HomeMy WebLinkAboutStudies APPLICANT 5/25/2010
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5073
DRAINAGE REPORT
FOR
THE WATERSTONE APARTMENT COMPLEX
Prepared for:
Slayden Construction Group, Inc.
500 Willamette Avenue
Stayton, OR 97383
April 29, 2010
PRE-SUBMITTAl. REC'O
:1~MULTII
~. ~ TECH
ENGINEERING SERVICES, INC.
MAY 2 fi 2010
1155 13'h Street SE
Salem OR 97302
www.multitech.ws
PHONE:
FAX:
EMAIL:
(503) 363-9227
(503) 364-1260
mwh@multitech.ws
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5073
DRAINAGE REPORT
FOR
THE WATERSTONE APARTMENT COMPLEX
Prepared for:
Slayden Construction Group, Inc.
500 Willamette Avenue
Stayton, OR 97383
April 29, 2010
PRE-SUBMITTAL REC'O
MAY 2. 5 ZOIO
ENGINEERING SERVICES, INC.
1155 13'h Street SE
Salem OR 97302
www.multitech.ws
PHONE:
FAX:
EMAIL:
(503) 363-9227
(503) 364-1260
mwh(a)multitech. ws
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The Waterstone Apartment complex is located at the 200 block of S. 67'h Street adjacent to the
intersections with Camellia Court and Bluebelle Court, see attached figure I & 2. The site will
impact approximately 4.3 acres of the 5.8 acre site. An on-site drainage, detention, and water
quality system has been designed for the impervious area for this development. As part of the
development, the westerly halfofS 67th Street is to be widened along the entire frontage of the
development. This report focuses on the impacts and mitigation of the newly created impervious
surfaces from the on-site improvements.
Existinl! Conditions
The site is located near the headwaters of catchment 6_58 of the Weyerhaeuser Outfall Basin.
The existing ground for the development is meadow, with some trees, that slopes to the
northeast. The slopes are predominately rolling as defined in the OOOT Hydraulics Manual. A
natural drainage swale traverses along the easterly portion of the property that drains into an
existing 24-inch storm pipe located near the northeast corner. The 24-inch pipe drains into a
manhole that is identified as node 2105 in figure 3-12, page 0-4 of the City of Springfield's
Stormwater Facilities Master Plan. The site is bordered by sparsely developed land to the south
and west, and single family residential to the north and east. These areas drain into the drainage
swale naturally or via a pipe conveyance system. Figures 3 to 6 shows the drainage areas with
supporting data.
The Natural Resources Conservation Service Soil Survey of Lane County identifies one major
soil unit for the developed area. This soil is a Oixonville-Philomath-Hazelair complex, 3 to 12
percent slopes (map unit 43C). Appendix A shows the Natural Resources Conservation Service
Soil Survey Map and supporting data for the site. The soil is in the hydrologic soil group (HSG)
O.
Developed Conditions
The proposed development will create approximately 4.3 acres of developed surface. This
surface will consist of street improvements, parking lots, lawns, sidewalk, and apartment
buildings. Figure 7 shows the developed site with the proposed storm water infrastructure. Storm
water will be treated by a water quality manhole, bio-swale, or pervious concretp~E~~MITTAL REC'D
entering the drainage swale that traverses the site. MAY 2 ;) lOlO
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As shown on Figure 8, the site was divided into two drainage basins. Basin "A" will have a
detention system that regulates storm water runoff to the pre-developed flows rates for the 5, 10,
and 25-year storm events. Table I shows the recurrence intervals, total precipitation, and the
allowable release rates. It should be noted that the allowable release rate has been adjusted to
take in account the undetained llows from buildings 3,4,10, and II and undeveloped areas. These
areas will notllow into the detention system. Appendix "B" contains the drainage analysis for
the basin.
Table I
Recurrence Interval Total Precipitation Allowable Release
Depth Rate
(years)
(inches) (cfs)
5 3.80 0.98
10 4.30 1.29
25 4.80 1.62
As stated above, the detention system will regulate storm runoff to pre-developed flow rates for
the 5, 10, and 25 year storm events. Table 2 below shows the pertinent data of the detention
system. The detention system has the capacity to store approximately 6,165 cubic fPRt-~U~NlITIAl REC'D
Table 2 MAY 2 5 2010
Recurrence Interval Orifice Diameter Release Rate Required Volume
(years) (inches) (cfs) (cubic feet)
5 4.5 0.96 4,452
10 3.5 1.27 5,293
25 2.0 1.60 6,075
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Prior to entering the detention system, storm water will flow thru a water quality manhole. This
manhole will capture sediments, hydrocarbons, and trash. The detention pipes will have a
positive 0.10 percent grade to aid in the reduction of sedimentary material inside the system and
reduce maintenance.
In addition to having multiple orifices in the control structure, the system has been designed with
an emergency overflow system. The overflow system is a IS-inch diameter stand pipe that has
the ability to pass a I DO-year event flow.
Basin "B" has natural topography that makes the ability to capture and detain storm water runoff
difficult at best. Due to these constraints, pervious concrete will be used to attenuate storm water
runoff for all road surfaces. An added benefit of this type of system is the built in water quality
abilities of the pervious concrete.
Because the native soils are predominately in hydrologic soil group D, additional drainage
features will be added to address potential high intensity events. In particular, catch basins will
be placed in low areas for surface flows and a perforated pipe line for subsurface water.
In the hydrological analysis of the site, the SCS TR-20 runoff method was used to generate an
SCS unit hydrograph. This technique is similar to the Santa Barbara Unit Hydrograph. The
computer program "Hydrocad", by Applied Microcomputer Systems, was used to generate
runoff quantities and hydrographs for the various storm events. A design storm of 24-hours
duration based on the standard NRCS Type I A rainfall distribution was used in the analysis. A
weighted Curve Number (CN) was used for developed conditions. The computer-generated
output of the analysis is in Appendix B.
