3.47
CFS. The maximum storage volume expected in the gallery per HYDRA 18,971
' CF. The design infiltration rate in 0.81 CFS with the gallery bottom of 5,800 SF
and 20,463 CF of storage volume provided in the gallery.
' Basin B -Bus Loop -Based on the HYDRA analyses performed for the 24 hour -
100 Year Even[, the peak flow into Che stormwater pond will be 1.48 CFS. The
Yelm Community Schools-High School 5
Preliminary Drainage and Erosion Connol Report
JWMBeA # 03143
maximum storage volume expected in the gallery per HYDRA is 8,070 CF. The
design infiltration rate in 0.35 CFS with the gallery bottom of 2,496 SF and 8,555
CF of storage volume provided in the gallery.
Basin C -Gym Parking Lot -Based on the HYDRA analyses performed for the
24 I-Iour- 100 Yeaz Event, the peak flow into the stormwater gallery will be 1.49
CFS. The maximum volume expected in the gallery per HYDRA is 7,893 CF.
The design infiltration rate in 0.31 CFS with the gallery bottom of 2,250 SF and
7,954 CF of storage volume provided in the gallery.
Basin D -West Building Roof/Gym Roof and South Courtyard Area -The runoff
off of the new proposed building roof and the existing Gym roof will be collected
and directed to a drywcll adjacent to the building. Based on the HYDRA analyses
performed for the 24 Hour - 100 Year Event, the peak flow into the stormwater
gallery will be 2.30 CFS. The maximum storage volume expected in the gallery
per HYDRA is 13,312 CF. The design infiltration rate in 0.57 CF5 with [he
gallery bottom of 4,095 SF and 13,437 CF of storage volume provided in the
gallery.
Basin E -East Building Roof and East Courtyard Area -The mnoff off of the new
proposed building roof and the existing Gym roof will be collected and directed to
drywells adjacent to the building Based on the HYDRA analyses performed for
the 24 Hour - 100 Year Event, the peak flow into the stormwater gallery will be
L 13 CFS. The maximum storage volume expected in the gallery per HYDRA is
2,874 CF. The design infiltration rate in 0.46 CFS with the gallery bottom of
3,325 SF and 2,993 CF of storage volume provided in the gallery.
Downstream Analysis
There are no downstream impacts due to all stormwater being detained and
infiltrated on site.
Section ] 0 -Covenants, lledications, Easements:
Operation and maintenarrce of the stormwater galleries, catch basins, and piping
will be the responsibility of the property owner. The facilities will require routine
maintenance and a draft CommerciaUIndustrial stormwater facilities maintenance
at,~reement prepared for this proposal is located in Appendix D.
Section 1] - Arfieles of Incorporation:
The parcel is privately owned, Articles of Incorporation are not required for the
proposal.
Yelm Community Schools -High School
Preliminary Drainage and Erosion Conhol Repoli
1 W M&A it 03143
PART II. EROSION CONTROL REPORT
' Section 1 -Sequence:
The following is the construction sequence for construction of the parking lots and
ponds.
' 1. Install silt fences where shown on the improvement plans.
2. Rough grade parking lot areas.
4. Install stormwater galleries and stmctures.
' S. Finish grade, topsoil, fertilize, and seed disturbed areas.
6. Mulch landscaped areas if construction is performed between October 15
1 and.April 15.
7. Once disturbed surfaces have developed suitable groundcover, remove
perimeter silt fences.
' Section 2 -Trapping Sediment:
The proposed grading of the site, as well as the construction of the items listed
below, will mitigate against any major diversion of stormwa[er runoff by
maintaining natural drainage patterns. The structural components of the erosion
' control plan will work in combination with temporary and permanent soil
stabilization efforts to minimize the amount of sediment-laden runoff entering
adjacent properties and the existing on-site wetlands.
Measures Taken to Control Sediment:
Filter Fabric Silt Fences located down-slope of all earthwork that
may pose a potential of releasing sediment-laden water to the on-
site infiltration pond.
^ Permanent sediment trapping will be accomplished in the wet pond, where
vegetation and pond configuration will cause soil particles to drop out of solution
' as the storrnwater passes through the area.
All entrances are paved and site is surrounded by paved city streets. If a
substantial amount of soil is being deposited on adjacent streets due to truck
traffic, the road will immediately be cleaned of all debris and further preventative
measures will be taken to ensure the problem ceases, such as establishing a fire
wash down area.
All of the above features of the Erosion and Sedimentation Control Plan, i f
installed and periodically maintained, are expected to minimize the potential for
Yelm Community Schools -High School
Preliminary Drainage and Erosion Control Report
JWM&A # 03143
sediment-laden runoff escaping the site and entering the downstream environment
during and after the construction of the project.
Section 3 -Permanent Erosion Control:
The following measures will be taken for soil stabilization to minimize the
amount of sediment-laden runoff entering adjacent properties and the existing on-
site wetlands.
Stabilization of cut and fill areas with hydro seeding and, if
necessary, chopped hay mulching (or jute matting).
Permanent erosion control on this site will be accomplished through the
development of landscaping or grass groundcover on all unpaved disturbed aeeas.
Section 4 - Geotechnical Report:
There aze no other incipiently unstable stormwater related conditions within the
project site, hence; no other additional soil investigations or analyses aze planned.
Section 5 -Inspection:
The construction of stormwater facilities on the subject site will be monitored by
the Owner and the Owner's representative in accordance with the requirements of
the Drainage Manual.
The following is the recommended inspection sequence for the construction of
stormwater facilities described above:
1. At completion of rough grading.
2. At completion of paving, fine grading, fertilising, seeding, and mulching.
3. At completion of the ponds.
Section 6 -Control of Pollutants Other Than Sediments:
As the subject site development will consist of commercial use, it will most likely
not involve the storage or use ofnon-sediment pollutants on this site. Temporary
pollutant sources, such as cement truck wash-down waste, fuel spillage during
equipment refueling, and construction waste materials may develop for short
periods during the construction of the pazking lots and stormwater facilities.
Care will be taken to minimize the adverse impacts of these conditions. Activities
such as concrete truck wash-down and equipment refueling will be carved out in
the vicinity of constmctiou, at least 25 feet from the stormwater facilities.
Yelm Commmity Schools- High School
Preliminary Drainage and Erosion Control Report
JWM&A # 03143
Construction material stockpile areas should be limited to the immediate vicinity
of the dwellings being constructed. Bulk petrochemical storage, in the form of
gasoline, fuel, oil, lubricants, and other such hazardous fluids will not be
permuted on this site.
1
1
1
1
1
1
1
1
Yehn Community Schools -High School
Preliminary Drainage and Erosion Con[rol Report
1WM&A q 03143
9
1
1
1
1
APPENDIX A
Soils Report
90
Sprinklers can be used, but a slow application rateis
needed td minimize runoff. The amount of water applied
should.be sufficient to wet the root zone but small ''
enough to minimize [he leaching of plan[ nutrien[s.The
application rate should be adjusted to the available ~ -
water capacity, the water intake rate; and the needs of
the crop. Animal manure can be applied periodically
during the growing season. Areas that receive heavy
applications should be harrowed at least once a year.
This unit is well suited to homesites. Pebbles and
cobbles should be removed, particularly in areasused'
for lawns. In summer, irrigation is needed}or lawn
grasses, shrubs, vines, shade trees, antl ornamental
trees. Mulch, fertilizer, and irrigation are needed to
establish lawn grasses and other small-seeded plants.
The main limitation affecting septic tank absorption
fields is a poor filtering capacity. If the density of
housing is moderate or high, communitysewage
systems are needed to prevent the contamination of
water supplies caused by seepage'from onsite sewage
tlisposal systems. Cu[banks are'not stable and are
subject to sloughing.
Douglas-fir is the main woodland species on this unit.
t Among the trees of limited extent are Oregon white oak,
lodgepole pine, and red alder. Douglas-fir and Scotch
pine are grown on Christmas tree plantations. On the
basis of a 100-year site curve, the mean site index for
Oodglas-fir is 140. On the basis of a 50-year si}e curve,
it is 108. The highest average growth rate of an
1 unmanaged, even-aged stand of Douglas-fir is 145
cubic feet pecacre per year at 65 years of age.
This soil is suited to year-round logging. Unsurfaced
roads and skid trails are slippery when wet. Logging
'roads require suitable surfacing material for year-round
use. Rounded pebbles and cobbles for road
construction are reatlily available on this unit.
1 Disturhance of the protective layer of duff can be
minimised by the careful use of wheeled and tracked
equipment.
Seedling establishment antl seedling mortality are the
main concerns in the production of timber. Reforestation
can be accomplished by planting Douglas-fir seedlings:
If the stand includes seed trees, natural reforestation by
,Douglas-fir, Oregon white oak, and lodgepole pine
occurs periodically in cutover areas. Droughtiness in the
surtace layer reduces the seedling survival rate. When
openings are made in the canopy, imading~brushy~-- •~
plants can delay [he establishment of planted Douglas-
fir seetllings.
Common forest understory plants are cascade
'Oregon-grape; salal, western brackenferq western
swordfern, Indian plum, and Sco[cfi-broom.
Soil Survey
is in capability subclass IVs. .
' 117-Spanaway gravelly sandy loam, 3 to 15
percent slopes. This very deep, somewhat excessively
drained°sbil'is on terraces. It formed in glacial outwash
and volcanic ash: The nativevegetation is mainly
grasses; ferns; and a few conifers. Elevation is 100 to
400,feeG THe'average annual precipitation is45 to 55
incl5es,'~iheaJerage annuah air temperature is about 51
degrees F, and~the average frost-free period is 150 to
~Typidally;Yhesurtace layer is black gravelly sandy
loam abou[;15 inches,chick, The subsoil is dark
yellowish brown Jery•gravelly sandy loam about 5
incRes'Ahick2~The'substratum to a depth.of 60 inches or
more is~~dark'yellbwisk brown extremely gravelly sand.
Inclbded`inthis~unif are small areas of Alderwood
soils on till plains and Everett, Indianola, antl Nisqually
soils on Terraces. Also included are small areas of
Spanaway soils that have a stony sandy loam surtace
layer and small areas of Spanaway gravelly sandy loam'
that have slopes of 0 to 3 percen@ Included areas make
up about~20 percent of the total acreage.
Permeability is moderately rapitl in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is usedmainlyas hayland or pasture, as a
site for homes, or as a source of gravel. It is also used
as woodland.
The main limitation affecting hay and pasture is the
low available water capacity during the growing season.',
Proper grazing practices, weed control, and fertilizer are,
needed to ensure maximum quality of forage. Rofation "'~
grazing helps to maintain [he quality of forage. Periodic ~-
mowing helps to maintain uniform growth, discourages ":
selective grazing, and controls weeds. Arirmal mariwe :`
can be applied periodically during the growing season.
Areas that receive heavy applications should be'
harrowed at least once a year. In summer; irrigation is
needed for maximum production of most forage crops.
Sprinklervirrigation is the best method of applying water:'.
The amount of water applied should be sufficient to we[
the root zone but small enough to minimize the leaching-`.
of plant nutrients. - _
is the slope. Cutbanks are not stable and are sutrject to
sloughing. A plant cover can be established and
maintained through proper fertilizing, seeding, mulching,
and shaping of the slopes. Pebbles and cobbles sbould
be removed, particularly in areas used for lawns. In
County, Washington
areas make up about 10 percent of the total
eaye- .
Permeability is moderately rapid in the Spana soil.
ailable water capacity is moderate. Effective rootirig
nth is 20 to 40 inches. A seasonal high water table is
a depth of about 72 to 36 inches from November to
Most areas are used as hayland and pasture. Thls
it is suited to hay and pasture. The main limitations
the seasonal high water table and-the moderate
ailable water capacity. Proper stockingrates, pasture
anon, and restricted grazing during wet periods help
keep the pasture in good condition and protect the
I from erosion..ROtation grazing Fielps to maintain [he
31ity of forage. Periodic mowing helps to maintain
form growth, discourages Selective grazing, and .
rtrols weeds. In most years irrigation is needed for
ximum production. Sprinkler irrigation is the best
thod of applying water. The amount of water applied
>uld be sufficient to wet [he~root zone but small
Hugh to minimize the leaching of plant nutrients.
q few areas are used as woodland. On [he'basis of a
-year site curve, the estimated site index for
~glas-fir is 744. On the basis of a 50-year site curve,
. 170. Theestimated growth rate of an unmanaged,
~n-aged stand of Douglas-fir is 150 cubic feet per
e per year at 66 years of age.
fhe main limitation affecting the harvesting of timber
he muddiness caused by seasonal wetness. Use of
aeled and [racked equipment when the soil is wet
ults in ruts and soil compaction. Unsurtaced roads
I skitl trails are soft and can be impassable when
. Logging roads require-suitable surtacing material -
yeai-round~uae. Sounded.pebbles and'.cobbles for
s Construction are, readilg-available on this unit. The
sonal high water ~able4lirnit5 the use bf equipment to
:periods. Disturbanceaof;the protective layer of duff
:be minimized.by-theicareful use of wheeled and
ked equipment
3eedling es[ablishrtienfas;the'main concern in the
luctionof timber:Refdres4ation can be
omplishedby-planting;DOUgIaS=fir seedlings. If. the
rd includes seed trees, natural reforestation by retl
;r occurs periodically m cutovet:areas. The seasonal
i water [able inhibits ~rod£j~e5prstion and thus results
ome seedling mortalRy ,WFen "openings are made in
canopy, invading°lirushyylahts~dem. prevent the
iblishment of planted=.Ddual2§-fihseedlinos.
Common forest understorylplan[s ar'e cascade
egon-grape, salal vme maple, western firackentern,
d Oregon white oak -
~: ~~
~.
89
This map unit is in capability subclass Illw.
1~0-Spanaway gravelly santly loam, 0 to 3
percent slopes. This very~deep,.somewhat excessively
drained soil is on terraces. I[ formed in glacial outwash
and volcanic ash. The native vegetation is mainly
~rasses_ferns,:antl.a few conifers. Elevation is 100 to
400feet. The average annualpredipitation is45 to 55
Inches, the average annual air temperature isabout 51
degrees F, and the average frost-free period is 150 to
2D0 days..
Typically, [he surace layer is black gravelly sandy
loam about 15 inches thick. The subsoil is dark
yellowish brawn very gravelly loam about 5 inches thick.
The substratum to a depth of 60 inches or more is dark
yellowish brown extremely gravelly sand.
Included in~this unit are small areas of Alderwdod
sails on till plains; Everett, Indiano{a, and Nisqually soils
on outwash terraces; antl Spana soils in depressions.
Also included are small areas of Spanaway soils that
have a stony sandy loam surface layer and small areas
of Spanaway gravelly sandy loam that have slopes of 3
[0 15 percent. Included areas make up about 20
percent ofthe total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway sail and very rapid in the substratum.
Available water capacity is low. Effective rooting depth -
is 60 inches or more.-Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly as hayland, pasture, or
cropland, as a site for homes, or as a source of gravel.
ICis also used as woodland.
The main limitation affecting hay and pasture is the
low available water capacity. Propergrazing practices,
weed control, and fertilizer-are needed to ensure
maximum quality of forage. Rotation grazing helps to
maintain [he quality of forage. Periodic mowing helps to
maintain uniform growth, discourages selective grazing,
and controls weeds. Animal manure can be applietl
periotlically during the growing season. Areas that
receive heavy applications should be harrowed at least
once a year. In summer, irrigation is needed for
maximum.produclion of moss forage crops. Sprinkler
irrigation is [he best method of applying water. The
amount of water applied should be sufficient to wet the
root zone but small enough to minimize the leaching of
plant nutrients.
This unit is suited to crops. Wheat, oats,
strawberries, raspberries, blackberries, and sweet corn
are commonly grown. The main limitation is the low
available water capacity. In summer, irrigation is
neededtor maximum production of most crops.
158
Spanaway Series
O
1
1
The Spanaway series consists of very deep,
somewhat excessively drained soils on terraces. These
soils formed in glacial outwash and volcanic ash. Slope
is 0 to 15 percent. Elevation is 100 to 400 feet. The
average annual precipitation is a0 to 55 inches, the
average annual air temperature is about 51 degrees F,
and the average frost-tree season Is 150 to 200 days.
These-soils are sandy-skeletal, mixed, mesic Andic
Xerumbrepts.
Typical pedoh of Spanaway gravelly sandy loam, 0 to
3 percent slopes, 4 miles. southeast of Lacey; about 250
feet west and 400 feet south of the northeast corner of
sea 25. T. 36 N.. R. 1 W.
A-0 to 15 inches: black (10YR 2/1) gravelly sandy
loam. very dark grayish brown (10YR 3/2) dry; weak
fine granular structure; loose, very friable, nonsticky
and nonplastic: many fine, medium, and coarse
roots; 25 percent pebbles; strongly acid; clear
smooth boundary.
Bw-15 to 20 inches; dark yellowish brown (10YR 3l4)
very gravelly sandy loam, light olive brown (25Y
5/4) dry; weak tine subangular blocky structure;
loose, very triable, nonsticky and nonplastic; many
tine, medium, and coarse roots; 55 percent pebbles;
medium acid; clear smooth boundary.
C-20 to 60 inches; dark yellowish brown (10YR 4l4)
extremely gravelly sand, yellowish brown (10YR
5/4) dry; single grained; loose; few fine roots; 60
percent pebbles, 10 percent cobbles; slightly acitl.
The [hickriess of [he solum ranges froml5 to 25
inches. The content of coarse fragments in the control
section ranges from 50 to 85 percent. The weighted
average texture of this section is very gravelly sand or
extremely gravelly sand. The umbric epipedon is 10 to
20 inches thick.
The A horizon has hue of 10YR or 7.SYR, value of 3 .
or 4 when dry, and chroma of 1 or 2 when moist or dry. -
It is metlium acid or strongly acid. The Bw horizon has
value of 4 or 5 when dry and 3 or 4 when moist. It is
very gravelly sandy loam, very gravelly loam, or
extremely gravelly sandy loam. The C horizon has hue
of 10VR or 2.SV, value of 5 or 6 when dry and 4 or 5
when moist, and chroma of 3 or 4' when dry or moist. It
is extremely gravelly santl or extremely gravellyloamy-'
sand and is slightly acid or neutral.
Sultan.Series
The Sultan series consists of very deep, moderately
soil.
well drained soils on flood plains. These soils formeq'.tn
alluvium: Slope is 0 to 3 percent. Elevation is 20 to 75i'$
feet. The average annual precipitation is 40 to 50 '~~`
inches, the average annual air temperature is about SO:Fw
degrees F, and the average frost-free season is i50ao>
200 days. -`
These soils are fine-silty, mixed, nonacid, mesic ~~
Aquic Xarofluvenis.
.Typical pedon of Sultan silt loam, 7 miles east of ~
Lacey; about 1,000 feet east and 1,975 feet north of Ih
southwest corner of sec. i6, T. 18 N., R. 1. E.
Ap-0 to 7, inches; dark yellowish brown (10YR 3l4)silG.~~
loam, brawn (10YR 5/3) dry; moderate fine and ~
medium granular structure; slightly hard, very
friable, slightly sticky and slightly plastic; many ftner~;
medium, and coarse roots; many very fine~and fine
[ubula~ pores; slightly acid; abrupt smooth ;
boundary. ^'
BA-7 to 20 inches; dark yellowish brown (1,OYR4/4) 2
silt loam, brown (10YR Sl3) dry; moderate fine apd
medium subangular blocky structure; slightly hard
very friable, slightly sticky and slightly plastic; many
very fine, fine, and medium roots; manyvery fine `
and fine tubular pores; slightly acid; clear wavy ..
>;:
boundary. ,s'-'+~.'
Bw1-20 to 25 inches; dark brown (10YR 3/3) silt loam„
grayish brown (2.5Y 5/2) dry; common fine
prominent red (2.SYR 5I8) mottles; moderate fine.,*,
and medium subangular blocky structure; slightlyi~5,µy
hard, very friable, slightly sticky and slightly plastic
comrnon fine and medium roots; common very fine.?
antl fine tubular pares; slightly acid; gradual wavy
boundary:' `2
Bw2-25 [0 45 inches; dark brown (10YR 4/3) silt lodm"y',
light brownish gray (tOYR 6/2) dry; common '=i5-
medium prominent red (2.SYR 5(6) mottles; Vii
moderate medium and coarse subangular blocky -?~;x
structure; slightly hard, very friable, slightly sticky
and slightly plastic; few very fine and fine roots fewf
very fine antl fine tubular pores; slightly acid; -'f`
gradual wavy boundary- '~
C-45 to 60 inches; grayish brown (10YR Sl2) sift loam`~,~f
ligfi[ gray ~(10YR 7/2) dry; common medium ~`-?
prominent dark brown (7.SYR 4/4) mottles; massive;:
slightly hard, very friable, slightly sticky and slightly.[;;
~~~ -plastic; slightly-aeid ~~ -----------
The soils .are slightly acid for neutral in the control
section and range from slightly acid to strongly acid
below a depth of 40 inches. Mottles that have chroma.
of 3 or more are at a depth of more than 20 inches. ,
SOIL SURVEY OF THURSWN COUNTY, WASHINGTON - SHEEP NUMBER 24
vz vn n ~ omacs -
1 2mLOMfiEAS
SGNLE @<000
t
1
1
1
1
GEOTECHNICAL ENGINEERING REPORT
YELM HIGH SCHOOL IMPROVMENTS
1315 YELM AVENUE EAST
YELM, WASHINGTON
Submitted to:
Yelm School District
PO Box 476
Yelm, Washington 98597
Submitted by:
E3RA, inc.
PO Box 44890
Tacoma, WA 98444
July 22, 2003
T03091
' ~ PO eax 49890
Tacoma WA 98444
' 25}53].9400
25353]-9401 fax
E3RA
' July 22, 2003 -
Yclm School District
P.O. Box 476 '
t Yelm, Washington
A"[TN: Erling Birkland ~ '
Subject: Geotechniral Engineering Report
' Yelm High School Improvements
1315 Yelm Avenue West
Yelm, Washington
Dear Erling: ~ .
E312A is pleased to submit this report descrbing the results ofom geotechnical engineering evaluat5on for the
t above-referenced project The purpose of our evalua[iou is to provide geotechnical design parameters'and
recommendations for the construction of new additions to the school and a new bus loading zone.
' As outlined N our proposal lettei, our scope of work comprised site reconnaissance, subsurface explorations,
geotechnical research, grid geotechnical engineering analysis. This report has been prepared for the exclusive
use of the Yelm School District and there consultants, for specific application to this project, in accordance
' ~ with generally accepted geotechnical engineering prnetiie.
1.0 ~ SITE AND PROJECT DESCRIPTION
All ofthe proposed improvements will occur onthe campus ofYelm[-Iigh School, located on the wes[side of
the City of Yelm, as shown on om enclosed Location Map (Figure I ). The improvemenic will consist of new
additions m the north and south sides ofthe existing Gymnasium Building, a large addition to the south side of
Building B, and a new student bus loading zone west of Building A. The new additions will be I to 1 h story
structures with slab-on-grade floors.
' 2.0 EXPLORATORY MET730DS `
We explored surface and subsurface conditions a[ the project site on July 2, 2003. Om exploration program
comprised the following elements:
• A surface reconnaissance of the site;
t Five test pits (designated TP-1 through TP-5), advanced across the site; and
' A review of published geologic ahd seismologic maps and liternture.
1
1
E312A, Inc..
.7/2212003
T03091/Velm HS Improvements
'fable f summarizes the approximate functional locations and termination depths of our subsurface
explorations, and Figure 2 depicts [heir approximate relative locations. The following teM sections describe
[he procedures used for excavation of test pits. ~ '
TABLET
APPROIOMATE LOCATIONS AND DEPTHS OF EXPLORATIONS
Terminafion
Depth
Eaplorafioo Fanetlooal Lorafioo (feet)
TP-I .South of Gymnasium S
TP-2 Nordr of Gymnasium ~ S
TP-3 Soudreas[ of Building B $
TPA Southwest ofBuildingB 7K
TP-5 ~ Wes[ of Building A, in proposed Loading Zone 8
Elevafion datum: Not available
The specific number and locations of our explorations were selected in relation to the existing site features,
under[he constraints of surface access, underground utility conflicts, and budget consideru[ions. Weestimated
the relative location of each exploration Consequently, the data listedm Table 1 and the locations depicted on
Figure 2 should be considered accurate only tb the degree permitted by our data soruces and implied by our
measuring methods. '
It should be realized that dre explorations performed and utilized for this evaluation reveal subsurface
conditions only ai discrete locations across [he project site and that acual wnditions in other areas could vary.
Furthermore, the name and extent of any such variations would not became evident until addaional
explorations are performed or until construction activities have begun. If significant variations are observed a[
that time, we may need to modify our conclusions and recommendations contained in this report to reflect the
actual site conditions.
2.1 Tcst Pit Procedures
Our exploratory test pits were excavated by an owneropemtor under contract to E3RA. A geologist from our
firm observed thetest pit excavations and logged dte subsurface conditions.
The enclosed Test Pit Logs indicate the vertical sequence of soils and materials encountered in each test pi[,
based on ourfield classifications. Whereasoil contact was observed to be gradational or undulating, our logs
indicate the average contact depth. We estimated the relative density and consistency of the insitu soils by
means of the excavafion characteristics and [he stability of the test pit sidewalk. Our.logs also indicate the
approximate depths of any sidewall caving or groundwater seepage observed in the test pits.
3.0 SITE CONDITTONS
"Ifie following sections of text present our observations, measurements, findings, and irtterpreffidons regarding,
surface, soil, groundwater, seismic, and liquefaction conditions.
' - ~ E3RA, Inc.
7/22/2003 -
' T03091/yelm HS Improvements '.
3.1 Surface Conditions
Graveled parking covers the area south of the gynmasium, while a paved basketball wort and a small, grass
' landscape area abuts the gymnasium on the north. Grass lawns and paved, concrete walkways lie in the
proposed azea of development south of Building B, and lawn grass and a grovel roadway occupythe proposed
Bus-Loading Zone located west of Building A." AlI azeas described above are level.
' No seeps, springs, stream beds, or other indications of surface flow or subsurface waters were observed onshe.
t 3_2 Soil Conditions ~ ~- ,
Our on-site explorations revealed fairly uniform near-surface soil conditions.
' In test pit TP-I, located m the south of the existing Gymnasium in a parking a2a, we observed 4 inches of
crushed rock overlying 16 inches of dense, damp, black silty, sandy gravel with abundant cobbles. Underlying
' the black si1Ty, sandy grovel, we observed, [o the termination of our test pit at a depth of 8 feet, dense, damp,
light brown sandy grovel with some/tmce silt abundant cobbles, and scattemd small boulde`s. North of the
Gymnasium, in test pit TP-2, located N a grassy landscape area, we observed 3 inches of sod and topsoil
' ~ overlying about I '/, feet of dense fill comprised of sandy, rubbly grovel similar to the soils observed below 2
feet in TP-1. Underlying this fill, we observed 3 feet of black, silty, sandy grovel overlying light brown sandy
gravel; both soil layers are similar [o those described in'IP-1.
