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Construction Stormwater Pollution Prevention Plan
for
Iglesia Asemblea de Dios
XXX State Route 300, Belfair
Parcel No. 12331-32-00040
Mason County, Washington
September 19, 2013
Project# 1363 BUILDING
RECEIVED
Prepared For: FEB 2 5 2015
Asemblea de Dios 4.26 YV. CEDAR 5B
Internacional Agua Viva
160 NE Santa Maria Lane
Belfair, Washington 98528 ,zee` wYDE`sT9
Prepared By:
Envirotech Engineering
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PO Box 984
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Belfair, Washington 98528 �sS�oNALT��G�
Phone: 360-275-9374
Fax: 360-275-4789
Envirotech Engineering (Envirotech) has completed this construction stormwater pollution
prevention plan (SWPPP) in conjunction with the stormwater management plan for for Iglesia
Asemblea de Dios Agua Viva Property located along State Route 300(Parcel 12331-32-00040)in
Belfair,Mason County,Washington.
The following sections in this SWPPP includes Project Description, Existing Site Conditions,
Adjacent Areas, Critical Areas, Soils, Erosion Problem Areas, Construction Phasing/ Schedule,
Engineering Calculations, and the twelve (12) required SWPPP elements per the 2005
Department of Ecology Stormwater Management Manual.
Project Description
Information pertaining to the development of this project was provided by the proponent of the
property. The proposed development includes developing a church building, ingress/ egress,
parking lot,on-site septic systems, stormwater management facilities,and other ancillary features
typical of this type of development.
It is anticipated that the church building will ultimately cover approximately 9,000 square feet
(sf),and the parking areas will encompass about 67,230 s£The total proposed impervious surface
area is 76,230 sf. It is anticipated that the project will be done in 2 phases, however, the
stormwater management facilities account for the completed project. The total land area that is
anticipated to be disturbed as a result of development is 1.75 acres. Total cut and fill is expected
to be approximately 3300 cy. See the accompanying stormwater management plans for an
illustration of current and proposed site features.
Existing Site Conditions
The property is currently accessed from Gladwin Road,just south of NE State Route 300. The
Project is vacant land with some land disturbance. NE Gladwin Beach Road extends along the
southeast property line, and SR 300 extends along the northwest property line. Beyond the
property,rural and semi-urban residential development exists.Vegetation on and near the Project
consists primarily of secondary growth firs, huckleberry, salal, and other trees and shrubbery
common to this area of the Pacific Northwest.
Ascending grades are generally located to the northwest of the property beyond State Route 300.
These slopes appear to have grades that reach to at least 40%. On-site slopes are relatively minor,
and appear to range from nearly flat to approximately 15%. This topography continues
downslope. Over-steepened slopes with grades in excess of 40% due to earth cuts along Gladwin
Road were observed
Stormwater runoff originating upslope from the anticipated development appears to primarily
channel due to the upslope development. Runoff originating upslope of the property is mostly
diverted away, however a significant amount may enter through the natural swale along the west
Envirotech Engineering Iglesia Asemblea de Dios
Ph.360-275-9374 Page 1 of 7 NE State Route 300,Belfair
Fax:360-2754789 Parcel 12331-32-00040
September 19,2013
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property line. Some scour and erosion was observed near the property, and away from the
planned development.
Adjacent Areas
Adjacent areas include vacant land, and residential development. Hood Canal is located just
beyond Gladwin Road, an access road bordering the southeast side of the property. Site
disturbance is not expected to disturb adjacent areas if all provisions in the stormwater
management plan are followed. Currently, only residential areas and roads are near the project
that have the potential to be directly affected by the site disturbance. The Hood Canal could be
indirectly affected by the development.
Downstream drainage appears to leave the property near the southwest corner, cross Gladwin
Road,and into the shoreline buffer.This project is within the Hood Canal watershed.
Critical Areas
This project is not anticipated to disturb any critical area. Aquifers are not known to be located
adjacent to Hood Canal.Critical slopes are away from the project area,and not downstream of the
drainage path. Records, research and site observations did not reveal existing wells or septic
facilities near the planned drainage enhancements that would be problematic.