Water Quality
Water quality will be performed by two types of systems for the site. Basin "A" will have a
water quality manhole and water quality swale per Clean Water Services standards. Water
exiting the detention system will pass through water quality swale. The swale will have a
minimum residence time of9.0 minutes. The supporting calculations, construction and
maintenance notes, and detail are located in Appendix "C" of this report. Table 3 below shows
the pertinent information for the swale. PRE.SUBMITTAL REC'D
MAY 2 5 2010
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Table 3
Length Water Quality Flow Velocity Time
(feet) (cfs) (fps) (minutes)
175 0.20 0.19 IS
In the hydrological analysis of the WQ flow for Basin "A", the SCS TR-20 runoff method was
used to generate an SCS unit hydrograph. The computer program "Hydrocad", by Applied
Microcomputer Systems, was used to generate runoff quantities and hydrographs for the 6-month
WQ storm events. A design storm of 24-hours duration based on the standard NRCS Type IA
rainfall distribution was used in the analysis.
Water quality for Basin "B" will be performed by the pervious concrete. As previously stated,
catch basins will be constructed at low points as a backup system for prolong high intensity
events. A water quality swale will be constructed per Clean Water Services standards from the
outlet end of the conveyance system to the natural drainage swale.
Convevance Svstem
As part of the development, a crossing of the natural drainage swale that traverses the property
will be necessary. In order to avoid impacting wetlands along the swale, an 8' x 3-5" pipe arch is
being proposed to span the crossing. This pipe has an approximate end area of 20 square feet
with a capacity that far exceeds the estimated offsite flow. An offsite flow of 8 cfs was used as a
reference !low to determine if the pipe arch had the capacity to pass the offsite flow. This was
obtained using information from Appendix "A" of the City of Springfield's Stormwater Facility
Master Plan.
PRE.SUBMITTAL REC'D
MAY 2 5 2010
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Appendix A
ppt:.S' II'" ~\T'fAl REC'O
\, Ai t ~ 7.010
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44" 2'39"
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44"2'31"
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Hydrologic Soil Group-Lane County Area, Oregon
(Existing Site Conditions)
44"2'39"
44' 2'31"
MapScale 1:1,070' pnnted onA size (8.S"l( 11") sheet
PRE-SIIRMITTAL REC~)
...
N'AY I) 5 2010 ~
N
A
10 '"
40
"",'"
60
o
o
160
Feet
24<J
40 III
USDA Natural Resources
Conservation Service
Web Soil Survey 2.2
National Cooperative Soil Survey
6/3/2009
Page 1 of4
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I 15
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PRE-SlIRMITTAL REC'[
MAY 2 5 2010
"'..
8'ls
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,.,
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roi,!
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me
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zu
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Hydrologic Soil Groo~.n. Coooty Are.. Oregon
Existing Site Conditions
I
Hydrologic Soil Group
I
I
Hydrologic Soli Group- Summary by Map Unn - Lan. County Area, Oregon
Map unit symbol Map unit name Roting Acres In AOI Percent of A.OI
43C Dixonville-Philomath-Hazelair 0 5.7 96.0%
comp4ex. 3 to 12 percent slopes
10SA Pengra silt loam, 1 to" percent slopes C 0.2 4.0%
Totals for Area of Interest 5.1 100.0%
I
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Description
I
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration stonns.
I
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and CID). The groups are defined as follows:
I
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
I
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefty of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
I
I
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefty of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture, These soils have a slow rate of water
transmission.
I
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefty of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
I
I
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the firstleller is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group 0 are assigned to dual classes.
Rating Options
PRE.SURMITIAl REC'O
MAY 2 ;) 2010
I
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
I
USQ.\
-
Natural Rnourcn.
Conservation Service
Web Soi Survey 2.2
National Cooperative Sod Survey
61312009
Page 3 of.
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Appendix B
PRE.SUBMITTAl REC'D
MAY 2 5 ZOW
I
I
Worksheet 3: TIme of Concentration (Td or travel time (TV
Project
Wa.+ecst"o<\e AI?Q;(.}V'YI(Vt4- Cu-rd.-t..
location
Sf><',,,Q.f>eld 0.<"0'-'
ChecI< one: GQ Present 0 Developed
Check one: ~Tc DTtthrough..m.re. &..:;'" "." "
Notes: Space for as many as two segments per flow type can be used lor each worksheet.
Include a map, schematic, or description 01 flow segments.
I
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By
MV\JH
Checked
0aIe
"1-;0-0"1
Olte
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~lJ1t~~Jit~:U~~t~~WJr~1f~,~~'i~~~f~~~w~~i1!~~lt~~~l~'i!~1f!~~t~~~';
Segment 10 A - i3
3. Flow length, L (total L t 300 II) ................................. II
4. Two-year 24-OOur rainfall, P2 .................................. in
5. Land slope, s ........................................................ Mt
6. Tt = 0.007 (nL) 0.8 Compule Tt ......... hr
P2 0.5 SO.4
'~~"'P~~'F.,"'~"'.~~~-?~',.l~~\'<;,:~t:p~.Q;e~"~_;,:J."""-:-,,,,>:'.,.:;~~F:,":t!W'i.!.'f~yj"!!ttf;~"'!!'.~"""'):-,.::t?;;;:....~.....-::";~i';.-r:;r'"_:.,~_.y.l:.'>':>....&;::;,':r;;";.'''-'!fy.~t~-
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1. Surface description (table 31 ...................................
2. Manning's roughness coefficient, n (table 3 I ..........
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a~::-
1.00
3. .~
0,015
on
1+1
9".17 I
f'-c.
Segment 10 i?,-c.
fv\~(\,*ovi
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7. Surface description (peved or unpaved) .....................