South of building B, m test pits TP- 3 and TP-0, we did not see the upper black silty, sandy gravel layer. Then,
we observed 6 inches ofsod and topsoil overlying, to the bottom of our explorations, dense sandy gravel with
abundant cobbles. A lensof gravelly sand was noted m a depth 6 ft in TP-3 and 4 'h feet in TP-4.
W est of Building A, in the vicinity of the proposed bus loading zone, we observed about 4 inches of sod and
' topsoil overlying approximately 7'/: feet of dense, black silTy sandy gravel, which, in tom overlies dense, sandy
gravel similar to that observed in other test pits.
The upper black, silty gravel observed in several of oar test pit explorations wnsists of glacial outwash upon
which volcanic ash from nearby Mount Rainier has fallen. Although some organic content is present in this
mixture, mostly due [o root content of the vegetation growing at one fime on the surface, the black silt within
' the grovel is mostly mineral in contort The underlying light-brown grovel is glacial outwash that has been
shielded from this ash fall.
' The enclosed ezplomtion logs provide a detailed description of the soil strata encountered in our subsurface
explorations.
' 3_3 Gromdwater Conditions -
At [he time of our reconnaissance (July 2, 2003), we did not observe groundwater in any of our subsurface
explorations, nor did we observe surface manifestations of groundwater, such as seeps or springs, anywhere
onsite. We do not expect that significantquantities ofgroundwater will be encountered in excavations for the
proposed development.
' At all times ofe year groundwater levels would likely fluctuate m response to precipiffition patterns, off-site
wnstruction activities, and site utilization.
E3RA, Inc.
7/22/2003
T03097/Yelm HS Improvements
3.4 Seismic Cooditioos
Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret
[he on-site soil conditions to correspond with a seismic soil profile type So, as defined by Table 16-J of the
1997 Uniform Building Code. Curtent (1996) Notional Seismic Hazard Mapr prepared by the U.S. Geological
Survey indicate that a peak bedrock site acceleration coefficient ofabout 0.26 is appropriate for an eartthquake
having a 10-percent probability of exceedance in 50 years, which cortesponds to a return interval of475 years.
According to Figure 16-2 of the 1997 Uniform Building Code, the site lies within seismic risk zone 3.
3.5 Liquefaction Potential
Liquefaction is a sudden increase in pore water pressure and a sudden Toss of soil shear strength caused by
shear strains, as could result from an earhquake. Research has shown that saturated, loose sands with a fines
(silt and clay)con[ent less than about 25 pementare most susceptible to liquefacfion. Although other soil types
are generally considered to have a low suscepfibility,liquefaction may still occur during a strong earthquake.
Our on-site subsurface explorations did not reveal saturated (or potentially saturated), loose, sihy sand layers or
lenses.
4.0 CONCLUSIONS AND RECOlYIMENDATIONS
Ikvelopment plans call for the construction of an apatttnent complex. We offer the following general
geotechnical conclusions and recommendations concerning this project.
Feasibility: Based on our field explorations, research, and analyses, the proposed
development appears feasible from a geo[echnical smndpoini, provided that the
recommendations in this report are followed.
Foundation Options: We recommend conventional spread footings thaf bear on subgmdes
consisting of organic-free, medium dense or denser native soils. Because ofthecobbly nature
of subsurface soils, a thin leveling layer of sand or crushed rock placed over foundation
subgmdes might facilitate footing form constmction. Recommendations for spread footings
are provided in Section 4.
Floor Options: Werecommend aconcrete slabon-grade for the stmetures buil[onsite. Again,
because of the wbbly Harare of subsurface soils, a thin leveling layer of sand or crushed rock
placed over floor subgrades might facilitate constmction. Recommendations forslab-0n-grade
floors aze included in Section 4.
Pavement Sections: We recommend a pavement section of 4 inches of pavement over 6
inches of crushed rock in the proposed Bus Loading Zone. Recommendations for asphalt
pavements are provided in Section 4.
Seismic Considerations: Based on our literature review and subsurface interpretations, we
recommend that the project sWCnual engineer use the following seismic parameters for
design of buildings, retaining walls, and other site structures, as appropriate.
Design Parameter Value
Acceleration Coefficient (USGS) 0.26
Risk Zone-(UBC) 3
Soil Profile Type So
E3RA, Inc.
7/22/2003
T03091/Yelm HS Improvements
Sbberade Protection' Due [o the moisture-sensitive nature of the black, silty grnvel found
near the surface on much of the site, the contractor should install appropriate temporary
damage systems [o keep water out of the wnstruction areas, and should minimize traffic over
any subgrades prepared within these soils.
The following text sections of this report present our specific geotcehnical conclusions and recommendations
concerning site prepaa[ion, spread footings, slab-0n-Bade floors, damage, azphalt pavement, and structual
' fill. The WSDOT Standard Specifications and Standard Plans cited herein refer to WSDOT publieafidns
M41-10, Standard Spec~cationsjor Road Bridge, andMunimpal Construction, and M21-Ol, Standard Plans
jor Road, Bridge, and Municipal Coutrucdon, respectively.
4.1 Sitc Prenaratirin
Preparation ofthe project site should involve erosion control, temporary drainage, clearing strryping cutting
Suing excavations, and subgrade compaction.
Erosion Control: Before new cons[ructon begins, an appropriam erosion control system should be installed.
' This system should wllect and filter all surface my off through eNrer silt fencing or a series of properly placed
and secured stow bales. Weanticipam asys[em of berms and damage ditches around consWCtion areasvvill
provide an adequ8[e collection system. If silt fencing is selected az a filter, [his fencing fabric should meet the
' requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, sik fencing should embed a
minimum of 6 inches below existing grade. If straw baling is used as a filter, bales should be secured [o the
ground so that they will not shift under the weight of retained water. Regardless of the silt filter selected, an
' erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and
areas where the filter has shifted above Bound surface should be repbrced or repaired az soon as they are
identified.
Temoorarv Damage: We recommend intercepting and diverting any potential sources of surface or
near-surface water within the construction nines before stripping begins. Because the selection of an
appropriate drainage system will depend on the water rpramity, season, weather conditions, construction
sequence, and contractors methods, final decisions regarding drainage systems ate best made in the field at the
time of cons[mction. Based on oui current understanding ofthe construction plans, surface and subsurface
conditions, we anticipate that curbs, berms, ordi[ches placed around the work areas will adequately intercept
surface water runoff.
Clearing and Stririoine: After surface and near-surface water sources have been controlled, the construction
' areas should be cleared and stripped of all sod, topsoil, concrete, and asphalt Our exploations indicate that
topsoil is generally one halffoot thick or less, but variations ta thickness could exist on the sik. Also, h should
be realized that if the stripping operntion proceeds during wet weather, a genealy greater stripping depth
' might be necessary to remove disturbed moisture-sensitive sods;therefore, stripping is best performed duringa
period of dry weather.
Site Excavations: Based on our explomtions, we expect that site excavations on the site will encounter dense
' grnvel with abundant cobbles. This soil can lie adequately excavated with conventional earth working
equipment.
t Dewaterine: Our explorations did not encountergroundwater within then termination depths, nor do we expect
that groundwater will be present iri the planned excavations. Flowevey if groundwffier is encountered, we
anticipate that an internal system of ditches, smnphbles, and pumps will be adequate m temporarily dewater
^ excavations.
E3RA, Inc.
7/22/2003 -
T03091/Yelm HSImprovements
Temborerv Cu[ Slooes: All temporary soil slopes associazed with site cutting or excavations should be
adequately inclined to prevent sloughing and collapse. Temporary cut slopes in the dense gavels onsite should
be no steeper than I Y:H:1 V; and should conform to WISHA regulations. -
Suberade Comp coon: Exposed subgrades for footings and floors should bewmpacted [o afirm, unyielding
state before new concrete or fill sdils are placed Any localized zones of looser granular soils observed within
a subgmde should be compacted [o a density cbmmensurate with the surtounding soils. In contrast, any
organic, soft, or pumping soils observed within a subgrade should be overexcavazed and replaced with a
suitable structural fill material. '
Site Filline: Om conclusions regarding the reuse of on-site soils and our wmments regarding wet-weather
filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according
to om recommendations presented in the Structural Fill section of this report Specifically, building pad fill
soil should be compacted to a uniform density of az least 95 percent (hazed on ASTM:D-155'7).
On-Site Soils: We offer the fallowing evaluation ofthese on-site soils in relation to potential use as structural
fill:
Surficial Greanic Soils: The thin sod and topsoil manlling much of the site are not suitable
for use ~as stnrctural fill under 'any circumstances, due to their high organic content
Consequently, these materials can be used only For non-structural purposes, such~as in
landscaping areas.
Uooer B[ k SYty G Ilv Glacial Outwash with Volcanic Ash: The upper black silty
gravel layer is sensitive to moisture content variations due to its silt content This soil can be
reused during dry conditions, but will become increasingly d~cult to reuse as conditions
become wetter Particles larger than 3 inches should be removed before reuse.
Lower Lieh[ Browtt Sandv Gravellv: The light brown gluial outwash found below the black
silTy gravel layer az shallow depths on the site is relatively insensitive to moisture content
variations and ran be used under most weather conditions, provided [hat particles larger than
3 inches are removed before reuse.. ~ '
Permanent Slooes: All permanent em slopes and fill slopes should be adequately inclined to reducelong-term
raveling; sloughing and erosion. We generally rewrtunend that no permanent slopes be steeper than 2H:1 V.
For all soil types, the use of flatter slopes (such as 2'/H:I V) would fiutber reduce Tong-term erosion and
facilitate revegetation.
Sloce Protection: We recommend that a permanent berth, Swale, or curb be constmcted along the top edge of
all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as
soon as feasible, to further protect the slopes from runoff water erosion. Altemafivelg pertnanentslopes could
be armored with quarty spans or a geosynthetic erosion mat
4.2 Spread Foo[ines
In our opinion, conventional spread footings will provide adequate support for the proposed structures if the
subgrades are properly prepared.
Footime Depths and Widths: For frost and erosion protection, [he bases of all exterior footings should bear ai
least l8 inches below adjacent outside grades, whereas the bases of interior footings need beaz only 12 inches
below the surtobnding slab surface level. To reduce post-consfinetion settlements, continuous (wall) and
E3RA, Inc.
7/22/2003
T03091/Yelm HS Improvements
isolated (column) footings should be at least I8 and 24 inches wide, respectively.
Bearing Subetades: Footings should bear on medium dense or denser, undisturbed native soilswhich have
been stripped of surficial organic soils, or on properly compacted structural fill which bears on prepared native
soils. in general, before footing concrete is placed, any localized zones of loose soils exposed across the footing
subgmdes should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or
debris-laden soils should be overexcavated and replaced with suitable structural fill . Because ofthe cobbly
nature of subsurface soils; a thin leveling layer of sand or crushed rock placed and compacted over foundation
subgmdes might facilitate footing form constmetion.
S berade Observation: All footing subgmdes should consist of fvm, unyielding native soils or sWC[urnl fill
materials compacted to a density of a[ least 95 percent (based on ASTM:D-] 557). Footings should never be
cast atop loose, soft, or frown soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing
water.
' Beazine Pressures: In our opinion, for static loading, footings chat bear on properly prepared subgrades can be
desigoed for a maximum allowable soil bearing pressure of 3,000 pounds per square foot (psf). This value is
conservative and may be increased for specific footings under the direction of E.3RA. A one-third increase in
~ allowable soil bearing capacity may be used for short-term loads crea[edby seismic or wind related activities.
Footine Settlements: Assuming that structural fill soils are compacted fo a medium dense or denser state, we
estimate [hat total postconstruMion settlements of properly designed footings bearing on properly prepared
subgrades will not exceed 1 inch. Differential settlements for compazably loaded elements may approach one-
hatf ofthe actual total settlement over horizontal distances of approximately 50 feet
Footine Backfill: To provide erosion protection and lateral load resistance, we 7commend that all footing
excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either
imported structural fdl or nonorganic on-site soils can be used for this purpose, contingent on suitable
moisture content at the time pf placement Regardless of soil type, al] footing backfill soil should be
compacted m a density of at (east 90 percent (based on ASTM:D-1557).
Lateral Resistance: Footings that have been properly backfllled as recommended above will resist Iareml
movements by means of passive earth pressure and base friction. We recommend using an allowable passive
earth pressure of 250 pcf in the glacial ou[wash onsi[e and an allowable base friction coefficient of 0.35.
4.3 Slab-Oo-Grade Floors
In our opinion, soil-supported slabon-grade floors can be used in the proposed structures ifthe subgmdes are
property prepared. We offer the following comments and recommendations concemingslab-on-grade floors.
Floor Subbase: Structural fill subbases do no[ appearto be needed under soil-supported slah-on-grade floors at
the site, but, because of the cobbly nature of subsurface soils, a thin leveling layer of sand or crashed rock
placed and compacted over floor subgmdes might Caci]iffite cons[mction. ff a subbase is needed, all subbase
fill should be compacted [o a density of at least 95 percent (based on ASTM:D-1557).
Capillary Break and Vapor Bamer. To retard the upward wicking of groundwater beneath the floor slab, we
recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a
4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for
Drains" per WSDOT Standard Spec~ca[ion 9-03.12(4), but clean angular gravel can be used if i[ adequately
prevents capillary wicking. In addition, a layer of plastic sheeting (such as Cross[uff, V isqueen, or Moistop)
should be placed overthe capillary break to serve as a vapor barrier. During subsequent casting ofthe concrete
slab, the contractor should exercise care to avoid puncturing this vapor barrier.
7/22/2003
T03091/Yelm HS Improvements
E3RA, Inc.
4_4 Drainage Systems
In our opinion, the proposed structure should be provided with permanent drainage systems to reduce the risk
of furore moisture problems. We offer the following recommendations and comments for drainage design and
consWC[ion purposes.
Perimeter Drains: We recommend [hat buildings be encircled with a perimeter drain system to collect seepage
water. This drain should consist of a 4-iocb-diameter perforated pipe within an envelope of pea gravel or
washed rack, extending at leas[ 6 inches on all sides of the pipe, and the~gmvel envelope should be wrapped
with filter fabric to reduce the migration of fines from the surtounding soils. ]deally, the drain invert would be
installed no more than 8 inches above the base of the perheter footings.
Subfloor Drains: Based on the groundwater conditions observed in our site explorations, we do not infer a
need for subfloor drains.
Discharge Considerations: ffpossible, all perime[er drains shoulddischarge to asewer system or otkrer suitable
locafidn by gravity flow. Check valves should be installed along any drainpipes that discharge m a sewer
system, [o prevent sewage backflow into the drain system. ~
Seepage Ouan[ifies: W e tenmtively expect that there will be little or no groundwater seepage onsite.
Aunoff Water: Roof-mnoff and surface-runoff water should not discharge into the perimeter drain system.
Instead, these sources should discharge into separate tightline pipes and be routed away from the buildingto a
storm drain or other appropriate location.
Grading and Canoine: Final site grades should slope downward away from the buildings so that runoffwater
will flow by gravity to suitable collection points, rather than ~ponding near the building. Ideally, [he area
surrounding the building would be capped with concrete, asphalt, or law-permeability (si1Ty) soils m minhnize
or preclude surface-water infiltration.
45 Asphalt Pavement
Since asphalt pavements will be used for the Bus Loading Zone, and because some paved pazking that will not
receive heavy bus Vaffic might be built adjacent [o the loading zone, we offer the following comments and
recommendations for pavement design and construction of both light and heavy traffic areas.
Subgrade Preparation: Stmcmral fill subbases do not appear to be needed under pavement sections, due to the
dense nature of the native soils thaf underlie the site. All soil subgrades, after proper compaction, should be
proof-rolled with a loaded dump track or heavy compactor. Any localized nines of yielding subgrade
disclosed during this proof-rolling operation should be over excavazed to a maximum depth of l 2 inches and
replaced with a suitable structural fill material. All structural fill should be compacted according to our
recommendations given in the S[rucrnra/ Fill section. Specifically, [he upper 2 fee[ of soils underlying
pavement section should be compacted to at leas[ 95 percent (based on AS7M D-1557), and all soils below 2
feet should be compacted to at least 90 percent.
Pavement MazeriaLs: For the base course, we recommend using imported crushed rock.
Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete
pavement over a emshrd rock base course. Using the estimated design values stated above, we rewmmend
using the following conventional pavement sections:
7/22/2003
T03091/Yelm HS Improvements
Minimum Thickness
E312A, Inc.
Pavement Course Parking Areas Bus Loading Zone
Asphalt Concrete Pavement 2 inches 4 inches
Crushed Rock Base 4 inches 6 inches
Compaction and Observation: All subbaze and base course material should be compacted to at least 95 percent
' ofthe Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted
to m leas[ 92 percent of the Rice value (ASTM 0.2041). We recommend [hat an E3RA representative be
remised to observe the compaction of each course before any overlying layer is placed. For the pavement
' course, compaction is best observed by means of frequent density testing. For the base course, methodology
observations and hand-probing are more appmprime than density testing.
Pavement Life and Maintenance: ~No asphaltic pavement is maintenance-free. The above descnbed pavement
' sections present our minimum recommendations for an average level of performance during a 20-year design
life; therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement life
typically assumes that an overlay wil I be placed after about I 0 years. Thicker asphalt and/or thicker base and
t subbase canines would offer better long-term performance, but would cost more initially; thinner courses
would be more susceptible [o "alligator" cracking and other fallme modes. As such, pavement design can be
considered a compromise between a high. initial cos[ and low maintenance costs versus a low initial cost and
~ higher maintenance costs.
4.6 Stmctural FiB ~ -
' Tke term "stmemral fill" refers N any placed undei foundafions, retaining walls, slab-on-grade floors,
sidewalks, pavements, and other sWClures. Our comments, conclusions, and recommendations concerning
slmcmral fill ate presented m the following paragrapbs.
' Materials: Typical structural fill mmerials include clean sand, grovel, pea grovel, washed rock, crushed rock,
well-graded mixtures of scud and grovel (wmmonly called "gravel bonow" or "pit-nm"~), and miscellaneous
' mixtures of silt, sand, and grovel. Recycled asphalt, concrete, and glass, which are derived from pulverizing
the parent materials, are also potentially useful az strucmml fill in cermin applications. Soils used for s[mctuml
fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in
. ~~dfameter.
1 Fill Placement Clean sand, granulithic grovel, crushed rock, soil mixtures, and recycled materials should be
placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly
^ 'compacted with a mechanical compactor.
Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) az a standard, we recommend that
stmctaml fill used for various on-site applications be wmpac[ed to the following minimum densities:
FiB Application Minimum
Compaction
Footing subgmde and bearing pad 95 percent
Foundation backfill 90 percent
Slab-on-grade floor subgrade and subbase 95 percent
Suberade Observation and Compaction Testine: Regardless of material m location, all s[memml fill should be
placed over fvm, unyielding subgrades prepared in accordance with the Site Preparation section ofthis report
The condition of all subgrades should be verified geotechnical personnel before filling or consWCtion begins.
10
E3RA, Inc.
722/2003
T0309~'I/Velm HS Improvements ~ -
Also, fill soil compaction should be documented by meansrof in-place density tests performed during fill
placement so that adequacy of soil compaction efforts may be eLaluated as earthwork progresses.
Soil Moisture Considerations: 'Che suitability of soils used for stmctural fill depends primarily on they
grain-size distribution and moishue content when they are.placed. As the "fines" content (that soil fraction
passing the U.S. No. 200 Sieve) increases, soils become more sensitive [o small changes in moisture content
Soils containing more than about 5 percent fines (by weight) cannot be wnsis[ently compacted~to a fnm,
unyielding condition when the mbismre conteht is more than 2 percentage points above or below optimum.
For fill placement during wet-weather site work, we recdmmend using "clean" fill, which refers to soils that
haves fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve.
5.0 RECOMMENDED ADDITIONAL SERVICES
Because the future performance and integrity of the structural elements will depend largely on proper site
preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced
geotechnical personnel should be considered an integral part of the construction process. Consequently, we
recommend that E3RA be retained to provide the following post-report services:
Review all constmetion plans and specifications to verify that our desigt criteria presented in
this report have been properly integrated into the design;
Prepare a letter summarizing all review comments (if required by the City ofYelm);
Check all completed subgmdes for footings.and slab-on-grade floors before concrete is
poured, in order to verify their bearing capacity; and
Prepare a postconstruction letter summarizing all field observations, inspections, and test
results (if required by the City of Yelm).
11
E3RA, Inc.
7/2 212 0 0 3
T03091/Yelm HS Improvements
6.0 CLOSiJRE
The conclusions and recommendations presented in this report are based, in part, on the explorations that we
performed for this study; therefore, if variations in the subgrade conditions arc observed at a later time, we
may need to modify tl»s report to reflect those changes. Also, because the future performance and integrity of
the project elements depend largely on proper initial site preparation, drainage, and construction procedures,
monitoring and testing by experienced geotechnica] personnel should be considered an integral part of the
construction process. E3RA is available [o provide geotechnical moni[orng of soils throughout constmction.
We appreciate Ste opportunity to be of service on this project Ifyou have any questions regarding this report
or any aspects of the project, please feel free [o contact our office.
Sincerely,
F3RA, Inc. _ ~_`
°3
E; ed Ernes? Rznnzbaum
Fred E. Rennebaum, P.G.
Senior Geologist
FERlJEB
Enclosures: Figure 1 - Location Map
Figure 2 - Si[e Plan
Test Pit Logs TP-1 through TP-5
James E Brigham, P.E.
Principal Engineer
12
7!22/2003
T03091/Velrn HS Improvements
TEST PTT LOGS
Denth !feet! Material Dcscriotion
Test Pit TP-1
Locaton: South of Gymnasium, N graveled parking lot
Approximate ground surface elevation: Unknown
0.0 --0.5 4 inches Crushed Rock.
0.5 - LS Dense, damp, black, silty, sandy GRAVEL with abundant cobbles (Glacial
Outwash with Volcanic Ash) (GP).
L5 - R.0 Dense, damp, light brown, sandy GRAVEL with someftrace silt and abundant
cobbles (Glacial Outwash).(GP):
Test pi[ [erminazed at appoximately R feet
No caving observed
No groundwater encountered .
Test Pit TP-2
Location: North of Gymnasium, in grassy area
Approximate ground surface elevaton: Unlmown
0.0 - 0.0 3 inches Sod and Topsoil..
0.0 - 1.5 Dense, damp, light brown, sandy GRAVEL with some/hace silt and abundam
cobbles (Fill) (GP).
I.5 -4.5 Dense, damp, black, silty, sandy GRAVEL with abundant cobbles (Glacial
Outwash wide Volcanic Ash) (GP). -
4.5 - 8.0 Dense, damq light brown, sandy GRAVEL with some/trace silt and abundant
. cobbles (Glacial Outwash).(GP).
Test pit terminated at approximately 68 feet
No caving observed
No groundwater encountered
E3F2A, Inc.
13
E3R4, Inc.
1
1
1
7/222003
T03091/Yelm HS Improvements
De th feet
0.0 ° 0.5
OS - 8.0
0.0 - 0.5
0.5 -7.5
0.0 - 0.5
0.5 - LS
1.5 - 8.0
Test Pit TP-3
TEST PTT LOGS
Material Description
Location: Southeast of Building II .
Approximate ground surface elevation: Unknown
6 inches Sod and Topsoil' --
Dense, damp, light brown, sandy GRAVEL with some/trace sik and abundant
cobbles; lens of gravelly sand at 6. feet (Glacial Outwash).(GP). -
Test pit terminated at approximately 8 feet
No cavingobserved
No groundwater encountered -
Test Pit TP-4
Location: Southwest ofBuildingB
Approximate ground surface elevation: Unknown
6 inches Sod and Topsoil
Dense, damp; light brown, sandy GRAVEL with some/trace silt and abundant
cobbles; lens of gravelly sand at 5 feet (Glacial Outwash).(GP).
Test pit terminazed a[ approximately 7%v feet -
No caving observed
No groundwater encountered
Test Pit TP-5
Location: Wes[ of Buildmg A, in proposed landing zone
Approximate ground surFece elevation: Unknown
4 inches Sod and'fopsoiL- -
Dense, damp, black, silty, sandy GRAVEL with abundant cobbles (Glacial
Outwash with Volcanic Ash) (GP).
Dense, damp, light brown, sandy GRAVEL with some/trace silt and abundant
cobbles; (Glacial Outwash).(GP).
Test pi[ [etrnina[ed at approximately 8 fee[
No caving observed
No groundwater encountered
Daze Ezcava[ed: 7/2/03
Logged by: FEA
14
„ •J `. ` _~.__ _ I
y ', I ~I ~I~~~ ~~ ~ I PIERCE CO
~~~ ~ ~ ~°fv ~ ~ aus~~THU S NCO ~~i
I~ li~ ~ F~ ~.~z ~ ~~\
i \~1i
~~~ l ~ y
.__ 1~ ~ ~\
~ ~
., IP ~ ~t Ilan !.__
C _..: _ _-L_.___ Hrsmvnnox
__. I r _._ _. _
~ ~ _ _.
®~ ~ ~~ _~
~' ~- - i 1
9M
(/ ~ ~ ~ 8
I~ I. T- -f i, ~ I
4~
I ~~ ~ ~ EI Yelm ~ I of - ~ '~- --_
~ -->
%~ ;.'tea ` ~ r.' ~ i ~_- _
/ ~ R11HeUN 1 ' flORO _ '- _ 2 _ I~ 'j _____.
.~
~ _
'... .. - ,
r ~. I ~ ~ /
I ~ a .
~ F~ .
I p4 ~ A»uguFe~as
In-.. .,. r ~ m
.~ ~ ~ _._.. _ .~,d
a. I ~` 1~~ i - / 7 0
~^ ,
i ~ ~ .,
i i is ,.>
~k o z,ooo•
+_` hWP50aft
E3RA YELM HS IMPROVEMENTS FIGURE
PO BOX 44890 TOPOGRAPHIC AND LOCATION PLAN l
Tacoma, Washington 98444 YELM, WASHINGTON 1
NOTE:
BOUNDARY AND TOPOGRAPHY ARE BASED ON
MAPPING PROVIDED TO E3RA AND OBSERVATIONS
MADE IN THE FIELD. THE INFORMATION SHOWN
DOES NOT CONSTITUTE AFIELD SURVEY BY
E3RA OR ITS CONTRACTORS.
B taaa rESr Plr Locanar+s
YELM Hl !',H SCHOQ~
SI T~ PLAN
FI G'IURE 2
FIGURE 2
E3RA. Inc.
