HomeMy WebLinkAboutDrainage Reports - 12/21/2017t City offt.'Colhn n ed Plans
Approved BY
' Date 1 - U 1' - 17,:
October 25, 2017 AN EMPiOYEEANNE'' COMPANY
Revised: December 15, 2017 *#&'1BAW
tWes Lamarque i 1 __ 1 Enga�eermgjiPlnaurg Turveym0 _
Development Review Engineer
' City of Fort Collins
281 North College Avenue
Fort Collins, CO 80524
RE: Drainage Letter — Kappa Kappa Gamma CSU House Expansion
DRAINAGE
The following letter explains the design and intent of the developed drainage plan for the
' Kappa Kappa Gamma CSU House Expansion. The scope of this project includes
expanding the structure of the sorority house, adding additional parking, a water quality
detention pond, and storm outlet structures to direct flow into the City storm sewer system.
' With an increase in imperviousness of 6,656 square feet over the existing conditions, this
drainage letter provides enough information to approve the drainage design in lieu of a
drainage report.
The site is located at 729 South Shields Street in the northeast quarter of Section 15,
Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County
of Larimer, State of Colorado. The project area lies on the west side of South Shields
Street between West Plum Street and West Laurel Street. The project area ground cover
consists entirely of soil type C. The site lies outside of any floodplains as shown in the
attached FEMA Firmette.
The total area of the site is 1.1 acres with existing and proposed imperviousness of 53%
and 67% respectively. According to the.Old Town Master Drainage Report any increase of
imperviousness over 5,000 square feet will require onsite detention to account for the
increase. The proposed site increases the imperviousness by 6,656 square feet, which will
be accounted for in the detention pond as well as the water quality capture volume
(WQCV) for the entire area draining to the pond. The undisturbed areas will be left in their
historic conditions and not accounted for in the detention pond.
The allowable release rates were calculated based on the historic flows and outlined within
an email to the City of Fort Collins found in the appendix. The City of Fort Collins' mass
balance approach to detention was used to determine the required detention volume. The
outlet structure is based on the ponding depths and orifice equation to limit the maximum
allowable release rate from the pond.
Corporate Headquarters Northern Colorado Rocky Mountains
1950 Ford Street 4007 S Lincoln Avenue, Suite 405 419 Oak Street, PO Box 770152
Golden, Colorado 80401 Loveland, Colorado 80537 Steamboat Springs, Colorado 80477
Ph 303.940.9966 Ph 970,353.7600 Ph 970.879.1825
Fax 303.940.9959 Fax 866.242.9106 Fax 866.242.9106
an,siq bt4votg4IA aniEioQ 14 to ytiO
Pagel bevoiqqA
li
The WQCV and additional deteritioe f6f-ffie site' wiir a trea`•�Sated in a rain garden detention
pond on the north edge of the lot with an outlet that will discharge into the public storm
sewer system. The WQCV will infiltrate through the filter media to improve water quality.
The required flat filter media area was calculated using UD-BMP spreadsheet. The
required flat area will be satisfied by providing extra area with a combination of flat and
sloped areas at 1:5. The required area is 557 sgft and the provided total area is 818 sgft.
The total pond release rate will be controlled by an orifice plate over an outlet pipe. The
outlet structure has been designed to release the detained volume at a max outflow of 5.47
cfs. The additional required volume was calculated using a mass balance method, which
incorporates the City of Fort Collins' OF curve as inflow and the historic site release rate
(5.47 cfs) as a constant outflow.
Any volume above the WQCV will overtop the inlet structure and flow into the public storm
sewer. Additional volume has been provided above the top of the inlet structure to account
for the increase in imperviousness. The emergency overflow route from the pond will follow
existing topography to South Shields Street, where it will drain into existing stormwater
structures.
The WQCV occurs at a ponding depth of 1.67' and the additional volume occurs at a
ponding depth of 2.62'. There is a total of 3.5' depth from the pond bottom to the top of
wall. The spillway is located on the northeast end of the pond above the top of wall.
The runoff generated by the site reaches the detention pond via overland flow, curb and
gutter, and storm sewers. The parking lots drain to combination inlets in a sump condition.
The capacity of these inlets can pass the 100-yr storm with a maximum of 6 inches of
ponding. The inlets flow into 15" PVC pipes at 0.5% slope. These pipes have the capacity
to convey the 100-yr storm within the pipes. For complete calculations see the appendix
materials. Below is a summary of the drainage basins, detention volumes, and outlet
structure.
Table 1: Drainage Basin Runoff Summary.
DESIGN BASIN
TOTAL
AREA
(ACRES)
CZ
C�aa
PERCENT
IMPERVIOUS
2-YR
RUNOFF
(CFS)
100-YR
RUNOFF
(CFS)
HISTORIC BASINS
Hl
0.43
0.87
1.0
90%
0.98
3.90
H2
O.36
0.35
0.4
21%
0.27
1.19
1-13
0.28
0.48
0.6
37%
0.29
1.25
DEVELOPED BASINS
Pl
0.46
0.88
1.0
90%
1.17
4.62
P2
0.13
0.95
1.0
96%
0.34
1.25
P3
0.22
0.56
0.7
46%
0.34
1.48
O51
0.04
0.35
0.4
21%
0.04
0.17
052
0.22
0.44
0.6
31%
0.25
1.10
Pagel 3
TOTAL
PERCENT
2-YR
100-YR
DESIGN BASIN
AREA
C2
C100
IMPERVIOUS
RUNOFF
RUNOFF
(ACRES)
(CFS)
(CFS)
DETENTION BASINS
WQCV (TOTAL SITE)
1.07
0.71
0.9
67%
1.79
7.79
100YR EXISTING
0.56
0.95
1.0
100%
1.54
5.60
(EX TOTAL SITE)
2YR EXISTING
0.51
0.20
0.3
2%
0.29
1.26
(EX TOTAL SITE)
100YR UNDETAINED
0.26
0.43
0.5
30%
0.32
1.39
(OS1+OS2)
POND INFLOW
0.81
0.80
1.0
79%
1.87
8.06
(P1+P2+P3)
TnhlP g• nAtantinn Ri immary
MAX
PROV
REQ
PROV
REQ VOL
PROV VOL
RELEASE
RELEASE
FILTER
FILTER
DESIGN BASIN
(ACRE -FT)
(ACRE -FT)
RATE (CFS)
RATE (CFS)
AREA
AREA
SOFT
SOFT
WQCV (TOTAL SITE)
0.019
0.019
NA
0.73
557
818
ADDITIONAL
NA
NA
IMPERVIOUS
0.018
0.018
5.47
4.98
DETENTION
ABOVE REQUIRED
NA
0.017
NA
1 5.47
NA
NA
TOTAL
0.037
0.054
MAX: 5.47
1 MAX: 5.47
557
818
Since runoff from proposed improvements is captured by a water quality detention pond
and released into the public storm system at the allowable rate, and offsite drainage follows
historic patterns, this site complies with City requirements for stormwater criteria.
