27738j-,
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• ,CIVIL .ENGINEERING O LAND PLANNING
THE QUARRY GOLF MAINTENANCE
FACILITY REMODEL
HYDROLOGY ANALYSIS
The proposed Quarry Golf Course Maintenance Facility remodeLproject-consists of the addition
of several buildings, a new, fueling facility, a trash facility and some improved parking. Attached
is a site plan showing the proposed project improvements. Also attached is the preliminary _
grading plan which shows that the existing drainage pattern is not,altered., The area of.the -
proposed additional buildings is presently an impervious hard surface so there is no change in the
amount of drainage or the discharge amount. The site development located in the southeastern
portion of the. site results in an :increased impervious area of 8,025 square feet. Presently there
exists a drywell along with a.depressed area used to retain the drainage on -site at this location.
The project will abandon'the existing drywell and install a Maxwell drainage system for the
minimal increase,in impervious area for the.ptojectsite. A Maxwell drainage system capable of
handling 0.,125 CFS of flow will provide the drainage. solution for the minimal increase in
drainage..
Required storage was calculated using the Riverside County'Flood�Control Manual for rainfall
patterns for the,! hour,_6 hour and 24 hour storm.. The manual. does not Have the rainfall
distribution fora 1 hour storm. The 3 hour storm - controls the design with a required volume of
2,450 c:£ of storage. The 100 -year water surface in the-basin ,provided. is 1836.. Water in excess .
of the 3 hour storm is retained onsite to approximately elevation'20.00 where it would then exit
the site out the.existing driveway. -
A SWPPP is required by the City to`.be approved prior -to permits in order to conform to the
NPDES requirement.- :Attached are-details of a sand and oil separator that will be installed for the
equipment wash area and a detail of an entrapment basinfor the chemical, mixing area. The
previous fuel- Iacility,is being replaced'by a dual :lined tank system with the design. of the fueling
facility conforming with the Health Department and the Fire Department. -
The improvements proposed by_this project do not change the. drainage characteristics of the site
as previously approved.
QROFESS /0�
0.26662 m
w MARCH.31;2008 -`
_ cs�grF
CIVIL.
aF CA1.�
81 -735 State Highway III i..Suite,B Indio, California.-92201 • (760) 3427766 • Fax (760).342 -7716
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M
�C
RAINFALL PATTERNS IN PERCENT
so 3 -HOUR STORM I 6 -HOUR STORM I 24 -HOUR STORM
TINE S�MIN 10 -MIN 1S�MIN 30 -MIN
PERIOD PER 100 PERIOD PERIOD PERIOD
D 1 1.3 2.6 3.7 8.5
Z 2 1.3 2.6 4.8 10.0
v 3 1.1 3.3 5.1 13.9
`._. 4 l.5 � 3.3 4.9 IT .♦
S 1.5 3.3 6.6 29.9
6 1.8 3.4 7.3 20.3
7 1.5 4.4 8.4
8 1.8 4.2 9.0
9 1.8 5.3 12.3
10 1.5 1.1 17.6
11 1.6 6.4 16.1
12 1.8 .5 .9 4,2
13 2.2 7.3
14 2.2 8 .5
15 2.2 .14.1
16 2.0 .14.1
17 2.6 3.B
IB 2.7 2.4
19 2.4
20 2.7
21 3.3
22 3.1
23 2.9
24 3.0
25 3.1
26 4.2 y.
27 5.0
28 3.5
29 6.8
30 7.3
D 31 8.2
32 5.9
33 2.0
Z 34 1.8
35 1.8
Z 36 .6
r
m
TIME
PERIOD
S -MIN
Pf R1O0
10 -MIN
PERIOD
1S ;MIN
PERIOD
30 -MIN
PERIOD
1
1
.5
1.1
1.7
3.6
53
.6
1.2
1.9
4.3
3
.6
1.3
2.1
4.8
4
.6
1.4
2.2
4.9
5
.6
1.4
2.♦
s.J
6
.7
I.5
2.4
S.8
7
.7
1.6
2.4
6,B
8
.7
1.6
2.S
9.0
9
.7
1.6
2.6
11.6
10
.7
1.6-
2.7
14.4
11
.7
1.6
2.8
25.1
12
.8
1.7
3.0
4.4
13
.8
1.7
3.2
.6
14
.B
1.8
3.6
3.3
1S
.8
1.8
4.3
1.3
16
.8
1.8
4.7
21
17
.8
2.0
5.4
.7
18
.B
2.0
6.2
3.8
19
.B
2.1
6.9
.8 -
20
.B
2.2
7.S
26
21
.8
2.5
10.6
1.0
22
.8
2.B
14.5
4.6
23
.8
3.0
3.♦
24.