8. Flow length, L ...........................................................11
9. Watercourse slope, s ............................................ Mt
10. Average velocRy, V (figure 1) ............................. Ws
11. Tt = L Compute Tt ........... hr
3600 V
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f't\t\~d~,vJ,
1..()6
--'0
0.3'-1 :;
1.'1
I + I 0,0 \
=1 d, 05 I
{},aq
0,8
0,07
I
~~,~li~~1Yit~k~\~i~lJi~fiAlfm~~}iI?~~jliri~iF~jiJlli~.!lIifeii,
Segment 10
12. Cross sectional flow area, a................................. 112
13. Wetted perimeter, Pw .............................................. II
14. Hydraulic radius, r=....!. Compute r ......................... II
Pw
15 Channel slope, s ..................................................... fVtt
16. Manning's roughness coefficient, n ............................
17. Va 1.49 r 213 s 112 Compute V ................fVs
n
18. FIow1englll, l .......................................................... II
19. Tt a L Compute Tt .............. hr I + I = CJ
20. Waters~r~ubare8 T cor Tt (add T, in steps 6, 11, and 19) ....................................................... Hr ~
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Hydrology
7-F-S
or a distance of 300 feet The overland sheet flow velocity is usually slower than the
velocities further downstream.
The kinematic wave equation can be used to estimate the time of concentration associated
with overland sheet flow. The equation is shown below, and it is only applicable for travel
distances equal to or less than 300 feet.
T _ 0.93(L..6n..6)
.., (iMS"')
Where:
T os, = Travel time for the overland sheet flow segment in minutes (min.)
L = Length of the overland sheet flow segment in feet (ft)
n = Manning's roughness coefficient (See Table 3)
= Rainfall intensity in inches per hour (in/hr) See Appendix A.
S = The average slope of the overland area in feet per feet (ftlft)
(Equation 4)
Note: Calculating the time of concentration for overland sheet flow is an iteratwe or trial
and error solution because both the flow time and the rainfall intensity are unknown. The
procedure is illustrated in the Example.
Table 3 Manning's Roughness Coefficients for Overland Sheet Flow
(Maximum Flow Depth = I inch)
Pavement & Roofs 0.014
City Business Areas 0.014
Graveled Surfaces 0.020
Apartment Dwelling Areas 0.050
Industrial Areas 0.050
Urban Residential Areas (more than 6 units acre) 0.080
Meadows, Pastures & Range Land 0.150
Rural Residential Areas (more than 6 units acre) 0.240
Playgrounds, Light Turf 0.240
Parlcs & Cemeteries, Heavy Turf 0.400
Woodland & Forests 0.400
· Shallow Concentrated Flow - Overland sheet flow often becomes either shallow
concentrated flow or open-channel flow as it progresses down the drainage. It becomes
ODOr Hydraulics Manual
PRE.SUBMITTAI I"~('ID
MAY 2 5 20
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.1
50
40
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.3 .5
2 3
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10
20
50
40
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VELOOlY. V (Fl1 Sec,)
Figure 1 Shallow Concentrated Flow Velocities
PRE-SUBMITTAl REC'O
MAY 2 5 7010
OooT Hydraulics Manual
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Worksheet 3: TIme of Concentration (T c> or travel time (TV
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P<Cjeel By Oat.
Wct+c,," .....+vor t\""',-tv",,,-t ((,"''''~C;}o!'" ". MoW H Cf~ II!! - II "
,
Lccatlon Checked Dale
~P-rtr. ~. f;..! d i).r ( " iJ '1
Check one: ISl Present 0 Developed
IRlTc o Tllh'ough subarea " "
Check one: 1;:\<\,;. " e
Notes: Space for as many as two segments par flow type can be used for each wor1<sheet.
Include a map, schemalic, or description of flow segments.
.~~~~lA1k~~J]IJjt~~tftmt).1}l~~~t~~t11Wi~~ii~Wtm~1~~.l\~:~\1'iflgl5~l\
Segment 10 A-(:',
1. Surface description (Iable 31 ................................... ~.f\.." (.t(1~
2. Manning's roughness coeffiCient, n (lable31 .......... O. I S
3. Flow length, l(total lt300 fI) ................................. fI i 50
4. Two-year 24-hour rainfall, P2 .................................. in 3. :>
5. Land slope, s ........................................................ ftIft 0, I 3 3
0.8 Compute Tt hr O. I 0 1 +1 =l o. I !) I
6. TI = 0.007 (nl) .........
P2 0.5 sO.,
_~E~r~llfI~lr~I~~ml~ll~11~~~i\l9:%'~I!~~~~~Bitl~I~;.i~i&~g~~l~~f~it~J1~~41~~i
Segment 10 R- c.
7. Surface description (paved or unpaved) ..................... M~Qr.l6\A)
8. Flow length, l ...........................................................fI 70
9. Watercourse slope, s ............................................ ftIft 0, I 1'-1
10. Average veloc~y. V (figure 1) ............................. fils O. q
". Tt = l Compute Tt hr a. 0 L 1 +1 =\ 0, Ol. I
...........
3600 V
~-,f><{~l\1~~'1;Sr~py7>~~t~1@~~~iY;nt;>f:~~i~'R?~"k~'t~'fti}rl~f;1frh~~~~~~~:K1~,~..fJ,~1':~'t~~~~":J~1~~.;~;jl.~nt{*-1\:;
~J~I~ f j,J,~klJ~~~j'kt;~~~~t,~.~~~~~~~~~li,t;~1~.~{1k~~-~~~~~\.~%a~gi1;Li{~~\~)k~~,i:,~~h;tj5'~4i;:~$~~.:~?;};&.
'.\"h"'''......,,~.. ,,,>.....""'v.l~_ _,.... . - ,_~_~... .......... .1" _ >:,;. _~_.__._ . .-__.... . h..~.....,_, , . L'-' ,jl;,; - ...... ...t. - ....,._. ~...." ., ...;XI .-->0
_ ,..~_.~-
Segment ID
12. Cross sectional flow area, a ................................. fl.
13. Wetted perimeter, Pw .............................................. fI
14. Hydraulic radius, a Compute fI
,.,. - r .........................
15 Channel slope, s Pw ftIft
.....................................................