P.O. BOX 44890
TACOMA, WASHINGTON 98444
JWMA
Jerome W. Morrisselte and Associates Inc., P.S.
1
1
Yelm H.S. Modernization
Falling Head Percolation Tes[ Results: Test Hole No. 1
Date: Start Time: Entl Time:
Location: 140' South of G mnasium 10121/03 10:54 AM 12:19 PM Job No. 03143
Descri lion Depth at Which Test
was Conducted Inches
Perked Elapsed Time
in Minutes Elapsed Time
in Seconds Perk Rate in
Inches/Hour
Pre-Soakin 48 12 5:37 337 128.19
Pre-Soakin 48 12 8:06 486 88.89
Perk Test ~ 48 6 8:22 502 43.03
Perk Test 48 6 11:31 691 31.26
Perk Test 48 6 13:39 819 26.37
Perk Test 48 6 15:55 955 22.62
Perk Test 48 6 19:35 1175 18.38
Fallin Head Percolation Tes[ Results: Test Hole No. 2
Location: Approx. 500' East of Date: Start Time: End Time:
G mnasium 10/21/03 12:41 PM 2:21 PM. Job No. 03143
Descri lion Depth at Which Test
was Conducted Inches
Perked Elapsed Time
in Minutes Elapsed Time
in Seconds Perk Rate in
Inches/Hour
Pre-Soakin "` 48 6 12:15 736 29.35
Perk Test 48 6 15:18 918 23.53
Perk Test 48 6 17:15 1035 20.87
Perk Test 48 6 20:10 1210 17.85
"` Soils Moist from recent hea rainfall, Be an Perk Test with onl a 6" Pre-Soakin eriod
Falling Head Percolation Test Results: Test Hole No. 3
Location: Southeast Corner of Date: Start Time: End Time:
School Cam us 10121/03 2:02 PM 3:00 PM Job No. 03143
Descri lion Depth at Which Test
was Conducted Inches
Perked -Elapsed Time
in Minutes Elapsed Time
in Seconds Perk Rale in
Inches/Hour
Pre-Soaking 48. 12 3:20 200 216.00
Pre-Soakin 48 12 4:10 250 172.80
Perk Test 48 6 4:31 271 79.70
Perk Test 48 6 4:08 248 87.10
Perk Test 46 6 4:30 270 80.00
Perk Test 48 6 5:33 333 64.86
Perk Test 48 6 6:02 362 59.67
Perk Test 48 6 6:53 413 52.30
Perk Test 48 6 6:32 392 55.10
Perk Test 48 6 7:16 ~ 436 49.54
Test Conducted B :Scot t Severs J.W. Morrisselte 8 Assoc. Engineerin
Civil and Municipal Engineering and Planning (360)352-9456
1
1
1
1
1
1
APPENDIX B
Calculations and Hydraulic Analysis
i
1
1
1
1
YELM HIGH SCHOOL
PRELIMINARY DRAINAGE DESIGN CALCULATIONS
EXISITNG AND PROPOSED CONDITIONS
Pre -Developed
School Site - 37.1 Acres
Existing Impervious - 15.69 Acres
Area Disturbed
Area Disturbed - 13.6 Acres
Existing Impervious within Area Disturbed - 8.47 Acres
Proposed Impervious within Area Disturbed - 9.96 Acres
Table D.2 - 65 % impervious -Curve Number for Type B Soil
65 % impervious 90 - 4.99 inches of runoff
SCS Mapping Soif Type Spanoway Gravely Sandy Loam 0-3 % Slopes , Type B
Existing Gravel 68338 sf = 1.57 Acres
Existing Pavement 150535 sf = 3.46 Aues
Exisitng Buildings 76530 st = 1.76 Acres
Exisitng Portables 16942 s( = 0.39 Acres
Sidewalk 56675 sf = 1.30 Acres
Exisitng Impervious 8.47 Acres
Exisitng Percent Impervious = 8.47/13.6 = 62.3
Post - Oevelepetl
Proposed New Impervious - 9.96 Acres
Table D.2 -Commercial - BS % impervious
Curve Number for Type BSoil -Disturbed, 94 - 5.45 inches of runoff
Curve Number for Impervious - 98 - 5.91 In of Runoff
New 156,816 SF East Parking Lot = 156,816 SF = 3.60 Acres
New 68,825 SF Bus Loop = 68,825 SF = 1.58 Acres
New 60,113 SF Gym Parking Lot = 60,113 SF = 1.38 Acres
Proposed Frontage Improvements 28,890 SF = 0.66 Acres
New 51,836 SF New Building = 51,836 SF = 1.19 Acres
New 68,389 SF New Walkways = 68,389 SF = 1.57 Acres
New 77,630 SF Gym Expansion = 17,630 SF = 0.40 Acres
New Imperviouis 10.39 Acres
Proposed Percent Impervious = (10.39)/13.6 = 76.4
Increase in Impervious = 10.39 - 8.47 = 1.92 Acres
Percent Increase in Impervious = 76.4 % - 62.3 % = 14.1
Volume Provided
East Parking Lot Gallery 20463 cf
Bus Loop Gallery 6555 cf
Gym Parking Lot Gallery 7954 cf
West Roof/Gym Roof 8 S.Courtyard 13437 cf
East Roof/S. Courtyard 2993 cf
Toal Volume Provided 53401 cf
Volume Reauirdetl by HYDRA
16971 d
6237 cf
7893 cf
13312 cf
2874 cf
51287 cf
YELM HIGH SCHOOL
PRELIMINARY DRAINAGE DESIGN CALCULATIONS
BASIN A-INFILTRATION GALLARY WITH PERFORATED PIPES SIZING -EAST PARKING LOT
East Parking Lot - 100 % Impervious 156,816 SF = 3.60 Acres
Per HYDRA the runoff volume = 18971 cf
Use a 10 - 114' Long 4' Diameter Perforated Aluminized Steel Pipes, Area = 14318 cf
Trench Volume Required Outside of Pipes = 4653 cf
Drywell size Two - 6' deep, 25' witle, 116 long =
10 - 114' Long 4' Diameter Pertorated Pipes, Area =
Drywell Volume outside pipes =
Drywell volume outside of pipe x 30 % voids =
Total volume providetl = 13816 + 5935 =
Bottom area = 2 X 25' X 176' _
Using 6 in/hr, over a 5800 sf Bottom, Infltration Rate =
34800 cf
14318 cf
20482 cf
6144 cf
20463 cf > 18971 cf ON
5800 sf
0.81 cfs
BASIN B -INFILTRATION GALLARY WITH PERFORATED PIPES SIZING -BUS LOOP
Bus Loop - 100 % Impervious 68,825 SF = 1.58 Acres
Per HYDRA the runoff volume = 8237 cf
Use a 3 - 154' Long 4' Diameter Pertorated Aluminized Steel Pipes, Area = 5803 cf
Trench Volume Required Outside of Pipes = 2434 cf
Drywell size 6' deep, 11' wide, i561ong = 14976 cf
3 - 154' Long 4' Diameter Perforated Pipes, Area = 5803 cf
Drywell Volume outside pipes = 9173 cf
Drywell volume outside of pipe x 30 % voids = 2752 cf
Total volume provided = 6104 + 2892 = 8555 cf > 8070 ct OK
Bottom area = 11' X 156' = 2496 st
Using 6 in/hr, over a 2496 sf Bottom, Infiltration Rate = 0.35 cts
BASIN C -INFILTRATION GALLARY WITH PERFORATED PIPES SIZING -GYM PARKING LOT
Gym Parking - 100% Impervious 60,113 SF = 1.38 Acres
Per HYDRA the runoff volume = 7893 cf
Use a 3 - 148' Long 4' Diameter Perforated Aluminized Steel Pipes, Area = 5577 cF
Trench Volume Required Outside of Pipes = 2316 cf
Drywell size 6' deep, 75' wide, 150 long = 13500 cf
3 - 148' Long 4' Diameter Pertorated Pipes, Area = 5577 ct
Drywell Volume outside pipes = 7923 cf
Drywell volume outside of pipe x 30 % voids = 2377 cf
Total volume provided = 5765 + 2455 = 7954 cf > 7893 cf OK
Bottom area = 15' X 150' = 2250 sf
Using 6 in/hr, over a 2250 sf Bottom, Infltration Rate = 0.31 cfs
YELM HIGH SCHOOL
PRELIMINARY DRAINAGE DESIGN CALCULATIONS
BASIN D -WEST SIDE NEW BLDG. GYM ROOF AND SOUTH COURTYARD AREA INFILTRATION GALLERY
Half o(the New Building = 27007 sf
Existing Gym Building plus addition = 40946 sf
South Courtyard Area = 43124 sf
Total Area = 111077 sf = 2.55 Acres
Per HYDRO Volume Require = 13312 cf
Use a 6 - 115' Long 4' Diameter Perforated Aluminized Steel Pipes, Area = 6666 cf
Trench Volume Required Outside of Pipes = 4646 cf
Drywell size 117' long, 35' wide, 6'tleep = 24570 cf
6 - 115' Long 4' Diameter Perforated Pipes, Area =
Drywell Volume Outside Pipes =
Drywell volume outside of pipe x 30 % voids =
Total volume provitletl
Bottom area = 117' X 35' _
Using 6 iNhr, aver a 4095 sf Bottom, Infiltration Rate =
8666 cf
15904 d
4771 cf
13437 cf > 13312 cf OK
4095 sf
0.57 cfs
BASIN E -EAST SIDE OF THE NEW BUILDING AND EAST COURTYARD AREA INFILTRATION GALLERY
Half of the New Building = 24829 sf
Easl Courtyartl Area = 25265 sf
Total Area = 50094 sf = 1.15 Acres
Per HYDRA Volume Require = 2874 cf
No Pipes, Area = 0 cf
Trench Volume Required Outside of Pipes = 2874 cf
Drywefl size 95' long, 35' wide, 6' deep = 9975 cf
No Pipes, Area = 0 cf
Drywell Volume Outsitle Pipes = 9975 cf
Orywell volume outside of pipe x 30 % voids = 2993 cf
Total volume provided 2993 cf > 2874 cf OK
Bottom area = 95' X 35' = 3325 sf
Using 6 in/hr, over a 3325 s(Bottom, Infltration Rale = 0.46 cfs
TOB YELM HIGH SCHOOL EASZN A, 156816 SF NEW EAST PARKING
REM LOT - PRELINARY STORMWATER DESIGN - 100 YEAR 24-HOUR
REM EVENT FOR DETENTION SIZING
TOT 6.15
FZL C:\HYE\lA.INC
NEW PARKING LOT STORMWATER
REM C:\HYDRA\CMD\YPHSEP.CMD
REM THIS PILE CREATES STORMWATER RUNOFF FLOWS GENERATED
REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
AEM YELM HIGH SCHOOL EAST PARKING LOT STORMWATER IMPROVEMENT.
REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 HTORMWATER
REM MANUAL FOR THE PUGET SOUND HASIN
REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
AEM A NANNINGS n OF 0.009 (CIVIL ENGINEERING AE FERNECE,
REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET,
AEM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
REM THERE IE 13.6 ACRES WITHIN THE HOUNDARY OF THE
REM HIGH SCHOOL IMPROVEMENTS. THE PROSECT IS DIVIDIED INTO
REM 4 BASINS. THE STORMWATEA FROM THE BASINS IS CONVEYED TO
REM EITHER EWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
REM MODEL SIZES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
REM GALLERIES TO MEET THE 1992 DOE MANDAL FOR THE PUGET EOUND
REM HASIN USING THE 100 YEAR - 29 HOUR EVENT.
REM THE EAST PARKING LOT BASIN STORMWATEA IS COLLECTED AND CONVEYED
REM TO A VORTECHNSCS TREATMENT DEVICE AND THEN TO AN UNDERGROUND
REM INFILTRATION GALLERY FOR DISPOSAL
AEM SUB BAEIN EAST PARL ING LOT
NEW SUB BASIN EAST
SCS 3. 6, 0.76, 98, 90, 20, 0.008, 100
INL 99
DPI 90, 340.58, 336.88
HOL EUBEP
NEW EAST PARKING LOT INFILTRATION GALLARY
REC SUBEP
RED (0/O.S1, 20463/0.81)
RES 323, 323, 327, OVER
END
C:\HYDRA\GMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C \HYDRA\CMD\YPHSEP CMD _______________________________________7 SH 11-Dec-103
CFS
YELM HIGH SCHOOL HASIN A, 156816 SF NEW EAST PARKING
**' SDD BASIN EAST Pipe Design
Link Long Slope Invert San Sto Qdes Depth GrUp GrDn HrCh/Dlt
Diam Up/Dn Inf Mis Vel Up/Dn HGLUp NGLDn Estimated
d/D Cover Diffup DiffDn Coat
1 90 0.0451 337.86 0.0 3.5 3.4] 2.00 340.58 336 .8E
E 333.80 0.0 0.0 10.8E 2.72 338.42 334 .36 0
0.84 3.0E 2.16 2. 52
________
Lateral ____________
length= ____________
90 Upst ________________
ream length= ____
90
________
Lateral ____________
length= ____________
0 Upst ________________
ream length= ____
0
'*' EAST PAAKZNG LOT INFILTRATION GA Reservoir
Cost Invert ----------- --- Maximum Flow Values ---- ------ --- ----
Link Exf it Up/Dn/Ovr San Inf Sto Mi s Design
3 0 323.00 Incoming 0.00 0.00 3.97 0. 00 3.47
0 323.00 Discharge 0.00 0.00 0.81 0. 00 O.B1
327.00 Overflow 0.00 0.00 0.00 0. 00 0.00
Stored 0 0 189]1 0 18971
________
Lateral ____________
length= _____________________________
0 Upstream length= ___
90
1
1
1
1
1
1
1
i
C:\HYDRA\GMD\ HYDRA Version 5.85
j.w.morri99ette & aesociatea Page 1
C:\HYDRA\CMD\YPHSEP.CMD 7 50 11-Dec-103
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\YPHSEP.CND
Input units are read as USA
Warnings are turned OFF
Output sent to display Detailed
Output sent to printer O£f
Output sent to file Verbose
Paper width in inches 8.000
String to reset printer 27 51 36 18
String to set printer to comp reseed 17 15
String to set printer to E lines/inch B 27 51 27
Name of printer Epson, FX series
Print heading at top of page ON
Number of steps in hydrograph 166
Step length in minutes 60
Significant flow in hydrograph 0.010
Infiltration Diurnalization Factor 0.980
Maximum plot value Selected by HYDRA
Type of hydrographic plot Compact
Sanitary flow by Diurnal Curve
Delay to start of actual storm 0.00
Rational Method computations OFF
SCS computations Santa Barbara
Continuous simulation computations ON
Maximum d/D for pipe design/analysis 0.900
Match point position on pipe 0.00 or Invert
Number of allowable diam drops 999
Mimi mum drop thru manhole 0.000
Manning's n Variable
Routing technique Quick
Calculate sanitary flows ON
Calculate infiltration flows ON
Calculate mint flows ON
Listing o£ acceptable diameters (Changed by the PCO command) :
4 6 8 10 12 15 18 21 24 27 30
33 36 39 42 45 98 59 60 66 72 76
84 90 96 102 100 114 120 132
1: JOB YELM HIGH SCHOOL BASIN A, 156816 SF NEW EAST PARKING
2: REM LOT - PRELINARY STORMWATER DESIGN - 100 YEAR 24-HOUR
3: REM EVENT FOR DETENTION SIZING
4:
5: TOT 6.15 Total rainfall 6.15 Inches
6: FIL C:\HYE\lA.INC
------START OF SUB-FILE------
1:
C:\HYDRA\CMD\ HYDRA Version 5. E6
j .w.morrieeette & a ssociates Page 2
C:\HYDRA\CMO\YPHEEP .CMD 7:58 11-Dec- 103
YELM H IGH SCHOOL BASIN A, 156016 SF NEW EA ST PARKING
2: H YE 10 0.009 0.004 0. 004 0.004 0.004 0.004 0.004 0 .004 0 .004 0. 004 0.
005 +
3: 0.005 0.005 0. 005 0.005 0.005 0.006 0.006 0. 006 0 .006 0. 006 0.
006 0.007 +
9: 0.007 0.007 0. 00] 0.00] 0.00] 0.0082 O.OOB 2 O.OOB 2 0.008 2 0.00
82 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0134 0. 0134 0.0134 0.0180
0.0180 0 .034 0.0 54 +
6: 0.027 0.010 0. 0134 0.0134 0.0134 O.O OBB 0. 0008 0. 0088 O. OOSB 0
.0088 0.0 088 0.00 88 +
7: 0.0088 0.0088 0.0088 O.OOBB O.OOBB 0 .0072 0. 0072 0.0072 0.00]2
0.00]2 0 .0072 0. 0072 +
8: 0.00]2 0.00]2 0.00]2 0.0072 0.0072 0 .0057 0. 0057 0.005] 0.005]
0.0057 0 .0057 0. 0057 +
9: 0.0057 0.0057 0.0057 0.005] 0.005] 0 .0050 0. 0050 0.0050 0.0050
0.0050 0 .0050 0. 0050 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0 .0040 0. 0040 0.0090 0.0040
0.0090 0 .0040 0. 0040 +
11: 0.0090 0.0040 0.0040 0.0040 0.0040 0 .0040 0. 0040 0.0090 0.0040
0.0040 0 .0040 0. 0040 +
12: 0.0040 0.0040 0.0040 0.0040 0.0040 0 .0090 0. 0040 0.0040 0.0040
0.0040 0 .0040 0. 0090 +
13: 0.0040 0.0040 0.0090 0.0040 0.0090 0 .0090 0. 0040 0.0040 0.0040
0.0040 0 .0040 0. 0040 +
14: 0.0040
Step time 10.00 Minute s
Total in original hyetograph 0.17 Inches
Adjusting hyetogr aph from 10.00 minutes to 60 .00 min utes
Total volume rain in production hyetograph 6.15 Inches
Maximum intensity 1.01 Inches /Hr
Working hyetograph in INCHE S/HOUR:
0.00 0.5 0 1.00 1.50 2 .00
Time In/Hr +___ ______+_ ________+_________+___ ______ +
60 0.15 ===
120 0.16 ===
180 0.20 === =
240 0.23 === ==
300 0.27 =°= == I I I
360 0.32 === ===
420 0.40 === ==__=
480 1.01 === ======- ---=----=
540 0.47 1=== ======1 I I I
600 0.32 I=== ===
660 0.31 I=== === I I I I
720 0.27 = m=
700 0.25 =°= ==
890 0.21 I=== = I I I I
900 0.20 =°= =
960 0.18 === =
1020 0.17 ===
1080 0.15 I°=°
1140 0.15 ~___
1
1
1
1
1
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrieeette 6 associates Page 3
C:\HYDRA\CMD\YPNSEP.CMD =__-~-______---________________________7658 11-Dec 103
YELM HIGH SCHOOL BASIN A, 156816 EF NEW EAST PARKING
1200 0.15 ===
1260 0.15 ===
1320 0.15 ===
1380 0.15 ===
1440 0.15 ===
1500 0.00
15: RET
------ END OF SUB-FILE ------
7: NEW PARKING LOT STORMWATER
8:
9: REM C:\HYDRA\CM1ID\YPHSEP.CMD
10:
11: REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
12: REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
13: REM YELM HIGH SCHOOL EAST PARKING LOT STORMWATER IMPROVEMENT.
14: AEM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER
15: AEM MANUAL FOR THE PUGET SOUND ,BASIN
16:
17: REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
18: REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE,
19: REM SEVENTH EDITION, LINDBUAG), MINIMUM COVER OF 2 FEET,
20: REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
21: REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
22:
23: CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
24: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0 .00900
Minimum diameter 4 .00 Inches
Minimum depth 2 .00 Feet
Minimum cover 2 .00 Feet
Minimum velocity 0 .0100 Feet/Sec
Minimum elope 0 .00100
D/d 0 .9000
Maximum diameter 132 .00 Inches
25:
26: REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
27: REM HIGH SCHOOL IMPROVEMENTS. THE PROJECT IS DIVZDIED INTO
28: REM 4 BASINS. THE STORMWATER FROM THE BASINS IS CONVEYED TO
29: REM EITHER SWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
30: REM MODEL SI2E5 TREATMENT DEVICES AND SWALE AND THE INFILTRATION
31: REM GALLERIES TO MEET THE 1992 DOE MANUAL POR THE PUGET SOUND
32: REM BASIN USING THE 100 YEAR - 24 HOUR EVENT.
33:
34: REM THE EAST PARKING LOT BASIN STORMWATEA IS COLLECTED AND CONVEYED
35: REM TO A VORTECHNICS TREATMENT DEVICE AND THEN TO AN UNDERGROUND
36: REM INFILTRATION GALLERY FOR DISPOSAL
37:
C:\HYDRA\GMD\ HYDRA Version 5.85
j.w.morriesette & associates page 9
C \HYDRA\CMD\Y PHSEP CMD 7 58 11-Dec-103
YELM HIGH SCHOOL BASIN A, 156816 SF NEW EAST PARKING
35: REM SUB BASIN EAST PARLING LOT
39: NEW SUH BASIN EAST
40: SCS 3.6, 0.05, 98, 90, 20, 0.008, 100
Land segment 3 .600 Acres
Portion impervious 0 .750
Curve number (CN) for Impervious 98 .000
Curve number (CN) for Pervious 90 .000
K FactOY 20 .000
Slope of land 0 .008 00
Sheet flow distance 100 .000 Feet
Computed concentration time 0 .93 Minutes
Total Time of Concentration 0 .93 Minutes
Total rainfall falling on impervious 60276 .15 CuFt
Impervious runoff 58005 .67 CuFt
Portion off impervious 96 .23 B
Peak CFS rainfall falling on impervious 2 .75 CuFt/Sec
Peak CFS runoff from impervious 2 .69 Cu Ft/Sec
Equivalant "C" off impervious 0 .98
Total rainfall falling on pervious 20092. 05 Cu Ft
Pervious runoff 16328. 36 Cu Ft
Portion off pe rvioue 51. 27 &
Peak CFS rainfall falling on pervious 0. 92 CuFt/Sec
Peak CFS runoff from pervious 0. 78 Cu Ft/Sec
Equivalant "C" off pervious 0. 85
Total rainfall falling on segment 80368. 20 Cu Ft
Total segment runoff 74334. 09 Cu Ft
Portion off segment 92. 99 k
Peak CFS rainfall falling on segment 3. 67 CuFt/Sec
Peak CFS runoff from segment 3. 97 CuFt/Sec
Equivalant "C" off segment 0. 95
Hydrograph off land segment
I - Impervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
1
1
1
1
1
1
1
1
1
1
1
1
C :\HYDRA\CMD\ HYDRA Version 5.85
j . w.morrisse tte S assoc iates Page 5
C :\HYDRA\CMD \YPHSEP CMD 7 58 11-Dec-103
YELM HIGH SCHOOL B ASIN A, 156816 SF NEW EAST PARKING
0 .00 1.00 2.00 3.00 4.00
Time +______ ___+_________~_________+_________+
0 0. 10 0.00 0.10
60 0. 31 0.01 0.31
120 0. 46 0.05 0.51
180 0. 59 0.10 0.69 ~ IT
240 0. 71 0.15 0.86 ~ I T
300 0. 89 0.20 1.05 ~P I T~
360 1. 06 0.28 1.35 P I T
420 2. 69 0.78 3.47 ~ P ~ ~ I ~ T
980 1. 35 0.41 1.76 P ~ I T
540 0. 01 0.25 1.06 P I T
600 0. 90 0.28 1.18 ~ P I T
660 0. 66 0.21 O.B7 ~P I T
720 0. 73 0.23 0.96 ~P I T~
780 0. 52 0.17 0.69 P I T
890 0. 60 0.19 0.79 ~P I T
900 0. 96 0.15 0.60 IT
960 0. 51 0.16 0.67 P Z T
1020 0. 36 0.12 0.48 ~ IT
1080 0. 94 0.14 0.50 I I T
1190 0. 37 0.12 0.49 ~ IT
1200 0. 93 0.14 0.57 i I T
1260 0. 37 0.12 0.49 IT
1320 0. 93 0.14 0.57 I T
1380 0. 37 0.12 0.50 IT
1440 0. 04 0.01 0.05
Time +______ ___+_________+_________+_________+
0 .00 1.00 2.00 3.00 4.00
91: INL 99 Inlet hyd r ographs
i - Incoming hydrogr aph
X - Exit hyd rograph to system
R - Pond or reae rvoir/1
0 .00 1.00 2.00 3.00 4.00
Tim ______ _________
_________
_________
___
0 0. 10 0.10 0.00 i i
i
i
60 0. 31 0.31 0.00 ~ '
120 0. 51 0.51 0.00 *
180 0. 69 0.69 0.00 ~ *
290 O. B6 0.06 0.00
300 1. 05 1.05 0.00 ~ *~
360 1. 35 1.35 0.00 ~ ~ '
420 3. 97 3.97 0.00 *
480 1. 76 1.76 0.00
590 1. 06 1.06 0.00 ~ '
600 1. 18 1.18 0.00 '
660 0. 87 0.87 0.00
720 0. 96 0.96 0.00 ~ *~
780 0. 69 0.69 0.00
890 0. 79 0.79 0.00 ~ *
900 0. 60 0.60 0.00 ~ '
960 0. 67 0.67 0.00 ~ '
1
C :\HYDRA\CMD\ HYDRA Version 5.85
j .w. morrissette S assoc iates Page 6
C \HYDRA\CMD\YPHEEP CMD 7 58 11-Dec-103
YELM H IGH SCHOO L BASIN A, 156816 SF NEW EAST PARKING
1020 0.98 0. 98 0. 00 '
1080 0.50 0. 50 0. 00 '
1140 0.49 0. 49 0. 00
1200 0.57 0. 57 0. 00
1260 0.49 0. 49 0. 00
1320 0.57 0. 57 0: 00
1380 0.50 0. 50 0. 00 ~ * ~ ~ ~
1440 0.05 0. 05 0. 00
Time +_________+___ ______+_________+____ _____+
0.00 1.00 2.00 3.00 4.00
92: DPI 90, 340.58, 336.08
Length 90 .00 Feet
Ground elevation up 340 .50 Feet
Ground elevation down 336 .08 Feet
Minimum diameter 4 .00 Inches
Lump sum cost 0 .00 Dollars
ManningaN 0 .00900
MinSlope 0 .00100
Link number 1
NOTE: Adj uating hydrographs for worst case situat ion
®Adding Sto into Event ®Adding Diurnal in[o Design
®Adding Event into Design
Average Design Flow 0 .00 CuFt/Sec
Storm flow (no SF) 3 .470 Cuft/Sec
Design flow including SF 3 .470 Cuf t/Sec
Combined SF L 000
Design diameter 8 .00 Inches
Invert elev up 337 .86 Feet
Invert elev down 333 .00 Feet
Slope 0 .0451
Depth of fluid in pipe 6 .72 Inches
d/D 0 .840
Partial flow velocity 10 .881 Feet/Sec
Downstream hydrog raph in CFS (Initial time=0.19 min):
0.0000 1.0000 2.0000 3.0000 4 .0000
Time +_________+_________+_________+_______ __+
0 0.0969
60 0.3132 ==
120 0.5087 ====
100 0.6056 =°====
240 O.B607 =====__=
300 1.0976 =========
360 1.3479 ===========
420 3.4699 _________ _________ _________ ____
480 1.7647 _________ _______
590 1.0644 =====____=
600 1.1764 =====____~=
660 0.0717 =====__=
720 0.9610 ====°==°=
700 0.6871 I=°==== I I I
040 0.7079 I=====_= I I I
900 0.6044 =====
1
t
1
t
1
1
1
1
1
C:\HYDRA\GMD\ HYDRA Version 5.85
j.w.morrissette & aesociatea Page 7
z
C:\HYDRA\CMD\YPHSEP.CMD ]:58 11-Dec-103
YELM HIGH SCHOOL BASIN A, 156816 SF N EW EAST PARKING
960 0.6749 ======
1020 0.4807 ====
1080 0.5780 =___=
1140 0.48]0 ====
1200 0.5729 ~_____
1260 0.4926 ====
1320 0.5684 =====
1380 0.4975 ====
1440 0.0484
Time +_________+_________+_________+____ _____+
0.0000 1.0000 2.0000 3.0000 9.0000
43: HGL SUEEP
Tag SUBEP
Link 1
From line 43
In file C:\HYDRA\CMD\YPHSEP
SEnt to Hold [1
44:
45: NEW EAST PARKING LOT INFZLTAAT ION GALLAAY
46: REC ENEEP
Hold [NUm] 1
Looking up record number 1
47: AED (0/0.81, 20463/0.81)
1 0.000 0.810
2 20463.000 0.010
48: RES 323, 323, 327, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 323.00 Feet
Outlet elevation 323.00 Feet
Link number 2
NOTE: Adjusting hydrographs for worst ca se situation
(aAdding Sto into Event
®Adding Diurnal into Design
Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 3.4]0 Cuft/Sec
Design flow including SF 3.470 Cuft/Sec
Combined SF 1.000
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette 6 associates Page 8
______________________________________________________________________________
______________________________________________________________________________
C:\HYDRA\CMD\YPHSEP.CMD 7:58 1LDec-103
YELM HIGH SCHOOL BASIN A, 156816 EF NEW EAST PARKING
Diversion hydrograp hs
I - Incoming hydrograph in CFS
x - Exit hydrograph in CFS
V - Volume of Reservoir in CuFC
divided by10000
0.00 1.00 2.00 3.00 4.00
Time +_________+_________.._________+_________+
0 0 .10 0 .10
60 0 .31 0 .31
120 0 .50 0 .50
180 0 .68 O .6B
240 0 .86 0 .81
300 1 .05 0 .81
360 1. 35 0 .81
420 3. 47 0 .81
480 1. 77 0 .81
540 1. 06 0 .81
600 1. 17 0 .81
660 0. 87 0 .81
720 0. 97 0 .81
780 0. 68 0 .81
840 0. 79 0 .81
900 0. 60 ' 0 .81
960 0. 68 0 .81
1020 0. 48 0 .81
1080 0. 57 0 .81
1140 0. 49 0 .01
1200 0. 57 0 .01
1260 0. 49 0 .81
1320 0. 57 0 .81
1380 0. 50 0 .81
1490 0. 05 0 .61
1500 0. 00 0. 81
1560 0. 00 0 .81
1620 0. 00 0 .91
Time
0.00
0.00
0.00
0.00
0.02
0.10
0.30
1.25
1.60
1.69
1.82
1.84
1.90
1.85
1.84
1.77
1.72
1.60
1.51
1.40
1.31
1.20
1.11
1.00
0.73
0.44
0.15
0.00
#XI
X I
V X
X
X
X
X
XI
X I
IX
I X
IX
I X
I X
I X
I X
I X
I X
I X V
VX
V X
X
I
V
V I
V
I V
V
V
V
V
V
V
V
V
V
V
V
~ X ~
o.oo l.oo
I
___r_________.,_________.,
2.00 3.00 4.00
49:
50: END
t
1
1
1
t
1
C:\HYDRA\CMO\ HYDRA Version S.BS
j. w.morrissette fi associates Page 9
=c==~~______________=m=_------------ -- --
C:\HYDRA\CMD\YPHSEP CMD 7 58 11-Dec-103
YELM HIGH SCHOOL HASIN A, 156816 SF NEW EAST PARKING
------ S U M MAR Y O F A N A L Y S I H------
Run number on command file 1
Number of links 3
Number of hydrographs 40
Total sanitary population 0
Total sanitary area 0. 00 Acres
Total storm area 3. 60 Acres
Number of pumps o
Number of reeervoi rs 1
Number of diversion structures 0
Number of inlets 1
Length of new pipe 90. 00 Feet
Length of existing pipe 0. 00 Feet
Length of channel 0. 00 Feet
Length of gutter 0. 00 Feet
Length of transport units 0. 00 Feet
Length of pressure pipe 0. 00 Feet
Closing DBF and NDX Files
1
' JOB YELM HIGH SCHOOL BASIN H, 68825 SF NEW BUS LOOP
REM PRELIMINARY STORMWATER DESIGN -- 100 YEAR 24-HOUR
REM EVENT FOR DETENTION SIZING
'
TOT 6.15
FZL C:\HYE\lA.INC
' NEW PARKING LOT STORMWATEA
REM C:\HYDRA\CMD\YELMHSBL.CMD
' REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
REM YELM HIGH SCHOOL EAST PARKING LOT STORMWATER IMPROVEMENT.