Sincerely,
Baseline Engineering Corporation,
Noah Nemmers, PE
Pagel 4
REFERENCES:
1. Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria
Manual, City of Fort Collins, Fort Collins, CO. February 2013.
2. Larimer County Stormwater Design Standards, Larimer County Engineering Department,
Fort Collins, CO. June 20, 2005.
3. Urban Storm Drainage Criteria Manual, Volumes 1-2; Urban Drainage and Flood
Control District, Denver, CO. January 2016.
4. Urban Storm Drainage Criteria Manual, Volumes 3; Urban Drainage and Flood Control
District, Denver, CO. November 2010.
E��
!
!`
v.
..
/\�
141
|
g
-
c
/
c
2`
�§ /
r.
!)
z %
#�|§!
|
d
\\!
Q
§
m:' ,()
§
k
§■2 /
Iz
#!
LL
j
//�
, ..
l;Its
�
� e
s new *I7
AVrNUE
�«A%�a�
_,
m.
\
{
\
L
/,e
§ _,
coy
IS 11AG3nie
w
<
/
_
§
m�
§
§_,
��
L
(
.
�
)",`
§
(
(
_•
`
.eOttw
«
j
�
�
10 59W
a
S
0
7
3
m
0
c
D
'm
m
0
0
mm
n
0
IW 54Y W
0
Z
W
0
W
J
a
a
m o E m d a m E ti r w � = y E
J m E U 3 m n u m
m s002M E 5 mnJmm3 E Hno
E YI 'n m mm c m `m
m U A C N C L N m m U� O
3i w E O] O w b 0 D w m D m Z U N w ° E m>
£ o c c m o a 0.-, g 9 m a m m
O mma;� E U W aam �' mN m n cL'Ea
m C w C_ w m ¢¢ m l0 O m Q T
C O
9 4 0Ewa m u �'i0c(oN' m =rn m rn n m
T 1 y c m O w m m .2 c t C E O— w L E m w
w o T�°E
�' B �35 mw m m ZD. me o2 U m ¢ mmEm
m J m o a m
E T omD n� 3 t°mona Dm EN m 3 n2$?
Q t1Qp E.. o ma.6'`o m m 3i m � n
�p J U) w OC w 1� J 7 1] w L$ c L0
m 6 O m m O m K L m¢ U C m w m m 0 y O
5 n 19 L� m Zn E
m Ec�N £ Tm mm" rnm iu oJmJ
m ¢m2:0 ZmE �L�D pTm
oLm0 mE
E oL72V�M may£no 9domo mm m ry on°o E2°'U Op O O m LA? mm w
E -OuE �FL `_U
Mw N� aN �uEw
a
W
N
c
W
U
9
3
L
c
D
a
o
U
❑
U
O
❑ Z
W d C A
N a K
E
N
❑
m
�
V
�
Q
�
c
0 13LL
g
n
m
n
W
A
-
v
o
0
`a
c
o
`o
Q
'o
g
r
S
S
u
a°
❑ ❑
❑
o
❑
❑
a°
❑
❑
E
a
W
a m
U
u❑
z
W< a
m❑ a❑
z
<
a
m ih
W
\f
\/
u
O N
w
N
Q
m
Z
11
Hydrologic Soil Group—Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit— Larimer County Area, Colorado tC0644)
Map unit symbol Map unit name Rating Acres in AOI Percent of A01
74 Nunn clay loam, 1 to 3 C 1.1 100.0%
percent slopes
Totals for Area of Interest 1.1 _ 100.0%
Description
Hydrologic sail 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 storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, BID, and CID). The groups are defined as follows:
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.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly 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.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly 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.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly 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.
If a soil is assigned to a dual hydrologic group (A/D, BID, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff None Specified
L5�Natural Resources Web Soil Survey 4/20/2017 '
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group—Larimer County Area, Colorado
ITie -break Rule: Higher
SODA Natural Resources Web Soil Survey 4/20/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4
(11) Section 4.0 is amended to read as follows:
4.0 Intensity -Duration -Frequency Curves for Rational Method:
The one -hour rainfall Intensity -Duration -Frequency tables for use the Rational Method
of runoff analysis are provided in Table RA-7 and in Table RA-8.
Table RA-7 -- City of Fort Collins '
Rainfall Intensity -Duration -Frequency Table
for Use with the Rational Method
(5 minutes to 30 minutes)
Duration
(min)
5
2-Year
Intensity
(in/hr)
2.85
10-Year
Intensity
(in/br)
4.87
100-Year
Intensity
(in/hr)
9.95
6
2.67
4.56
9.31
7
2.52
4.31
8.8
8
2.4
4.1
8.38
9
2.3
3.93
8.03
10
2.21
3.78
7.72
11
2.13
3.63
7.42
12
2.05
3.5
7.16
13
1.98
3.39
6.92
14
1.92
3.29
6.71
15
1.87
3.19
6.52
16
1.81
3.08
6.3
17
1.75
2.99
6.1
18
1.7
2.9
5.92
19
1.65
2.82
5.75
20
1.61
2.74
5.6
21
1.56
2.67
5.46
22
1.53
2.61
5.32
23
1.49
2.55
5.2
24
1.46
2.49
5.09
25
1.43
2.44
4.98
26
1.4
2.39
4.87
27
1.37
2.34
4.78
28
1.34
2.29
4.69
29
1.32
2.25
4.6
30
1.3
2.21
4.52
33
Table RA-8 -- City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for Use with the Rational Method
(31 minutes to 60 minutes)
Duration
(min)
31
2-Year
Intensity
(in/hr)
1.27
10-Year
Intensity
(in/hr)
2.16
100-Year
Intensity
(in/hr)
4.42
32
1.24
2.12
4.33
33
1.22
2.08
4.24
34
1.19
2.04
4.16
35
1.17
2.0
4.08
36
1.15
1.96
4.01
37
1.16
1.93
3.93
38
1.11
1.89
3.87
39
1.09
1.86
3.8
40
1.07
1.83
3.74
41
1.05
1.8
3.68
42
1.04
1.77
3.62
43
1.02
1.74
3.56
44
1.01
1.72
3.51
45
0.99
1.69
3.46
46
0.98
1.67
3.41
47
0.96
1.64
3.36
48
0.95
1.62
3.31
49
0.94
1.6
3.27
50
0.92
1.58
3.23
51
0.91
1.56
3.18
52
0.9
1.54
3.14
53
0.89
1.52
3.1
54
0.88
1.5
3.07
55
0.87
1.48
3.03
56
0.86
1.47
2.99
57
0.85
1.45
2.96
58
0.84
1.43
2.92
59
0.83
1.42
2.89
60
0.82
1.4
2.86
34
x..