Soils
Soils within the upper 0 feet to 9 feet of natural ground were primarily observed to be moist,
brown and grey poorly graded sand(SP).
According to the "Soil Survey of Mason County," by the United States Department of
i 1 site oils are primarily described as Everett
Agriculture, Soil Conservation Service, the upland s p y
gravelly loamy sand,Ee 5— 15%slopes.
According to the USDA Textural Classification System, the site soils are primarily classified as
medium sand. Some areas had an upper 2 foot layer of loamy sand. Soil structure may be
described as granular.
From the water well report(s) and knowledge of the general area, permanent groundwater is at
least 30 feet directly below the property at the lowest building pad location. Perched groundwater
at shallow depths was not observed on-site, nor indicated on the well reports. However, some
groundwater may flow through the site in some locations during winter months.
Based on the fines content, erodibility of the site soils is considered to be low to moderate.
However, soils on disturbed steep slopes are more apt to erode than disturbed soils on flatter
slopes. Based on the fines content and fraction of clay within the fines content, settleability of the
site soils is expected to be moderate to fast. Permeability is expected to be high for this site due
significance of moderate density,poorly graded granular soils.
Envirotech Engineering Iglesia Asemblea de Dios
Ph.360-275-9374 Page 2 of 7 NE State Route 300,Belfair
Fax:360-2754789 Parcel 12331-32-00040
September 19,2013
According to the 2005 Stormwater Management Manual for Western Washington prepared by the
Washington State Department of Ecology Water Quality Program, infiltration rates are
determined per the USDA Textural Classification of the soils,and an appropriate factor of safety.
Based on the soils consisting predominantly of gravelly loamy sand, and utilizing a factor of
safety of 2,site infiltration for stormwater facilities should be 6 inches/hour.
Erosion Problem Areas
There are no identified or mapped erosion hazard areas for this property. While the soil
characteristics provide a low to moderate erodibility factor, the steeper slopes could exacerbate
erosion.
Construction Phasing
Construction phasing for this project is expected, such as adding additional building space and
parking areas after the initial development is complete. The following includes the recommended
construction sequence and procedure for project development:
1. Delineate clearing and easement limits.
2. Construct all required temporary erosion control features.
3. Clear vegetation required for site development.
4. Perform initial earthwork and rough grading for constructing the access, parking,
building pads, stormwater management facilities, etc.If necessary, exposed soils in stock
piles must be protected with plastic covering or County approved method.
_ 5. Complete final grading of the subgrade, and materials placement per the plans and
specifications. This includes dredging sediments from temporary sediment facilities, if
necessary.
6. Maintain all temporary erosion and sediment control facilities, as needed, in order to
provide the required protection of downstream water quality. Additional temporary
erosion control shall be rendered throughout the duration of the project,if necessary.
7. Provide permanent erosion control in order to stabilize the project.
8. Remove temporary erosion sedimentation control facilities after construction is complete,
and the site is sufficiently stabilized.
Construction Schedule
Some clearing has already occurred.Construction of the first phase is expected to occur no earlier
than November 2013. Successive phases are not known. Wet season erosion control will most
likely be required for this project. However,wet season construction constraints are not necessary
for critical areas.
Envirotech Engineering Iglesia Asemblea de Dios
Ph.360-275-9374 Page 3 of 7 NE State Route 300,Belfair
Fax:360-275-4789 Parcel 12331-32-00040
September 19,2013
Engineering Calculations
A sediment pond will be utilized for this project, and sedimentation due to construction runoff is
anticipated to be retained on site. Significant diversions and waterways were not utilized for this
project. Stormwater accumulated from a 2yr-24hr temporary erosion storm event will be easily
accommodated.Calculations are attached to this report.
Operation and Maintenance
An operation and maintenance schedule for construction activities are provided below within the
Specific Construction SWPPP Items. An operation and maintenance schedule for all proposed
stormwater facilities and BMP's are provided under a separate cover. An operation and
maintenance Declaration of Covenant will be required to cover all privately owned and
maintained stormwater facilities.
Specific Construction SWPPP Items
The following 12 items are addressed herein per the 2005 Department of Ecology Stormwater
Manual.