REM THE METHODOLOGY IS CONSZSTANT WITH THE 1992 STORMWATER
REM MANUAL FOR THE PUGET SOUND HASIN
REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE,
REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET,
REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
REM FT/SEC, MINIMUM SLOPE OF 0.001 ANO d/D OF 0.9.
OPD 0.009, 9, 2, 2, 0.01, 0.001, 0.9
CHD 6, 0. 3, 0.20, 3, 3, 3, 1, 0, 0, 0, 0
REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
REM HIGH SCHOOL IMPROVEMENTS. THE PROJECT IS DIVIDIED INTO
REM 4 BASINS. THE STORMWATER FROM THE BASINS IS CONVEYED TO
REM EITHER SWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
' REM MODEL SIZES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
REM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET SOUND
REM BASIN USING THE 100 YEAR - 24 HOUR EVENT.
' REM THE STORMWATER FROM THE HUS LOOP IS CONVEYED TO HIO FILTRATION
REM HWALE FOR TREATMENT AND THEN TO AN UNDERGROUND INFILTRATION
REM GALLERY FOR DISPOSAL
'
NEW SUH BASIN BL
SCS 1.58, 0.65, 98, 90, 20, 0.008, 156
CHA 100, 32 ], 323, 326, 323
' INL 99
DPZ 70, 340.58, 336.88
HOL SUBHL
' NEW HUS LOOP INFILTRATION GALLERY
REC SUBHL
' DPZ
RED 35, 336.88, 335
(0/0.35, 8555/0.35)
RES 323, 323, 32], OVER
1
i END
1
1
1
t
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.05
j .w.mozrissette & associates Page 1
C:\HYDRA\CMD\YPHEHL CMD________________________________________7 34 11-Dec ].03
CFS
YELM HIGH SCHOOL HASIN H, 68825 SF NEW HUE LOOP
**' SUB BASIN HL Channel
Long Znve rt Surf FreB rd Width Shape Ean Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost
1 100 326.00 326.50 0.5 6.01 3.000 0.00 1.49 1.49 0
0.0300 323.00 323.50 -0.5 0.50 3.00 0.00 0.00 0.66
3.000 Froude Number = 0.19
*" SUB HASIN BL Pipe Design
Link Lang Slope Invert Ean Sto Qdes Depth Grop GrDn SrCh/Dlt
Diam Up/Dn Znf Mis Vel Up/Dn HGLUp HGLDn Estimated
d/D Cover DiffUp DiffDn Cost
2 70 0.0010 323.00 0.0 1.5 1.49 12.07 340.50 336.88
12 322.93 0.0 0.0 2.12 17.50 323.03 323.76 0
0.03 13.95 16.75 13.12
Lateral length= 170 Upstream length= 170
*** BUE LOOP INFILTRATION GALLERY Pipe Design
Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Olt
Diam Up/Dn Tnf Mis Vel Up/Dn HGLUp HGLDn Estimated
d/D Cover DiffUp Dif £Dn Cost
3 35 0.0010 322.93 0.0 1.5 1.99 11.02 336.80 335.00
12 322.90 0.0 0.0 2.12 13.95 323.7fi 323.73 0
0.03 12.10 13.12 11.27
_ ___________________________________
Lateral length= 35 Upstream length= 205
___ __ ___________________
Lateral length= 0 Upstream length= 0
**' BUE LOOP INFILTRATION GALLERY Reservoir
Cost Invert ----- Maximum Flow Values -
Link Exf it Up/Dn/OVr Ean Inf Eto Mis Design
5 0 323.00 Incoming 0.00 0.00 1.49 0.00 1.49
0 323.00 Discharge 0.00 0.00 0.35 0.00 0.35
327.00 Overflow 0.00 0.00 0.00 0.00 0.00
_____________Stored__________0_______0_____0237_____ 0 0237
Lateral length= 35 Upstream length= 205
1
1
C:\HYDRA\CMD\
j .w.morrissette & associates
____________________________
C:\HYDRA\CMD \Y PHSBL.CMD
HYDRA Version 5.85
Page i
7:39 11-Dec-103
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\GMD\YPHSBL.CMD
Input units are read as USA
Warnings are turned OFF
Output sent to display Detailed
output sent to printer Off
Output sent to file Verbose
Paper width in inchee 8.000
String to reset printer 27 51 36 18
String to set printer to compressed 17 15
String to set printer to B lines/inch E 27 51 27
Name of printer Epson, FX series
Print heading at top of page ON
Number of steps in hydrograph 166
Step length in minutes 60
Significant flow in hydrograph 0.010
Infiltration Diurnalization Factor 0.980
Maximum plot value Selected by HYDRA
Type of hydrographic plot Compact
Sanitary flow by Diurnal Curve
Delay to start o£ actual storm 0.00
Rational Method computations OFF
SCS computations Santa Barbara
Continuous simulation computations ON
Maximum d/D for pipe design/analysis 0.900
Match point position on pipe 0.00 or Invert
Number of allowable diam drops 999
Mimimum drop thru manhole 0.000
Manning's n Variable
Routing technique Quick
Calculate sanitary flows ON
Calculate infiltration flows ON
Calculate misc flows ON
Listing of acceptable diameters (Chang ed by the PCO command):
4 6 B SO 12 15 10 21 24 27 30
33 36 39 42 45 48 54 60 66 72 78
84 90 96 102 108 114 120 132
1: .SOB
2: REM
3: REM
4:
5: TOT
6: FIL
------STA.
YELM HIGH SCHOOL BASIN H, fi6E26 SF NEW BUB LOOP
PRELIMINARY STOAMWATER DESIGN -- 100 YEAR 24-HOUR
EVENT FOR DETENTION SIZING
6.15 Total rainfall 6.15 Inches
C:\HYE\lA.INC
2T OF SUB-FILE------
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & a ssociat es Page 2
C:\HYDRA\Ch1D\YPH58L .CMD 7:34 11-DEC-103
YEL M HIGH SCHOOL BASIN B, 68825 S F NEW B US LOOP
1:
2: H YE 10 0.004 0.004 0 .004 0.004 0.004 0.004 0.009 0 .004 0.004 0. 009 0.
005 +
3: 0.005 0.005 0 .005 0.005 0.005 0.006 0.006 0 .006 0.006 0. 006 0.
006 0.007 +
4: 0.00] 0.007 0 .007 0.00] 0.00] 0.0002 O.OOB 2 0.0082 0.008 2 0.00
82 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0139 0 .0134 0.0134 0.0180
0.0100 0 .034 0. 059 +
6: 0.02] 0.018 0 .0134 0.0134 0.0139 0.0 088 0. 0088 O.OOBB 0. 0088 0
.0088 0.0 088 0.0 088 +
7: O.OOBB 0.0088 0.0088 O.OOBB O.OORB 0 .0072 0 .00]2 0.0072 0.0072
0.0072 0 .0072 0 .0072 +
e: 0.00]2 0.0072 0.0072 0.00]2 0.00]2 0 .0057 0 .0057 0.005] 0.0057
0.0057 0 .0057 0 .0057 +
9: 0.0057 0.0057 0.0057 0.005] 0.0057 0 .0050 0. 0050 0.0050 0.0050
0.0050 0 .0050 0 .0050 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0 .0040 0. 0040 0.0040 0.0090
0.0040 0 .0090 0 .0090 +
11: 0.0040 0.0090 0.0040 0.0040 0.0090 0 .0090 0. 0040 0.0040 0.0040
0.0040 0 .0040 0 .0040 +
12: 0.0040 0.0040 0.0040 0.0040 0.0040 0 .0040 0. 0040 0.0040 0.0040
0.0040 0 .0040 0 .0040 +
13: 0.0040 0.0040 0.0040 0.0090 0.0040 0 .0040 0. 0040 0.0090 0.0040
0.0040 0 .0040 0 .0040 +
14: 0.0040 Step time 10.00 Minute s
Total in original hyetograph 0.17 Inchea
Adjusting hyetog raph from 10.00 minutes to 60 .00 minutes
Total volume rain i n production hyetograph 6.15 Znches
Maximum intensity 1.01 Inches /Hr
Working hyetograph in INCHES/HOUR:
0.00 0. 50 1.00 1.50 2 .00
Time In/Hr +-- ______+ _________+_________+___ ______ +
60 0.15 ~___
120 0.16 ~___
180 0.20 === =
240 0.23 ~___ __
300 0.27 === ==
360 0.32 === ==_
420 0.40 ~___ ____=
480 1.01 ~___ ______ __________
540 0.47 ~___ ______~
600 0.32 ~___ ___
660 0.31 === ===
720 0.27 === =
780 0.25 === ==
840 0.21 === =
900 0.20 ~___ =
960 0.18 ~___ _
1020 0.17 ~___
1080 0.15 ===
1140 0.15 ~__=
[1
' C:\HYDRA\CMD\ HYDRA Version 5.85
j.w. morri ssette & associates Page 3
____
___
_
' ____
____
C:\H _____
_____
YDRA\ _______________________________________________________
___
___
_____________________________________________________________________
CMD\YPHSBL.CMD 7:34 11-Dec-103
YELM HIGH SCHOOL BASIN B, 68825 SF NEW BUS LOOP
12 00 0.15 °==
12 60 0.15 ===
' 13 20 0.15 I===
13 80 0.15 '°`
14 40 0.15 ===
' 15 00 0.00
15 : RET
---- -- END OF SUB-FILE ------
7 : NEW PARKING LOT STORMWATER
8 :
9 : REM C:\HYDRA\CMD\YELMHSBL.CMD
10 :
' 11 : REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
12 : REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
13 : REM YELM HIGH SCHOOL EAST PARKING LOT STOAMWATER IMPROVEMENT.
14 : REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER
15 : REM MANUAL FOR THE PUGET SOUND BASIN
16 : REM THE DESIGN PIPE ZS A 12 INCH PVC PIPE WITH
17 : REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING RE FERNECE,
' 18 : REM SEVENTH EDITION, LINDHURG), MINIMUM COVER OF 2 FEET,
19 : REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
20 : REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
' 21 :
22 : DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
' Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
1 Minimum elope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
23 : CHD 6, 0.3, 0.20, 3, 3, 3, 1, 0, 0, 0, 0
' 24 :
25 : REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
26 : REM HIGH SCHOOL IMPROVEMENTS. THE PROJECT IS DIVIDIED INTO
27 : REM 4 BASINS. THE STORMWATER FROM THE BASINS IS CONVEYED TO
' 28 : REM EITHER SWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
29 : REM MODEL SIZES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
30 : REM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET SOUND
' 31 : REM HAEZN USING THE 100 YEAR - 24 HOUR EVENT.
32:
33: REM THE STORMWATER FROM THE HUS LOOP IS CONVEYED TO HIOFILTAATION
34: REM SWALE FOR TREATMENT AND THEN TO AN UNDERGROUND INFILTRATION
35: REM GALLERY FOR DISPOSAL
36:
1 37: NEW SUB BASIN HL
C:\HYDRA\CMD\ HYDRA Version 5 .85
j.w.morrissette ~ associates page 4
C:\HYDRA\CMD\YPHSBL.CMD 7:34 11-Dec -103
YELM HIGH SCHOOL BASIN B, 60825 SF NEW HUS LOOP
38: SCS 1.58, 0.65, 98, 90, 20, 0.008, 156
Land segment 1 .580 Acres
Portion imps rvioua 0 .650
Curve number (CN) for Impervious 90 .000
Curve number (CN) for Pervious 90 .000
K Factor 20 .000
Slope of land 0 .00800
Sheet flow distance 156 .000 Feet
Computed concentration time 1 .45 Minutes
Total Time of Concentration 1 .45 Minutes
Total rainfall falling on impervious 2292'! .26 Cu Ft
Impervious runoff 22064 .60 Cu Ft
Portion off impervious 96 .24 &
Peak CFS rainfall falling on impervious 1 .05 CuFt/Sec
Peak CFS runoff from imps rvioua 1 .01 CuFt/Sec
Equivalant "C" off impervious 0 .97
Total rainfall falling on pervious 12345 .45 CuFt
Pervious runoff 10033 .57 Cu Ft
Portion off pervious 81 .27 6
Peak CFS rainfall falling on pervious 0 .56 CuFt/Sec
Peak CFS runoff from pervious 0 .48 CuFt/Sec
Equivalant "C" off pe rvioua 0 .85
Total rainfall falling on segment 35272 .71 CuFt
Total segment Yunoff 32098 .17 Cu Ft
Portion off segment 91 .00 &
Peak CFS rainfall falling on segment 1 .61 Cu Ft/Sec
Peak CFS runoff from segment 1 .49 Cu Ft/Sec
Equivalant "C" off segment 0 .92
Hydrog raph off land segment
I - Impervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
0.00 0.50 1.00 1.50 2.00
Time +_________~_________~_________~_________+
0 0 .04 0 .00 0 .09
60 0 .12 0 .00 0 .12 ~*
120 0 .18 0 .03 0 .20
100 0 .22 0 .06 0 .28 ~ Z T
240 0 .27 0 .09 0 .36 ~P I T
300 0 .32 0 .12 0 .45 ~P I T
360 0 .90 0. 17 0 .50 ~ P I T
420 1 .01 0 .48 1 .49 ~ P I
400 0 .53 0 .26 0 .79 ~ P I T
540 0. 30 0. 15 0 .45 P I T
600 0. 35 0. 18 0 .53 ~ P I T
660 0. 24 0. 13 0 .37 P I T
1
1
1
1
1
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j. w. mor
_______ rissette
________ & as
_____ socia
_____ tes
_____________________________
_____ Page 5
___________________
____________________
C:\HYDRA\GMD\YPHSBL. _____
CMD _____________________________ _____ ___________________
7:34 11-Dec-103
YELM HIGH SCHOOL BASIN B, 68025 SF NEW BOS LOOP
720 0.20 0. 19 0.43 P I T
780 0.19 0. 10 0.29 ~P I T
840 0.23 0. 12 0.35 P I T
900 0.17 0. 09 0.26 ~PI T
960 0.20 0. 10 0.30 ~P I T
1020 0.19 0. 07 0.21 IT
1000 0.17 0. 09 0.25 ~PI T
1140 0.14 0. 07 0.21 IT
1200 0.16 0. 09 0.25 ~PI T
1260 0.14 0. 08 0.22 PIT
1320 0.16 0. 08 0.25 ~PI T
1380 0.14 0. 08 0.22 PIT
1940 0.02 0. 01 0.02
Time +_________+_________~___ ____ __+_________+
0.00 0.50 1.00 1.50 2.00
39: C HA 100, 327, 323, 326, 323
Length 100 .00 Feet
GrUp 327 .00 Feet
GYDn 323 .00 Feet
InvUp 326 .00 Feet
InvDn 323 .00 Feet
NOTE: Gutt er Hydrograph added to Storm Hydrograph .
Link number 1
NOTE: Adju sting hydrog raphs for worst case Si tuat ion
®Adding Sto int o Eve nt
®Adding Diurnal into Design
®Adding Event i nto Design
Average Design Flow 0 .00 CuFt/Bec
Etonn flow (no SF) 1 .489 Cuf t/Sec
Design flow including SF 1 .489 Cuft/Sec
Combined SF 1 .000
CHD Maximum velocity 6 .0000 FPS
CHD Minimum velocity 0 .3000 FPS
CHD Mannings "n" 0 .2000
CHD Left aide slope 3 .0000
CND Bottom width 3 .00 Feet
CHD Right side slope 3 .0000
CHD Minimum freeboard 1 .0000 Feet
CHD Exfilt ration 0 .0000 IPH
Channel Slope 0 .0300
Design flow 1 .49 Cuf t/Sec
Depth of flow 6 .02 Inches
0 .50 Feet
Velocity 0 .66 Ft/Sec
Travel time 2 .52 Minutes
Width OE surface 6 .01 Feet
Downstream hyd rog raph in CFS (Initial time=2.52 min):
C: \HYDRA\CI~ID\
j.w.morrissette 6 associates
HYDRA Version 5.85
Page 6
C:\HYDRA\GMD\YPHSBL.CMD ]:39 11-Dec-103
YELM HIGH SCHOOL BASIN H, 68825 SF NEW BDS LOOP
o.aooo o.sooo 1.0000 l.sooo 2.0000
Time +_________+__ _______~_________+_____ ____+
3 0 .0362
63 0 .1196 ~_
123 0 .2035 ~__=
183 0 .2825 ~____=
243 0 .3613 ~______
303 0 .4454 =====__=
363 0 .5]]5 ==========
423 1 .4895 =========- -=.======'===_==
483 0 .]929 ~_________~__ ___
543 0 .4468 =====__=
603 0 .5282 =====_____
663 0 .3694 ~______
]23 0 .9293 =====___
]83 0 .2936 ~_____
843 0 .349] ~_____=
903 0 .2608 ~____
963 0 .29]8 =====
1023 0 .2093 ~__=
1083 0 .2531 ~____
1143 0 .2136 ===
1203 0 .249] ====
1263 0 .21]2 ~___
1323 0 .2469 ~____
1383 0. 2201 ===
1443 0. 0224
Time +_________+__ _______+_________+_____ ____+
0.0000 0.5000 1.0000 1.5000 2.0000
40: INL 99
41: DPI ]0, 340.88, 336.88 Length ]0 .00 Feet
GYOUnd elevation up 340 .58 Feet
Ground elevation down 336 .88 Feet
Minimum diameter 4 .00 Inches
Lump sum coat 0 .00 Dollars
ManningsN 0 .00900
MinSlope 0 .00100
Link number 2
NOTE: Adjusting hydrographs for worst cas e situat ion
®Adding Sto into Event
®Adding Di urnal into De9ign
®Adding Event into Design
Average Design Flow
Storm flow (no SF) .
Design flow including SF
Combined BF
Design diameteY
Invert elev up
Invert elev down
Slope
Depth of fluid in pipe
d/D
O.oo Cuet/sec
1.489 Cuf t/Sec
1.409 Cuf t/Sec
1.000
12.00 Inches
323.00 Feet
322.9] Feet
0.00100
9.96 Inches
0.830
1
1
1
C:\HYDAA\CMD\ HYDRA Version 5.85
j .w.morrissette 6 associates Page 7
C:\HYDRA\CMD\YPHSBL.CMD ________________________________________7 39 11-Dec-103
YELM HIGH SCHOOL BASIN B, 68825 SF NEW BUS LOOP
Partial flow velocity 2.115 Feet/Sec
Downstream hydrog raph in CFS (Initial time=3.07 min):
o.oooo o.sooo l.oooo l.sooa z.oooo
Time +_________+_________+_________+_________+
3 0.0350
63 0.1168 ~_
123 0.2094 ===
103 0.2004 ~_____
293 0.3621 =====_
303 0.4439 =====__=
363 0.5783 ~_________~_
423 1.4895 ~____===___=================
483 0.7949 ==============
543 0.4439 ~________
603 0.5257 ~_________=
' 663 0.3680 ~_____=
723 0.4322 =====__=
783 0.2920 =====
843 0.3505 ~______
903 0.2620 =__=
963 0.2979 ====_
1023 0.2103 ~___
1083 0.2512 ~___=
1143 0.2161 ~___
1203 0.2512 ~____
1263 0.2161 ~___
' 1323 0.2453 ====
1383 0.2220 ~__=
1443 0.0234
Time +_________+_________+_________+_________+
' o.oooo o.sooo 1. oo oo l.saoo z.oooo
42: HOL SUBBL
Tag EUBBL
Link 2
From line 42
In file C:\HYDRA\CMD\YPHSBL
Sent to Hold [1]
43:
44: NEW HUS LOOP INFILTRATION GALLERY
45: REC SUHBL
46: DPI 35, 336.88, 335
Hold [NUm]
Looking up record number
Length
Ground elevatiou up .