O:
o tlr g
6 V
W_S
b
S
c
tl U
p
O d
N
N
v 8
E
E t
g
b
3
3
S
..
S
O
am
C
v
V N
m m
m
m
N
b
m
0 0 0
O O
O
O
E
u
N ,
S
0
i
V
m T
d
b
sos
Y
_tl.
d N
•n/
�
u W
coo
O
C
S
q A
O
W
b
V
G_
Y �
O
)SIV q
O
v
V
6
O g
K
0 0
0
O
O
t
E
mrn
�n
X
m
b
g
m b
m
n
C
d tt1
N
O
!�
q
_G
C
N
m
q W
N
O
c
mq
~
s
g
t
s
u..
m
5 ,.ggona�n
E � N
S
c
z
y V 1j
o p
O O
b d
N
m
.;{ C N
°�a 8
•y ..i
O O
C
C
�sg
U
.1
C
J
°C qu
O .i
O OO
O
OO
O V. O
p r
E
u
V
n
x-
0
m m
N m
d
n
$tea
3 0
u
Y
a`
qo
Cam. o.N,
n
m
r
O
O O
O
O
Q ^I
j iJ
W
O
00
W
U
V
WW
aVi G@@
O
8
S m
m
O
W
0
��
W r
6
o000
0
a`—oas
s
a
;�aoa
C
o
0
O
zXXXXX
%
Emmervm
�o
X
S
N
W
b�
d
ry d
O
N
N
n
O
L Q
0 0
0 0
0
W A
F
•E
C
W
m
C
NW
O
6 G
6 O
Q
F
x.M
g
$ V
Ec in
s;
u_
b
.r
m O
ry
N
m
NO
G
C
ass
S
e =
a
cc'
tl u
s i
m
n g
ry
n
a
m
m
O9 Y O
O
OO
O
O
O
3N
x..
q u
N
n m
o
N
m
d
o
m
E
s�
u
Y
a`
n :
e9i
.mi
bi
y
EI W
O
O
O
O
O
O
q
O
O
O
q
O
C
O
W
V
N
W
6yy
a�
ry
r
p
O
ti
O
f
X
m
q
n b
ti
b
C
<
O N
+ C
N
G
N
G
W
O
Z
4
f
CC
�ry
0
C
N i =
N
N
W
F•
3
O
'�
F�
rn
pN
4
S
\\\■w
Hill
as
R
.
\\\\]R
�
!§�
�� �
•2
{ \ \ }
{ \ ? }
§!§
! �
■� � )
;
m �
\888
{!!!§!
{
k=,.;.
�!888s
�
|}�....
! !
| �..
| . -
| . }....
� \ f......
!� -
�
�
! ƒ!!!!!
|
|�
/
«J
}
i
� \ƒ!
J
/«!
)\\
|\�
!\<d§@§,/■..
O
J
0
d
v
o
m N
m p
A
N
w z
O A
z
-t
<
J
N C
O m
0
O
':
d
r
O m
N
X
c
m..
_
+
W
N
N
O
�G
N D
z
G)
i
z
m
m Gl
�
'^
J
m
m
O
3
d
0
0
J
0
0
0
0
o
d
00
Ol
0
w
n
O
1+
d
n
r)
n
0
m
S
J
S
W
tNl�.
O
w
n.
1
m
t0
J,
n
N'
J:
ti
1
H
0
J
N
N
N
N
O
Q
1
c :
3
_
a
N
N
N
N
d
0000
0c0
0000
pNppp
00
lwlt
<
d
m
J
N
w
m
ko
m
LO
O
41
00
?
'
o0
W
IV
Lf
V
' N '.
d
s
�
N
n
J-
d
CR
m
00
m
two
QNl
O
w
:..�.
n
0
m
m
1
2
m
D
A
z
Z
O
T
m
o
00
v
v
v
O
Ol
N
W
N
F+
C
W
_
FN+
Q
d
N
�
J
d
N
J
o
3
d
0
J
00000
°;
N
O
N
F+
A
N
A
N
W
Ol
N D
d
n
0
0
0
0
0
is
w
be
N
<
C
J
A
N
O
N
00
O
0
m
n
N
J
O
O
O
N000
w
�
n
3
�
m
V
N
Gl
N
N
N
0
<
0
0
J
n
m
w
d
Q_
f�
N
N
N
N
N
n
Q
�
3
3
_
z
N
N
N
N
N
N
d
Np0p
00
pp
'�
W
0
tVll
00
00
J
m
J
N
V
01
N
N
Q1
S
A
0
0
0
0
m
N
tN+t
A
A
A
v<
F
A
T
d
m
m
O
V
00
N
N
�n
m
O
_
Q
N
d
J
o
3
d
0
J
n_ d
d
n
00
O
N
C
00
Vwi
v
<
J
O
n
o-
m
n
S
3
�
F+
N
0
•
V
<
n
0
J
n
m-
J
d
^
0
_
J
F+
<
3
N
N
N
N
d
J
m
J
N
V
V
t0
f'
00
5
oao
,C
S
A
0
0
0
N
N
t0
N
-
N
1p
V
00
�G
OC
a
N
A
S
d
m
A
r
w
A
n
Project:
Inlet ID:
num Allowable 4Vldtlt for Spread Behind Cue
Slope BehwW Cue peeve dank for no conveyance cre3t behind wrb)
bg's Rmgt mu BehIW Coro (typically beMeen 0.012 and 0.020)
rt ofC WGWtsr Flaw Lira
roe from Cub Face W Street Crown
. wldm
t Transverse Slope
c Cross Slope (typically 2Inches over 24 inches or 0.083 f M)
t LongrWdinal Slope - Enter 0 for wmp condition
airy s RalgM for Sheet Section (typically between 0.012 and 0.020)
Allowable spread far Mincr 8 Major Storm
Allowable Deplh W Cidter Flowllne for Minor a Major Storrs
k looses are not applicable in SURF wMitians
IR STORM Allowable Capacity Is based on Depth Criterion
OR STORM Allowable Capacity is based on Depth Criterion
Twu =
5.0
swat=
0.020
ftdl
neat=
0.013
H.-W2.00
Inches
T..::0
w =eSs=Mh
Sw =ft/hSo=fNt
rk�e. =
Minor Storm
Major storm
Trv,.=
SO
10.0
itd.