.9
3.2
1.0
31
25
.8
3.S
32
1.3
26
.9
3.9
1.5
.8
27
.9
4.2
.6
20
9
4.5
36
29
.9
4.8
37
1.9
30
.9
5.1
2.0
.5
31
.9
6.7
.7
32
.9
B.1
41
33
1.0
10.3
42
1.5
34
I.0
2.B
2.0
.S
35
1.0
1.1
.S
36
1.0
.5
46
37
1.0
4T
1:7
36
1.1
48
1.8
.♦
39
1.1
40
1.1
41
1.2
42
1.3
43
1.4
44
1.4
♦S
1.S
46
I.S
47
1.6
46
1.6
TIME
PERIOD
5 -MIN
PERI00
49
1.T
50
1.8
51
1.9
52
2.0
53
2.1
54
2.1
55
2.2
56
2.3
S7
2.4
58
2.4
59
2.5
60
2.6
61
3.1
62
3.6
63
3.9
64
4.2
65
4.7
66
5.6
67
1.9
68
.9
69
.6
70
.5
71
•3
72
.2
TIME
PER 0 O
15 -MIN
PERIOD
30 -MIN
PERIOD
60 -7IN
PERI00
1
2
.3
.7
1:3
3
.3
.6
1.6
4
.4
.7
2.1
5
.3
.8
2.0
6
.3
1.0
2.9
7
.3
1.0
3.8
B
.♦
1.1
4 f
6
9
.4
1.3
6.. 3
30
.4
1.5
8.2
11
.5
1.3
7.6
12
.5
1.6
T,3
13
.S
1.8
10.8"
14
.s
2.e
11.4 •'.
1 S
. 5
2.1
10.4 %
16
.6
2.5
B.S
17
.6
3.0
1.4
IB
.7
3.3
l.9
19
.7
3.9
1.3
20
.8
4.3
1.2
21
.6
3.0
1.1
22
.7
4.0
1.0
23
.8
3.8
.9
24
.B
3.S
.8 -
25
.9
5.1
26
.9
5.7
27
1.0
6.8
28
1.0
4.6
29
1.0
5.J
30
1.1
5.1
31
1.2
4.7
32
1.3
3.8
33
1.5
.8
34
1.5
.6
3S
1.6
1.0
36
1.7
.9
37
1.9
.8
38
2.0
.5
39
2.1
.7
40
2.2
.5
41
1.5
.6
42
1.5
.5
43
2.0
.S
44
2.0
.S
45
1.9
S
46
1.9
.4
4T
1:7
.4
48
1.8
.♦
M I I NOTES:
1
CJ I. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939.
i0 2. 24 -hour patterns based on the general storm of March 2 a 3,1939.
TIME 1S -*I"
PERIOD IPERI00
2.5
2.6
2.B
2.9
3.4
3.4
2.3
2.3
2.7
2.6
2.6
2•♦
2.3
1.9
1.9
.4
.4
.3
.3
.S
.S
.4
.3
.z
.3
.4
.3
.2
.3
:3
.2
.3
.2
.3
:3
.i
:2
.2
.2
.2
.2
;UBJECT: QUARRY MAINTENANCE PAGE
3ROJECT: JOB NO:
- OCATION: BY: LW W
:LIENT: DATE: January 31, 2008
HYDROGRAPH
DRAINAGE AREA "A" Industrial Park
USE RCFCD HYDROLOGY MANUAL PLATE E -5.9 FOR RAINFALL PATTERN.
USE 100- YEAR 3 -HOUR PRECIPITATION = 2.8" 90% IMPERVIOUS 3 HOUR
TOTAL DRAINAGE AREA = 0.51 AC SOIL TYPE A (PLATE D -52)
(1) RAINFALL = % OF TOTAL PRECIPITATION
(2) Q = RAINFALL x C x A
(INS. PER HOUR)
A = 0.51 AC
SOIL TYPE "A"
C = COFF. FOR 90% IMPERVIOUS
(3)V= Qx3600= c.f. /HR
(4) PERC RATE = 2.0 " /HR = 0.33" /10 MIN. = .028'/ 10 MIN
MAXWELL DESIGN RATE = 0.125 CFS = 450 CF /HR 450 =6 = 75 CF / 10 MIN
G: /Administration /COST ESTIMATES /HYDROG RAP H.wb3
(1)
(2)
(3)
VOL.