Ground elevation down
Minimum diameter
Lump aum cost
ManningsN
MinBlope
Link number
1
2
35.00 Feet
336.88 Feet
335.00 Feet
4.00 Inches
0.00 Dollars
0.00900
0.00100
3
C:\HYDRA\CMD\ HYDRA Version 5.88
j .w.morrissette & associates Page e
C:\HYDRA\CMD\YPHSBL CMD _____________________~_____________-----7 34 11-Dec-103
YELM HIGH SCHOOL BASIN B, 60825 SF NEW BUS LOOP
NOTE: Adjusting hydrographs for worst case situation
®Adding Sto into Event
@Adding Diurnal into Design
®Adding Event into Design
Average Design Flow 0 .00 CuFt/Sec
Storm flow (no SF) 1 .489 Cuf t/Sec
Design flow including SF 1 .489 Cuft/Sec
Combined SF 1 .000
Design diameter 12. 00 Inches
Invert elev up 322. 93 Feet
Invert elev down 322. 90 Feet
Slope 0. 001 00
Depth of fluid in pipe 9. 96 Inches
d/D 0. 830
Partial flow velocity 2. 115 Feet/Sec
Downstream hydrograph in CFS (Initial time=3.35 min):
0.0000 0.5000 1.0000 1.5000 2 .0000
Time +_________+_________+_________+_______ __+
3 0 .0350
63 0 .1168
123 0 .2044
183 0 .2804
243 0 .3621
303 0 .4439
363 0 .5983
423 1 .4895
483 0 .9949
543 0. 4939
603 0. 5269
663 0. 3680
923 0. 4322
983 '0. 2920
843 0. 3505
903 0. 2628
963 0. 2999
1023 0. 2103
1083 0. 2512
1143 0. 2161
1203 0. 2512
1263 0. 2161
1323 0. 29s3
1383 0. 2220
1493 0. 0234
Time
0.0000 0.5000
l.oooo l.saoo 2.0000
47: RED (0/0.35, 8555/0.35)
1 0.000 0.350
2 8555.000 0.350
' C:\HYDRA\CMD\
j .w.morriesette 6 associates
1
1
C:\HYDRA\CMD\YPHSBL.CMD
YELM HIGH SCHOOL BASIN B, 68825 SF NEW BUS LOOP
48: RES 323, 323, 327, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 323.00 Feet
Outlet elevation 323.00 Feet
Link number 4
NOTE: Adjusting hydrographs for worst case situation
®Adding Sto into Event
®Adding Diurnal into Design
®Adding Event into Design
Average Design Flow 0 .00 CuFt/Sec
Storm flow (na SF) 1 .489 Cuft/Sec
' Design flow including SF 1 .489 Cuft/Sec
Combined SF 1 .000
Diversion h ydrographs
' I - Incoming hyd rog raph in CFS
X - Exit hydrograph in CFS
V - Volume of Reservoir in CuFt
divided by10000
' 0.00 0.50 1 .00 1.50 2.00
Time +_________+_________ +_______ __+_________+
' 3
63 0
0 .04
.12 0
0 .04
.12 0
0 .00
.00 ~*
123 0 .20 0 .20 0 .00
' 103 0 .28 0 .28 0 .00
293 0 .36 0 .35 0 .00 *
303 0 .44 0 .35 0 .04 X I
363 0 .58 0 .35 0 .12 V X ~I
423 1 .49 0 .35 0 .53 X V I
t 483 0 .79 0 .35 0 .69 X V I
543 0 .49 0 .35 0 .72 ~ X I ~ V
603 0 .s3 0 .35 0 .79 ~ X I V
663 0 .37 0 .35 0. 79 * V
' 723 0 .93 0 .3s 0. 82 X I V
783 0 .29 0 .35 0. 80 ~ IX ~ V
843 0 .35 0 .35 0. 80 i * ~ V
' 903 0 .26 0 .35 0. 77 I % ~ V
963 0 .30 0 .35 0. 75 IX ~ V
1023 0 .21 0 .35 0. 70 I X V
1083 0 .25 0 .35 0. 67 ~ I X V
' 1143 0 .22 0 .3s 0. 62 Z X V
1203 0 .25 0 .35 0. 58 I X V
1263 0 .22 0 .35 0. 53 ~ I % V
1323 0 .25 0 .35 0. 50 I X V
' 1383 0 .22 0 .35 0. I X V
45
1443 0 .02 0 .35 0. i
33 *
1503 0 .00 0 .35 0. 21 V X
' 1563 0 .00 0 .35 0. 08 ~V X
1623 0 .00 0 .23 0. 00 ~ X
Time +_________+_________ +________ _+_________+
' o.oo o.so 1 .00 l.so z.oo
HYDRA Version 5.85
Page 9
] 34 11-Dec-103
C:\HYDRA\CM-\ HYDRA Version 5.85
j.w.morrissette b associates Page 10
C \HYDRA\GMD\YPHSBL CMD_________________________________~-------'] 34 11-Dec-103
YELM HIGH SCHOOL BASIN B, 6EE25 BF NEW BUS LOOP
49: ENO
1 G\HYDRA\CMD\ xYDRA version 5.8H
& associates
j
w.morriesette il
Pa9e
========-=c---------------
'
-
- -'___ ___-______
___
C:\NYDRA\CMD\YPHSBL.CMD 9:34 11-Dec-103
' YELM HZGH SCHOOL BASIN H, 60025 SF NEW BUS LOOP
------ S U M M A R Y O F A N A L Y S I S------
' Run number on command file 1
Number of links s
Number of hydrog raphs 44
Total sanitary population 0
t
Total sanitary area 0 .00 Acres
Total storm area 1 .HH Acres
Number of pumps 0
Number of reservoirs 1
'
Number of diversion structures 0
Number of inlets 1
Length of new pipe 105 .00 Feet
'
Length of existing pipe 0 .00 Feet
Length of channel 100 .00 Feet
Length of gutter 0 .00 Feet
Length of transport unite 0 .00 Feet
Length of pressure pipe 0 .00 Feet
' Closing DBF and NDX Files
1
' JOH YELM HIGH SCHOOL BASIN C, 60,113 SF NEW GYM PARKING LOT
REM STORMWATER DESIGN - 100 YEAR 29-HOUR EVENT FOR DETENTION SIZING
TOT 6.15
FIL C:\HYE\lA.INC
NEW PARKING LOT STORMWATER
REM C:\HYDRA\CMD\YELMHSG P.CMD
REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
t REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
AEM YELM HIGH SCHOOL EAST PARKING LOT STORMWATER IMPROVEMENT.
REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STOAMWATER
' REM MANUAL FOR THE PUGET SOUND BASIN
REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE,
' REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET,
REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
' CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
' REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
REM HIGH SCHOOL IMPROVEMENTS. THE PROJECT IS DIVIDIED INTO
REM 9 BASINS. THE STORMWATER FROM THE BASINS IS CONVEYED TO
' AEM EITHER SWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
REM MODEL SIZES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
REM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET SOUND
AEM BASIN USING THE 100 YEAR - 29 HOUR EVENT.
' REM THE GYM PARKING LOT BASIN C STORMWAT IB COLLECTED AND CONVEYED
REM TO A VORTECHNICS TREATMENT DEVICE AND
REM THEN TO AN UNDERGROUND INFILTRATION GALLERY FOR DISPOBAL
' NEW SUB BASIN GYM
SCS 1.38, 1, 9B, 90, 20, 0.008, 70
' INL 99
DPI 145, 340.58, 336.88
HOL SUHGYM
' NEW GYM PARKING LOT INFILTRATION GALLARY
REC SUHGYM
RED (0/0.31, 7959/0.31)
RES 323, 323, 327, OVER
END
t
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrisaette & associates Page 1
' C:\HYDRA\CMD\YPHSGP CMD 8:05 11 Dec-103
CFS
YELM HIGH SCHOOL BASIN C, 60,113 SF NEW GYM PARKING LOT
1
*** SUB BASIN GYM Pipe Design
' Link Long Slope Invert San Bto Odee Depth Grllp GrDn SrCh/Dlt
Diam Up/Dn Inf Mi6 Vel Up/Dn HGLUp HGLDn Estimated
' d/D Cover DiffUp ^i£fDn Cast
1 145 0.0260 337.86 0.0 1.9 1.38 2.00 340.58 336.88
6 333.80 0.0 0.0 7.00 2.72 338.22 334.16 0
_____________________________59___3.06 2.36 2.72
Lateral length= 145 Upstream length= 145
Lateral length= 0 Upat ream length= 0
' *** GYM PARKING LOT INFILTRATION GAL Reservoir
COSt Invert ------------- Maximum Flow Values -----------------
' Link Exf it Up/Dn/OVr San Inf Sto Mis Design
3 0 323.00 Incoming 0.00 0.00 1.38 0.00 1.38
0 323.00 Discharge 0.00 0.00 0.31 0.00 0.31
' 327.00 Overflow 0.00 0.00 0.00 0.00 0.00
_____________Stored__________~_______O_____7893----- 0 7693
Lateral length= 0 Upstream length= 145
1
t
1
1
1
1
Cz \HYDRA1CMD\
j.w.morrisaette ~ associates
C`\HYDRA\CMD\YPHSGP.CMD
HYDRA Version 5.85
Page 1
3 8 OS 11-Dec-103
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\YPHSGP.CMD
Input units are read ae USA
Warnings axe turned OFF
Output sent to display Detailed
Output sent to printer Off
Output sent to file Verbose
Paper width in inches 8.000
String to reset printer 27 51 36 1B
String to set printer to compressed 17 15
String to set printer to 8 lines/inch B 27 51 27
Name of printer Epson, FX series
Print heading at top of page ON
Number of steps in hyd rograph 166
Step length in minutes 60
Significant flow in hydrog raph 0.010
Infiltration Diu rnalization Factor 0.980
Maximum plot value Selected by HYDRA
Type of hydrographic plot Compact
Sanitary flow by Diurnal Curve
Delay to start of actual storm 0.00
Rational Method computations OFF
SCS computations Santa Harbara
Continuous simulation computations ON
Maximum d/D for pipe design/analysis 0.900
Match point position on pipe 0.00 or Invert
Number of allowable diam drops 999
Mimimum drop thru manhole 0.000
Manning's n Variable
Routing technique Quick
Calculate sanitary flows ON
Calculate infiltration flows ON
Calculate mist flows ON
Listing of acceptable diameters (Chang ed by the PCO command):
4 6 8 10 12 15 10 21 24 27
33 36 39 42 95 48 54 60 66 72
B4 90 96 102 108 114 120 132
30
78
1: SOH YELM HIGH SCHOOL BASIN C, 60,113 SF NEW GYM PARKING LOT
2: REM STORMWATER DESIGN - 100 YEAR 24-HOUR EVENT FOR DETENTION SIZING
3:
4: TOT 6.15
Total rainfall 6.15 Inches
5: FIL C:\HYE\lA.INC
------START OF SOB-FILE------
1:
C :\HYDRA\CMD\ HYDRA Version 5.85
j .w.mor rissette & a ssociat es Page 2
C :\HYDR A\CMD\YPHEGP .CMD 8:05 11-Dec-103
YELM HI GH SCHOOL BASIN C, 60,113 SF N EW GYM PARKING LOT
2: H YE 10 0.004 0.004 0 .004 0.00 4 0.004 0.004 0.004 0 .004 0 .004 0. 004 0.
005 +
3: 0 .005 0.005 0 .005 0. 005 0.005 0.006 0.006 0 .006 0. 006 0. 006 0.006 0.007 +
4: 0 .007 0.007 0 .007 0. 007 0.007 0.0082 0.0082 0.0082 0.008 2 0.00
B2 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0 .0095 0.0095 0 .0134 0 .0134 0.0134 0.0180
0.0180 0 .034 0. 054 +
6: 0.027 0.018 0 .0134 0.0 134 0.0134 0.0 088 0.0 088 0. 0088 0. 0088 0
.0088 O.O OBe 0.0 088 +
7: 0.0088 0.0088 O.OOBB 0 .0088 0.0088 0 .0072 0 .0072 0.0072 0.0072
0.0092 0 .0072 0 .0072 +
e: 0.0072 0.0072 0.0072 0 .00]2 0.0072 0 .0057 0 .0057 0.0057 0.0057
o.oos7 o .oos7 o .oos7 +
9: D.oos7 o.oos7 o.oos7 o .oas9 o.o0s7 o .ooso o .ooso o.ooso o.ooso
o.aoso o .oaso o .oosD +
10: 0.0050 0.0050 0.0050 0 .0050 0.0050 0 .0040 0 .0040 0.0040 0.0040
0.0040 0 .0040 0 .0040 +
11: 0.0040 0.0040 0.0040 0 .0040 0.0090 0 .0040 0 .0040 0.0040 0.0040
0.0040 0 .0040 0 .0040 +
12: 0.0040 0.0040 0.0040 0 .0090 0.0040 0 .0040 0 .0040 0.0040 0.0040
0.0040 0 .0040 0 .0040 +
13: 0.0040 0.0040 0.0090 0 .0040 0.0040 0 .0040 0 .0040 0.0040 0.0040
0.0040 D .0040 0 .0040 +0. 0090 Step time 10.00 Minute s
Total in origi nal hyetograph 0.17 Inches
Adjusting hyetog raph from 10.00 minutes to 60. 00 min utes
Total volume rain i n product ion hyetograph 6.15 Inches
Max imum intensity 1.01 Inches /Hr
Working hyetograph in INCH ES/HOUR:
0.00 0. 50 1 .00 1.50 2. 00
Time In/Hr +___ ______+ _________ +_________+___ ______+
60 0.15 ~__=
120 0.16 ~___
180 0.20 ====
240 0.23 ==== =
300 0.27 ~____ _
360 0.32 ~____ _=
420 0.40 === ==__=
480 1.01 ~'_= ==°= __===____ _
540 0.47 ==== =====
600 0.32 ==== ==
660 0.31 ~____ __
720 0.27 ==== =
780 0.25 ~____ =
840 0.21 ~___=
900 0.20 ====
960 0.18 ====
1020 0.17 ===
1080 0.15 ===
1140 0.15 ~___
1200 0.15 ~__=
1260 0.15 ===
1320 0.15 ===
f
1
t
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrisseCte & associates Page 3
C \HYDRA\CMD\YPHSGP.CMD==-==:---~_______________________________8 OS 11 -ec-103
YELM HIGH SCHOOL BASIN C, 60,113 SF NEW GYM PARKING LOT
1380 0.15 =__
1500 0.00
15: RET
------ END OF SUB-FILE ------
6: NEW PARKING LOT STORMWATER
~:
8: REM C:\HYDRA\CMD\YELNHSGP.CMD
9:
10: REM THIS FILE CREATES STORMWATEA RUNOFF FLOWS GENERATED
11: REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
12: REM YELM HIGH SCHOOL EAST PARKING LOT STORMWATER IMPROVEMENT.
13: REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER
14: REM MANUAL FOA THE PUGET HOUND BASIN
15:
16: AEM THE DESIGN PIPE ZH A 12 INCH PVC PIPE WITH
19: REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING RE FERNECE,
10: REM HEVENTH EDITION, LINDHURG), MINIMUM COVER OF 2 FEET,
19: REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
20: REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
21:
22: CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
23: DPD 0.009, 9, 2, 2, 0.01, 0.001, 0.9
Mannings n
Minimum diameter
Minimum depth
Minimum cover
Minimum velocity
Minimum slope
D/d
Maximum diameter
0.00900
4.00 Inches
2.00 Feet
2.00 Feet
0.0100 Feet/Sec
0.00100
0.9000
132.00 Inches
24:
25: AEM THERE IS 13.6 ACREH WITHIN THE BOUNDARY OF THE
1 26: REM HIGH SCHOOL IMPROVEMENTS. THE PROJECT IS DIVIDIED INTO
27: AEM 4 BASINS. THE STORMWATER FROM TXE BASINS IS CONVEYED '1'0
2H: REM EITHER HWALES OR A VORTECHNICH TREATMENT DEVICES. THIS
29: REM MODEL SIZES TREATMENT -EVICES AND HWALE AND THE INFILTRATION
' 30: REM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET SOUND
31: REM BASIN USING THE 100 YEAR - 29 HOUR EVENT.
32:
1 33: REM THE GYM PARKING LOT HAS IN C STORM4lAT IH COLLECTED AND CONVEYED
34: REM TO A VORTECHNICS TREATMENT DEVICE AND
35: AEM THEN TO AN UNDERGROUND INFILTRATION GALLERY FOA DTS POSAL
36:
37: NEW HUB BASIN GYM
30: SCH 1.38, 1, 98, 90, 20, 0.008, 70
C:\HYDRA\CMD\ HYDRA Version 5. 85
j.w.morrissette & associates Page 4
C \HYDRA\CMD\YPHSGP CMD 8 OS 11-Dec 103
YELM HIGH SCHOOL BASIN C, 60,113 SF NEW GYM PAR KING LOT
Land segment 1 .360 Acres
Portion impervious 1 .000
Curve number (CN) for Impervious 96 .000
Curve number (CN) for Pervious 90 .000
K Factor 20 .000
Slope of land 0 .00800
Sheet flow disCance ]0 .000 Feet
Computed concentration time 0 .65 Minutes
Total Time of Concentration 0 .65 Minutes
Total rainfall falling on impervious 3080] .81 CuFt
Impervious runoff 29643 .9] Cu Ft
Portion off impervious 96 .22 &
Peak CFS rainfall falling on impervious 1 .41 CuFt/Sec
Peak CFS runoff from impervious 1 .36 CuFt/Sec
Equivalant "C" off impervious 0 .98
Total rainfall falling on pervious 0 .00 CuFt
Total rainfall falling on segment 3060] .81 CuFt
Total segment runoff 29643 .9] CuFt
Portion off segment 96 .22 &
Peak CFS rainfall falling on segment 1.41 CuFt/Sec
Peak CFS runoff from segment 1.36 Cu_F t/Sec
Equivalant "C" off segment 0.98
Hydrograph off land segment
I - Impervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
0.00 0.50 1.00 1.50 2.00
Time +_________+_________+_________+_________+
0 0 .05 0 .00 0 .05
60 0 .16 0 .00 0 .16
120 0 .24 0 .00 0 .24
180 0 .30 0 .00 0 .30
240 0 .36 0 .00 0 .36
300 0 .43 0 .00 0 .43 *
360 0 .54 0 .00 0 .54
420 1 .38 0 .00 1 .36
490 0 .68 0 .00 0 .66
540 0 .42 0 .00 0 .42 ~ *
600 0. 45 0. 00 0 .45
660 0. 35 0. 00 0 .35
720 0. 3] 0. 00 0. 37
7aa o .z7 0 .00 o .z] ~
840 0 .30 0. 00 0 .30 *
900 0. 24 0. 00 0 .24
960 0. 26 0. 00 0 .26 ~ *
1020 0. 19 0. 00 0. 19
1060 0. 22 0. 00 0. 22
1
1
1
1
1
1
1
t
C:\HYDRA\CMD\ HYDRA Version s.ES
j. w. morri ssett e 6 a ssoc iate s Page 5
C:\HYDRA\ CMD\Y PHSGP .CMD 8:05 11-Dec-103
YE LM HIGH SCHOO L BAEIN C, 60,113 SF NEW GYM PARXING LOT
1140 0.19 0 .00 0 .19
lzoo o.zz o .oo a .zz ~• I I I I
1260 0.19 0 .00 0 .19 *
1320 0.22 0 .00 0 .22 '
1380 0.19 0 .00 0 .19 *
1440 0.02 0 .00 0 .02
Time +_________~_________ +_______ __+_________+
o.oo o.so l .oo l.sa z.oo
39: INL 99
Inlet hyd rographs
I - Inco ming hyd rograph
X - Exit hydrograph to system
R - Pond or reservoir/1
0.00 0.50 1 .00 1.50 2.00
Time +_________+_________ +_______ __+_________+
0 0.05 0. 05 0 .00
60 0.16 0. 16 0 .00
120 0.29 0. 29 0 .00
180 0.30 0. 30 0 .00 '
240 0.36 0. 36 0 .00 *
300 0.93 0. 93 0 .00
360 0.54 0. 59 0 .00
920 ~ 1.38 1. 38 0 .00
480 0.68 0. 66 0 .00 ~ '
540 0.42 0. 42 0 .00 '
600 0.95 0. 95 0 .00 *
660 0.35 0. 35 0 .00
720 0.37 0. 37 0 .00 I I I I I
7E0 0.27 0. 27 0 .00
890 0.30 0. 30 0. 00 +
900 0.24 0. 24 0. 00 *
960 0.26 0. 26 0. 00
1020 0.19 0. 19 0. 00 '
1080 0.22 0. 22 0. 00
1190 0.19 0. 19 0. 00
1200 0.22 0. 22 0. 00
1260 0.19 0. 19 0. 00 *
1320 0.22 0. 22 0. 00 '
1380 0.19 0. 19 0. 00
1940 0.02 0. 02 0. 00
Time +_________+_________+ _______ __+_________~
0.00 0.50 1. 00 1.50 2.00
40: DPI 145, 340.5 E, 3 36.88
Length 195 .00 Feet
Ground elevation up 340 .5E Feet
Ground elevation down 336. 8E Feet
Minimum diameter 4. 00 Inches
Lump sum coat 0. 00 Dollars
ManningsN 0. 00900
MinSlope 0. 00100
Link number 1
NOTE: Adju sting hy drographs for worot case situati on
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w. morrissette fi associates Page 6
C:\HYDRA\CMD\YPHSGP CMD 8 OS 11-Dec-103
YELM HIGH SCHOOL BASIN C, 60,113 SF NEW GYM PARKING LOT
®Adding Sto into Event
®Adding Diurnal into Design
®Adding Event into Design
Average Design Flow 0. 00 Cu Ft/Sec
Storm flow (no SF) 1. 379 Cuft/Sec
Design flow including SF 1. 379 Cuft/Sec
Combined Se 1. 000
Design diameter H. 00 Inches
Invert elev up 337. 86 Feet
Invert elev down 333. 80 Feet
Slope 0. 028 0
Depth of fluid in pipe 4. 32 Inches
d/D 0. 540
Partial flow velocity 6. 998 Feet/Sec
Downstream hyd rog raph in CFS (Initial time=0.35 min) :
0.0000 0.5000 1.0000 1.5000 2.0000
Time +_________+_________+_________+______ ___+
0 0.0500
60 0.1579 ~__
120 0.2371 ====
100 0.3017 =====
240 0.3646 ======
300 0.9317 ~________
3fi0 0.5449 =====_____
420 1.3795 ============
480 0.6779 ~____========
540 0.4239 ~______=
600 0.4492 ~________
660 0.3452 =====_
720 0.3665 ~______
780 0.2710 ====
890 0.3006 =====
900 0.2372 ~____
960 0.2579 ====
1020 0.1880 ===
1080 0.2215 ~__=
1190 0.1894 ===
1200 0.2201 ===
1260 0.1908 ~___
1320 0.2189 ~___
1380 0.1920 ~__=
1490 0.0170
Time +---------+---
0.0000 0.5000
41: HOL SUBGYM
1.0000 1.5000 2.0000
Tag EUBGYM
Link 1
From line 41
In file C:\HYDRA\CMD\YPHSGP
Sent to xold [1]
'
C:\HYDR A\CMD\ HYDRA Version 5.85
j.w.mor ri ssette fi aeaoc iates Page 7
_______ _____________________~z=__==____--__________ __________---____________--
C:\HYDR A\CMD\YPHSGP.CMD E:OS 11-Dec-103
YELM HIGH SCHOOL BASZN C, 60,113 SF NEW GYM PARKING LOT
42:
' 93: N EW GYM PARKING LOT INFILTRATION GALLARY
44: R EC SUBGYM Hold [NUm] 1
Looking up record number 1
1 95: R ED (0/0 .31, 7954/0.31)
1 0. 000 0.310
2 7954. 000 0.310
' 46: RES 323,
Number 323, 327,
of points OVER
on Volume/Discharge curve
2
Maxi mum capacity Of reservoir INFINITE
Inlet elevation 323.00 Feet
Outlet elevation 323.00 Feet
' Link number 2
NOTE : Adjustin g hydrographs for worst case situation
®Adding Sto in to Event
' ®Adding Diurna l into Des ign
®Adding Event into Desig n
Average Design Flow 0.00 Cu Ft/Sec
Storm flow (no SF) 1.379 Cuft/Sec
t Design flow including SF 1.379 Cuf t/Sec
Combined SF 1.000
Diversion hydrographs
' I - Incoming hyd rog raph in CFS
X - Exit hydrograph in CFS
V - Volume of Reservoir i n Cu Ft
divided by10000
0.00 0.50 1. 00 1.50 2.00
Time ~_________~_________~ _________~_________.
0 0.05 0.05 0.00
60 0.16 0.16 0.00 +'
'
120
0.29
0.24 #
0.00
180 0.30 0.30 0.00 ~ +
240 0.36 0.31 0.02 ~ XI
t 300 0.43 0.31 0.06 X I
360 0.55 0.31 0.15 V X I
420 1.38 0.31 0.53 ~ X V ~ I
9E0 0.68 0.31 0.67 X VI
' 590 0.92 0.31 0.71 ~ X I V
600 0.45 0.31 0.76 X Z V
660 0.35 0.31 0.77 ~ XI ~ V
1 720 0.37 0.31 0.79 ~ XI ~ V
780 0.27 0.31 0.78 IX ~ V
B40 0.30 0.31 0.77 ~ • ~ V
900 0.24 0.31 0.75 ~ IX ~ V
' 960 0.26 0.31 0.73 ~ ZX ~ V
1020 0.19 0.31 0.69 ~ I X ~ V
1080 0.22 0.31 0.65 ~ I X ~ V
' 1190 0.19 0.31 0.61 ~ Z X V
1200 0.22 0.31 0.58 I X ~V
1260 0.19 0.31 0.53 ~ I X V
' 1320 0.22 0.31 0.50 I X V~
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w. morri ssette & associates Page 8
C:\HYDRA\CMD\YPHBGP.CMD
8:05 11-Dec-103
YELM HIGH SCHOOL BASIN C, 60,113 SF NEW GYM PARXING LOT
1380 0 .19 0.31 0. 46 ~ I X V
1490 0 .02 0.31 0. 35 XV
1500 0 .00 0.31 0. 24 ~ VX
1560 0 .00 0.31 0. 13 I V X
1620 0 .00 0.31 0. 02 X
1680 0 .00 0.05 0. 00
Time +__ _______+_________+_________~_________+
0.00 0.50 1.00 1.50 2.00
47:
4B: END
1
1
1
1
1
1
1
11
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.mo rrissette & associates Page 9
=====~________==~==e________________ ___ __
C \HYDRA\CMD\YPHSGP?CMD 8 OS 11-Dec-103
YELM HIGH SCHOOL BASZN C, 60,113 SF NEW GYM PAR KING LOT
------ S U M M A R Y O F A N A L Y E I B----- -
Run number on command file 1
Number of links 3
Number of hydrographe 40
Total sanitary population 0
Total sanitary area 0 .00 Acres
Total storm area 1 .3E Acres
Number of pumps 0
Number of reservoi re 1
Number cf diversion structures 0
Number of inlets 1
Length of new pipe 145 .00 Feet
Length of existing pipe 0 .00 Feet
Length of channel 0 .00 Feet
Length of gutter 0 .00 Feet
Length of transport unite 0 .00 Feet
Length of pressure pipe 0 .00 Feet
Closing DBF and NDX Files
1
1
1
1
1
1
1
1
1
1
1
t
1
1
1
1
JOB YELM HIGH SCHOOL BASIN D, 111077 SF
REM WEST SIDE OF NEW BUILDING ROOF, EAST COURTYARD AND GYM ROOF
REM AREA - PRELIMINARY STORMWATER DESIGN
REM --- 100 YEAR 24-HOUR EVENT FOR DETENTION SIZING
TOT 6.15
FIL C:\HYE\lA.INC
NEW YELM AVE (SR 510) STORMWATER
REM C:\HYDRA\CMD\YPHSSR.CMD
REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
REM YELM HIGH SCHOOL EAST PARKING LOT STORMWAT ER IMPROVEMENT.