4.0
&0
Inches
r
r
MinIX$tgm
Ma Or $term
Oaaw=
SUMP
$UMP
tits
cD3176-U0.1nIet v4.05AIsm, Type 13 Combo Inlet 8I1812017,10:38 AM
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Curb
H-Vert
Wo `
WP
W
Lo (G)
in Information Mautl
of inlet CDOLOemer l3 Combimtion
Depression (addilimal b continuous gutterdeptessian'a ham above)
er of Unit INeb (Grate a Curb Opening)
r Depth at Fbwtine (outside of fad depression) Pandmg
O.enide Depths
MN of a Unit Grate
W.=
1.73 1
1.73
bet
a Opening Ratio for a Orals (typi(typicalvalues 0.15.0.90)
on =
0.43
OA3
Cloggirg Factor for a Single Grate (typical value 0.50 - 0.70)
C:R(G) =
0.50
0.50
Grate Weir Coafficieud ltypical value 2.15-3.90)
G.(G)=
3.30
3.:i:1
Grab pifica Coenident (typical value Ob0 -0.80)
Cr (G) =
0.80
0 (ri
Curb Opening lnfomblion
MINOR
MAJOR
Lergt, of a Unit Curb Opening
b (C) =
3.00
3 00
feet
Height of Vediczl Curb Opening In Inches
H,.r =
inches
6.50
u 50
Height of Curb OMae Throat In Inches
Ht. =
inches
5.25
5.25
kngle of Throat (see USDCM Figure ST-5)
Theta =
0.00
0.00
degrees
Side Width for Depression Pan (typically the outset width of 2 feel)
W, =
fast
2.00
2.00
0.10
0.10
Clopping Factor fa a Single Curb Opening (typical value 0.10) Q (C) =
Curb Opening Weir Coefficient (typical value 2.3.3.7)
C. (C) =
3.70
3 70
Curb Opening Orifice Coafficierdt (typical value 0.60.0,70)
C.(C)=
0.88
000
turns Flow ts (C.1culatenh
MINOR
MAJOR
Clogging CoeRtlent for M uriple Units
coer-I
1.00
1.00
Clogging Fads for Multiple Units
Cap =1
0.50
0.50
Grab Capacity as a Waif (based on Modified HEC22 Method)
MINOR
MAJOR
Intarcapbon without Clogging
Qw=
1.1
3.2 �cfs
Interception with Clogging
O.. =
0.5
1.5
ch
Web Capacity as a Orifice Passed an Modified HELM Method)
MINOR
MAJOR
Interception v41haut Clogging
C6
S7
TO
Gs
Interception win Clogging
Web Chan ve ou Mixed Floe
Interception wtgtarrt Clopping
Interception vbth C legging
Resulting Web C eswmss ei condition)
-"A
USE MAX CAPACITY
i
SINCE IN SUMP.
t
3.5 CFS I
W(SW6 CLOGGING j
_ _..J
U- -
O., =
Qo =
Qary =
2.8
MINOR
2.3
0.1
0.5
3.5
MAJOR
4.4
22
1.6
cfs
cb
r1s
cfs
Curs 's Calcuie
MINOR
MAJOR
Clogging Coefficient for Multiple Units
Coef=
1.00
1.00
Tg Factor fa M ltiple Unit
Clog =
0.17
0.17
Curb Opening as a Weir (based on Modified NECn Method)
MINOR
MAJOR
Interception without Ckggtig
Q.
0.1
t.0
ds
Interception was Clogging
Q. =
0.1
4
c,
Curb Operlag es an craft. (batted on Modified HEC22 MMod)
MINOR
MINOR
Interception valort Clopping
Q,=
4.5
5.3
cf,
Interception with Clogging
Curb QPenbcnyas Mixed Flow
r-""�"�"""
USNAX CAPACITY
Qom=
3.8
MINOR
4.4
MAJOR
cis
Interception wdhocrt Cappnp
SEMSUMP:
Q.
0.7
2.0
cfs
bbrception wet Clapping
e.... _.. e.- _..... e_._......__.w _._.__. _._....__.
4.4 CFS
! W/ M CLOGGING
06-
€ rs_ ..
0.8
.. I.,
1.6
cfs
Inlet Length L= 3.00 1 3.W eel
tani Steel ux FlSpread (based on street geometry fnrn above) T =11 5.0 I 10.0
tare Flo. Depth M Street Craven am. = 0.0 0.0 t,
Reed Pedormarlce Reduction (Calculated) MNOR MAJOR
i for Grate MxWdh titer =
i for Curb Opening Weir Equation ADD GRATE &= ' dOi°
iination Inet Pedomonce Reduction Factor for Long Inlets N
marim ] RFon„„b=
ii RB OPENING
Opening PertarReduction Fedor far Lag Web RFa., _
d Inlet Pedoonanca Reduction Faetar for Lag Inlets '=MAX CAPACITY,. RFn =
79CF5' '
It
It
iy W(5036 CLOGGING'± MINOR MAJOR
L.:.......m.w.. �. : ;....,,
I Inlet Interception Capacity (assumes clogged condition) C1, a o.s 2.0 �Cfs
RING: Inlet Capacity less than Q Peak for Minor ant Major Stoma Oeevcaeamm = 1.2 4.8 lcfs
0.279
0.429
0.09
0.24
0.48
0.76
1.00
1.00
0.48
0.76
co3176-UD4nlet v4.05AIsm, Type 13 Combo Inlet 811872017, 10:38 AM
7
r
0
N
O
0
UD
m
0
fri
P2-1
E
Z
L
r
d
E
N
E
T
m
LL
U
N
O
a
8
(
A
k
��
k
)
x�
+
k
k
k
k
§
§
Cl)
C14
co
co
}ƒ
{
e
_
,
■M
f
p
f
a
&
!�
_
o
D
`
E
§
CN
to
0
ID
f2
E
§
!}
/
f
/
§
2
2
k0
£
\
\
§
)
[
\d
-
w
%
)
§
)
\
a
�
k
LL
.