1.0 Mark Clearing Limits
Clearing limits shall be delineated on-site by the owner/contractor. Activities are not permitted
beyond the designated clearing limits without prior approval and/or permits.
2.0 Establish Construction Access
Construction access shall be limited to a single entrance to access the project during construction.
A stabilized construction access adjacent to State Route 300 shall be built per the erosion control
plans. In our opinion, the existing access off of Gladwin Road may be used as the stabilized
construction access.
3.0 Control Flow Rates
Properties and waterways located downstream from the construction site is protected from
erosion by adhering to the stormwater management manual by containing all construction runoff
on-site due to the 2yr 24hr storm event. Due to this, a downstream analysis is not necessary for
this project during construction. Temporary retention/ detention stormwater facilities, shall be
functional prior to the construction of site improvements. Additional or different stormwater flow
control may be necessary if current designed facilities are not functioning as intended. If
permanent infiltration ponds are used for flow control during construction,these facilities should
be protected from siltation during the construction phase.
4.0 Install Sediment Controls
Sediment controls deemed adequate for this project are naturally vegetated terrain, designed
Envirotech Engineering Iglesia Asemblea de Dios
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Fax:360-2754789 Parcel 12331-32-00040
September 19,2013
sediment ponds,and silt fencing. See the stormwater management plan for locations and details.
5.0 Stabilize Soils
Soil stabilization is necessary for this project.Temporary seeding and permanent soil stabilization
requirements are provided in the stormwater management plans. This also includes stabilizing all
exposed and unworked soils from runoff and wind erosion.
6.0 Protect Slopes
Both natural and fill slopes shall be protected per the stormwater management plans. This
includes stabilizing with vegetation,and maintaining natural vegetation.
7.0 Protect Drain Inlets
There are no existing drain inlets that will be influenced by this project. Proposed inlets shall be
protected with inlet barriers,or other approved alternative,per the erosion control plan.
8.0 Stabilize Channels and Outlets
All designed channels and outlets, if any, shall be stabilized with vegetation, riprap, or other
appropriate means. See the stormwater management plans for locations and details.
9.0 Control Pollutants
Pollution generated from construction must be controlled at all times. Control of pollutants other
than sediments includes the following:
1. All pollutants other than sediments, including waste materials and demolition debris,that
occur on-site shall be handled and disposed of in a manner that does not cause
contamination of stormwater.Woody debris may be chopped and spread on site.
2. Cover, containment and protection from vandalism shall be provided for all chemicals,
liquid products,petroleum products,and non-inert wastes present on the project site.
3. Maintenance and repair of heavy equipment and vehicles involving oil changes,hydraulic
system drain down, solvent and de-greasing cleaning operations, fuel tank drain down
and removal, and other activities which may result in discharge or spillage of pollutants
to the ground or into stormwater runoff must be conducted using spill prevention
measures, such as drip pans. Contaminated surfaces shall be cleaned immediately
following any discharge or spill incident. Emergency repairs may be performed on-site
using temporary plastic placed beneath and, if raining,over the vehicle.
4. Wheel wash or tire bath wastewater shall be discharged to a separate on-site treatment
system or to the sanitary sewer, if available.
5. Application of agricultural chemicals including fertilizers and pesticides shall be
conducted in a manner, and at application rates that will not result in loss of chemical to
stormwater runoff.Manufacturers' recommendations for application rates and procedures
shall be followed.
6. BMP's shall be used to prevent or treat contamination of stormwater runoff by pH
modifying sources. These sources include, but are not limited to, bulk cement, cement
Envirotech Engineering Iglesia Asemblea de Dios
Ph.360-275-9374 Page 5 of 7 NE State Route 300,Belfair
Fax:360-275-4789 Parcel 12331-32-00040
September 19,2013
kiln dust,fly ash,new concrete washing and curing waters,waste streams generated from
concrete grinding and sawing, exposed aggregate processes, and concrete pumping and
mixer washout waters. Stormwater discharges shall not cause or contribute to a violation
of the water quality standard for pH in the receiving waters.
7. Construction sites with significant concrete work shall adjust the pH of stormwater if
necessary to prevent violations of water quality standards.