REM THE METHODOLOGY IE CONSISTANT WITH THE 1992 STORMWATER
REM MANUAL FOR THE PUGET SOllND BAEZN
REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE,
REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET,
REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
REM HIGH SCHOOL IMPROVEMENTS. THE PROJECT IS DIVIDIED INTO
REM 5 BASINS. THE STORMWATER FROM THE BASINS IS CONVEYED TO
REM EITHER SWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
REM MODEL SIZES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
REM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET SOUND
REM BASIN USING THE 100 YEAR - 24 HOUR EVENT.
REM THE NEW BUILDING ROOF, EXISITNG GYM ROOF, THE EXPANSION
REM GYM ROOF AND COURTYARD AREAS ARE DIVIDED INTO TWO BASINS
REM WITH A TOTOAL OF 3.7 ACRES. BASIN D CONSISTS OF THE EAST SIDE
REM OF THE NEW BUILDING AND THE SOUTH COURTYARD. BASIN D HAS A
REM TOTAL AREA OF 2.55 ACRES. THE STORMWATER IS COLLECTED AND
REM CONVEYED INTO AREA DRAINS AND THEN AN UNDERGROUND
AEM INFILTRATION GALLERY FOR DISPOSAL
NEW SUH BASIN SOUTH COURTYARD, HALF OF NEW BUILDING ROOF AND GYM ROOF
SCS 2.55, 0.70, 90, 90, 20, 0.000, 99
INL 99
DPI 10, 340.50, 336.08
HOL SUBSOUTH
NEW WEST ROOF AND SOUTH COURTYARD INFILTRATION GALLARY
REC SUHSOUTH
RED (0/0.57, 13937/0.57)
RES 323, 323, 327, OVER
ENO
C:\HYDRA\CMD\ HYDRA Version 5.55
j.w.morrissette & associates Page 1
____________________z_--.......-........-.________---______~____----_____
C:\HYDRA\CMD\YPHHSR.CMD 8:16 11-Dec-103
CFS
YELM HIGH SCHOOL HASIN D, 111077 SF
*** SUH BASIN SOUTH COURTYARD, HALF Pipe Design
Link Long Slope Invert San Sto Qdes Depth GrUp GrDn HrCh/Dlt
Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated
d/D Cover DiffUp Diff Dn Cost
1 10 0.3801 338.04 0.0 2.4 2.44 2.00 340.58 336.88
6 339.16 0.0 0.0 21.72 2.59 335.31 334.43 0
0.55 2.72 2.27 2.45
Lateral length= l0 Upstream length= 10
____________________________________________________
Lateral length= 0 Upstream length= 0
*** WEST ROOF AND SOUTH COURTYARD IN Reservoir
Cost Invert -------------- Maximum Flow Values ----------------
Link Exf it Up/Dn/DVY San ~ Inf Sto Mis Design
3 0 323.00 Incoming 0.00 0.00 2.44 0.00 2.44
0 323.00 Discharge 0.00 0.00 0.57 0.00 0.57
327.00 Overflow 0.00 0.00 0.00 0.00 0.00
Stored 0 0 13352 0 13352
____________________________________________________
Lateral length= 0 Upstream length= 10
1
1
1
1
1
C:\HYDRA\CMD\
j.w.morriesette 6 associates
C:\HYDRA\CMD\YPHSSR.CMD
HYDRA Ve raion 5.85
Page 1
8:15 11-Dec-103
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\YPHSSR.CMD
Input units are read ae USA
Warnings are turned OFF
output sent to display Detailed
Output sent to printer Off
Output sent to file Verbose
Paper width in inches 8.000
String to rea et printer 27 51 36 18
String to set printer to comp reseed 17 15
String to set printer to 8 lines/inch 8 27 51 27
Name of printer Epson, FX aeries
Print heading at top of page ON
Number of steps in hyd rograph 166
Step length in minutes 60
Significant flow in hydrograph 0.010
Infiltration Diurnalization Factor 0.980
Maximum plot value Selected by HYDRA
Type of hydrographic plot Compact
Sanitary flow by Diurnal Curve
Delay to start of actual storm 0.00
Rational Method computations OFF
SCS computations Santa Barbara
Continuous ei mulation computations ON
Maximum d/D £or pipe design/analysis 0.900
Match point position on pipe 0.00 or Invert
Number o£ allowable diam drops 999
Mimimum drop thru manhole 0.000
Manning's n Variable
Routing technique Quick
Calculate sanitary flown ON
Calculate infiltration flows ON
Calculate mist flows ON
Listing of acceptable diameters (Changed by the PCO command):
4 6 S 10 12 15 ~ 18 21 24 27
33 36 39 42 45 40 54 60 66 72
B4 90 96 102 108 114 120 132
30
78
1: SOH YELM HIGH SCHOOL BASIN D, 111077 SF
2: REM WEST SIDE OF NEW BUILDING ROOF
EAST COURTYARD AND GYM ROOF
3: REM ,
AREA - PRELIMINARY STORMWATER DESIGN
4: AEM - - 100 YEAR 24-HOUR EVENT FOR DETENTION SIZING
5:
6: TOT 6.15 Total rainfall 6.15 Inches
' 7: FIL C:\HYE\lA.INC
C:\NYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C \HYDRA\CMD\YPHSSR CMD 8 15 11 Dec-103
YELM HIGH SCHOOL BASIN D, 111077 SF
------START OF SUH-FILE------
1:
2: HYE 10 0.004 0.009 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.
005 +
3: 0.005 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0.006 0.007 +
4: 0.007 0.007 0.007 0.007 0.007 0.0002 0.0082 0.0082 0.0082 0.00
82 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0.0134 0.0134 0.0134 0.0180
0.0180 0.034 0.054 +
6: 0.027 0.018 0.0134 0.0139 0.0134 0.0008 0.0088 O.OOBB 0.0088 0
.0088 O.OOBB 0.0088 +
7: 0.0088 0.0088 0.0088 0.0088 O.OOBB 0.0072 0.0072 0.0072 0.0072
0.0072 0.0072 0.0072 +
e: 0.0072 0.0072 0.0072 0.0072 0.0072 0.0057 0.0057 0.0057 0.0057
0.0057 0.0057 0.0057 +
9: 0.0057 0.0057 0.0057 0.0057 0.0057 0.0050 0.0050 0.0050 0.0050
0.0050 0.0050 0.0050 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0.0040 0.0040 0.0040 0.0040
0.0090 0.0040 0.0040 +
11: 0.0040 0.0040 0.0040 0.0040 0.0090 0.0090 0.0040 0.0040 0.0040
0.0040 0.0040 0.0040 +
12: 0.0040 0.0040 0.0040 0.0090 0.0040 0.0040 0.0040 0.0040 0.0040
0.0040 0.0040 0.0040 +
13: 0.0040 0.0040 0.0040 0.0090 0.0040 0.0040 0.0040 0.0090 0.0040
0.0040 0.0040 0.0040 +
14: 0.0040 Step time 10.00 Minutes
Total in original hyetog raph 0.17 Inches
Adjusting hyetog raph from 10 .00 minutes to 60.00 minu tes
Total volume rain in production hyetog raph 6.15 Inches
Maximu m intensity 1.01 Inches/HY
Working hyetog raph in INCHES/HOUR:
0.00 0.50 1.00 1.50 2.00
Time In/Hr +___ ______+_________+__ _______+____ _____+
60 0.15 I=== I I I I
120 0.16 ===
180 0.20 I=== = I I I I
240 0.23 I=== ==
300 0.27 I=== ==
360 0.32 === ===
420 0.40 === ==__=
400 1.01 -== =-=====---=----=
540 0.47 °=° °===== I
600 0.32 === ===
660 0.31 === ===
720 0.27 I=== == I I I I
780 0.25 I=== ==
840 0.21 I=== =
900 0.20 === =
960 0.10 === =
1020 0.17 °==
1080 0.15 °== I I
1140 0.15 === I
1
' C:\H YDRA\ CMD\ HYDRA Version 5.85
j.w. morri esette 6 associates Page 3
' C:\HYDRA\ CMD\Y PHSSR.CMD 8:15 11-Dec-103
YELM HIGH SCHOOL BASIN D, 111077 SF
lz oo o.ls 1=== I I I I
12 60 0.15 === I
' 13 20 0.15 =
13 80 0.15 ===
14 40 0.15 === I
' 15 00 0.00 I I I I I
15 : RET
--- -- ENO OF SUB-FILE ------
9
8 : NEW YELM AVE (SR 510) STORMWATER
10 : REM C:\HYDRA\CMD\YPHSSR.CMD
11 :
' 12 : REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
13 : REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
' 14
15 : REM
: REM YELM HIGH SCHOOL EAST PARXING LOT STORMWATER IMPROVEMENT.
THE METHODOLOGY IS CONS IS TANT WITH THE 1992 STORMWATER
16 : REM MANUAL FOR THE PUGET SOUND BASIN
17 : AEM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
18 : REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING RE FERNECE,
19 : REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET,
20 : REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
21 : AEM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
' 22 :
23 : CHD 6, 0.3, 0.03, 3, 2, 3, 1. 0, 0, 0, 0, 0
24 : DPD 0.009, 9, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum elope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
25:
26: REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
27: REM HIGH SCHOOL IMPROVEMENTS. THE PROJECT ZS DIVIDIED INTO
' 20: REM 5 BASINS. THE STORMWATEA FROM THE BASINS IS CONVEYED TO
29: REM EITHER SWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
30: REM MODEL SIZES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
31:
32: REM
AEM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET SOUND
BASIN USING THE 100 YEAR - 29 HOUR EVENT.
33:
34: REM THE NEW BUILDING ROOF, EXISITNG GYM ROOF, THE EXPANSION
35: REM GYM ROOF AND COURTYARD AREAS ARE DIVIDED INTO TWO BASINS
36: REM WITH A TOTOAL OF 3.7 ACRES. BASIN D CONSISTS OF THE EAST SIDE
39: REM OF THE NEW BUILDING AND THE SOUTH COURTYARD. BASIN D NAS A
38: REM TOTAL AREA OF 2.55 ACRES. THE STORMWATER IS COLLECTED AND
'
C:\HYDRA\CMD\ HYDRA Version 5.85
j .w.morrisaette & aseociatee page 4
C:\HYDRA\CMD\YPHSHR CMD L B 15 11-Dec-103
YELM HIGH SCHOOL BASIN D, 1110 ]] HF
39: REM CONVEYED INTO AREA DRAINS AND THEN AN UNDERGROUND
40: REM INFILTRATION GALLERY FOR DISPOSAL
41:
92: NEW SUH HASIN SOUTH COURTYARD, HALF OF NEW BUI LDING R OOF AND GYM ROOF
43: SCS 2.55, 0.70, 98, 90, 20, 0.008, 94
Land segment 2 .550 Acres
Portion impervious 0 .]00
Curve number (CN) for Impervious 98 .000
Curve number (CN) for Pervious 90 .000
K Factor 20 .000
Slope of land 0 .008 00
Sheet flow distance 94 .000 Feet
Computed concentration time O .BB Minutes
Total Time of Concentration O .HB Minutes
Total rainfall falling on impervious 39849 .23 CuFt
Impervious runoff 3834] .62 Cu Ft
Portion off impervious 96 .23 &
Peak CFS rainfall falling on impervious 1 .82 Cu Ft/Sec
Peak CFS runoff from impe rvioua 1 .7H Cu Ft/Sec
Equivalant "C" of£ impervious 0 .98
Total rainfall falling on pervious 1]078 .24 Cu Ft
Pervious runoff 13878 .86 CuFt
Portion off pervious 81 .2] &
Peak CFS rainfall falling on pervious 0 .78 Cu Ft/Sec
Peak CFS runoff from pervious 0 .6] CuFt/Sec
Equivalant "C" off pervious 0 .86
Total rainfall falling on segment 56927 .48 CuFt
Total segment runoff 52226 .47 CuFt
Portion off segment 91 .74 &
Peak CFS rainfall falling on segment 2 .60 CuFt/Sec
Peak CFS runoff from segment 2 .44 Cu Ft/Sec
Equivalant "C" off segment 0 .94
Hydrograph off land segment
I - Impervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
1
~j
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j. w.morrisaette & associates Page 5
C:\HYDRA\CMD\YPHSSR CMD B 15 11--ec-103
YELM HIGH SCHOOL HASIN D, 111077 SF
0.00 1.00 2.00 3.00 9.00
Tlme +_________+_________+_________+_________.
0 0. 06 0. 00 0. 06
60 0. 20 0. 00 0. 21
120 0. 31 0. 04 0. 39 *
1B0 0. 39 O. OB 0. 47 ~ IT
240 0. 47 0. 13 0. 60 ~ IT
300 0. 56 0. 17 0. ]3 P IT
360 0. 70 0. 29 0. 94 ~P I T
420 1. 78 0. 67 2. 44 ~ P ~ Z T
4H0 0. 89 0. 35 1. 29 P I ~T
540 0. 54 0. 22 0. 76 ~P I T
600 0. 59 0. 24 0. 83 ~P I T
660 0. 44 0. 18 0. 62 ~P I T
720 0. 48 0. 20 0. 68 P I T
780 0. 34 0. 19 0. 49 ~ I T
890 0. 39 0. 16 0. 56 ~P I T
900 0. 30 0. 13 0. 93 IT
960 0. 34 0. 14 0. 98 I T
1020 0. 29 0. 10 0. 34 ~IT
1080 0. 29 0. 12 0. 41 ~ IT
1190 0. 24 0. 10 0. 35 ~IT
1200 0. 29 0. 12 ~ 0. 40 ~ IT
1260 0. 25 0. 10 0. 35 IT '
1320 0. 28 0. 12 0. 90 ~ IT
1380 0. 25 0. 10 0. 35 ~I T
1440 0. 02 0. 01 0. 03
Time +_________+_________+_________+____
0 .00 1.00 2.00 3.00
94: INL 99 In let h ydr ograp hs
I - Incom ing hydr ogr aph
X - Exi[ hyd rograph to system
R - Pond or reae rvoir/1
-+
4.00
0.00 1.00 2.00 3.00 9.00
Time +_________+_________+_________+_________.
0 0 .06 0 .06 0 .00
60 0 .21 0 .21 0 .00 ~*
120 0 .34 0 .34 0 .00
180 0 .47 0 .47 0. 00
240 0 .60 0 .60 0. 00 ~ *
300 0 .73 0 .73 0. 00
360 0 .94 0 .94 0. 00 ~ *
420 2. 44 2 .44 0. 00 *
480 1. 29 1 .24 0. 00
540 0. 76 0 .76 0. 00 ~ *
600 0. 83 0. 83 0. 00
660 0. 62 0. 62 0. 00
720 0. 68 0. 68 0. 00
780 0. 49 0. 49 0. 00
840 0. 56 0. 56 0. 00 ~ *
900 0. 43 0. 43 0. 00 ~ *
960 0. 98 0. 48 0. 00 * I
C:\HYDRA\GMD\ HYDRA Version 5. 05
j. w.mor rissette 6 associates Page 6
C:\HYDRA\GMD\YPHSSR.CMD 8:15 11-Dec- 103
YELM HIGH SCHOOL BASIN D, 111077 SF
1020 0.39 0.34 0.00 ~ ' =
1080 0.91 0.41 0.00 ~ '
1140 0.35 0.35 0.00
1200 0.40 0.40 0.00 ~ '
1260 0.35 0.35 0.00 '
1320 0.40 0.40 0.00 I '
1380 0.35 0.35 0.00 ~ '
1440 0.03 0.03 0.00
Time +_________+_________+___ ____ __+_________+
0.00 1.00 2.00 3.00 4.00
45: DPI 10, 340.58, 336.88 Length 10 .00 Feet
Ground elevation up 340 .58 Feet
Ground elevation down 336 .88 Feet
Minimum diameter 4 .00 Inches
Lump sum cost 0 .00 Dollars
ManningaN 0 .00900
MinSlope 0 .00100
Link number 1
NOTE: Adjusting hydrographs for worst case si tuat ion
mAdding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0 .00 Cu Ft/Eec
Storm flow (no SF) 2 .945 Cuft/Sec
Design flow including SF 2 .445 Cu£t/Sec
Combined SF 1 .000
Design diameter 6 .00 Inches
Invert elev up 338 .04 Feet
Invert elev down 334 .16 Feet
Slope 0 .3881
Depth of fluid in pipe 3 .30 Inches
d/D 0 .550
Partial flow velocity 21 .722 Feet/Sec
Downstream hyd rog raph in CFS (Initial time=0.01 min):
0.0000 1.0000 2.0000 3.0000 9.0000
Time +_______________________________________ _
0 0.0641
60 0.2082 =
120 0.3450 ==
180 0.4716 ~____
240 0.5970 ~_____
300 0.7312 ~______
360 0.9448 =====_
420 2.4446 ~______
480 1.2402 =====_
540 0.7550 ~______
600 0.8276 ~______
660 0.6186 ~_____
720 0.6766 =====_
780 0.4876 ~____
840 0.5552 ~_____
900 0.9288 ~___
~J
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 7
C:\HYDRA\CMD\YPHSSR.CMD 8:15 11-Dec-103
YELM HIGH SCHOOL BASIN D, 111077 SF
960 0.4760 ====
1020 0.3409 ~__
1080 0.4080 ~___
1140 0.3451 ~_=
1200 0.4048 =_=
1260 0.3488 ==
1320 0.4019 ~___
1380 0.3521
1490 0.0335
Time +_________+_________~_________~_________+
0.0000 1.0000 2.0000 3.0000 4.0000
46: HOL SUBSOUTH
Tag SUBSOUTH
Link 1
From line 96
In file C:\HYDRA\CMD\YPHSSR
Sent to Hold [17
47:
98: NEW WEST ROOF AND SOUTH COURTYARD INFILTRATION GALLARY
49: REC SUBSOUTH
Hold [NUm] 1
Looking up record number 1
50: RED (0/0.57, 13937/0.57)
1 0.000 a.s7o
2 13437.000 0.570
51: RES 323, 323, 327, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of rese rvoii INFINITE
Inlet elevation 323.00 Feet
Outlet elevation 323.00 Feet
Link number 2
NOTE: Adj ueting hydrographe for worst case situation
®Adding Sto into Event
®Adding Diurnal into Design
®Adding Event into Design
Average Design Flow 0.00 CuFt/Esc
Storm Elow (no SF) 2.445 Cuft/Sec
Design flow including SF 2.445 Cuf t/Sec
Combined SF 1.000
C :\HYDRA\CMD\ HYDRA Version 5 .85
j .w.mo rrissette & a ssociate s Page 8
C :\HYDRA\CMD\Y PHSSR .CMD 8 :15 11-Dec -103
YELM HIGH SCHOOL HASIN D, 1110]7 SF
D iversion hydrograp he
I - Inco ming hyd rogr aph in CFS
X - Exit hyd rograph in CFS
V - Volume of Reservoir in CuFt
divided by10000
0 .00 1.00 2.00 3.00 4.00
Time +______ ___+_____ ____+_________+____ _____+
0 0.07 0 .07 0 .00
60 0.21 0 .21 0 .00 ~*
120 0.35 0 .35 0 .00
180 0.47 0 .47 0 .00 ~ *
240 0.59 0 .57 0 .01
300 0.73 0 .57 0 .07 XI
360 0.95 0 .57 0 .20 V X Z
420 2.94 0 .57' O .BB ~ X V ~ ~ I
480 1.24 0 .57 1 .12 X VI
540 0.76 0 .5] 1 .18 X I V
600 0.82 0 .57 1 .28 X I V
660 0.62 0 .57 1 .30 ~ * ~ V
720 0.68 0 .57 1 .34 ~ XI V
780 0.49 0 .5] 1 .31 IX V
890 0.56 0 .57 1 .30 ~ * V
900 0.43 0 .57 1 .25 I X V
960 0.48 0 .57 1 .22 IX V
1020 0.35 0 .57 1 .19 Z X V
1080 0.41 0 .57 1 .08 ~ I X V
1140 0.35 0 .57 1 .00 I X V
1200 0.40 0 .57 0 .94 I X V
1260 0.35 0 .57 0 .86 I X V
1320 0.90 0 .57 0 .80 I X V
1380 0.35 0 .57 0 .72 ~ I XV
1440 0.03 0 .57 0 .53 VX
1500 0.00 0 .57 0 .32 V %
1560 0.00 0 .57 0 .12 ~ X
1620 0.00 0 .32 0 .00 X
'rime +______ ___+_____ ____+_________~____ _____+
0 .00 1.00 2.00 3.00 9.00
52: END
1
1
t
1
1
c:\xYDRA\cMD\
j.w.morrissette & associates
C:\HYDRA\CMD\YPHSSR.CMD
YELM HIGH SCHOOL BASIN D, 111077 SF
------ S U M M A R Y O F A N A L Y S I S------
Run number on command file
Number of links
Number of hydrographs
Total sanitary population
Total sanitary area
Total storm area
Number of pumps
Number of reservoirs
Number of diversion structures
Number of inlets
Length o£ new pipe
Length of existing pipe
Length of channel
Length of gutter
Length of transport units
Length of pressure pipe
Closing DBF and NDX Files
HYDRA Version 5.85
Page 9
8 15 11-Dec-103
1
3
40
0
a.oa Acres
2.55 Acres
0
1
0
1
10.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
JOH YELM HIGH SCHOOL BASIN E, 50,094 SF
REM WEST SIDE OF NEW BUILDING ROOF, GYM ROOF AND SOUTH
REM COURTYARD AREA - PRELIMINARY STORMWATER DESIGN
' REM - - 100 YEAR 24-HOUR EVENT FOR DETENTION SIZSNG
TOT 6.15
FIL C:\HYE\lA.INC
NEW YELM AVE (8R 510) STORMWATER
REM C:\HYDRA\CMD\YELMHSER.CMD
REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
REM DURING THE 100 YEAR 29 HOUR EVENT FOR STORAGE FOR THE
REM YELM HIGH SCHOOL EAST PARHING LOT STORMWATER IMPROVEMENT.
REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER
REM MANUAL FOR THE PUGET SOUND BASIN
' REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING P,EFEANECE,
REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET,
' REM
REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9.
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
REM HIGH SCHOOL IMPROVEMENTS. THE PROSECT IS DIVIDIED INTO
' REM 5 BASINS. THE STORMWATER FROM THE BASINS IS CONVEYED TO
REM EITHER SWALES OR A VORTECHNICS TREATMENT DEVICES. THIS
REM MODEL SI2 ES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
REM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET SOUND
1 REM BASIN USING THE 100 YEAR - 24 HOUR EVENT.
REM THE NEW BUILDING ROOF, EXISITNG GYM ROOF, THE EXPANSION
REM GYM ROOF AND COURTYARD AREAS AAE DIVIDED INTO TWO BASINS
REM WITH A TOTOAL OF 3.7 ACRES. BASIN E CONSISTS OF THE WEST SIDE
REM OF THE NEW BUILDING AND THE EAST COURTYARp. BASIN D HAS A
AEM TOTAL AREA OF 1.15 ACRES. THE STOAMWATER
' REM IS COLLECTED AND CONVEYED INTO AREA DRAINS AND THEN INTO
REM THE AN UNDERGROUND INFILTRATION GALLERY FOR DISPOSAL
1 NEW SUBHASIN EAST COURTYARD AND WEST HALF FO NEW BUILDING
SCS 1.15, 1, 98, 90, 20, 0.008, B3
INL 99
DPI
HOL 122, 340.58, 336.88
SUBEAST
NEW ROOF APID COURTYARD SOUTH INFILTRATION GALLARY
REC SUBEAST
RED (0/0.46, 2993/0.46)
RES 323, 323, 327, OVER
END
LJ
1
1
1
1
t
1
t
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\YPHSEA.CMD 8:20 11-Dec-103
CFS
YELM HIGH SCHOOL HAHIN E, 50,094 SF
*** SUHHASIN EAST COURTYARD AND WEST Pipe Design
Link Lang Slope Invert San Sto Qdes Depth GrUp GrDn HrCh/Dlt
Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated
1 122 0.0318 338.04 0.0
6 339.16 0.0
______________________
Lateral length= 122
Lateral length= 0
d/D Co
1.1 1.15 2
0.0 7.29 2
-----0-?5---?
upstream
Upstream
per Diff
00 340
59 338
72_____?
length=
length=
Jp DiffDn Cost
SB 336.88
.41 334.53 0
17 2.35
122
0
*** ROOF AND COURTYARD SOUTH INFILTR Reservoir
Cost Inve rf -------------- Maximum Flow Values ---- ----- ---- ----
Link Exfil Up/Dn/OVr San Inf Sto M is Design
3 0 323.00 Incoming 0.00 0.00 1.15 0. 00 1.15
0 323.00 Discharge 0.00 0.00 0.46 0. 00 0.46
327.00 Overflow 0.00 0.00 0.00 0. 00 0.00
Stored 0 0 2874 0 2879
L ateral length= 0 Upstream length = 122
1
t
1
1
t
1
C:\HYDRA\CMD\
j.w.morrissette & associates
C:\HYDRA\CMD\YPHSER.CMD
8:20 11-Dec-103
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\YPHHER.CMD
Input units are read as USA
Warnings are turned OFF
Output sent to display Detailed
Output sent to printer Off
Output sent to file Verbose
Paper width in inches 8.000
String to reset printer 29 51 36 18
String to set printer to compressed 1~ 15
String to set printer to B lines/inch 8 27 51 27
Name of printer Epson, FX series
Print heading at top of page ON
Number of steps in hydrograph 166
Step length in minutes 60
Significant flow in hydrograph 0.010
Infiltration Diurnalization Factor 0.980
Maximum plot value Selected by HYDRA
Type of hyd rographic plot Compact
Sanitary flow by Diurnal Curve
Delay to start of actual storm 0.00
Rational Method computations OFF
SCS computations Santa Barbara
Continuous simulation computations ON
Maximum d/D for pipe design/analysis 0.900
Match point position on pipe 0.00 or Invert
Number of allowable diam drops 999
Mimimum drop thru manhole 0.000
Manning's n Variable
Routing technique Quick
Calculate sanitary flows : ON
Calculate infiltration flows ON
Calculate mist flows ON
Listing of acceptable diameters (Chang ed by the PCO command):
4 6 8 10 12 15 18 21 24 27 30
33 36 39 42 45 48 54 60 66 72 78
84 90 96 102 108 114 120 132
1: SOH YELM HIGH SCHOOL BASIN E, 50,094 SF
2: REM WEST SIDE OF NEW BUILDING A00 F, GYM ROOF AND SOUTH
3: REM COURTYARD AREA - PRELIMINARY STORMWATER DESIGN
4: REM - - 100 YEAR 24-HOUR EVENT FOR DETENTION SIZING
5:
6: TOT 6.15 Total rainfall 6. 15 Inches
7: FIL C:\HYE\lA. INC
HYDRA Version 5.85
Page 1
C:\HYDRA\GMD\ HYDRA Version S.Bs
j.w.mor rissette & a ssociat es Page 2
C:\HYDR A\CMD\YPHSER . ChID 8 20 11-Dec-103
YELM HIGH SCHOOL HASIN E, 6 0,094 SF
------S TART OF SOH- FILE--- ---
1:
2: H YE 10 0.004 0.004 0 .004 0.004 0.004 0.004 0.004 0.004 0 .004 0. 004 0.