NET
PERIOD
RAINFALL
Q
VOL.
INCL
PERC.
CUM. STOR
10 MIN)
%
INS. (PER HR)
C DEV.
C UNDEV.
C
C.F.S.
(C.F.)
PREV.
(C.F.)
(C.F.)
1
.17
2.6
0.428
0.822
0.000
0.000
0.179
108
108
91
17
2
.33
2.6
0.428
0.822
0.000
0.000
0.179
108
125
91
34
3
.50
3.3
0.544
0.826
0.000
0.000
0.229
138
172
91
81
4
.67
3.3
0.544
0.826
0.000
0.000
0.229
138
219
91
128
5
.83
3.3
0.544
0.826
0.000
0.000
0.229
138
266
91
175
6
1.00
3.4
0.560
0.826
0.000
0.000
0.236
142
317
91
226
7
1.17
4.4
0.725
0.830
0.000
0.000
0.307
185
411
91
320
8
1.33
4.2
0.692
0.830
0.000
0.000
0.293
176
496
91
405
9
1.50
5.3
0.873
0.833
0.000
0.000
0.371
223
628
91
537
10
1.67
5.1
0.840
0.832
0.000
0.000
0.356
214
751
101
650
11
1.83
6.4
1.054
0.835
0.000
0.000
0.449
270
920
101
819
12
2.00
5.9
0.972
0.834
0.000
0.000
0.413
248
1,067
101
966
13
2.17
7.3
1.202
0.839
0.000
0.000
0.514
309
1,275
101
1,174
14
2.33
8.5
1.400
0.837
0.000
0.000
0.598
359
1,533
101
1,432
15
2.50
14.1
2.322
0.842
0.000
0.000
0.997
599
2,031
113
1,918
16
2.67
14.1
2.322
0.842
0.000
0.000
0.997
599
2,517
113
2,404
17
2.83
3.8
0.626
0.828
0.000
0.000
0.264
159
2,563
113
2,450
18
3.00
2.4
0.395
0.821
0.000
0.000
0.165
99
2,549
113
2,436
(1) RAINFALL = % OF TOTAL PRECIPITATION
(2) Q = RAINFALL x C x A
(INS. PER HOUR)
A = 0.51 AC
SOIL TYPE "A"
C = COFF. FOR 90% IMPERVIOUS
(3)V= Qx3600= c.f. /HR
(4) PERC RATE = 2.0 " /HR = 0.33" /10 MIN. = .028'/ 10 MIN
MAXWELL DESIGN RATE = 0.125 CFS = 450 CF /HR 450 =6 = 75 CF / 10 MIN
G: /Administration /COST ESTIMATES /HYDROG RAP H.wb3
BASIN VOLUME
ELEVATION AREA VOLUME ACCUMULATED VOLUME
16 552 SF
733 CF
17 914 SF 733 CF
1,136 CF
18 1,358 SF 1,869 CF
1,619 CF
19 1,881 SF 3,488 CF
Ws,00 = 18.36
SUBJECT: QUARRY MAINTENANCE PAGE
PROJECT: JOB NO:
LOCATION: BY: LW W
CLIENT: DATE: January 31, 2008
HYDROGRAPH
DRAINAGE AREA "A" Industrial Park
USE RCFCD HYDROLOGY MANUAL PLATE E -5.9 FOR RAINFALL PATTERN.
USE 100- YEAR 6 -HOUR PRECIPITATION = 3.4" 90% IMPERVIOUS 6 HOUR
TOTAL DRAINAGE AREA = 0.51 AC
SOIL TYPE A (PLATE D -52)
PERIOD
(15 MIN)
%
(1)
RAINFALL
INS. (PER HR)
C DEV.
C UNDEV.
C
(2)
0
C.F.S.
(3)
VOL.
(C.F.)
VOL.
INCL
PREV.
PERC.
(C.F.)
NET
CUM. STOR
(C.F.)