!■
N
,
It
LO
r
!
§
2
E
?r.
0
0
0
0 0
0
M
O
M
M
co
V) N
N N N
N
LO
N
O
O
N
Ina 00'no9 'l3 'Aul
WISE08113 aria
L :ul - OWN+L M
n
O
N
IR
L
U
�
co
O N
O
r
O
0
LO
J
I11
O
N
J
2
ul 00'BZo919 'hul
6C'8L09 '13 'Pu�D
[INIMO - 00,00+0 Me
0
0
0
0
0 0
0
M
v
M
M
N
ad
LO
N N
N
N
{O to
W
0
0
0
0
0 0
cG
O
N
O
N
O
O
O
(O l7
O O
�
N
N
N
Yi N
N
r
in0
6 :u
0
0
N
a
o �
L
U
(0
N
r
Mo
g :uj
MENiiiONE
0
N
J
in�ii
0
0
0 0
0
0
N
LO
U)
U)
Mo
n
on
an
0
N
V/�)
AA/
;no
V:u,
a�
U
cc
N
Of
n
0
J
W
N
N
J
ul
��vHn
o
0
0
0
0
0
�- of
vi
n
0
of
N
to
LO
W
0
N
04
N
O
N
76
0
N
m
C
O
N
G
E
z
z
J o.
_
Corn
m
qq
rn
= 7
-
N
N
N
N
N
O
N
O
N
O
t0
O
N
O
N
C
O
N
O
((1
O
(0
O
N
O
O
C.
N
V
N
co
N
7
A LL
t/
N
(p
N
N
U
3 m
O jp
coN
N
UD N
V
a
ILL 4'
(1
V'
.-
.-
vi
LO
t
O
7
0
O
m
C 7
_
x
N
N
N
N
N
N
N
m
LO
Y
O
N
toO
w
m C
C G
N
N
N
N
N
LO
N
b
N
m
C O
N
In
W
N
O
J y
O
O
O
O
O
W
t0
It
CO
co
C O1
m
R
(O
M
r-�
O
r
coo
N
n
J
E
0 01
(0
(0
0
0N
y
C N
J fI1
C
'_
E
t
0
0,
N
a
N
N
N
N
A
A
a
co
a
a
a
a
_
ai
ii
�
CO
N
Cl)(
7
N
U
F
J Z
Q
0.
U
Z
L
3
'co
E
A
0 0
0
0
0 0
N
LO
NO
}np 00'8t09 '13 'AUI
0'9109'13 W1b
L :U1- B00'88+L 148
0
N
L
U
O
r
N
r
O
LO
LU
W
N
N
J
2
Ui 0019Z0919 'Aul
BS'9L09'13 IPUJD
nNIMD - aaro0+o we
0
o
0 0
0
0
0
> 0
0 0
0
0
0
Ili
N N
N
N
N
LLI
E2
N
y
E
0
N
0
0 0
0 0 0
W
U1
N
Of
(D t+1
�
O
O O
� N
O O
N in tq
O
�n0 I
W
VU
N
O L
U
f6
N
n�ll�
I
ra7
0
0
0
0
0
0
of
vi
�
of
of
;no
g:uj
0
N
u,
;no
4 :u1
o
t
U
ca
N
N
n
0
J
I11
N
N
J
x
ul
peps
o
0
0
0
0
0
of
M
vi
M
M
r
N
Cl)
N
of
1 1
m
N
N
N
N
W
I�IIIIIII�
pIuI''I^III
II�I�II�II�
ryry������Itl
�IIII�III�III�PI.IIII�II��
�IIII��I
II��NIIIII�IIII
., .,
II�
Itll
Jordan Piaskowy '
From:
Sent:
To:
Cc:
Subject:
Jordan,
This all looks good.
Thanks,
Wes
Wes Lamarque <WLAMARQUE@fcgov.com>
Wednesday, September 13, 2017 8:38 AM
Jordan Piaskowy
Noah Nemmers
RE: Kappa Kappa Gamma Drainage Calculations
From: Jordan Piaskowy rmai Ito: Jorda n. oiaskowy(a)baselinecoro.coml
Sent: Wednesday, September 13, 2017 7:01 AM
To: Wes Lamarque
Cc: Noah Nemmers
Subject: RE: Kappa Kappa Gamma Drainage Calculations
Wes,
Below is the summary of the detention calculations based on our conversation about the Kappa Kappa Gamma Site. Can you
please reply to confirm this is in conformance with Fort Collins Criteria?
• Max allowable site release rate = existing impervious area 100-yr runoff+ existing pervious area 2-yr runoff
• Max allowable pond release rate = Max allowable site release rate— proposed undetained 100-yr runoff
• Water quality capture volume = standard equation outlined in the Fort Collins Rational Method Spreadsheet and
UDFCD based on area, imperviousness, and drain time.
• Additional detention volume triggered by adding impervious area over 5,000 sgft = Utilize the mass balance method
within the Fort Collins Rational Method Spreadsheet with the parameters below
o Runoff coefficient = 100-yr proposed condition of area draining to the detention pond
o Release rate = Max allowable pond release rate as stated above
o Area = area draining to the detention pond
Thank you for all your help with this.
Regards,
JORDAN PIASKOWY I Project Engineer, Golden I Baseline Engineering, Planning, & Surveying 11950 Ford Street
Golden, CO 80401 1 Phone: 303.940.9966 x209 I Cell: 720.722.01691 Fax: 303.940.99591 www.baselinecorp.com
From: Jordan Piaskowy
Sent: Tuesday, September 12, 2017 7:28 AM
To: 'wlamarque@fcgov.com'
Cc: Noah Nemmers
Subject: Kappa Kappa Gamma Drainage Calculations
Wes,
I have gone through the calculations that we talked about and I am still confused on the required detention volume based on
the additional impervious area added. I have tried to summarize the calculations below and want to confirm these are in line
with your requirements.
RELEASE RATE SUMMARY
Existing impervious area 100-yr runoff: 5.60 cfs
Existing pervious area 2-yr runoff: 1.26 cfs
Proposed undetained impervious area 100-yr runoff: 0.78 cfs
' Proposed undetained pervious area 2-yr runoff: 0.38 cfs
' Total allowable site release rate: 5.6+1.26=6.86 cfs
Total allowable detention pond release rate: 6.86-0.78-0.38=5.70 cfs
POND VOLUME SUMMARY
' WQCV based on disturbed area & proposed imperviousness: 0.019 ac-ft
Required additional volume based on increased imperviousness: 0.010 ac-ft
• The 2-yr historic runoff rate for the area draining to the pond: 0,47 cfs
• Use this rate with the 6,565 sgft of impervious area within the mass balance method spreadsheet.