16. Manning's roughness coefficient, n ............................
17. V= 1.49r 213 s 112 Compule V ................tVs
n
18. FIow1ength, L .......................................................... fI
19. Tt . L Compute Tt hr 1 + 1 :~
..............
3600 V
20. Watershed or subarea T c or Tt (add Tt in steps 6, ", and 19) .......................................................
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PR()E'.S'1..ll~' ~~~lR RJ.;<.t'I'\",.t~ n .
(21G-V1.TR.S5.Sccond Ed.,Junc 1986) '" ~L ~t\" U ~
MAY 2 5 2010
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Hydrology
7-F-S
or a distance of 300 feel The overland sheet flow velocity is usually slower than the
velocities further downstream.
The kinematic wave equation can be used to estimate the time of concentration associated
with overland sheet flow. The equatiOD is shown below, and it is only applicable for travel
distances equal to or less than 300 feet.
T __ 0.93(Lo"Do.,)
(Equation 4)
..r (io.,SCl.3)
Where:
T..r* Travel time for the overland sheet flow segment in minutes (min.)
L = LeDgth of the overland sheet flow segment in feet (ft)
D - Manning's roughness coefficient (See Table 3)
j = Rainfall intensity iD inches per hour (inIhr) See Aooendix A.
S = The average slope of the overland area in feet per feet (ftlft)
Note: Calculating the time of concentration for overland sheet flow is an iterative or trial
and error solution because both the flow time and the rairifall intensity are unknown. The
procedure is illustrated in the Example.
Table 3 Manning's RoughDess Coefficients for Overland Sheet Flow
(Maximum Flow Depth:, I inch)
Pavement & Roofs 0.014
City Business Areas 0.014
Graveled Surfaces 0.020
Apartment Dwelling Areas 0.050
Industrial Areas 0.050
Urban Residential Areas (more than 6 units acre) 0.080
Meadows, Pastures & Range Land 0.150
Rural ResideDtial Areas (more than 6 units acre) 0.240
Playgrounds, Light Turf 0.240
Paries & Cemeteries, Heavy Turf 0.400
Woodland & Forests 0.400
· ShaDow Concentrated Flow - Overland sheet flow ofteo becomes either shallow
coDcentrated flow or open-channel flow as it progresses down the drainage. II becomes
PRE.SUBM''TAL REC'O
MAY' 2010
ODOT Hydraulics Manual
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II ydrology
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vaOClTY. V (R./ Sec.)
Figure I Shallow Concentrated Flow Velocities
PRE-SliP' ~ITIAl REC'O
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OooT Ilydraulics Manual
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"
.. , ,
"
"
..
...
s.at'4"~"'l(. 44610
~ ""
,I
"t.!l... ,''''
~ \ "
V, .
.....\\;..
!....
.....1'0: ," .-
-------------------
I
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A-P
Basin "A" Predeveloped
Conditions
PRE.SL'~ ,... , '~C'D
MAY z ;) 7010
eB~~
Drainage Diagram for Basin A Predeveloped
Prepared by Multitech Engineering. Printed 5/312010
HyOroCAD<I'I8.50 sin 000948 Q 2007 HydroCAD Software Solutions LLC
II
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Basin A Predeveloped
Prepared by Multitech Engineering
HydroCA[)@ 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type fA 24-hr 5-Year Rainfal/=3.80.
Printed 5/3/2010
Summary for Subcatchment A.P: Basin "A" Predeveloped Conditions
Tc calculated to be 15 minutes. Used developed areas and areas known to flow into detention system.
Other areas that did not flow into drainage system and were not being developed were ignored per City
design standards.
Runoff
1.28 cfs @ 8.07 hrs, Volume=
21,401 ct, Depth= 1.73"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 5-Year Rainfall=3.80"
Area (ac)
3.410
3.410
CN Description
78 Meadow, non-wazed, HSG D
Pervious Area
Tc
(min)
15.0
Length
(feet)
Slope Velocity Capacity Description
(fUff) (fUsee) (cfs)
Direct Entry,
Subcatchment A-P: Basin "A" Predeveloped Conditions
Hydrograph
I 0 Runoff~
.
~
~
o
u:
Type IA 24-hr 5~Year
Rai nfall=3.80"
Runoff ;Area=3.41 O' ac
Runoff Volume=21 ,401 cf
I " ,
Runoff Depth=1. 73"
Tc=15.0 min
CN=:78
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PRE_S\llltlA\T"A.\ RECID
MAY 2 a 2010
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Basin A Predeveloped
Prepared by Multitech Engineering
HvdroCAOO 8.50 sin 000948 @ 2007 HvdroCAD Software Solutions LLC
Type IA 24-hr 10-Year Rainfal/=4.30.
Printed 5/3/2010
Summary for Subcatchment A-P: Basin "A" Predeveloped Conditions
Tc calculated to be 15 minutes. Used developed areas and areas known to flow into detention system.
Other areas that did not flow into drainage system and were not being developed were ignored per City
design standards.
Runoff
1.64 cfs @ 8.07 hrs, Volume=
26,350 ct, Depth= 2.13"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 10-Year Rainfall=4.30"
Area (ac)
3.410
3.410
CN Description
78 Meadow, non-Qrazed, HSG D
Pervious Area
Tc
(min)
15.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-P: Basin "A" Predeveloped Conditions
Hydrograph
I 0 Runoff'
Ui4cts
:f ,
.!!.
Type IA 24-hr 10-Year
Rainfall=4.30"
R'unoff ~rea=3.41 0 ac
Runoff Volume=26,350 cf
, 1 I I !
Ri.J11off Depth=2.13"
Tc=15.0 min
CN=78
~
o
..
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PRE-SUBMITTAL REC'O
MAY 2 5 2010
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Basin A Predeveloped
Prepared by Multitech Engineering
HydroCA[)@ 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type /A 24-hr 25-Year Rainfal/=4.80.
Printed 5/3/2010
Summary for Subcatchment A-P: Basin "A" Predeveloped Conditions
Tc calculated to be 15 minutes. Used developed areas and areas known to flow into detention system.