1
.25
1.7
0.231
0.818
0.000
0.000
0.096
87
87
136
0
2
.50
1.9
0.258
0.819
0.000
0.000
0.108
98
98
136
0
3
.75
2.1
0.286
0.820
0.000
0.000
0.120
108
108
136
0
4
1.0
2.2
0.299
0.820
0.000
0.000
0.125
113
113
136
0
5
1.25
2.4
0.326
0.821
0.000
0.000
0.136
123
123
136
0
6
1.50
2.4
0.326
0.821
0.000
0.000
0.136
123
123
136
0
7
1.75
2.4
0.326
0.821
0.000
0.000
0.136
1-23
123
136
0
8
2.00
2.5
0.340
0.821
0.000
0.000
0.142
128
128
136
0
9
2.25
2.6
0.354
0.822
0.000
0.000
0.148
134
134
136
0
10
2.50
2.7
0.367
0.822
0.000
0.000
0.154
139
139
136
3
11
2.75
2.8
0.381
0.822
0.000
0.000
0.160
144
147
136
11
12
3.00
3.0
0.408
0.823
0.000
0.000
0.171
154
165
136
29
13
3.25
3.2
0.435
0.823
0.000
0.000
0.183
165
194
136
58
14
3.50
3.6
0.490
0.824
0.000
0.000
0.206
186
244
136
108
15
3.75
4.3
0.585
0.828
0.000
0.000
0.247
223
331
136
195
16
4.00
4.7
0.639
0.829
0.000
0.000
0.270
243
438
136
302
17
4.25
5.4
0.734
0.830
0.000
0.000
0.311
280
582
136
446
18
4.50
6.2
0.843
0.832
0.000
0.000
0.358
323
769
136
633
19
4.75
6.9
0.938
0.833
0.000
0.000
0.398
359
992
151
841
20
5.00
7.5
1.020
0.835
0.000
0.000
0.434
391
1,232
151
1,081
21
5.25
10.6
1.442
0.843
0.000
0.000
0.620
558
1,639
151
1,488
22
5.50
14.5
1.972
0.850
0.000
0.000
0.855
770
2,258
170
2,088
23
5.75
3.4
0.462
0.824
0.000
0.000
0.194
175
2263
170
2,093
24
6.00
1.0
0.136
0.816
0.000
0.000
0.057
52
2,145
170
1,975
(1)
RAINFALL = % OF TOTAL PRECIPITATION
A =
0.51 AC
SOIL TYPE "A"
(2) Q= RAINFALL x C x A
(INS. PER HOUR) C = COFF. FOR 90% IMPERVIOUS
(3) V = Q x 3600 = c.f. / HR
(4) PERC RATE = 2.0 " /HR =.0.50" /15 MIN = .042'/15 MIN
MAXWELL DESIGN RATE = 0.125 CFS = 450 CF /HR 450 =4 = 112.5 CF / 15 MIN
G: /Administration /COST ESTIMATES /HYDROGRAPH.wb3
BASIN VOLUME
ELEVATION AREA VOLUME ACCUMULATED VOLUME
16 552 SF
733 CF
17 914 SF 733 CF
1,136 CF
18 1,358 SF 1,869 CF
1,619 CF
19 1,881 SF 3,488 CF
Wsloo = 18.14
SUBJECT: QUARRY MAINTENANCE PAGE
PROJECT: JOB NO:
LOCATION: BY: LW W
CLIENT: DATE: January 31 2008
HYDROGRAPH
DRAINAGE AREA "A" Industrial Park
USE RCFCD HYDROLOGY MANUAL PLATE E -5.9 FOR RAINFALL PATTERN.
USE 100- YEAR 24 -HOUR PRECIPITATION = 4.5" 90% IMPERVIOUS 24 HOUR
TOTAL DRAINAGE AREA = 0.51 AC
SOIL TYPE A (PLATE D -52)
PERIOD
(HOUR)
%
(1)
RAINFALL
INS. (PER HR)
C DEV.
C UNDEV.
C
(2)
Q
C.F.S.
(3)
VOL.
(C.F.)
VOL.
INCL
PREV.
PERC.
(C.F.)
NET
CUM. STOR
(C.F.)