STAGE -STORAGE -OUTFLOW
' Stage of WQCV (and top of inlet): 1.53 ft @ 0.02 cfs
Stage of Additional Detention: 2.08 ft @ 5.7 cfs
I will give you a call this morning to discuss.
' Thanks,
JORDAN PIASKOWY I Project Engineer, Golden I Baseline Engineering, Planning, & Surveying 11950 Ford Street
Golden, CO 804011 Phone: 303.940.9966 x209 I Cell: 720.722.01691 Fax: 303.940.9959 1 www.baselinecorp.com
z
Jordan Piaskowy t
From:
Sent:
To:
Cc:
Subject:
HiJordan,
All looks good.
Thanks,
Wes
Wes Lamarque <WLAMARQUE@fcgov.com>
Monday, October 23, 2017 8:45 AM
Jordan Piaskowy
Noah Nemmers
RE: Kappa Kappa Gamma Drainage
From: Jordan Piaskowy rmai Ito: Jorda n. oiaskowyCcbbaselinecoro.comj
Sent: Thursday, October 19, 2017 4:32 PM
To: Wes Lamarque
Cc: Noah Nemmers
Subject: Kappa Kappa Gamma Drainage
Wes,
Thank you for taking the time to talk through the comments with me on Tuesday. It seems like we are close to an approved
design.
I have summarized our conversation below. Please confirm that you agree with it.
Comment Number: 2
• The detail will be updated with correct depths and added to the report.
Comment Number: 3
• Resolved as -is.
• Regular maintain will utilize the boulder step and major maintenance with use a temporary ramp for access.
Comment Number: 6
• Plastic pipes will be utilized on site.
• 15" RCP pipe will be used for ROW connection.
Comment Number: 9
• Drainage easement will be added around the walls of the rain garden.
• Easement will be shown in the plat.
Comment Number: 10
• Bio-retention calculations will be added to the report.
• The filter area requirement will be met by including the entire rain garden footprint with filter media.
• There will be a 6'x26' flat area and the rest will slope 1:5 to the retaining wall bottom.
Comment Number: 12
• Outlet structure will be revised.
• Remove the underdrain orifice (water quality drain time does not apply).
• Top of the inlet structure will match WQCV.
• Outlet pipe with restrictor plate will restrict flow to calculated max 100yr outflow rate.
Thanks,
JORDAN PIASKOWY I Project Engineer, Golden I Baseline Engineering, Planning, & Surveying 11950 Ford Street
Golden, CO 80401 1 Phone: 303.940.9966 x209 I Cell: 720.722.0169 1 Fax: 303.940.9959 1 www.baselinecorp.com
N
v
L
U U1
C E
U +'
N C
L �
N "6
3 Cf
v 3
0 to
7 C
i/ '
3 O
a a
m
V � N
> ` v
�' OU C
cc
N
C O
N
L V L
CD
W CL
U C CL
Q
II II 11
Cu
Cf
3
ai
L
Q
C
v
E
3
N
fo
L
O
N
L
3
v
Y (�
N
C eVV�
Cr
N
y .r
� 11
N
`i
L
C�
V
u
CN m
C
3 fo
Q
:;o'
v
a"
r
r
r
r
r
W
tD
00
00
V
V
M
M
to
to
A
A
W
W
N
N
O
to
O
tOit
O
to
O
to
O
W
O
to
O
to
O
to
O
to
O
to
O
to
O
p`
r
r
r
N
N
N
N
N
N
N
N
N
N
W
W
W
W
A
A
A
In
01
V
lD
00
00 00
t0
O
O
r
N
1v
w
A
to
J
w
O
N
A
V
O
In
tD
m
In
J
w
O
A
Oo
A
O
O
w
r
t0
W
W
W
r
M
w
w
to
A
W
r.
V
r
N
A
0)
1....
(D
r
r
r
r
r
r
r
r
r
N
N
N
N
N
N
N
W
W
W
A
A
to
cn
00
A
to
!n
(n
01
V
V
00
W
O
r
N
W
A
m
w
O
W
01
O
to
N
N
O
w
N
V
N
V
N
O
0
N
r
O
O
N
Ch
r
O
N
0
0)
N
A
00
J
0)
' :0 .,
r
r
r
r
ON
r
W
10
W
W
W
00
00
OD00
J
V
V
00
M
to
A
W
N
W
00
O
T
A
A
N
w
O
00
0
In
W
w
r
O
00
A
In
A
N
to
W
W
0o
W
w
M
M
to
r
'.(D
tMD
t0
PWJ
N
V
O
N
N
m
V
W
tD
w
tJt
N
tp
w
N
N
O
00
J
01
V
W
O
O
O
lD
IN
O
r
01
r�
w
A
A
W
W
r
6
00
m
W
0o
A
00
O
N
W
00
00
F-+
M
tD
00
r
O
Oo
N
O
W
N
O
N
O
V
to
w
r
A
J
In
w
N
r
m
w
In
A
V
A
to
to
to
cn
to
to
to
to
to
to
to
to
to
to
to
N
to
to
to
to
to
to
cn
to
?
JA
A
A
.L+
to
.ya
.0-
A
A
.P
.P
A
.P
?
A
?
.A
A
.P
?
?
A
?
V
V
V
V
V
V
V
V
J
V
V
V
V
V
V
V
V
J
V
V
V
V
V
J
W
W
W
W
W
W
N
N
N
N
N
N
r
r
r
r
r
r
kO
00
0)
A
W
N
'C
t0
V
M
A
N
r
to
J
(n
A
N
r
tD
00
cn
A
W
r
00N
to
w
N
(n
W
J
r
A
00
r
W
00
N
M
tD
W
M
O
A
V
r
A
A
O
M
N
00
A
w
A
A
W
O
N
m
r
N
0
V
W
w
W
tO
V
w
M
r
In
J
A
W
W
W
N
to
r
r
0
m
t0
N
W
w
V
Ol
to
A
W
N
r
: 'M
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
»
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
w.
O_'.
C'
9'
m
Ol
In
N
(n
A
A
A
W
W
W
N
N
N
r
r
I-
r
0
0
0
6
0
0
Q...
to
N
w
to
N
w
to
N
w
w
N
w
m
N
w
m
W
O
J
In
N
O
W
In
r
J
W
O
J
A
r
GO
to
W
r
W
V
M
W
A
N
O
M
A
re
_
:.: CD
,..r.,..:a:'
rD
DETENTION POND STAGE -STORAGE -OUTFLOW SUMMARY
Detention Basin Outlet Structure Design`
UD-Detention, Version 3.07 (February 2017)
Summary Stage -Area -Volume -Discharge Relationships
The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically.