Other areas that did not flow into drainage system and were not being developed were ignored per City
design standards.
Runoff
2.01 cfs @ 8.06 hrs, Volume=
31,475 ct, Depth= 2.54"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 25-Year Rainfall=4.80"
Area (ac)
3.410
3.410
CN Description
78 Meadow, non-qrazed, HSG D
Pervious Area
Tc
(min)
15.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-P: Basin "A" Predeveloped Conditions
Hydrograph
I [] Runoff'
2_Dltfs
2
Type IA 24-hr 25~Year
Rainfall=4.80"
Runoff :Area=3.410:ac
, , ,
Runoff Volume=31 ,475 cf
I I.'
,Runoff Dept~=2.54"
Tc=15.0 min
CN=78
~
.!O
~
o
u:
o
o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PRE.SI'~M\TTAl RECIO
UAY 2 " 2010
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A-U
Basin "A" Undetained
Flows
PRE-SUPMITTAL REC'D
MAY 2 iJ 2010
eB~~
Drainage Diagram for Basin A Undetained Flows
Prepared by Multitech Engineering, Printed 5/3/2010
HydroCAOO 8.50 sin 000948 Q 2007 HydroCAD Software Solutions LLC
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Basin A Undetained Flows
Prepared by Multitech Engineering
HydroCAD<ID 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type fA 24-hr 5- Year Rainfal/=3.80"
Printed 5/3/2010
Summary for Subcatchment A-U: Basin "A" Undetained Flows
Tc calculated to be 10 minutes per City standards. Areas include bldg 3,4,10, and 11.
Runoff =
0.30 cfs @ 7.94 hrs, Volume=
4,401 cf, Depth= 3.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 5-Year Rainfall=3.80"
0.34
0.32
03
0.28
0.26
024
0.22
_ 0.2
./!
~ 0.18
~ 0.1
..
0.14
0.12
0.1
0.08
0,06
004
0.02
o
o 1 2 3 4 5 6 7 8 9 10 l' 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
Area (ac)
0.340
0.340
Tc
(min)
10.0
CN Description
98 Paved parkinQ & roofs
Impervious Area
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-U: Basin "A" Undetained Flows
Hydrograph
030cft
I_ Runoff~
L
c.,
- -
Type:IA 24,-hr 5-Year
Rainfall=3.80"
J _ .! _ _, L ~
Runoff Area=O.340 ac
Runoff Volume=4,401' cf
Ru'noff De'pth=3.57"
. Tc=10~O min
CN=.98
c.,
PRE-SI'3MITTAl REC'D
MAY 2 :> 2010
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Type fA 24-hr to-Year Rainfal/=4.30"
Printed 5/3/2010
Basin A Undetained Flows
Prepared by Mullitech Engineering
HydroCAOO 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Summary for Subcatchment A-U: Basin "A" Undetained Flows
Tc calculated to be 10 minutes per City standards. Areas include bldg 3,4,10, and 11.
Runoff
0.35 cfs @ 7.94 hrs, Volume=
5,016 cf, Depth= 4.06"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 10-Year Rainfall=4.30"
Area (ac)
0.340
0.340
CN Description
98 Paved parkinq & roofs
Impervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-U: Basin "A" Undetained Flows
Hydrograph
0.38
0.36
0.34
0.32
03
0.28
0.26
0.24
'it 0.22
:;. 0.2
J 0.18
Lt,. 0.1
0.14
0.12
0.1
0.08
0.06
0.04
0.02
I_ RunOff~
a.35cts
,
Type IA 24-hr10-Year
Rainfall=4.30"
I I " , ,
RunoffArea=O.340ac
, ,
RunoffVolume=5,016>cf- -
'>Run9.ff peJlth=4.06" -
Tc=10.0 min
" CN=,98
,
,-
-,--
"
o 1 2 3 4 5 6 7 8 9 10 '1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PRE.SIIBMITTAl REC'D
MAY 2 !i 2010
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Basin A Undetained Flows
Prepared by Multitech Engineering
HydroCAOO 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type fA 24-hr 25- Year Rainfal/=4.80"
Printed 5/3/2010
Summary for Subcatchment A-U: Basin "A" Undetained Flows
Tc calculated to be 10 minutes per City standards. Areas include bldg 3,4,10, and 11.
Runoff
=
0.39 cfs @ 7.94 hrs, Volume=
5,632 cf, Depth= 4.56"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 25-Year Rainfall=4.80"
Area (ac)
0.340
0.340
Tc
(min)
10.0
0.42
0.'
0.38
0.36
0.34
0.32
0.3
028
0.26
i 0.24
u
- 0.22
j 02
y,. 0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
o
o
CN Description
98 Paved parkinq & roofs
Impervious Area
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-U: Basin "A" Undetained Flows
Hydrograph
,
"
I_ RunOff'
Type IA 24-hr 25-Year
: . ~ Rainfall:;:4.80"
,
Runoff Area=O.340 ac
.Runoff Volume=5,632. cf
Runoff DeJlth~4;56"
., - -.,
Tc=10~O min
_ L i _ -1 _ _,_ _L I 1..J
CN=98.
234567
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PR~.~ In IriAI REC'D
k,A; 2 5 2010
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A-P
Basin "A" Predeveloped
Conditions
PRf.~' ;~MITTAL REeD
MAY 2 5 2010
eB~~
Drainage Diagram for Basin A Predeveloped
Prepared by Mullilech Engineering, Printed 5/312010
HydroCAOO 8.50 sin 000948 t9 2007 HydroCAD Software Solutions LLC
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Basin A Predeveloped
Prepared by Multitech Engineering
HvdroCA[)@ 8.50 sin 000948 @ 2007 HvdroCAD Software Solutions LLC
Type fA 24-hr 5-Year Rainfal/=3.80.
Printed 5/3/2010
Summary for Subcatchment A-P: Basin "A" Predeveloped Conditions
Tc calculated to be 15 minutes. Used developed areas and areas known to flow into detention system.