1
1.2
0.054
0.813
0.000
0.000
0.022
80
80
542
0
2
1.3
0.058
0.813
0.000
0.000
0.024
87
87
542
0
3
1.8
0.081
0.815
0.000
0.000
0.034
123
123
542
0
4
2.1
0.094
0.815
0.000
0.000
0.039
141
141
542
0
5
2.8
0.126
0.816
0.000
0.000
0.052
188
188
542
0
6
2.9
0.130
0.817
0.000
0.000
0.054
195
195
542
0
7
3.8
0.171
0.818
0.000
0.000
0.071
256
256
542
0
8
4.6
0.207
0.819
0.000
0.000
0.086
310
310
542
0
9
6.3
0.283
0.820
0.000
0.000
0.118
425
425
542
0
10
8.2
0.369
0.821
0.000
0.000
0.155
558
558
542
16
11
7.0
0.315
0.821
0.000
0.000
0.132
476
492
542
0
12
7.3
0.328
0.821
0.000
0.000
0.137
494
494
542
0
13
10.8
0.486
0.823
0.000
0.000
0.204
735
735
542
193
14
11.4
0.513
0.824
0.000
0.000
0.216
778
971
542
430
15
10.4
0.468
0.822
0.000
0.000
0.196
706
1,136
602
534
16
8.5
0.382
0.822
0.000
0.000
0.160
576
1,110
602
508
17
1.4
0.063
0.813
0.000
0.000
0.041
148
656
542
114
18
1.9
0.085
0.815
0.000
0.000
0.055
198
312
542
0
19
1.3
0.058
0.813
0.000
0.000
0.038
137
137
542
0
20
1.2
0.054
0.813
0.000
0.000
0.035
126
126
542
0
21
1.1
0.049
0.813
0.000
0.000
0.032
116
116
542
0
22
1.0
0.045
0.813
0.000
0.000
0.029
105
105
542
0
23
0.9
0.040
0.812
0.000
0.000
0.026
94
94
542
0
24
0.8
0.036
0.812
0.000
0.000
0.023
83
83
542
0
(1) RAINFALL = % OF TOTAL PRECIPITATION
A =
0.51 AC
SOIL TYPE "A"
(2) Q = RAINFALL x C x A
(INS. PER HOUR)
C = COFF.
FOR 85% IMPERVIOUS
(3) V = Q x 3600 = c.f. / HR
(4) PERC RATE = 2.0 " /HR = .166' /HR
G: /Administration /COST ESTIMATES /HYDROGRAPH.wb3
MAXWELL DESIGN RATE = 0.125 CFS = 450 CF /HR
BASIN VOLUME
ELEVATION' AREA VOLUME ACCUMULATED VOLUME
16 552 SF
733 CF
17 914 SF 733 CF
1,136 CF
18 1,358 SF 1,869 CF
1,619 CF
19 1,881 SF 3,488 CF
Ws,00 = 16.73
I
RRENT '�`:
The NoxWeU °Plus, as manufactured and installed exclusively hg Torrent
Resources Incorporated, is the industry standard for draining large
paved surfaces, nuisance water and other demanding applications. This
patented system incorporates state -of- the -art pre- treatment technology.
THE ULTIMATE IN DESIGN
Since 1974, over 40,000 MaxWell' Systems have proven lheirvalue as a cost-
effective solutton in a wide variety of drainage applications. They are accepted
by state and municipal agencies and are a standard detail in numerous drainage
manuals. Many municipalities have recognf2ed the Inherent benefits of the
MaxWell Plus and now require it far drainage of all paved surfaces.
SUPERIOR PRE - TREATMENT
Industry research, together with Torrent Resource's own experience, has shown
that initial storm drainage flows have the greatest impact on system performance.
This "first flush" occurs during the first few minutes of runoff and carries the
majority of sediment and debris. Larger paved surfaces or connecting pipes
from catch basins, underground storage, etc. can also generate high peak
flows which may strain system function. In addition, nuisance water flows
require controlled processing separate from normal storm runoff demands.
Manufactured and Installed Exclusively by Torrent Resources Incorporated
Please see reverse side Iw addid.W Wa ®tlan
U.S. NUM No. 4,923.330 "badmort 1971, 1987. 7004 n.0
tRENT �"
In the MusWefl Plus, preliminary treatment Is provided through collection and
separation in deep large - volume settling chambers. The standard MaxWell Plus
system has over 2,500 gallons of capacity to contain sediment and debris carried
by incoming water. Floating trash, paper, pavement oil, etc. Is effectively
stopped by the PureFlo' Debris Shields in each chamber. These shielding devices
are equipped with an effective screen to filter suspended material and are
vented to prevent siphoning of Floating surface debris as the system drains.
EFFECTIVE PROCESSING
Incoming water from the surface grated inlets or connecting pipes Is received
in the Primary Settling Chamber where silt and other heavy particles settle to the
bottom. A PureFlo' Debris Shield ensures containment by trapping Floating
debris and pavement oil. The pre - treated flow Is then regulated to a design rate
or up to 0.25cfs and directed to a secondary settling chamber. The settling
and containment process is repeated, thereby effectively achieving controlled,
uniform treatment. The system Is drained as water rises under the PureFlo Debris
Shield and spills into the top of the overflow pipe. The drainage assembly returns
the cleaned water to the surrounding soil through the FlDfast' Drafbage Screen.