The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points.
Stage Stomp:`
De ripnon
glage
[at
Area
Ift')
Area r
[acres1
Volume
{ft-31
volu ' me
[ac Rl
outflow
[crsl
POND BOTTOM
0.00
89
0.002
0
0.000
0.00
1.00
484
0.011
284
0.007
0.64
WQCV
1.67
818
0.019
927
0.019
0.73
2.00
818
0.019
1,097
0.025
4.60
ADDITIONAL REQUIRED VOL
2.62
818
0.019
1,612
0.037
4.98
3,00
818
0.019
1,923
0.044
5.20
OVERFLOW
3.50
818
0.019
2,332
0.054
5.47
Tnhip 9• rletantinn Summary
-or best results, include the
>tages of all grade slope
:hanges (e.g. ISV and Floor)
From the S-A-V table on
iheet'Basin'.
41so include the inverts of all
cutlets (e.g. vertical orifice,
werflow grate, and spillway,
Nhere applicable).
MAX
PROV
REQ
PROV
REQ VOL
PROV VOL
RELEASE
RELEASE
FILTER
FILTER
DESIGN BASIN
(ACRE -FT)
(ACRE -FT)
RATE (CFS)
RATE (CFS)
AREA
AREA
(SOFT)
(SOFT)
WQCV (TOTAL SITE)
0.019
0.019
NA
0.73
557
818
ADDITIONAL
NA
NA
IMPERVIOUS
0.018
0.018
5.47
4.98
DETENTION
ABOVE REQUIRED
NA
0.017
NA
5.47
NA
NA
TOTAL
0.037
0.054
MAX: 5.47
MAX: 5.47
557
818
WEIR CONTROLLED
Q = CacwL Hl.s
Equation 12-20
Where:
Q = discharge (cfs)
Cac"T= broad -crested weir coefficient (rhis ranges from 2.6 to 3.0. A value of 3.0 is often used in
practice.) See Hydraulic Engineering Circular No. 22 for additional information.
L = broad -crested weir length (ft)
H = head above weir crest (ft)
ORIFICE CONTROLLED
Q = C^-4^(2RH.)'5 Equation 12-19
Where:
Q = the orifice flow rate through a given orifice (cfs)
C, = discharge coefficient (0.60 recommended for square -edge orifices)
A. = area of orifice (ft)
H. = effective head on each orifice opening (fo
g = gravitational acceleration constant (322 fusee')
Design Procedure Form: Rain Garden (RG) 1 11
Designer: JTP
Company:
BASELINE ENGINEERING
Date:
October 25, 2017
Project:
KAPPA KAPPA GAMMA SORORITY EXPANSION
Location:
FORTCOLLINS
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
(100% it all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = IJI00)
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
(WQCV= 0.8' (0.91• i3- 1.19' �+ 0.78' i)
0) Contributing Watershed Area (including rain garden area)
E) Water Quality Capture Volume (WQCV) Design Volume
Vol = (WQCV 1 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
Average Runoff Producing Stone
G) For Watersheds Outside of the Denver Region,
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
(Only it a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
8) Rain Garden Side Slopes (Z = 4 min., hor¢. disc per unit vertical)
(Use'0' drain garden has vertical walls)
C) Mimimum Flat Surface Area
D) Actual Flat Surface Area
I, = 79.0 %
I i?'''0790
WQCV watershed inches
Area = 35,284 sq it
Vwocv = cu it
de = in
Vwacv or>ER "'"� 3'': cu it
Vwacvu R= cult
Dwocv = 12 in
Z= 0.00 ft!ft
A. =,',' k 557 s-" sq ft
A� = 818 sq ft
C03176-UD-BMP_v3.06.xlsm, RG 10/25/2017, 3:11 PM
No Text
62 com WAIL / BANKS 6' (11P.)
W 122 GC EACH WAY r
4l
Aq
IiGfiN:Giiiiiiia
IMMMMMMMWMMMMm
IEMMOMENOMENEloommosomommoso
lemons
NONE
1......1.......
mommoomm
lo.0000.c.
12' PVC
W11£T PIPE
`SAFETY GRATE MITI Bill
kB OFAR BLOWER BARS
CUTLET
AlDlnau M+r.r
STFLAUTLEE PLAN
MSL - wna2
BOLT OR LOCK
RAW SM4EL Hill
LL�
—4'
vNOLY NSf1_ 51
15r
1.6T
e'
POND WTTOM
•.
�r a
1f YN }GREIIIgI aw MEGA
M K
N
�W PEA 01AEL n�
L
K IN mDT N0.4 AOOBAE
4'
(YIN.j
•ITV
0 Smilai m PLD RE RIOAO
SECTION
A -A
1411.:a:•Wa1SQ'laf0
SPILLWAY
PROVIDED CONTINUOUS NEOPRENE
SANE[ BETWEEN MIME PLATE
N!D STRDCNRE (M)
AIDHICNAL VOLUME ROW RESTRICTGR
PUT. HE DETAIL BELOW
12' PD
Dul PIPE
A 0.25• (T)
M11IME ROW RLSTd m
1i. ROAM
CONTINUOUS NEOPRENE GASKET MATERIAL EEINEN THE DIRECT PLATE AND OokO
2 BOLT Ile MIN PLACE TO CONCRETE IY MAX ON WREN.
DY1t�J1tffi9ds
I. ALL Ski
AMID GRATES SHAH O ABLEMCAUNTED
AC ESNG STAINLESS STIFF HARDWARE AND PROVIDED MM
HAFETY AND LOCKABLE OR BOLTAEACCESS PANELS
ALUMINUM
2. GALVANIZED
ZED AN SHALL EHOT
PWSTAINLESS STEEL 0AFTER
OR STEEL STEEL CRAZES 91,N1 BE HOT OIP
GALVANIZED AND HAy BE HE PONDER COATED ATHE GALVANIZING.
d. SAFETY CMAN SHALL BE DESIGNED SUCH THAT WE IIAGCNAL DINEN9M OF EACH OPENING IS
SNALLffl AL D ME DIAMETER
TRASH
DE THE SHA L PIPE.