Other areas that did not flow into drainage system and were not being developed were ignored per City
design standards.
Runoff
=
1.28 cfs @ 8.07 hrs, Volume=
21,401 cf, Depth= 1.73"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 5-Year Rainfall=3.80"
Area (ac)
3.410
3.410
CN Description
78 Meadow, non-grazed, HSG D
Pervious Area
Tc
(min)
15.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-P: Basin "A" Predeveloped Conditions
Hydrograph
128ds
;;
~
.
o
u:
10 Runoff'
Type IA 24-hr5~Year
Rainfall=3.80i.
Runoff Area=3:410:ac
I I I "" I
Runoff Volume=21 ,401 cf
, ,
.Runoff Dep,th=1. ~3"
Tc=.15.0 min
CN~78
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
opr _"11'" M1Al REeD
y ? ~ 2010
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Basin A Predeveloped
Prepared by Multitech Engineering
HydroCAOO 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type fA 24-hr 10-Year Rainfal/=4.30.
Printed 5/3/2010
Summary for Subcatchment A-P: Basin "A" Predeveloped Conditions
Tc calculated to be 15 minutes. Used developed areas and areas known to flow into detention system.
Other areas that did not flow into drainage system and were not being developed were ignored per City
design standards.
Runoff
1.64 cts @ 8.07 hrs, Volume=
26,350 ct, Depth= 2.13"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 10-Year Rainfall=4.30"
Area (ac)
3.410
3.410
CN Description
78 Meadow, non-grazed, HSG D
Pervious Area
Tc
(min)
15.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-P: Basin "A" Predeveloped Conditions
Hydrograph
,
16''''
I [] Runoff~
, ,
,
~
o
;;:
Type IA 24-hr 10~Year
Rainfall=4.30"
Ru noff Area=3.41 0' ac
, ,
Runoff Volume=26;350, cf
Runoff Depth=2.13"
Tc='15.0 min
CN=78
i 1
.!!.
.,
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PRE-~I'" 1!1AL REC'D
, pi 2 ~ 2010
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Basin A Predeveloped
Prepared by Multitech Engineering
HydroCA[)@ 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type fA 24-hr 25-Year Rainfal/=4.80.
Printed 5/3/2010
Summary for Subcatchment A-P: Basin "A" Predeveloped Conditions
Tc calculated to be 15 minutes. Used developed areas and areas known to flow into detention system.
Other areas that did not flow into drainage system and were not being developed were ignored per City
design standards.
Runoff
2.01 cfs @ 8.06 hrs, Volume=
31,475 cf, Depth= 2.54"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 25-Year Rainfall=4.80"
Area (ac)
3.410
3.410
CN Description
78 Meadow, non-Qrazed, HSG D
Pervious Area
Tc
(min)
15.0
Length
(feet)
Slope Velocity Capacity Description
(ft/fl) (ft/sec) (cfs)
Direct Entry,
Subcatchment A-P: Basin "A" Predeveloped Conditions
Hydrograph
I [J Runoff~
2_01efs -
2
Type IA 24-hr 25-Year
Rainfall=4.80"
Runoff 'Area=3.41 0: ac
" I I I 1 I
'Runoff Volume=31 ,475 cf
,Runoff Depth=2.54"
,. Tc=15.0 min
CN~78
..
~
,
,
.'
~
o
u:
, ,
o
o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PRE.SII~1 AlTTAL REC'D
MAY 2 5 2010
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Type fA 24-hr 100-Year Rainfal/=5.20.
Printed 5/3/2010
Basin A Predeveloped
Prepared by Multitech Engineering
HydroCAD<ID 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Summary for Subcatchment A-P: Basin "A" Predeveloped Conditions
Tc calculated to be 15 minutes. Used developed areas and areas known to flow into detention system.
Other areas that did not flow into drainage system and were not being developed were ignored per City
design standards.
Runoff
2.32 cfs @ 8.06 hrs, Volume=
35,678 ct, Depth= 2.88"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr 100-Year Rainfall=5.20"
Area (ac)
3.410
3.410
CN Description
78 Meadow, non-Qrazed, HSG D
Pervious Area
Tc
(min)
15.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cts)
Direct Entry,
Subcatchment A-P: Basin "A" Predeveloped Conditions
Hydrograph
2.32ds
I [] Runoff~
;;
~
Type IA 24-hr 100~Year
- Rainfl:t11=5.20"
Runoff Area=3.410,ac
, L I I I ,
Runoff Volume=35,678 cf
Runoff Depth=2.88"
T6='15.0 min
CN;'78
2
,
, ,
~
o
;;:
-,--
,--T
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PRl'-SI'r" II I \L R~CJD
MAY 2 5 2010
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Appendix C
PR~ till'" "1'1 REC'D
MAY 2 5 2010
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I
Basin "A" Developed
Conditions
~ub~Bg~
~
Detention Pipe
P""'''' A,l'"
~ '.
...., I rP":'D
1-\ Y ? ~ 2010
Drainage Diagram for Water Quality
Prepared by Multitech Engineering, Printed 5/312010
HydroCAOO 8.50 sin 000948 <C> 2007 HydroCAD Software Solutions LLC
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Water Quality
Prepared by Multitech Engineering
HydroCA[)@ 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type fA 24-hr WQ Rainfal/=O.83"
Printed 5/3/2010
Paae 2
Summary for Subcatchment A-D: Basin "A" Developed Conditions
Tc assumed to be 10 minutes. Removed undetained areas and other areas that did not flow into detention
system.
Runoff
0.21 cfs @ 8.03 hrs, Volume=
3,592 ct, Depth= 0.32"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr WQ Rainfall=0.83"
Area (ac)
2.400
0.670
3.070
0.670
2.400
CN Description
98 Paved parking & roofs
74 >75% Grass cover, Good, HSG C
93 Weighted Average
Pervious Area
Impervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ft!ft) (ft!sec) (cfs)
Direct Entry,
Subcatchment A-D: Basin "A" Developed Conditions
Hydrograph
021C1$
I [] Runoff'
__ c
L Ty.pe 1A:2~-hr"WQ.