ABSORBENT TECHNOLOGY
To provide prompt removal of pavement oils, both AtrlxWefl Plus settling chambers
are equipped with absorbent sponges. These floating pillow -like devices are
100% water repellent and literally wick petrochemical compounds from the water.
Each sponge has a capacity of over 128 ounces to accommodate effective,
long -term treatment. The absorbent is completely Inert and wDl safely remove
runoff constituents down to rainbow sheens which are typically no more than
one molecule thick.
SECURITY FEATURES
MaxWell Plus Systems include bolted, theft - resistance, cast iron gratings and
covers as standard security features. Special inset castings which are resistant
to loosening from accidental impact are available for use in landscaped applica-
tions. Machined mating surfaces and "Storm Water Only" wording are standard.
MAXWELL" PLUS DRAINAGE SYSTEM DETAIL AND SPECIFICATIONS
CALCULATING MAXWELL PLUS REQUIREMENTS:
The type of property, soil permeability, rainfall intensity and local drainage ordinances determine the number and design of MaxWell Systems. For general applications
draining retained storm water, use one standard MaxWeR Plus per the ins4octloas below for up to 5 acres of landscaped contributory area, and up to 2 acres of paved surface.
To drain nuisance water Rows in storm runoff systems, add a remote Inlet to the System. For smaller drainage needs, refer to our Fgpe IV MaWeU, For industrial drainage,
our fmibro'Spstem may be recommended. For additional considerations, please refer to "Design Suggestions Far Reteatlon And DrAnage Systems" or consult our Design Staff.
COMPLETING THE MAXWELL PLUS DRAWING
To apply the UmdW Plus drawing to your spedfic project, simply fill In the blue boxes per the following instructions. For assistance, please consult our Design Staff.
PRIMARY SETTLING CHAMBER DEPTH
The overall depth of the Primary Settling Chamber Is determined by the amount
of surface area being drained. Use a standard depth of IO feet for the initial acre
of contributory drainage area, plus t feet foreach additional acre, up to the design
limits of the property type noted in "Calculating MaxWell Plus Requirements"
noted above. Other conditions that would require increased chamber depths are
property usage, maintenance scheduling, and severe or unusual service conditions.
Connecting Pipe Depth may dictate deeper chambers so as to maintain the
effectiveness of the settling process.
T'!= -� ESTIMATED TOTAL DEPTH
The Estimated Total Depth is the approximate total system depth required to
achieve 10 continuous feet of penetration into permeable soils, based upon
known soil information. Torrent's specialized "crowd" equipped rigs gel through
the difficult cemented soils to reach clean drainage soils at depths up to 160
feet and their extensive drilling log database is available to use as a reference.
l„'`':`� M SETTLING CHAMBER DEPTH
On MaxMfl Pica Systems of over 30 feet overall depth and up to 0.25cfs design
rate, the standard Settling Chamber Depth is 16 feet
3E� `still OVERFLOW HEIGHT
The Overflow Height and Settling Chamber Depth determine the effectiveness
of the settling process. The higher the overflow pipe, the deeper the chamber,
the greater the settling capacitg. An overflow height of 13 feet is used with the
standard settling chamber depth of It feet.
DRAINAGE PIPE
This dimension also applies to the Porefla' Debris Shields, the Ilafee Drainage
Screen, and fittings. The size is based upon system design rates, muhiple primary
settling chambers, soil conditions, and need for adequate venting. Choices
are 6 ", 8 ", or 12" diameter. Refer to our company's "Design Saggestloos for
Reteatlan and Drainage Sgstens" for recommendadons on which size best
matches your application.
BOLTED RING 6 GRATE!COVER
Standard models are quality cast iron and available to Ht 24" 0 or 30" 0 manhole
openings. All units are bolted in two locations with wording "Storm Water Only"
in raised letters. For other surface treatments, please refer to "Design
Suggestions for Retention and Drainage Systems"
f.---, _ ,_:'F INLET PIPE INVERT
Pipes up to 24" in diameter from catch basins, underground storage, etc. may
be connected into the primary settling chamber. Inverts deeper than 4 feet
will require additional depth in both system settling chambers to maintain
respective effective settling capacities,
INTAREINIFT HEIGHT
The Intake Inlet Height determines the effectiveness of the settling process in
the Primary Settling Chamber. A minimum inlet height of 6 feet is used with the
standard primary settling chamber depth of 10 feet. Greater inlet heights would
be required with increased system demands as noted in Primary Settling
Chamber Depth.