005 +
3: 0 .005 O.OOS 0 .005 0. 005 0.005 0.006 0.006 0 .006 0 .006 0. 006 0.006 0.007 +
4: 0.007 0.007 0 .007 0.007 0.007 0.0082 0.008 2 0.0082 0.0082 0.00
82 0.0082 0.0096 +
s: 0.0095 0.0096 0.0096 0.0095 0.0095 0 .0134 0.0134 0.0134 O.O1B0
0.0180 0 .034 0. 054 +
6: 0.027 0.018 0 .0134 0.0134 0.0134 D.0 088 0. 0088 0. 0088 0. 0088 0
.0088 0.0 088 0.0 088 +
7: 0.0088 0.0088 0.0088 O.OOBB 0.0088 0 .0072 0.0072 0.0072 0.0072
0.0072 0 .0072 0 .0072 +
B: 0.0072 0.0072 0.0072 0.0072 0.0072 0 .0057 0.0057 0.0057 O.OOS7
0.0067 0 .0067 0 .0067 +
9: 0.0067 0.0067 0.0067 0.0067 0.0067 a .ooso 0.0060 a.o0so a.ooso
0.0060 0 .0060 0 .0060 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0 .0040 0.0040 0.0040 0.0040
0.0040 0 .0040 0 .0040 +
11: 0.0040 0.0040 0.0040 0.0040 0.0040 0 .0040 0.0040 0.0040 0.0040
0.0040 0 .0040 0 .0040 +
12: 0.0040 0.0040 0.0040 0.0040 0.0040 0 .0040 0.0040 0.0090 0.0040
0.0040 0 .0040 0 .0040 +
13: 0.0090 0.0040 0.0040 0.0040 0.0040 0 .0040 0.0040 0.0040 0.0040
0.0040 0 .0090 0 .0040 +
19: 0.0040 Step time 10.00 Minute s
Total in original hyetograph 0.17 Inches
Adjusting hyetograph from 10.00 minutes to 60 .00 min utes
Total volume rain i n production hyetograph 6.16 Inches
Maximum intensity 1.01 Inches /Hr
Working hyetograph in INCHES/HOUR:
0.00 0. 50 1.00 1.50 z .00
Time In/Hr +___ ______+ _________+_________+___ ______ +
60 0.15 ===
120 0.16 ===
180 0.20 ====
240 0.23 ====~
300 0.27 ''' ==
360 0.32 ====~=
420 0.90 =====__=
480 1.01 °''= °===° =°'°'_°'°'
540 0.47 °=== =°==
600 0.32 ==== ==
660 0.31 ==== ==
720 0.29 ==== =
780 0.25 °'° =
840 0.21 ====
900 0.20 ='==
960 0.18 ====
1020 0.17 ===
1080 O.ls ===
1140 0.15 ===
1
1
1
1
1
t
t
1
t
t
1
C:\HYDRA\GMD\ HYDRA Version 5.85
j.w. morrissette & associates Page 3
C \HYDRA\CMD\YPHSER.CMD_________________________________________8:20 11-Dec 103
YELM HIGH SCHOOL BASIN E, 50,094 SF
1200 0 .15 ~__=
1260 0 .15 ~__=
1320 0 .15 ===
1380 0 .15 ===
1440 0 .15 ~__=
1500 0 .00
15: RET
------ END OF SUB-FILE ------
8: NEW YELM AVE (SR 510) STORMWATER
9:
10: REM C:\HYDRA\CMD\YELMHSEA.CMD
11:
12: AEM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED
13: REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
14: REM YELM HIGH SCHOOL EAST PARKING LOT STORMWATER IMPROVEMENT.
15: REM THE METHODOLOGY IS CONS IS TANT WITH THE 1992 STORMWATER
16: REM MANi]AL FOR THE PUGET SOUND DASIN
19:
18: REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH
19: REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE,
20: REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET,
21: REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01
22: REM FT/SEC, MINIMUM SLOPE OP 0.001 AND d/D OF 0.9.
23:
29: CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
25: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n
Minimum diameter
Minimum depth
Minimum cover
Minimum velocity
Minimum slope .
D/d
Maximum diameter
0.00900
4.00 Inches
2.00 Feet
2.00 Feet
0.0100 Feet/Sec
0.00100
0.9000
132.00 Inches
26:
29: REM THERE IS 13.6 ACRES WITHIN THE BOUNDARY OF THE
28: REM HIGH SCHOOL IMPROVEMENTS. THE PROSECT IS DIVIDIED INTO
29: REM 5 BASINS. THE STORMWATER FROM THE BASINS IS CONVEYED TO
30: AEM EITHER SWALES OA A VORTECHNICS TREATMENT DEVICES. THIS
31: AEM MODEL SIZES TREATMENT DEVICES AND SWALE AND THE INFILTRATION
32: REM GALLERIES TO MEET THE 1992 DOE MANUAL FOR THE PUGET GOUND
33: REM BASIN USING THE 100 YEAR - 24 HOUR EVENT.
34:
35: REM THE NEW BUILDING ROOF, EXISITNG GYM ROOF, THE EXPANSION
36: REM GYM ROOF AND COURTYARD AREAS ARE DIVIDED INTO TWO BASINS
39: REM WITH A TOTOAL OF 3.7 ACRES. BASIN E CONSISTS OF THE WEST SIDE
30: REM OF THE NEW BUILDING AND THE EAST COURTYARD. BASIN D HAS A
C :\HYDRA\CMD\ HYDRA Version 5.85
j .w.mo rri ssette & associates Page 4
C \HYDRA\CMD\YPHSER CMD 8:20 11-pec-103
YELM HIGH SCHOOL HASIN E, 50,094 SF
39: REM TOTAL AREA OF 1.15 ACRES. THE STORMWATER
40: REM IS COLLECTED AND CONVEYED INTO AREA DRAINS A ND TH EN INTO
41: REM THE AN UNDERGROUND INFILTRATION GALLERY FOR DISPO SAL
42:
43: NEW SUBHASIN EAST COURTYARD AND WEST HALF FO NEW BUILDING
49: SCS 1.15, 1, 98, 90, 20, 0.008, B3
Land segment 1 .150 Acres
Portion impervious 1 .000
Curve number (CN) for Impervious 98 .000
Curve number (CN) for Pervious 90 .000
K Factor 20 .000
Slope of land 0 .00800
Sheet flow distance 83 .000 Feet
Computed concentration time 0 .77 Minutes
Total Time of Concentration 0 .77 Minutes
Total rainfall falling on impervious 25673 .18 CuFt
Impervious runoff 24704 .84 CuFt
Portion off impervious 96 .23 $
Peak CFS rainfall falling on impervious 1 .17 Cu Ft/Sec
Peak CFS runoff from impervious 1 .15 CuFt/Sec
Equivalant "C" off impervious 0 .98
Total rainfall falling on pervious O .OO CuFt
Total rainfall falling on segment 25673 .18 CuFt
Total segment runoff 24709 .84 CuFt
Portion off segment 96 .23 &
Peak CFS rainfall falling on segment 1 .17 CuFt/Sec
Peak CFG runoff from segment 1 .15 CuFt/Sec
Equivalant "C" off segment 0 .98
Hy d rog raph off land segment
I - Impervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
0.00 0.50 1.00 1.50 2.00
Time +______________________ _____ __+_________+
0 0.04 0.00 0.04
60 0.13 0.00 0.13 *
lzo a.zo o.oo o.zo I I I I I
180 0.25 0.00 0.25 *
240 0.30 0.00 0.30 *
300 0.36 0.00 0.36
360 0.45 0.00 0.45 *
420 1.15 0.00 1.15 *
480 0.57 0.00 0.57
540 0.35 0.00 0.35
600 0.38 0.00 0.38 *
660 0.28 0.00 0.28
720 0.31 0.00 0.31 *
1
f
1
1
i
1
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.8s
j .w.morrissett e & assoc iates page 5
C \HYDRA\ CMD\Y PHSER CMD ===~-~~_~~_____ _______~__~~____ ____ ______8 20 11-Dec-103
YELM HIGH SCHOOL HASZN E, 50,094 SF
9H0 0.22 0.00 0.22
840 0.25 0.00 0.25
900 0.20 D.00 0.20
9fi0 0.22 0.00 0.22
1020 0.16 0.00 0.16
1080 0.19 0.00 0.19 "
1140 0.16 0.00 0.16
1200 0.18 0.00 0.18
1260 0.16 0.00 0.16
1320 O.1B 0.00 0.18
1300 0.16 0.00 0.16 *
1440 0.02 0.00 0.02
Time ~_______ __~_________~___ ___ ___~____ _____~
0.00 O.sO 1.00 1.50 2.00
45: INL 99
Inlet hyd rographs
I - Incoming hydrog raph
x - Exit hydrograph to system
R - Pond ox xeservoi r/1
o.oo o.so l.oo l.so z.oa
Time ------- --*_________~___ ___ ___Z____ _____t
0 0.04 0.04 i
0.00
60 0.13 0.13 0.00
120 0.20 0.20 0.00
lea o.zs o.zs o.0o
* I I I I
240 0.30 0.30 0.00
i
300 0.36 0.36 0.00
360 0.4s 0.45 0.00 *
420 1.15 l.ls 0.00
400 0.59 O.s9 0.00
540 0.35 0.35 0.00
600 0.38 0.38 0.00 *
660 0.28 0.20 0.00
920 0.31 0.31 0.00
960 0.22 0.22 0.00 *
840 0.25 0.25 0.00 *
900 0.20 0.20 0.00
960 0.22 0.22 0.00 *
1020 0.16 0.16 0.00
1080 0.19 0.19 0.00 *
1190 0.16 0.16 0.00
1200 0.18 O.1B 0.00
1260 0.16 0.16 0.00 '
1320 0.18 0.18 0.00 "
1380 0.16 0.16 0.00
*
1440 0.02 0.02 0.00
Time ~_______ __t_________~____ ___ __
o.oo o.so l.oa l.so z.oo
46: DPI 122, 340.58, 336.88
Length 122 .00 Feet
Ground elevation up 340 .58 Feet
Ground elevation down 336 .88 Feet
C:\HYDAA\CMD\ HYDRA Version 5. 85
j .w.morrissette & associates Page 6
C \HYDRA\CMD\YPHSER.CMD 8:20 11-Dec 103
YELM HIGH SCHOOL HASIN E, 50,09 4 SF
Minimum diameter 4 .00 Inches
Lump sum cost 0 .00 Dollars
ManningsN 0 .00900
MinSlope 0 .00100
Link number i
NOTE: Adjusting hydrographs for worst case situat ion
Adding Sto into Event
®Adding Diurnal into Design
Adding Event into Design
Average Design Flow 0 .00 Cu Ft/Sec
Storm flow (no SF) 1 .14'] Cuf t/Sec
Design flow including SF 1 .147 Cuf t/Sec
Combined SF 1 .000
Design diameter 6 .00 Inches
Invert elev up 338 .04 Feet
Invert elev down 334 .16 Feet
Slope 0 .0310
Depth of fluid in pipe 4 .60 Inches
d/D 0 .950
Partial flow velocity '1 .241 Feet/Sec
Downstream hyd rog raph in CFS (Initial time=0.28 min):
0.0000 0.5000 1.0000 1.5000 2 .0000
Time +_________~_________+_________+_______ __+
0
60
120
180
240
300
360
420
480
540
600
660
720
780
840
900
960
1020
1080
1140
1200
1260
1320
1380
1440
Time
0.0415
0.1319
0.1975
0.2513
0.3038
0.3596
0.4539
1.1471
0.5696
0.3496
0.3'17")
0.2848
0.3080
0.2236
0.2525
0.1960
0.2164
0.1554
0.1856
0.1570
0.1842
0.1589
0.1829
0.1596
0.0151
'° I I
---
----
'__
_____=
________
-___=====__z-____==
______ I I
+_________~_________+_________+_________t
0.0000 0.5000 1.0000 1.5000 2.0000
C:\HYDRA\CMD\ HYDRA Version B.BS
j.w. mo rri ssette & associates Page 7
' C:\HYDRA\CMD\YPHSER.CMD 8:20 11-Dec-103
YELM HIGH SCHOOL BASIN E, 50,094 SF
47: HOL SUHEAST
' Tag SUB EAST
Link 1
From line 47
In .f ile C:\HYDRA\CMD\YPHSER
Sent to Hold [1]
4B:
49: NEW ROOF AND COURTYARD SOUTH INFILTRATION GALLARY
50: REC SUBEAST
Hold [NUm] 1
Looking up record number 1
' S1: RED (0/0.46, 2993/0.46)
1 '0.000 0.460
2 2993.000 0.460
52: AEB 323, 323, 327, OVER
' Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 323.00 Feet
Outlet elevation 323.00 Feet
Link number 2
NOTE: Adjusting hydrographs for worst case situation
cdAddi ng Eto into Event
®Adding Diurnal into Design
®Adding Event into Design
1
1
Average Design Flow 0.00 Cu Ft/Sec
Storm flow (no SF) 1.147 Cu£t/Sec
Design flow including SF 1.147 Cuft/Sec
Combined SF 1.000
Diversion hydrographs
I - Incoming hydrograph in CFS
X - Exit hydrograph in CFS
V - Volume of Reservoir in Cu Ft
divided byl0oao
0.00 0.50 1.00 1.50 2.00
Time •___________________~_________._________.
0 0 .04 0 .04 0 .00
60 0 .13 0 .13 0 .00
120 0 .20 0 .20 0 .00
180 0 .25 0 .25 0 .00
240 0 .31 0 .31 0 .00
300 0 .36 0. 36 0. 00
360 0 .45 0. 45 0. 00
920 1 .15 0. 46 0. 25 ~ V X I
480 0. 57 0. 46 0. 29 V X I
540 0. 35 0. 46 0. 25 V I X
60D 0. 38 0. 46 0. 22 ~ V IX
660 0. 28 0. 46 0. 15 V I X
720 0. 31 0. 46 0. 10 ~V I X
780 0. 22 0. 46 0. 01 I X
840 0. 25 0. 29 0. 00 IX
900 0. 20 0. 20 0. 00 * I
C
:\HYDRA\CMD\
HYnRA Version 5. ~'
85 '
j ,w.morrissette & associate s Page 8
C :\HYnAA\CMD\YPHEER CMn 8:20 11-Dec- 103 ',
YELM HIGH SCHOOL HASIN E, 50,099 SF
960 0.22 0. 22 0 .00
1020 0.16 0. 16 0 .00 `
1080 0.18
0.
18 0
.00 I
" '
1140 0.16 0. 16 0 .00
1200 0.18 0. 18 0 .00
1260 0.16 0. 16 0 .00 * '
1320 0.18 0. 18 0 .00 *
1380 0.16 0. 16 0 .00 *
1440 0.01 0. 01 0 .00
Time
+
_________+__
______________
___+_________. '
0. 00 0.50 1.00 1.50 2.00
53: END
1
1
i
1
1
1
1
C:\HYDRA\CMD\ HYDRA Ve YSion 5 .85
j.w.morriesette 6 associates
=~~==
~ gage 9
C:\HYDRA\CMD\YPHEER CMD
___
~______~______~~_____~ ~____ -_- --H 20 11-Dec 103
YELM HZGH SCHOOL BASIN E, 50,094 SF
------ S U M M A R Y O F A N A L Y H I S------
Run number on command file 1
Number of links 3
Number of hydrographs 40
Total sanitary population 0
Total sanitary area 0 .00 Acres
Total storm area 1 .15 Acres
Number of pumps 0
Number of reservoirs 1
Number of diversion structures 0
Number of inlets 1
Length of new pipe 122 .00 Feet
Length of existing pipe 0 .00 Feet
Length of channel 0 .00 Feet
Length of gutter 0 .00 Feet
Length of transport units 0 .00 Feet
Length of pressure pipe 0 .00 Feet
Closing DBF and NDX File6
1
f
1
APPENDIX C
1 Commercial Stormwater Facilities
i Maintenance Agreement
' COMMERCIAL/INDUSTRIAL
AGREEMENT TO MAINTAIN
STORMWATF.R FACILITIF,S AND TO IMPLEMENT A
' POLLUTION SOURCE CONTROL PLAN
BY AND BETWEEN
' YELM COMMUNITY SCHOOLS
ITS HEIRS, SUCCESSORS, OR ASSIGNS
' (HEREINAFTER "OWNER")
AND CITY OF YELM
' (FIERF,INAFTER "JURISDICTION")
' The upkeep and maintenance of stormwater facilities and the implementation of pollution
source control best management practices (BMPs) is essential to the protection of wafer
resources. All property owners arc expected to conduct business in a manner that
' promotes environmental protection. This Agreement contains specific provisions with
respect to maintenance of stormwater facilities and use of pollution source control BMPs.
' LEGAL DESCRIPTION:
' Parcel number 21724210500, in the City of Yelm.
Whereas, OWNER has constructed improvements, including but not limited lo, buildings,
pavement, utilities and stormwater facilities on the property described above. In order to
' further the goals of the JURISDICTION and to ensure the protection and enhancement of
water resources, [he JURISDICTION and OWNER hereby enter into this Agreement.
' The responsibilities ofeach party to this Agreement are identif ed below.
OWNF,R SHALL:
1 (1) Implement the stormwater facility maintenance program included herein as
Attachment "A".
(2) Implement the pollution source control program included herein as Attachment
..B..
' (3) Maintain a record (in [he form of a log book) of steps taken to implement the
programs referenced in (1) and (2) above. The log book shall be available for
' inspection by Jurisdiction staff at 404 Yelm Avenue during normal business
hours. The log book shall catalog [he action taken, who took it, when it was done,
how it was done, and any problems encountered or follow-on actions
' recommended. Maintenance items ("problems") listed in Attachment "A" shall be
inspected on a monthly or more frequent basis as necessary. OWNER is
encouraged to photocopy the individual checklists in Attachment "A" and use
them to complete its inspections. These completed checklists would then, in
combination, comprise the monthly fog book.
(4) Submit an annual report to the JURISDICTION regarding implementation of the
programs referenced in (1) and (2) above. The report must be submitted on or
before May l5 of each calendar yeaz and shall contain, at a minimum, the
following:
(a) Name, address and telephone number of the businesses, the persons, or the
firms responsible Cor plan implementation, and the person completing the
report.
(b) Time period covered by the report.
(c) A chronological summary of activities conducted to implement the
programs referenced in (1) and (2) above. A photocopy of the applicable
sections of the log book, with any additional explanation needed, shall
normally suffice. For any activities conducted by paid parties not
affiliated with OWNER, include a copy of [he invoice for services.
(d) An outline of planned activities for [he next year.
THE JURISDICTION SHALL:
(]) Provide technical assistance to OWNER in support of its operation and
maintenance activities conducted pursuant to its maintenance and source control
programs. Said assistance shall be provided upon request, and as Jurisdiction
time and resources permit, at no chazge to OWNER.
(2) Review the annual report and conduct a minimum of one (1) site visit per year [o
discuss performance and problems with OWNER.
(3) Review this agreement with OWNER and modify it as necessary at least once
every three (3) years.
REMF,UI F.S:
(1) If the.NRISDICTION determines that maintenance or repair work is required to
be done to the stormwater facilities existing on OWNER, property, the
JURISDICTION shall give the owner of the property within which the drainage
facility is located, and the person or agent in control of said property, notice of the
specific maintenance and/or repair required. The JURISDICTION shall set a
reasonable lime in which such work is to be completed by the persons who were
given notice. If the above required maintenance and/or repair is not completed
' within the time set by the JURISDICTION, written notice will be sent to the
persons who were given notice stating the JURISDICTION'S intemion to perform
' such maintenance and bill the owner for all incurred expenses. The Jurisdiction
may also revoke s[ormwater utility mte credits for the quality component or
invoke surchazges [o the quantity component of OWNER bill if required
' maintenance is not performed.
(2) If at any time the JURISDICTION determines that [he existing system creates any
' imminent threat to public health or welfare, the JURISDICTION may take
immediate measures to remedy said threat No notice to [he persons listed in
Remedies (1), above, shall be required under such circumstances.
'
(3) The owner grants unrestricted authority to the JURISDICTION for access to any
and all stormwater system features for the purpose of performing maintenance or
' repair as may become necessary under Remedies 1 and/or 2.
' (4) The persons listed in (1), above, shall assume all responsibility for the cost of any
maintenance and Cor repairs to the stormwater facilit
Such res
on
ibilit
h
ll
y.
p
s
y s
a
include reimbursement to the JURISDICTION within 30 days of the receipt of the
invoice for any such work performed. Overdue payments will require payment of
' interest at the current legal rate (or liquidatedjudgments. If legal action ensues,
any cost or Cees incurred by the JURISDICTION will be borne by the parties
' responsible for said reimbursements.
(5) The owner hereby grants to the JURISDICTION a lien against. [he above-
' described property in an amount equal to the cost incurred by the JURISDICTION
to perform the maintenance or repair work described herein.
1
1
1
This Agreement is intended [o protect the value and desirability of [he real property described
above and to benefit all [hc citizens of the Jurisdiction. II shall run with [he land and be binding
on all parties having or acquiring from OWNER or their successors any rights, title, or interest in
the property or any part [hereof, as well as [heir title, or interest in the property or any part
thereof, as well as [heir heirs, successors, and assigns. They shall inure to the benefit of each
present or future successor in interest of said property or any part [hereof, or interest therein, and
to the benefit of all citizens of the JORISD[CTION.
STATE OF WASHINGTON )
)SS
COUNTY OF THURSTON )
Owner
On [his day and year personally appeared before me, and
known to be the individual(s) described, and who executed
the foregoing insWmenl and acknowledge [he said instrument to be the free and voluntary act
and deed for [he uses and purposes [herein mentioned.
Given under my hand and official seal this _ day of 200
Notary Public in and for [he State of
Washington, residing in
Dated a[ ,Washington, this day of , 200
STATF, OF WASHINGTON )
SS
COUNTY OF TIIURSTON )
On this day and year personally appeared before me,
who executed the foregoing instrument and acknowledge the
said instrument to be the free and voluntary act and deed of said Municipal Corporation for the
uses and purposes therein mentioned and on oath states he is authorized to execute the said
instrument.
Given under my hand and official seal [his day of , 200
Notary Public in and for [hc Sta[c of
Washington, residing in
APPROVED AS TO
' INSTRUCTIONS FOR PERSON MAINTAINING
STORMWATER SYSTEM
The following pages describe the maintenance needs of the stormwater conveyance,
' storage and disposal components of the system designed for this site. This maintenance
effort shall be the responsibility of the YELM COMMUNITY SCHOOLS or its assigned
representative. In general, system components should be inspectedin accordance with
' ~ the Maintenance Checklists included as Attachment "A" at the rear of this document.
Use the suggested frequency indicated on the left side of the Checklist Forms:
' (l) Monthly (M) from November through April
(2) Annually (A), once in late summer (preferably September)
(3) Alter major storm events (S)>l inch in 24 hours.
' Inspection findings should be recorded on photocopies of Maintenance Checklist forms.
' Checkoffthe problems you looked for each time an inspection was performed.
Maintenance should be undertaken to correct deficiencies found and comments on
problems found and actions taken entered on the forms.
' Completed Checklist Forms should be filed and incorporated in the annual report to be
issued in May of each year.
If you have specific questions or require technical assistance, contact the responsible
jurisdiction. Please do not hesitate to call, especially if you are unsure whether a situation
you have discovered may be a problem.
ATTACHMENT"A":MAINTENANCE PROGRAM
COVER SHEET
Inspection Period:
Number of Shec[s Attached:
Date Inspected:
Name of Inspector:
Inspector's Signature:
' Comments:
I
~.
A=Annual (March or April preferred)
M=Monthly (see schedule)
~
guideline)
S=After major storms (use 1-inch in 24 hours as a
LI
1
1
,• `
i
1
1
J-22
ATTACHMENT"A"
MAINTENANCE PROGRAM
Maintenance Checklist for Closed Detention Systems (Pipes/Tanks)
Frequency Drainage. ~ Prdbiem
Systems Conditlons TO
Contlftions That Shall Fxist
Feature Check FOr
M Storage Pluggetl air
area (pipe One-hatl of Ne entl area of a vent ¢ Vents free of debris antl
vents (small
tank)
i lilocketl at any point wRh tlebris an tl sediment.
p
pe that sediment. Pluggetl vent pn pose
cenneck etch storage area to collapse.
basin to
storage Pipe)
M Debris entl
- Accumulated setlimdnt de th
P
All sediment antl debris
sedunent exceetls l5% of d'umeter. removed from storage area
Example: 72-inU Storage tank .
Contact ffw Cgdnty for
would inquire tleaning when
' guitlanrc on setlunent
setl
anenf reaMes depth of 10 removal antl dkposal
inures .
A Joints between
tank/pipe Any nark allowing material to leak
"vd
f All joints between tank/pipe
section o
adlRy. sections are sealetl.
A lank/pipe bent Any partof tank/i snobceabl
Gpe~ Y
Tank/pipe repairetl or
out ofshae
p bent out of shape. replaced to design. Contact a
professional engineer for
evaluation.
M,S Manhok Cover riot in Cover is missin or on
B NpadialN in
Manhole is dosed
place
Plate. Any open manhole requires .
maintenance.
A Locking
merhan¢m not Mechanism pnnol be opened by Mechanism o
Pens wRh proper
wodcin
9 one maintenance person wRh
ro tools.
p
per took. Bolts into frame have
less Nan 1/2-inch of thread (may
not apply to set!-lotldng lids).
A Cover tlTnalt
to remove One maintenance person pnnot Cover pn be removed antl
remove Iq after applying 80 pounds
of lift. Intent is to keep rover from reinstalled by one
i
seating off access to maintenance. ma
ntenance person.
A ladder mngs Maintenance personjvtlges that Latltler meets design
unsafe ladder k unsafe due to missing stantlartls and allows
nrngs, misalignmen4 msL or tacks.
Latltler must be faed or secumtl maintenance persons safe
immediately. access.