- ~ -; Rainfall~O:83"
Runoff Area=3.070 'ae
, 'I. ,
'Runoff Volume=3,592:ef
Runoff Depth=O .32"
Te;=:1 0.0 -min
'-~-CN=93 .
, J
L
o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
PkL" .. .., I~':TAL REC'D
MAY 2 5 2010
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Water Quality
Prepared by Multitech Engineering
HvdroCAOO 8.50 sin 000948 @ 2007 HvdroCAD Software Solutions LLC
Type fA 24-hr WQ Rainfal/=O.83"
Printed 5/3/2010
Paoe 3
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond 2P: Detention Pipe
133,729 sf,
0.21 cfs @
0.18 cfs@
0.18cfs@
78.18% Impervious,
8.03 hrs, Volume=
8.14 hrs, Volume=
8.14 hrs, Volume=
Inflow Depth = 0.32" for WQ event
3,592 cf
3,592 cf, Allen= 13%, Lag= 6.4 min
3,592 cf
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 532.30'@8.14hrs Surf.Area= 647 sf Storage= 100 cf
Plug-Flow detention time=6.7 min calculated for 3,586 cf (100% of inflow)
Center-of-Mass del. time=6.7 min (848.9 - 842.2)
Avail.StoraQe StoraQe Description
6,165 cf 60.0"0 x 157.00'L 60" Detention Pipe S= 0.0010 '& 2
Invert Outlet Devices
532.00' 15.0" x 20.0'long Culvert RCP, rounded edge headwall, Ke= 0.100
Outletlnvert= 531.00' S= 0.0500 'f' Cc= 0.900
n= 0.010 PVC, smooth interior
532.00' 4.5" Vert. Orifice #1 C= 0.600
535.47' 3.5" Vert. Orifice #2 C= 0.600
536.08' 2.0" Vert. Orifice #3 C= 0.600
536.90' 15.0" Horiz. 15" Overflow Stand Pipe Limited to weir flow
C= 0.600
Primary OutFlow Max=0.18 cfs@ 8.14 hrs HW=532.30' (Free Discharge)
"t-1 =Culvert (Passes 0.18 cfs of 0.59 cfs potential flow)
E2=orifice #1 (Orifice Controls 0.18 cfs @ 1.87 fps)
3=Orifice #2 ( Controls 0.00 cfs)
4=Orifice #3 ( Controls 0.00 cfs)
5=15" Overflow Stand Pipet Controls 0.00 cfs)
Volume Invert
#1 532.00'
Device RoutinQ
#1 Primary
#2 Device 1
#3 Device 1
#4 Device 1
#5 Device 1
F- ~ ~I - ..... I REC'D
~ "" IL
MAY 2 5 2010
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Water Quality
Prepared by Multitech Engineering
HydroCA[)@ 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Pond 2P: Detention Pipe
Hydrograph
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Printed 5/3/2010
Pace 4
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-:]riflow~Area~133, 729 ;sf:
Peak Elev=532.30~
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MAY 2 5 2010
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810
Building #1 0 WQ Flow
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MAY 2 ii 2010
eB~Gd
Drainage Diagram for Waler Quality Building #10
Prepared by Mullilech Engineering, Printed 5/312010
HydroCAD8l 8.50 sin 000948 Q 2007 HydroCAD Software Solutions LLC
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Water Quality Building #10
Prepared by Multitech Engineering
HydroCAOO 8.50 sin 000948 @ 2007 HydroCAD Software Solutions LLC
Type fA 24-hr WQ Rainfal/=O.83"
Printed 5/3/2010
Summary for Subcatchment B10: Building #10 WQ Flow
Tc assumed to be 10 minutes. Removed undetained areas and other areas that did not flow into detention
system.
Runoff
0.02 cfs @ 7.97 hrs, Volume=
214 cf, Depth= 0.63"
=
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type IA 24-hr wa Rainfall=0.83"
Area (ac)
0.094
0.094
CN Description
98 Payed parkin!:! & roofs
Impervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry,
Subcatchment B10: Building #10 WQ Flow
Hydrograph
0.017
0.01
0.01
0.014
0.013
0.012
0.011
_ 0.01
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~ 0.00
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'Type IA '24.tlr WQ
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Runoff Area=O.094 ac
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Runoff Volume:.:t14"Cf
Runoff Depth=O.63":
n .,. Tc"10.0 mrnu
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5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
- -...,
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MAY 2 ii 2010
REMOVABLE wATERTl(iHT CAP
OUTLET F"LOw CON TRO!..
PLASTIC OR OUCTIlE IRON PIPE "T"
OR APPROVED EOVAL.
ou !LET
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INLET
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PLAN
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5" MINIMUM
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INLET
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VARIABLE SUIolP ,;
DEPTH
60" MAXIMUM
36" MINIMUM
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60" MINIMUM
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t.AANHOlE DIAME TER TO BE DETERMINED
BY;
,. SUMP VOLUME REQUIREMENTS.
2 NUMBER AND SIZE OF INLETS &
OUTLE.TS.
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WATER
MANHOLE
DRAWING NO. 240
QUALITY
(MECHANICAL)
REVISED 12-06
Clean Wal:e~Services
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NOTES;
1. ALL MANHOlE SEcnONS SHALL
CONFORM TO THE REQUIREuENTS
OF" ASTt.l C-H8 AND APPLICABLE
PROVlSl()\lS Of STD. MANHOlE
DRAWING NO. 010
2. INLET AND OUTlET PIPE NOT TO EXCEED
18"OIA.
3. PROVIDE. SPECIAL DETAIL FOR OUTle:r FlOw
CONffiOL EXCEEDING 18" OIA.
4. ALL OUTLETS $HALL HAVE now CONTROL
DEVICE..