CHAMBER SEPARATION
The standard separation between chambers is IS feet from center to center
for inlet pipe Inverts up to 7 feel. For deep Inlet pipes or underground storage
systems that result in a deeper Connector Pipe, add 5 feet of separation
for each 3 feet of additional Connector Pipe depth. Maximum Connector Pipe
depths and Chamber separations are 13 feel and 25 feet, respectively. A pump
and lift station is recommended for systems with deeper requirements.
VHAmEtFR SEPP.RATION ------- _._.........._._.�.,
I -
�23`•�1:(21: 16 �7...' 3 01(19 i1 i5� 21 i18� �4
�?iils
112' i 13 j
Mi rWell "Plats
uatrx,. •e am �ssamr s,
TORRENT RESOURCES
WI- ttl•Sii -plit
NION via m4
ra- I'aFPU �.. /far �Ea6
.titre. a:;il:{ESifClhl -.
to;1 Si 4, 111,. n.+l.
ate L':. t; 10a Erb /, et llr aa15 ri4F
The referenced drawing and specifications are available an CAD either through our office
or web site. Ask for Drawing TRI II04P. This detail is copyrighted (2004,) but may be used
as is in construction plans withont further release. For information on product application,
individual prejed specifications or site evaluation, can tact our Design Staff for no- charge
assistance in any phase of your planning.
f,-' ITEM NUMBERS
i. Na"At @Cane - Idcd:lfed �I 6::;e-.
2. SvN;iaed axkfiN - (,ra -',ea ru:i:e In lar�:ca,: i zee:. t <ar; sn:.;y m taxtr,!sr.
3. Belted Ring S Ha•.eL -7 - Giasrtar as shraa. Ci -, :ail h.P 0:h er,Nir4 -SO: m Wna
[h; f a gitd I� �n> L ileJ m 2 LLcandr, aaC;emrtd sc cane +ilh mw'a. P.�r Ntsanc+
xJ.02' cf p:ane.
4, ru+erd Basle m P"q (bg
S. Compaatd eau Mattrhl mg ulhas >.
6.F-flu ' bebdt WMld- HAEtd 15 Ca. sii3OX 24' It i.':Ihr!nled t-:.- skdhna:u
Infernal .265' Aiac SAIL naliraed espardrC steel scr._n 7 l2 -!el 1.`.. anion t-d!d
7. Pm-aSt Dar - !80-7.51 spn-tr 45" la. E S4- OD. Cne!n WE acv 2h0 steel =._
Ic Pl]Idadl2 6enng smfatt.
8. Mla 6' 0 Dlnee Shall.
9. Svgon Brukei - fom:ed 12 Gi steel Eldon tailed UM twill.
10. NO- Pipe - kn. SO 0-'C c;ted tp dn-jt pipe at c u seal.
11. braleaye Pipe - ADS:nl-q gntw 00, IPI -A toc«r 5mi-d pipe dwi; q N,0.1
q tulwn tp pm ttad.l'rv7 a brtakagt. DisiP:l!'ss cried.
17. eau Seal - G,-A'--, r:y I_n!r:n c;sraetp slmrY.
ll. Rote -!fear m:d eaciee, ;iced betwc"r'r ' --.d 1 -1 "to best stnipp-M
.0 mridil-
14. flansl° OW.wgt S-- s. 40 cg 0,120" sle:ted -1';caul vim 32 sv::
parr R'h. 9e rub IRl- D=Plu.
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17. Abse.-ir_m - F. ;>Z Pt:ldthtn:;a� Spar -.y. ue. ! 75 ot. cata::n.
10. Cohneaw Pipe -4 "p SO. 40 PH,,
19.'Jem!d An11 -S10M imiAe edih R.Igulh. r
20. Ima:r Sacco -5, h. d:` 1417, 0.119" rt-'iffe,','!'fled reii stntn cilh B2. s ots
49- overall kr. -am rthIRI -c e0 tap.
21, F-bard Depth Varies eitt; inn i!p't tlreati;,n. Inslea;e puma }uccoc1y u'Uing
chamber depths as need.d 1" winlam ail inlet pipe <!era: inns 4- roe Saco;
plp!.]fYfFl,M.
22. 00eaJ Intel Pipe (bq nlhrr -j.
23. MelYUrt 6lc:`.- -aa -6mn. CUsr,. have uaor�;l zgzi.1 earninaene rre :r ar +aa.
Used In lied 0 dixry In lerosaped alas.