10.0 Control Dewatering
Although dewatering will not be likely for this project, special provisions are required to be
followed when dewatering. The outlet for dewatering shall be located in a position as to prevent
sediments and pollution from leaving the site.This may be accomplished by pumping water into a
sedimentation pond,or other standard control.
11.0 Maintain BMP's
All temporary BMP's must be inspected and maintained accordingly.This includes the following:
Stabilized Construction Entrance
The stabilized construction entrance shall be inspected at reasonable increments. Increased usage
of the construction entrance warrants more frequent inspections. Additional rock shall be added
periodically to maintain proper function of the pad.
Temporary Sediment Traps/Permanent Infiltration Ponds
If used, temporary sediment traps are to be inspected after each rainfall event, and daily during
prolonged rainfall.The accumulation of sediments that reaches no more than 1-foot in depth shall
be removed and used as appropriate on-site fill or disposed in an approved off-site dump. Side
slopes, weir and other sediment trap features shall be immediately repaired, if necessary.
Permanent infiltration ponds shall be inspected periodically, and maintained as necessary, for a
build-up of sedimentation,debris from trees or other vegetation,or any other foreign debris.
Silt Fence
All silt fencing shall be inspected immediately after each rainfall and at least daily during
prolonged rainfall.Any required repairs shall be made immediately.
Permanent Vegetation
Permanent vegetation shall initially be inspected regularly to insure establishment and healthy
growth. Once established, vegetation may need to be periodically fertilized for continuous
growth.Vegetation shall be re-established in areas, if necessary.
While active construction is in process,all temporary erosion and sediment control facilities shall
be inspected and immediately maintained if necessary per the requirements provided above. In
the event that construction activities are discontinued for at least 4 consecutive days, the owner
shall be responsible for the inspection, and immediate maintenance if necessary, of all temporary
Envirotech Engineering Iglesia Asemblea de Dios
Ph.360-275-9374 Page 6 of 7 NE State Route 300,Belfair
Fax:360-2754789 Parcel 12331-32-00040
September 19,2013
erosion and sediment control facilities immediately after storm events, and at least once every 7
days.
In addition to the aforementioned inspection and maintenance schedule, the owner shall install
additional erosion and sediment control facilities if proposed erosion and sediment control
measures prove to be inadequate.
Construction Road/Parking Area Stabilization
Inspect stabilized areas regularly, especially after large storm events. Crushed rock, gravel base,
hog fuel, etc. shall be added as required to maintain a stable driving surface and to stabilize any
areas that have eroded. Following construction, these areas shall be restored to pre-construction
condition or better to prevent future erosion.
Dust Control
Respray area as necessary to keep dust to a minimum.
Concrete Handling
Containers shall be checked for holes in the liner daily during concrete pours and repaired the
same day.
Maintenance Responsibility
Inspection, maintenance, and financial liability of all temporary/ permanent erosion and
sedimentation control facilities shall ultimately be the responsibility of the owner's utilizing the
facilities.Currently,the following proponent is in charge of this responsibility:
Asemblea De Dios Internacional Agua Viva
160 Santa Maria Lane
Belfair,Washington 98528
Furthermore, the owner shall establish a Certified Erosion and Sediment Control Lead (CESCL)