SUMP VOLUME AVAILABLE
MINIMUM MAXIMUM
60" M.H.= 58.9 CF 98.1 CF
72" M.H.= 84.8 CF' 141.3 CF
84" U.H.= 115.4 Cf" 192.3 cr
PROVIDE SPECIAL DETAIL FOR Vcx..UUE
REQUIREMENTS EXCEEOING 192.3 CF
SUMP VOLUME REQUIREMENTS
20 CI'"/1.0 CfS OF INFLOw
58.9 CF MINIMUM REQUIRED
SEenQN 8-8
ANCHOR TO WALL "WITH STAINLESS STEEL RISER
ClAMP OR STAINLESS STEn BAND AND STAlNl(SS
STEEL EXPANSION ANCHORS NIN, 2 PlAa:S.
SrEEl BAN{) TO BE MIN. Of 28 \MO(
Jf SElf' TAPPING CONCR( T( ANCH
PHIllIPS 5-12 OR EOUAl.
.Ili"Xl .Ili8 STAINLESS STE(L BOlT.
Pr'~/'I'" '''iAL p~C D
MAY 2 5 2010
CLAMP DETAIL
(stenON A-A)
N.T.S
.ur commitment is elnr.
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,HWA Urban
HYDRAULIC
Drainage Design
PARAMETERS OF
Program, HY-22
OPEN CHANNELS
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Trapezoidal,
Rectangular, or Triangular X-Section
Date: 01/04/2010
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Project No. :5073
Project Name.:Waterstone Apartment Complex
Computed by :MWH
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Project Description
Water quality analysis of vegetative swale in basin "A"
INPUT PARAMETERS
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1. Channel Slope (ft/ft)
2. Channel Bottom Width (ft)
3. Left Side Slope (Horizontal to 1)
4. Right Side Slope (Horizontal to 1)
5. Manning's Coefficient
6. Discharge (cfs)
7. Depth of Flow (ft)
0.0100
5.00
4.00
4.00
0.240
0.20
0.18
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OUTPUT RESULTS
Cross Section Area
Average Velocity
Top Width (ft)
Hydraulic Radius
Froude Number
(Sqft)
(ft/sec)
1. 03
0.19
6.44
0.16
0.09
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(ft)
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F;~
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~ _v
MAY 2 ;) 2010
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FHWA Urban
HYDRAULIC
Drainage Design Program, HY-22
PARAMETERS OF OPEN CHANNELS
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Trapezoidal,
Rectangular, or Triangular X-Section
Date: 01/04/2010
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Project No. :5073
Project Name.:Waterstone Apartment Complex
Computed by :MWH
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Project Description
Analysis of vegetative swale in basin "A't for a 25-year even
INPUT PARAMETERS
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1.
2.
3.
4.
5.
6.
7.
Channel Slope (ft/ft)
Channel Bottom Width (ft)
Left Side Slope (Horizontal to 1)
Right Side Slope (Horizontal to 1)
Manning's Coefficient
Discharge (efs)
Depth of Flow (ft)
0.0100
5.00
4.00
4.00
0.240
1. 71
0.62
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OUTPUT RESULTS
Cross Section Area
Average Velocity
Top Width (ft)
Hydraulic Radius
Froude Number
(Sgft)
(ft/see)
4.64
0.37
9.96
0.46
0.10
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(ft)
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WATER
QUALITY
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DRAWING NO. 700
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SWALE
CleanWate~Services
OUf commitm~nt is c1ell.
REVISED 12-05
P~,-:'"NIII~,'-\L RECIO
MAY 2 5 2010
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CONSTRUCTION
I. Water Quality Swale shall be over-excavated and tilled to tinal grade with 12-ineh amended
topsoil. Topsoil amendments shall be garden compost, not conventional fertilizer
amendments.
2. A biodegradable Erosion Control Matting shall be placed over the topsoil throughout the
swale cross section, fabric shall be held in place in accordance with the manufacturer's
installation requirements. Anchor spacing shall be based on 3 fps tlow over the fabric.
a. Treatment area - high-density jute matting (Geojute Plus or other approved equal)
b. All other arcas - low-density jute matting (Econojute or other approved equal)
3. 2.5-3 inches On"-!" river nm rock shall be 1,laeed over the matting evenly througholrt the
length and width of the swale.
4. Plaut materials shall be placed in accordance with the plan and plant table as shown on
approved plans.
5. The water quality swale treatment area plantings can be deemed "substantially complete"
once active green growth has occurred to an average growth of3" and plant density is an
average ofapprox. 6 plwlts (minimum I-inch plugs or equivalent) per squw-e foot.
6. The facility shall be deemed acceptable to begin the maintenance period when plant growth
and density matches the engineer's design as shown on the approved plans and all other
requirements have been met. The engineer must celtify the facility to be functional, in
accordance with the approved plan design to begin the two-year maintenance period.
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MAINTENANCE
I. The permittee is responsible for the maintenance of this facility tor a minimum of two years
following construction and acceptance of this facility per Chapter 2.
2. Irrigation is to be provided per separate irrigation plan as approved.
Note: Irrigation needs are to be met using a temporlllY irrigation system with a timer during
the dry season. Systems should be winterized during the wet season to assure longevity and
guard against damage from freezing temperatures. Water source shall be as shown on the
approved plans.
3. Engineer or Owners Representative is to visit and evaluate the site a minimum of twice
annually (Spring and Fall). The landscaping shall be evaluated and replanted as necessary
to ensure a minimum of 80% survival rate of the required vegetation and 90% aerial
coverage. Non-native, invasive plant species shall be removed when occupying more than
20% of the site.
4. The facility shall be re-excavated and planted if siltation greater than 3 inches in depth
occurs within the two-year maintenance period.
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WATER QUALITY SWALE
CONSTRUCTION & MAINTENANCE NOTES
aeanWate~ Services
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DETAIL NO. 710
RE'-1SCO 12-06
Our commitmenl ji dear.
PRr-"L" 11~ ~~C'D
MAr 2 a 2010
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