If you are unsure whether a problem exists, please ccnta~ a Professional En-yyineer,
Comments:
KKK
A =Annual (March or April preferred)
M =Monthly (see schedule)
S =After major storms (use 1-inch in 24 hours as a guideline)
7-19
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Catch Basins and Inlets
Frequenry Dainage / Problem Contlibons TO Check FOr
System V
Contlitions That Should Eziyy
Feature
M,S Gene21 Trash, debris, Trash or tlebris in /root of Ne catch No
and sedunenf basin opening is blocking capaG tash or debris aocetetl
b °
d
iri or on basin by more than 10% '~eN ~" trO^t of catch
"~
basin opening. Grate ¢ kept
Gean antl albws water to
errfec:
M - ~ Sediment or tlebds in Ne basin
( ) No sediment or tlebds ighe
that exceeds 1r! the tlepfi from th
bottom of basin [o invert of Me e etch basin. Catch basin is
dug out aiM tlean
lowest pipbirito or out of the bazin .
.
M,S Trash or debris in an inlet or
s p~~s bee of
booking more Nan 7 3 of ds height tr
h
d
as
or
ebri
M $tfllGgtal
tlamageto. - .. Comer of f2me eztentls more Nan Frame k even wdh arb.
3b indr pazt curb face inN the
flame aiM/or street (rf applimble).
top slab
M Top slab hasholes la er fhan2
rg
s
c Y
ap slab is free of holes antl
quare in
hes or rrdcks witler Nan cracks
1/4 inGi (nlent is to make sure all .
material isrunning into thebazinJ.
M Fmme not sitting flush on top slab,
i
e
i Frame-is sitting flush on top
.
.separat
pn of more than 3/4 slab
°..inch of the.¢ame from the top slab. .
A Crocks in basi
walis/bopom n. Cracks witlerthan 12 intlr antl
bnger than 3 feet
any evidence
f
Basin replaced or repairetl to
d
.
o
soil padiCes emefing catch basin
h esign siantlartls. ContaG a
professional engineer roc
t
rough uadcs, or maintenance evaluation
person jutlges Nat sWGUre 6 .
unsound.
A Cracks wider than l2 inch and
longer than i root at the joint of a
No Darks more than f/4 inch
ny
'mleUoutlet pipe or any evitlence of witle at the joint of inleVOUtlet
i
soil partitles entering catch basin p
pe. Contact a professional
engineer for evaluation
through crocks. .
A SeNemenU
misalignment 6azin has settled more than t inGi
orhzs rolatedmore Na
2i
h
Basin replaced or repaired to
n
nc
e5
ou[of alignment design stantlartls. CpptaGa
professional engineer for
M
S evaluation.
,
Fire hazartl or
oNer pollution Presence of rt~emirals sutlr as
naturzl gas, oil
antl gasoline
°tlor or sludge.
ce
i
,
.
Obnoxious mlor, otlor, or slutlge ts tl
aazi
n
u9 °N antl Gean_
noted
M,S Outlet pipe 6
Goggetl wiU Vegetation or mots growing in
iNeVOUdet pipe joints that i No vegetation or root grovRh
vegetation s more
than su inches tall and le present
ss than str
If you are unsure whether a problem exists, please contact a Professional Engineer.
I-21
ATTACHMENT"A"(CONTINUED)
Maintenance Checklist for Infiltration Systems
Frequenry Drainage. ~ Problem Conddions to Check FOr CorMOions That Should Exist
System
Feature
M,S Gene(al Trash 8 detids See Maintenance Checklist for See Maintenance Checklist
- buildup in p°ntl Ponds. for Pontls.
M Poisonous See Maimenance LhetlcGSt for See Maintenance Checklist
vegetation Ponds. for Pontls.
M,S RirehazaN oY See Maintenance Checklist for See Maintenance Checklist
pollution Ponds. for Ponds.
M Vegetation not See Maintenance Cne~dfor See Maintenance Checklist
growing or ¢ Ponds. for Pontls.
wergrowri
M Rotlen[holes See Maintenance Checklist for See Maintenance Checklist
Ponds for POrVJS.
M Insects See Maintenance Cheddist for See Maintenance Ched<list
Ponds. for PdrMs.
A Storage Sediment Asoil tez[ure test indiates fadlity is Sedment is removed antl/or
area buldup in not working at rts designetl fadlity B deanetl so that
system gpabilRies orwas incertedy infilbation system works
designetl. accoNmg to desgn. A
s4vn-mot tapping area is
installetl to retluce setliment
transport into infihiatidn area.
A Stooge area Asoil toxture test intlicales tadlRy is Atltlifional vclume¢atltletl
tlains Blowy
- not working at Rs designetl thau9h exgvalion to Pmvitle
(more than 4tl mpabTRies or was incorrectly needetl stodge. Soil is
hours) or designed. aeategand m[otilletl to
°`re~°'M impmde drainage. Contact
the County for information on
its requirements regarding
exmvation.
M setliment Any setliment and tlebds filling area Clean out sumpto design
tapping area to 10% of tlepth fmm sump bottom depth.
to bottom of outlet pipe or
obsWding flow into the connector
pipe.
Ogre Time
- setliment Slormwateren[ers infiltafion area Addatapping area by
tapping area directly wBhou[ treafinenL constmding a sump for
not present settling of solids. Segregate
settling area from rest of
faaTRy. Contact Ne County
for guidance.
M Rock filters Sediment antl By visual inspection little or no water Replace gavel in cock titer.
debris flows through finer tludng heavy rain
storms.
If you are unsure whether a problem exists, pleasz contact a Professional Engineer.
J-25
i
1
t
1 -1
t
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Energy Dissipators
Frequency Dreinage / Problem Londdions to Ghed for Conditions That Shoultl Fxist
system v
Feature
A Rock patl Missing or Only one layerof cock exists above Replace rocks [o desgn
movetl rock native soil in area 5 square feet or stantlartl.
IarzJer, or any exposure of native
sdg.
A Rock-filled Missing or Trench is not full of rock. Add large rock (+or - 3g lb.
bench for movetl rock eadi) so that TOd is visible
discharge above etlge of trench.
from pontl
M Dispersion Pipe plugged Acwmulatetl v_tliment that exceeds Pips deanetl/fiushed.
trench with sediment 20%of the design depth.
M Perforations Over 12 of perforations in pipe are Mean or replace pertorated
plugged plugged with tlebds antl setlimenti pipe.
M,S Not dischaging Usual evidence of water Trench must be redesignetl or
water property discharging at concentrated poins rebuifl to standartl. Elevation
along trench (normal condRion is a of lip of trenU shoultl be the
"sheet flow"of water along trenchj. same (flat)at all points,
Intent ¢ [o prevent erosion tlamag_.
M,5 Water flgx5 out Maintenance person observes Facilely must be rebult or
[op of water Oowing out during any Strom retleslgned to stantlards.
"distdbuto(' less than the tlesign stone or i[ is Pipe is probabty pluggetl or
catch basin causing or appears likely to cause damagetl and needs
tlamage. replacement:
M,S Receiving area Water in receiving area is causing Stabilize slope with gzss or
over-satumNd
~ .or has potential o<musing oNer vegetation, or rock ir..
Iantlslitle. contldion is severe. Contacts
professional engineer for
evaluation.
tf you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
A=Annual (March or April preferred)
~~
M=Monthly (see schedule)
' S=After major storms (use 1-inch in 24 hours as a guideline)
1
J- 27
'
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Fencing/Shrubbery Screen/Other Landscaping
Problem CondRions to Check For CpntlIt10I15 That Shoultl Exist
Frequenq Drainage /
System v
Feature
General Missing or Any tlefeC in the fence or screen Fence is mentletl or shrubs
M broken that permks easy entry to a facility. replaced to form a solid
parts/tlead barrier to entry.
shrubbery
Erosion Erosion has resorted in an opening Replace soil antler fence so
M,S. antler a fenre that allows entry by that no opening exceeds 4
people or petr- inches in height.
Unruly Shrubbery is growing out of control Shrubbery tr trimmetl and
M vegetation or is infestetl wdh weeds. ealing
l
p
~
d
not use
OO
etics.
ae
sN
cheminls to control weeds.
Damagetl parts Posts out of plumb more than 6 ~~in t-1R
p
n
~
t
q Wre ihUes of p umb
es
I
c
h
Fences .
Top rails berg more than6inches. t~ of bends greater
prai1
ho
A n
a
Any part of fence (indutling postr, Fehrz is aligretl antl meets -
A top ails, and fatidc) more than 1 tlesign stantlards.
foot out of tlesign alignment
Missing or loose tension wire. Tension wire in place antl
A - holtling fabric
Missing or loose batbetl wire that is Barbetl wire in place with less
A sagging mbrethan 2-12 inches Ihan.3/4-inch sagbetween
between Pasts- - Posts(
Eztensio0. arm missing, broken, or E#ension artn in.Plarewith
A bent oN of shape more than 1-1/y no bends larger than 3/4 inch.
inches.
Deteriorated Part or parts that have a rusting or 5[ruC.ually atlequate posts or
A pain[ or styling wntldion that has atfectetl parts vdth a unfiorm protective
protective sWC[ural atlequaq. coating.
orating
Openings in Openings in fabric are such that an No openings In tabdc.
M fabric 8-inU tliameter ball coultl fR
through.
If you are unsure whether a problem exists, please contact a Professional Engineer.
Comments.
KeY:
A=Annual (March or April preferred)
M=Monthly (see schedule)
S=After major storms (use ~-inch in 24 hours as a guideline)
J-?8
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Gates
Frequenry Drainage / Problem Cond'Rions to Check Far Contldions That should Exist
System V
Feature
M General Damagetl or Gale is broken, jammeQ er messing. Pond has a functioning gate
missing to allow entry of people antl
components maintenanm equipment such
as mowers and barxhce. If a
locks usetl, make sure the
County field staff have a key.
M Broken or messing hi~rges such that Hinges m~ct and Itfietl. Gate
gate onnot be easily openetl antl is wodcing freety.
Gosetl by a maintenance person.
A Gate a out of plumb more Nan 6 Gate es algne0 and vertiot.
mrlies and more than 1 foot out of
tlesyn alignment
q Messing stretdrer bantls, and ties. Strettlrer bar, bands, and ties
th plates
If you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
~:
A=Annual (March or April preferred)
M=Monthly (see schedule)
S=After major storms (use 1-inch in 24 hours as a guideline)
J-29
ATTACHMENT "A" (CONTINUED)
l r Conveyance Systems (Pipes, Ddches, and Swales)
t f
i
Maintenance Check o
s
Problem Conditions to Check For Contl"Rions That Should Exist
Frequency Drainage /
V
System
Feature
"
Sedimept&
Aaumulatetl sedirrren(that exceeds
netl of all sediment
Gb
a
pe
a
ryes
M,S P debris 20% of Ue tliameter of Ue pipe. '
s
d
r
tion Vegetation Ua[ reduces free All vegetation removed so
h
M Vegeta vement of water through pipes. waterflows freety throug
mo pipes.
Damaged
PmtecEve coating's damaged: rvs[
Pipe repaired or replaced.
A (rusted, bent, a causing more Nan W
i
or crvshetl) pe.
deterioration to any part of p
Airy dent Ua[ sgddipnly impedes Pipe repaired or mPlacd.
M flow G.e., tlecreases the moss
seCion area of pipe by more than
20°h).
pipe has major uatks or tears Pipe repaired or replaced.
M allowing groundwater leakage.
Trash 8 debris Dumping of yarn wastes sudr as
to
i Remove trash and tlebds antl
dispose as PresviDetl by the
NLS Dye
ddches n
9rzss dippings aM branches
Unsightty accumulation of
in
b County.
.
as
nantlegmdable matedals such as
glass, pWsbc, maul, foam, and
coated Paper.
Accumulated sediment that exceeds D'dch cleaned o(all sediment
M Sediment 2g%of the desgn depth. antl debris so thaldmaiches
buildup desig^-
Vegetation Vegetation (e.g., weedy shrubs or Water flows freey through
Grassy vegetation
dftches
A saplings)0al retlucesfree
movements of wafer lhrougry .
should be ~R alone.
tlRChes.
See Pontls Checklist. See Ponds CherJJSI.
M Erosion
damage [o
slopes
Rock lining ou t Maintenance person ran see native Rapltl rocks to tlesign
A of place or soil beneath Ue and lining.
missing (rf
applicable)
See Catch Basins Checkl"st. See Catch Basins Checklist.
Varies Catch
basins
Trash 8 debris See above for Dhches.
See above for Dikiies.
M,5 Swales See above for Dtlrhes. Vegetation maY ^eetl to be
M Setlunent replanletl after deaning.
buildup
J-30
1
1
1
1
Frequency 02inage / Problem Conditions to Check For Conddions Tha[ Shoultl Fx¢t
System v
Feature -
pg Vegetation no[ Gmss cover is sparse antl seedy or Aemte sols antl reseetl antl
growing or areas are overgrown wHh wootly mulch ban areas. Maintain
overgmvm vegetation. 9mss heght at a minimum of
6 inches for best stormwater
treatment Remove wootly
growth, iewntour, antl reseetl
_ as necessary.
~g Erosion See Pontls Checklist See Pontls Checklist
damage to
slopes
~,f Conversion by- Swale has been pled in or blocked If possible, speak wiN
homeownerto by shetl, wootlple, shrubbery, eta homeowner antl request that
incompatible swakama be restored.
use ContaG the County [o report
protilem'd no[recrmed
voluntarily.
q Swale tloes not Water stands: in svaW or flow A survey may be nestled to
drain velocity is very slow. Stagnation cherk,giatles, Grades need
occurs. 'to be in 1-5% mngeB
possble- If grade is less than
t%underdmins may need to
be installed.
If you are unsure whether a problem exists, please confad a Professional Engineer.
°Comments:
A=Annual (March or April preferred)
M=Monthly (see schedule)
S=After major storms (use 1-inch in 24 hours as a guideline)
1-31
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Grounds (Landscaping)
Frequency Drainage / Problem Conditions to Check For ContlitionsJhat Shoultl Exist
System Y
FeaWre
M General Weeds Weedsgmwin9
g
t l
o
:(nonpoisonous) trees a
ed
dares
of theiandsgpe petl area
the landsw
5/o
shrubs only).
Insect hazaN Aoy presence of poison ivy or other No poisonous vegetation or
M
- poisonous vegetation or inset inseG'~rests presenf in
nests. Iaascaped area.
Trzsh or litler See Ponds Checklist See Ponds Checklist.
M,5
M S Erosion of Noticeable rills are seen in Causes of erosion are
Grountl lantlsrapetl areas. e to
e
s ova
Surface owNSpreatl out th
d
water_ Erotled areas a2
filletl..mntoured, and seeded.
Trees antl - Damage Limbs or parts of trees or shrubs i rim trees/shmhs to restore
A Natare spl@orbmken which affect shape. Replace trees/shrubs
shrubs more than 25% of the total foliage of wRh severe damage-
the tree or shrub.
Tres or shmbs that have been Replznt tree, inspecting for
M blown down or knocked over. injury to stem or roots.
Replace if severely damaoed.
Trees or shvbswhich are not Place stakes antl vbber-
A adequatety supported or are leaning coated tiesareuntl young
over, causing exposure of the rook. Veeslshmbs for support
If you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
A=Annual (March or April preferred)
M=Monthly (see schedule)
S=After major storms (use 1-inch in 24 hours as a guideline)
J-32
1
ATTACHMENT "B"
POLLUTION SOURCE CONTROL PROGRAM
Pollution source controls are actions taken be a person or business to reduce the amount
of pollution reaching surface water and groundwater. A conscious control program is of
significant importance to the YELM COMMUNITY SCHOOLS, as runoff will be
directed to a constructed wetland and infiltration disposal facility that will ultimately
introduce the collected runoff in to the shallow groundwater system. Many pollutants
generated on commercial sites can nol be removed from the runoff by conventional
treatment and may eventually enter the shallow groundwater system. Hence, it is of great
importance to limit the developmont of these pollutants in [he generated s[ormwater
' mnoff.
The subject controls are also known as "Best Management Practices" (BMP's), include:
• Minimizing vegetation/groundcovcr disturbance
.
• Stabilizing existing exposed soil surfaces through fertilizing and seeding
and
' ,
mulching with chopped hay during the wc[ season (I S October through 15
March).
• Maintaining roof, sidewalk and paved driveway azeas free of debris accumulation;
fr
1 re
aining from using soaps and detergents in washing these exterior surfaces; and
carefully controlling activities in these azeas so as to preclude hazardous materials
' spills (i.e. chemical storage, vehicle maintenance, etc.).
• Substitute non-toxi
d
t
f
c pro
uc
s
or toxic materials, recycle used oil and antifreeze
immediately.
• Refrain from storing hazazdous or toxic chemicals or other substances. Where it
is imperative to store such materials, enclose them in a lockable cabinet.
• Limit [he use of fertilizers and pesticides to the precise amount recommended by
' professionals working the area.
Pollution source controls are needed because of the contamination found in runoff from
commercial areas and the effect of this contamination on aquatic life and human health.
Research on urban runoff in the Puget Sound area and elsewhere has found oil and grease,
nutrients, organic substances, toxic metals, bacteria, viruses, and sediments at
1 unacceptable levels. Effects of contaminated runoff include closure of shellfish
harvesting areas and swimming areas, mortality of young fish and other aquatic
organisms, tumors on fish and impairment of fish reproduction.
1
1
APPENDIX D
Thurston Region
Stormwater Facilities Summary
1
'FHURSTON REGION
FACILITY SUMMARY FORM
PROPONENT'S FACILITY IDENTIFIER:
NAME OF ROAD TO ACCESS FACILITY:
HEARINGS EXAMINER CASE NUMBER:
DEVELOPMENT REVIEW PROJECT NO.:
BUILDING SITE APPLICATION NO.:
PARCEL NUMBER(S) .
To be completed by Utility Staff:
Utility Facility Number:
Project Number:
Parcel Number Status:
Basin & Subbasin:
Responsible Jurisdiction:
Yelm FIigh School
1315 Yelm Avenue W.
21724210500
PART 1 -Project Name & Proponent
Project Name:
Project Owner:
Project Contact:
Address:
Telephone:
Project Proponent
Yelm FIigh School
Yelm Community Schools
Erling Birkland
P.O. Box 476, Yclm, WA 98597
(360)458-6128
Yelm Community Schools
Yelm Community Schools - Yelm High School 1
Facilities Summary 12eport
1WM&A N03143 '
Address: P.O. Box 476, Yelm, WA 98597
Telephone: (360) 458-6128
Project Engineer: ~ Robert E. Tauscher, P.E.
Firm: J.W. Momssette & Associates Inc., P.S.
Telephone: (360) 352-9456
Pax: (360)352-9990
PART 2 -Project Location
Section: 19
Township: 17N
Range: 2E
PART 3 -Type of Permit Application
Type of Permit: Administrative Site Plan Review
Other Pertni[s:
Grading
Other:
Other Agencies that have had or will review this Drainage & Erosion Control Plan:
None
PART 4 -Proposed Project Description
What stream basin is this project within: Thompson Creek
Zoning: C-1, lD or MPC
Onsite: High School
Number of Lots: l
Yelm Community Schools- Yelm high School 2
Facilities Summary Report
1WM&A k 03143
Avg. Lot Size:
Building PermiUCommercial Plat:
New Building Footprint (Acres):
Gym Addition Footprint (Acres):
Concrete Sidewalk Paving (Acres):
Gravel Surface (Acres):
Lattice Block Paving (Acres):
Public Roads (incl. gravel shoulder) (Acres):
Private Roads (incl. gravel shoulder) (Acres):
Onsite Impervious Surface Total (Acres):
PART 5 -Pre-Developed Project Site Characteristics
Stream Through Site
Steep Slopes (> 10%)
Erosion Hazard
100-Year Flood Plain
Wetlands
Seeps/Springs
High Groundwater Table
Aquifer Sensitive Area
Other:
N
N
N
N
N
N
N
N
Yelm Community Schools - Yelm High School
Facilities Summary Report
1WM&A #113143
N/A
1.19
0.40
1.57
0
0
0.56
6.66
10.39
i
~
3
PART 6A -Facility Description - Basin A -East P
Area Tributary to Facility Includiug Offsite (Acres):
Total Onsite Area Tributary to Facility (Acres):
Desigt Impervious Area Tributary [o Facility (Acres),
Design Landscaped Area Tributary to Facility (Acres)
Design Total Tributary Area to Facility (Acres):
Irking lot
3.60 Acres
3.60 Acres
3.00 Acres
0.60 Acres
3.G0 Acres
Enter a check mark and number, i.e., one (1), for the type of facility:
We[ Pond Detention
Wct pond water surface area, acres
Dry Pond Detention
Underground Detention:
Infiltration Trench:
Dry Well Infiltration:
Other. Infiltration Gallery:
Outlet Type (Enter a check mark and number, i.e., one (1), for each type present):
Filler:
Oil/Water Separator:
Single Orifice:
Multiple Orifice:
Weir:
Spillway:
Pump(s):
Other:
PART 7A -Release to Groundwater
Design Percolation Rate to Groundwater:
6 itt/hr
PART 8A -Release To Surface Water
All stormwater from this site is infiltrated on site with no release to any surface waters.
PART 6B -Facility Description - Basin B -Bus Loop
Area Tributary to Facility Including Offsite (Acres): 1.58 Acres
Total Onsite Arca Tributary to Facility (Acres): L58 Acres
Design Impervious Area Tributary to Facility (Acres): 0.94 Acres
Design Landscaped Area Tributary [o Facility (Acres): 0.64 Acres
Design Total Tributary Area to Facility (Acres): 1.58 Acres
~~~~~.. wuiy xnoois-rctm Wgh School
Facilities Summary Report
JWM&A # 03143
1
Enter a check mark and number, i.c., one (1), far the type oCfacility:
Wet Pond Detention 0
Wet pond water surface area, acres p
Dry Pond Detention 0
Underground Detention: 0
Infiltration Trench: 0
Dry Well Infiltration: 0
Other: Infiltration Gallery: 1
Outlet Type (Enter a check mark and number, i.e, one (1), for each type present):
Filter: 0
Oil/Watcr Sepaza[or: 0
Single Orifice: 0
Multiple Orifice: 0
Weir: 0
Spillway: 0
Pump(s): 0
Other:
PART 7B -Release to Grouudwater
Design Percolation Rate to Groundwater: 6 in/hr
PART SB -Release To Surface Water
All stotmwater from this site is infiltrated on site with no release [o any surface waters.
PART 6C -Facility Description - Basin C -Gym Parking Lot
Total Area Tributary to Paciliry Including Offsite (Acres): 1.38 Acres
Total Onsite Area Tributary to Facility (Acres): 1.38 Acres
Design Impervious Area Tributary to Facility (Acres): 1.17 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.21 Acres
Design Total Tributary Area to Facility (Acres): 1.38 Acres
Enter a check mazk and number, i.e., one (1), for the type of facility:
We[ Pond Detention 0
Wet pond water surface area, acres 0
Dry Pond Detention 0
Underground Detention: 0
Infiltration Tronch: 0
Yelm Community Schools - Yelm High School
Facilities Summary Report
JV/M&A it 03143
5
Dry Well Infiltration:
Other: Infiltration Gallery:
Outlet Type (Enter a check mark and number, i.e., one (1), for each type present):
Filter:
OiUWater Separator:
Single Orifice:
Multiple Orifice:
Weir:
Spillway:
Pump(s):
Other:
PART 7C -Release to Grouudwater
Design Percolation Rate to Groundwater: 6 in/lu
PART SC -Release To Surface Wa[er
All s[ormwater from this site is infiltrafed on site with no release to any surface waters.
PART 6D -Facility Description - Basin D - W. Roof/Gym Roof/S. Courtyard
Total Area Tributary to Facility Including Offsite (Acres): 2.55 Acres
Total Onsite Area Tributary to Facility (Acres): 2.55 Acres
Design Impervious Area Tributary to Facility (Acres): 2.37 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.18 Acres
Design Total Tributary Area to Facility (Acres): 2.55 Acres
Enter a check mark and number, i.e, one (1), for the type of facility:
Wet Pond Detention
Wet pond water surface area, acres
Dry Pond Detention
Underground Detention:
Infiltration Trench:
Dry Well Infiltration:
Other. Infiltration Gallery:
Outlet Type (Enter a check mark and number, i.e., one (1), For each type present):
Filter:
Oil/Water Sepazator:
velm Community Schools - Yelm Aigh School
Facilities Summery Report
1 WM&A # 07143
1
1
Single Orifice: p
Multiple Orifice: p
Weir: 0
Spillway: p
Pump(s): 0
Other-
PART 7D -Release to Groundwater
Design Percolation Rate to Groundwater: 6 in/hr
PART 8D -Release To Surface Water
All stormwater from this site is infiltrated on site with no release to any surface waters.
PART 6E -Facility Description - Basin E - E. Roof/ S. Courtyard Area
Total Area Tributary to Facility Including Offsite (Acres): 1.15 Acres
Total Ousite Area Tributary to Facility (Acres): 1.15 Acres
Design Impervious Area Tributary to Faci]ity (Acres): 1.12 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.03 Acres
Design Total Tributary Area to Facility (Acres): 1.15 Acres
Enter a check mazk and number, i.e., one (I), for the type of facility:
We[ Pond Detention p
Wet pond water surface area, acres p
Dry Pond Detention p
Underground Detention: p
Infiltration Trench: p
Dry Well Infiltration: p
Other Infiltration Gallery: 1
Outlet Type (Enter a check mark and number, i.e., one (I), for each type present)
Filter: 0
Oil/Water Sepazator: p
Single Orifice: p
Multiple Orifice: p
Weir: p
Spillway: 0
PumP(s): 0
Other:
x e~m community Schools - Yelm High School
Facilities Summazy Report
JWM&A N 03143
7
PART 7E -Release to Groundwater
Design Percolation Rate to Groundwater: 6 in/hr
PART SE -Release To Surface Water
All stormwater from [his site is infiltrated on site with no release to any surfaoe waters.
PART 6F -Facility Description - Frontage Impriovements
Tota] Area Tributary to Facility Including Offsite (Acres); 0.66 Acres
To[al Onsite Area Tributary to Facility (Acres): 0.66 Acres
Design Impervious Area Tributary to Facility (Acres): 0.52 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.14 Acres
Design Tota] Tributary Area to Facility (Acres): L66 Acres
Enter a check mark and number, i.e., one (I), for the type of facility:
Wet Pond Detention
Wet pond water surface area, acres
Dry Pond Detention
Underground Detention:
Infiltration Trench:
Dry Well Infiltration:
Other: Infiltration Gallery:
Outlet Type (Enter a check mark and number, i.e, one (1), for each type present):
Filter:
Oil/Water Separator:
Single Orifice:
Multiple Orifice:
Weir:
Spillway:
Pump(s):
Other:
PART 7F -Release to Groundwater
Design Percolation Rate to Groundwater: 6 in/hr
PART 8F -Release To Surface Water
All stormwater from this site is infiltrated on site with no release to any surface waters.
x etm community Schools - Yelm ]iigh School
Facilities Summary Report
IWM&A ft 03143