4 DOWS EAL DESIGN OF CRPSH RACKS SHALL BE BASES fM FULL HIDRGSTABC HEAD MIN ZERO IEIL
DOM151HEAN OF ME RACK.
liters1
WARNING THIS AREA IS
A STORMWATER FACILITY
AND IS SUBJECT TO
PERIODIC FLOODING
WATER
WALITY §
DETENTION
POND
OU71ET STRUCTURE
vI
a4
WANNNG SIGN TO BE FREE STMNW
SIGN ON A ♦'14' MOW POST.
ALL STORMWAMR FAO -TES SHAM HAYS A
MINIMIM OF TWD SIGNS MM RED LETTERS
ON A WHIM BACKGROUND. POSTED
IDONTMNG THE DETENTION POND AREA.
ME SIG15 SIIALL SHE AS SHOWN HEREDN.
/ 3 STORNWATER MANAGEMENT FACILITY SIGNAGE
C4 C14
slowr a m
W
OF FORT COLLINS
E
IETEHTON SAHO MEDIA SPECIFICATION
z
Ln
11-GENERAL
Car
A Bbalenlion SSM Mean LBSMI shall Ee umknnly forms unrvmpatlea. free of stories_
PPPPPPP.
—
alumps rwM or mrs Samoa buy S lager than your Inches No dMr materials or
substances small pre mina «eomMd wflnn the harp eneon area anal may 5e narmlW to Apt
—
g h or prove a unstable to Has Fell s hanalm and membranes
W
W BGM& llb frmdpMntus mammal but nonalf rmmrve spoons. or Woodsup
—
Sir
�—
G. FUlly mpM BSM SNaIl betaslW pwr to lrrstallafprr anamMlne ldlwiy uileria:
I. Nor ales: llun 3o
to
car
2. but of 515wwtegEll . SnN pH fall e of the acceplabk range, n may mo]Rreantl w
If" (to rebel dead, sulfate now; suXw (to bwcl. Than lime uimn suborn must Ce mhos
undermrt info lire SSM pace to use In me blw&eabn radial.
3. Calm E,&ange CardauteIgreater Ilan10
Phn 4. pn MS (Phosphate . PaNd mceetl erM yin
mini
5. 9M I) fail to mono um gmmme s II forreplec E al the Cmnaclas
expense
D. BSM Strait royal fully mixed in a drum r. Sru ...no of pies will Out ther allowed
Mixing of Me BSM to a M1omrymc enus ons9 lenry Shall ne done to the sallslaceon of theOwner
Selq
1. BSM snaA cons¢)of W70% sarld by vdwre meeting ASTM C-33Saudi Peaks
1_ BSM Tall conssl of 590% stersol order by volume
2 Shaded peoom shall be loosely pxsee approximate bulk rurally OF 1100 IWCV.
3. SMMaed paper shall pan sisl of loose lest Bakernot shredded bumble CNs, and Nail
Ca annually add mechamrally mired 10 prevent clumping
Tlgsml
1. BSM anon ooni o15-1o%lc lby Voll
2 best mall be aaaanatl as so" loans fumy sand or loon M USDA textural manors
Evill less than material shall not
la 3. Onsre.lee 1 lceused tas opol preferably
a. Tealur. analysis hall be renames on rf subsoll mxayly else source. plot baseball andy
other material
m she mix Topsvn snau nt Tree of subsal, aeons, xeetls Ivmgn manse and any
ee ,moe f health
5ma baseorrangops 5End marell soared Footwear $5h55%
6Contractor Wait arylam Fail
memathese cell
Leal Comers
SSM Shop crn59 o11020%last co by
2. Leal mmpasr shall cooked of Cass 1 Organic leaf compared consfustrah of Stand sal much
raun rg falls bang rel degradation and mnslama 0n or planrde(vea materials under
draled conannns designed to promote Seldom Beclanton on
SAND MEDIA SPECIFICATION
March it. nil
B. The mall shall the Wan compostedlr viable weed seeds and contain andeal old
g rally humus nature console
or smug smash or vegeumon well no mabrbls
lose sopal carts
4- Cancer Voill Ee amvmd by a U, of US Controlling Consul warl of Testing Assurance
(STA
lbninef to aMtm appvs so by the Ownpact del," of SSMSd,M protestSaStrait We fu5. CarpOsl medal than also least he fdawingclens
ecaradial.
100 rnt of the lenal shall pass Prmgh a 1)21nr11 screen
d PH Or the malenal Shall I amounted 60 and Ba
c. Mdmure content shall see ancestor 35 and 50 pscam
d. All greater than 00 percent tonal indictor e+Ve W all g tU or
gmmmII rw190r 801E80.)
e. Sol ... dkioplessW as Carton to domed based 112
1. Maturity Indicator e.prem as AmmomaWNhmbN Reoo Ea
g. Minimum organic mans Shall SAY 40 Bernard dry wri WSIS
IN Solusb un content rsall Bee no greats than 53CU parts cw mllllm Or 0.5
mmpsoll
I. Phosal0ms content shall Ce no greater than 325"MWmibn
1. Heavy morale Dmpe)mtermt trues O SBebpwmim
k. Chemical contaminants meet a exmea US EPA Cases A Na W 40 CFR
503. u. Tables 1 A 31tvels
I. Pwsrytns meet or exwaa US EPA Class A tl»]ve. 40 CFR Call base
Rr3-EXECUTION!
A Oostl
1, Relo m pcpct rya sfa exu ttl �remene.
8. RSR tMMn
1. B malenal shall as spread evenly m MmalUl eyes.
2. Thickness of acres material in each layer shall not exceed CiMw.
3. Canpabm Of BSM material l is prealuirll.
er sparked
MOW
Minimum 30-mil
Stmtture
HOPE ImP Wv
onellq cepin
MembranIReaukee
fwBUIIJIng
Pr 1W)
InImI2-ThckL er
tention Sato Meatsrebntlbn
712'ftndlN
Saba
peCllcatlon Iromort
Conlin)
6-Thick layer MMMImm
vel DlaphngmNo.4
C9OT
Aggro ,!IBM
8-nick layer Of
CMPo`o.4
AgPVc
a'verltreb0
Plm
Pass (optional
Cepenaing on Underlying
Son Contributes)
BIORETENTION / BIOSINALE CROSS
SECTION
(
[At*"
4
FPWP MIWW
STORMWATER
APPAD.m:
DETAIL
m
CONSTRUCn01N DETAILS
drnlh Ti
—553
D1
/
TYPICAL
RAIN
GARDEN
SECTIONS
G C14
Its
l��
l�71
(
r