for construction observation and oversight of the project to ensure compliance with the ESC
components of the approved Drainage and Erosion/ Sediment Control Plans. This designation
currently belongs to:
Asemblea De Dios Internacional Agua Viva
160 Santa Maria Lane
Belfair, Washington 98528
12.0 Manage the Project
The designated manager for this project is:
Asemblea De Dios Internacional Agua Viva
160 Santa Maria Lane
Belfair,Washington 98528
Envirotech Engineering Iglesia Asemblea de Dios
Ph.360-275-9374 Page 7 of 7 NE State Route 300,Belfair
Fax:360-2754789 Parcel 12331-32-00040
September 19,2013
APPENDIX A
CALCULATIONS
Single Event Hydrograph Method
Input trapezoidal storage
Design Storm 2yr-24hr w, bottom width (ft) 40
P, precipitation depth (in) 3.8 I, length of pond (ft) 100
CN, pre-existing curve number 30 run, horizontal component of side slope (ft) 3
CN, proposed curve number 98 rise, vertical component of side slope (ft) 1
Al, proposed area of change (sf) 60000 (must have consistent CN)
A2, area left unchanged (sf) 0 (must have consistent CN)
L1, flow length (ft) 300
L2, flow length (ft) 0
s1, slope (ft/ft) 0.05
s2, slope (ft/ft) 0
R, hydraulic radius 0.1
n, Manning's roughness coeff. 0.4
f, infiltration rate (in/hr) 6
d, subsurface distance (ft) 3 distance from bottom of pond to impermeable, water, or different soil surface
Out ut
SCS Curve Number Equations
S= 23.33 Max. natural detention due to infiltration, storage, etc. Pre-Existing (in) S=1000/CN-10
S= 0.20 Max. natural detention due to infiltration, storage, etc. Proposed (in)
Qd = 3.57 Runoff depth over area (in)
V= 17828.05 Runoff volume (cubic feet)
k= 0.80 time of concentration velocity factor(ft/sec) k=(1.49`R^0.667)/n
v1= 0.18 velocity of flow(ft/sec) v=k"SQRT(s)
v2= 0.00 velocity of flow(ft/sec)
TOTt=L/ 60*v 27.88 Travel time (min) ( )
Tt2= 0.00 Travel time (min)
Tc= 27.88 Time of concentration (min) Tc=Tt1+Tt2+....Ttm
w= 0.15 routing constant w=dt/(2Tc+dt)
Santa Barbara Urban Hydrograph Method Add Snowmelt Factor to hyetograph if elevation is above 1000 feet
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917VO 9t7t'O 899'0 L90'0 L90'0 Otto'L 000'0 000'0 000'0 000'0 000'0 99Z'L 890'0 8LO'0 91
L6E'O L6£'0 999'0 L90'0 L90'0 £L6'0 000'0 000'0 000'0 000'0 000'0 L8 L'L 890'0 8 LO'0 £'L
69E'0 69£'O £07'0 090'0 090'0 906'0 000'0 000'0 000'0 000'0 000'0 6LL'L L90'0 £LO'0 Z'L
9££'0 9££'0 ZLb'O 6VO'O 6170'0 L98'0 000'0 000'0 000'0 000'0 000'0 890'L L90'0 ELO'0 O'L
EO£'O £0£'O L LVO 6170'0 6b0'O L08'0 000'0 000'0 000'0 000'0 000'0 L L0'L L90'0 £LO'0 8'9
Z8Z'0 Z8Z'O L6Z'O 9£0'O 9£0'0 89L'O 000'0 000'0 000'0 000'0 000'0 996'0 9£0'0 OLO'O L'9
6LZ'O 6LZ'O 06Z'O 9£0'O 9£0'0 EZL'O 000'0 000'0 000'0 000'0 000'0 OE6'0 9£0'0 0 LO'0 9'9
17LZ'0 t7LZ'O 69Z'O 9E0'O 9£0'0 889'0 000'0 000'0 000'0 000'0 000'0 V68'0 9£0'0 OLO'O E'9
L9Z'O L9Z'O 88Z'O 9£0'O 9£0'0 1799'0 000'0 000'0 000'0 000'0 000'0 898'0 9£0'0 OLO'0 Z'9
69Z'O 69Z'O L9Z'O b£0'0 VETO 6L9'0 000'0 000'0 000'0 000'0 000'0 ZZ8'0 9E0'0 OLO'0 0'9
917Z'0 9vZ'0 98Z'0 VCO'O ti£0'0 1789'0 000'0 000'0 000'0 000'0 000'0 98L'O 9£0'0 OLO'0 8'9
LEZ'O LEZ'O 9VZ'O OEO'O 0£0'0 099'0 000'0 000'0 000'0 000'0 000'0 6bL'O L£0'0 800'0 L'9
tr£Z'O 17£Z"0 9bZ'O 6ZO'O 6ZO'O LZ9'0 000'0 000'0 000'0 000'0 000'0 8LL'0 LEO'0 900'0 9'9
Stage-Storage Relationship
Stage-Storage Relationship
Stage, h Storage
ft cubic ft 16
0 0 14
2 9200 0 12
4 20800 0
6 34800 d 10
8 51200 08
10 70000 1°
12 91200 12 6
14 114800 d 4
vM
( 2
0
0 20000 40000 60000 80000 100000 120000 140000
Storage(cubic feet)
Routing Curve for t=10 min
Routing Curve for trapezoid retention
12.000
Stage, h Outflow Storage 0+2S
ft O cfs S cfs cfs 10.000
0 0.5556 0.0000 0.5556 8.000
2 1.2187 15.3333 31.8854
4 2.1161 34.6667 71.4495 c 6.000
6 3.2478 58.0000 119.2478 F.