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TORRENT RESOURCES
WI- ttl•Sii -plit
NION via m4
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.titre. a:;il:{ESifClhl -.
to;1 Si 4, 111,. n.+l.
ate L':. t; 10a Erb /, et llr aa15 ri4F
The referenced drawing and specifications are available an CAD either through our office
or web site. Ask for Drawing TRI II04P. This detail is copyrighted (2004,) but may be used
as is in construction plans withont further release. For information on product application,
individual prejed specifications or site evaluation, can tact our Design Staff for no- charge
assistance in any phase of your planning.
f,-' ITEM NUMBERS
i. Na"At @Cane - Idcd:lfed �I 6::;e-.
2. SvN;iaed axkfiN - (,ra -',ea ru:i:e In lar�:ca,: i zee:. t <ar; sn:.;y m taxtr,!sr.
3. Belted Ring S Ha•.eL -7 - Giasrtar as shraa. Ci -, :ail h.P 0:h er,Nir4 -SO: m Wna
[h; f a gitd I� �n> L ileJ m 2 LLcandr, aaC;emrtd sc cane +ilh mw'a. P.�r Ntsanc+
xJ.02' cf p:ane.
4, ru+erd Basle m P"q (bg
S. Compaatd eau Mattrhl mg ulhas >.
6.F-flu ' bebdt WMld- HAEtd 15 Ca. sii3OX 24' It i.':Ihr!nled t-:.- skdhna:u
Infernal .265' Aiac SAIL naliraed espardrC steel scr._n 7 l2 -!el 1.`.. anion t-d!d
7. Pm-aSt Dar - !80-7.51 spn-tr 45" la. E S4- OD. Cne!n WE acv 2h0 steel =._
Ic Pl]Idadl2 6enng smfatt.
8. Mla 6' 0 Dlnee Shall.
9. Svgon Brukei - fom:ed 12 Gi steel Eldon tailed UM twill.
10. NO- Pipe - kn. SO 0-'C c;ted tp dn-jt pipe at c u seal.
11. braleaye Pipe - ADS:nl-q gntw 00, IPI -A toc«r 5mi-d pipe dwi; q N,0.1
q tulwn tp pm ttad.l'rv7 a brtakagt. DisiP:l!'ss cried.
17. eau Seal - G,-A'--, r:y I_n!r:n c;sraetp slmrY.
ll. Rote -!fear m:d eaciee, ;iced betwc"r'r ' --.d 1 -1 "to best stnipp-M
.0 mridil-
14. flansl° OW.wgt S-- s. 40 cg 0,120" sle:ted -1';caul vim 32 sv::
parr R'h. 9e rub IRl- D=Plu.
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17. Abse.-ir_m - F. ;>Z Pt:ldthtn:;a� Spar -.y. ue. ! 75 ot. cata::n.
10. Cohneaw Pipe -4 "p SO. 40 PH,,
19.'Jem!d An11 -S10M imiAe edih R.Igulh. r
20. Ima:r Sacco -5, h. d:` 1417, 0.119" rt-'iffe,','!'fled reii stntn cilh B2. s ots
49- overall kr. -am rthIRI -c e0 tap.
21, F-bard Depth Varies eitt; inn i!p't tlreati;,n. Inslea;e puma }uccoc1y u'Uing
chamber depths as need.d 1" winlam ail inlet pipe <!era: inns 4- roe Saco;
plp!.]fYfFl,M.
22. 00eaJ Intel Pipe (bq nlhrr -j.
23. MelYUrt 6lc:`.- -aa -6mn. CUsr,. have uaor�;l zgzi.1 earninaene rre :r ar +aa.
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1E0 P8F LOADING
3 FT EMTH COVER
E FT EARTH COVBt
H-20 TRAFFIC COVER
a.arxwTTaN nmT rAnwol ..ns
I IIII � II II'
II 411 II II IIII
a
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- --
UPLAN VIEW
SECTION A - A
nOO.I
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MC
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OUTLET END VIEW
NOTE:
L REFER TO SPECIFICATION SHEET NO 5-271
7. REFER TO SPECIFICATION 614EET NO 5-2162
3 REFER TO SPECIFICATION SHEET NO S -:61
ALL ADDITIONAL DRAW 05 AND
SPECIFICATION SHEETS REFEP TO MFG.
THREE COMPARTMENT SAND I GREASE
INTERCEPTOR MTH SAMPLE BOX
DESIGNED POR DIRECT H -20 LOADIM6
OF TANK SURFACE
2000 TTWRU �30�0000 GALLON
V N dl•a' ..
HIGHLAND. CA T.S
10t 113 -ILO] 100 1a-E2Gs
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