a.000
8 4.6137 85.3333 175.2804
10 6.2139 116.6667 239.5472 2.000
12 8.0482 152.0000 312.0482 0.000
14 10.1169 191.3333 392.7835 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0
Outflow+2 Storage(cfs)
LEVEL POOL ROUTING TABLE
98£'L t?98'£ 0K*0 900'V Zt,9'£ b£Z'0 6ZZ'0
LL£'L £89'£ b£L'0 LL8'£ 99£'£ 6ZZ'0 £ZZ'0
8tIZ'L 66b'£ LZL'0 9Z9'£ 68L'£ £ZZ'0 VETO
Z8L'L 9L£'£ OZL'0 9£ti'£ 6LO'£ KZ'O ZOZ'0
8 L L'L 6£L'£ K L'0 £9Z'£ L98'Z ZOZ'0 V6 L'0
1790'L OL6'Z LOL'0 LLO'£ £69'Z 176L'0 06L'0
886'0 008'Z OO L'0 006'Z 9Z9'Z 06 L'0 98 L'0
LZ6'0 9Z9'Z V60'0 6LL'Z 99£'Z 98L'0 6LL'0
998'0 8bt7'Z L80'0 9£9'Z 98L'Z 6LL'0 LLL'0
L6L'0 ZLZ'Z 080'0 Z9£'Z LZO'Z LLL'0 09L'0
6ZL'O LOL'Z 17LO'0 9LL'Z £98'L 09L'0 Z9L'0
L99'0 L£6'L 890'0 t700'Z 90L'L Z9 L'0 Li7V O
909'0 £LL'L L90'0 b£8'L 9179'L LtIVO LK'0
Z179'0 L09'L 990'0 Z99'L 98£'L L17 VO t1£L'0
ZWO Ltiti'L 6t,0'0 06t7'L L£Z'L ti£L'0 9Z L'0
bZtl'0 08Z'L £t70'0 £Z£'L 1780'L 9Z L'0 t,L L'0
OL£'0 LZ L'L 8£0'0 b9L'L 9176'0 b L L'0 90 L'0
8L£'0 t786'0 Z£0'0 9L0'L £L8'0 90L'0 860'0
89Z'0 9t,8'0 LZO'0 £L8'0 V89'0 860'0 L60'0
62'0 L LL'0 ZZO'0 ££L'O 099'0 L60'0 Z80'0
9LL'0 £89'0 9L0'0 009'0 917t"O Z80'0 ZLO'0
9£L'0 17917'0 VLO'0 8LI7'0 917£'0 ZLO'0 090'0
ZOL'0 69£'O OLO'0 OL£'0 09Z'0 090'0 090'0
£LO'O OLZ'O L00'O LLZ'0 98L'0 090'0 Z170'0
"O'0 £6L'0 900'0 96L'0 ZZL'0 Zt?0'0 17£0'0
8Z0'0 LZL'0 £00'0 0£L'0 LLO'O tl£0'0 9Z0'0
17MO tiLO'O L00'0 9L0'0 9£0'0 9Z0'0 9L0'0
900'0 9£0'0 000'0 9£0'0 ZLO'0 9L0'0 800'0
L00'0 £LO'0 000'0 £LO'0 £00'0 800'0 Z00'0
000'0 £00'0 000'0 £00'O 000'0 Z00'0 000'0
000'0 000'0 000'0 000'0 000'0 000'0 000'0
000'0 000'0 000'0 000'0 000'0 000'0 000'0
paseajoul aq;snw lg6ieq abets uay; `jja `jI 000'0 000'0 999'0 000'0 000'0 000'0 000'0
}t O NO) NO) sIO) (sIO) (sIO
96els (L+u)sZ+ (u)O (u)sZ+ (u)sZ (L+u)I (u)I
(L+u)O (L+u)I+(u)I
9ZL'£ OL8'8 L17E'0 L2'6 8£L'8 L£Z'0 ZtiZ'0
L6L'£ 980'6 99E'0 Lbb'6 096'8 ZIVZ'O 6tZ'O
89Z"E 90£'6 179E'0 OL9'6 £9L'6 6VZ'O 89Z'0
ZZE'E 8Z9'6 ZLE'O 006'6 OL£'6 89Z'0 ZLZ'O
tl8E'E ZtiL'6 08E'0 ZZL'OL 699'6 ZLZ'O L8Z'O
Ltlt,'£ 096'6 88E'0 8£E'OL tLL'6 L8Z'0 E8Z'0
9L9'E M'OL L6E'O 099'OL Z66'6 £8Z'0 98Z'0
989,E 68E"O L 9017'0 96L'O L OZZ'O L 98Z'0 68Z'O
699,E 9Z9'0l 9Lb'0 Z10'L L 89VU 68Z'0 96Z'0
9EL'£ EL8'0 6 9Zt7'0 86Z'L L OOL'O L 96Z'0 £0£'0
OL8'£ 9ZL'LL 9£t7'0 L991L £176'OL EO£'O 9LE'0
Z88'E 8L£'L L tit7ti'0 ZZ8'L L 9L L'L L 9 L6'0 L££'O
Lt,6'£ OZ9'L L NVO £LO'Z L 98E'L L LEE'0 99£'0
666,E 6£8'L L 69t7'0 86Z'Z L £99'L L 99£'0 06£'O
EZO't, ZLO'ZL E917'0 t7LV'ZL 9V9'LL 06£'O 017t7'0
9L0'17 80L'ZL Z9b'0 699'ZL 6L91L Obb'O LL9'O
996,E 080'ZL 99t7"0 9£9'ZL Zt,b'L L L L9'0 Z89'0
698,E 968'L L Ltltl'0 8E£'ZL ZOL'L L Z89'0 £99'0
689'£ £b9'L L 6 Lti'0 E96'L L b99'0 L E99'0 99L'O
9£I7'£ 17L6'0 L L8£'0 L9£'L L 9EL'6 99L'0 LL8'O
660'£ ZZL'OL 1717E'0 9917'0L L99'8 LL8'0 Eb6'0
99L'Z 966'8 OOE'O 96Z'6 6t?9'L £176'0 £08'0
L L9'Z 6t78'L 69Z'O LL L'8 89L'9 E08'0 999'0
L9£'Z LZOI 617Z'0 9LZ'L 17LZ'9 999'0 9t7t"O
09Z'Z EZ9'9 9£Z'0 69L'9 9L6'9 917U'0 L6£'O
L9 L'Z 09 L'9 EZZ'O £L£'9 9L9'9 L6£'0 69£'O
9L0'Z 0178'9 ELZ'0 £90'9 L9E'9 69E'O 9E£'0
L00'Z OL9'9 VOZ'O VLL'9 9£L'9 9£E'0 EO£'O
LE6'L 6E£'9 L6 L'O 9£9'9 096't, £OE'0 Z8Z'O
698'L LK*9 06 L'0 LEE'9 9LL'17 Z8Z'O 6LZ'O
86L'L 996'tl £8 L'0 8K'9 969'17 6LZ'O bLZ'O
9ZL'L 8LL'b 9LL'0 E96't, ZLVv VLZ'O L9Z'0
999'L L89't, 89L'0 99L'7 6ZZ'17 L9Z'0 69Z'0
999'L L6E'tl L9L'0 69917 b9017 69Z'0 9bZ'O
LZ9'L 9LZ'17 179L'0 69£'t? 988,E 9t7Z'0 L£Z'O
179VI OV017 817VO 88L'b LLL'£ L£Z'0 17£Z'0
III