HomeMy WebLinkAboutCDP 04-58; Namekokopelli Residence; Hydrology/hydraulic study; 2005-10-24A Tri'Dimensional Engineering. Inc,
ENGINEERING • PLANNI HG • SUR V E YING
HYDROLOGY/HYDRAULIC STUDY
Kokopelli Residence
Lot 117 Map 3312-Northeast corner of Cerezo Dr. and Carlsbad
Boulevard Carlsbad, San Diego County California.
APN #210-111-08
Prepared for:
George Pagliaro
1 Calle Alumbrado
San Clemente, CA 92013
And the City of the Carlsbad
Prepared by:
Tri-Dimensional Engineering, Inc.
October 24, 2005
P. O. Box 791 Poway, CA 92074 • (858) 748-8333 - Fax (858) 748-8412
. Ipil ir
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October 25, 2005
Table of Contents
Cover Sheet
Table of Contents
Summary and Findings
Introduction
Scope and Purpose
Calculation Methods
Existing Watershed Contribution
Summary of Analysis
Conclusions
Declaration of Responsible Charge
3-5
3
3
4
4
5
6
6
Maps Exhibits and Appendices
Drainage Map 'A' - Existing Conditions
Drainage Map 'B' - Post Construction
Drainage Map 'C - Subarea Designations
Appendix A - Hydrology & Hydraulic Calculations (Complete Results)
Appendix B - Charts, Graphs, Formulas, Tables used in design
Appendix C - Detailed Hydraulic Calculations
Appendix D - Detention Pipe Design
Appendix E - Pump Design
October 24, 2005
INTRODUCTION:
The site is Lot 117 of Map 3312. It is 0.17-acre squared shaped and is located at the comer
of Cerezo Dr. and Carlsbad Boulevard in Carlsbad. This lot is currently vacant. Its topography has
5 feet differences in elevations. It varies between 200 and 205 feet (MSL).It consists of gentle
terrain sloping to the south towards the street (6% slope average).
SCOPE AND PURPOSE; This is a hydrology/hydraulic study to determine existing
runoff and post construction conditions. We will keep direction and amount of runoff discharge
from this property by using a detention pipe. We will detennine the adequacy of the proposed
pipes, drains, and Pump and detention pipe in the event of a time-of-concentration 100-year-storm.
(See Drainage Map 'A', Drainage Map 'B', Drarnage Map 'C, Appendix A - Flow Characteristics
Charts Appendix D - Detention System Design, Appendix E - Pump design.
October 24,2005
CALCULATION METHODS: The Rational Method was used to determine total flow quantity
at time of concentration for a 100-year-storm for each critical area. Where noted, the following
equation was used to calculate time of concentration:
T -
0 385
{n.9){Ly
H
(plus 10 min for natural channels)
Where noted, the following equation was used to calculate rainfall intensity:
/ = 7.44(pj(Z))-''645
Where noted, the manning equation, as follows, was used to determine flow quantities and
sections of flow:
Qcap = A * V, where
V = (1.49/n)*r^^^*s^^^
Where noted, the following equation was used to approximate coefficient of runoff, C, for
drainage areas with multiple coefficients:
C = [(CArea l)(AArea l)+(CArea2)(AArea2)+. - •] / [AAreal+AArea2+. • •]
Where needed, the Bernoulli equation (along with Q=AV above) was used to determine
flow characteristics:
pi/y + Zl + v2/2g = P2/Y + Z2 + V^/2g + hL
EXISTING WATERSHED CONTRIBUTION:
The site, Lot 117 of Map 3312 contains 0.17 acres. The existing runofif from this property
flows to Carlsbad Blvd. and Cerezo Dr. and is collected in a Curb Inlet located at the Comer of
Cerezo Dr. and Carlsbad Boulevard on Carlsbad Boulevard. (See Drainage Map 'A').
October 24,2005
SUMMARY OF ANALYSIS:
Once pre & post-constmction total storm flow rates were determined, flow sub-areas were
analyzed to determine the 100-year-storm flow for each sub-area. Please refer to Drainage Map
'C for hydrology drainage sub-areas. The attached excel data sheets stommarize the hydrologic
and hydrauUc data. Conditions were analyzed for (1) H&H, (2) detention system adequacy, (3)
Pump requirements.
(1) Peak flows were analyzed and appear in tihe attached 'Hydrology' chart (Appendix A).
(Hydraulic analysis appears on the following page) (See Appendix C for detailed results
for each pipe section). Refer to Drainage Map 'C for sub-area locations.
(2) The Detention System was designed so that the maximum discharge rate from the site
would remain tihe same as it was prior to constmction (See Map'A' for existing
Conditions and Map B for Proposed conditions). See Appendix A for Q Characteristics
and Appendix D for Detention system design.
(3) Pump reqviirements (see Appendix E for pump sizing calculations).
October 24, 2005
CONCLUSIONS:
This study indicates that, if the project is constmcted per plan, the storm drain system at
the subject site will be adequate to handle 100-year-storm conditions.
Modifications to the proposed system would warrant a re-evaluation of the hydraulics by
Tri-Dimensional Engineering, Inc.
DECLARATION OF RESPONSIBLE CHARGE:
I hereby declare that I am the Civil Engineer of work for this project, that I have exercised
responsible charge over the design of the project as defined in section 6703 of the Business
and Professions Code, and that the design is consistent with current standards.
I imderstand that the check of the project drawings and specifications by the City of
Carlsbad is confined to a review only and does not reheve me, as engineer of work, of my
responsibilities for project design.
Ernest H. Grabbe Jr. RCE 047327 Date
October 24, 2005
Maps, Exhibits and Appendices
EXISTING CURB INLCT-
LEGEND
ITEM
PRE-CONSTRUCTION UNDISTURBED
C COEF. AND ACREAGE FOR SUB-BASINS
tJS
SYMBOL QTY.
0.17 AC
LOT AREA
100%
SUBASIN
Tri-Dimensional Engiheering, Inc.
ENGINEERING ° PLANNING » SUR VB YING
JVJAF 3371
EXISTING 5 FT.
PACIFIC TELEPHONE & TELEGRAPH CQ.
ACCESS AND UTIUTIES CASEMENT
REC. FEBRUARY 6, 1956 IN BK. 5966,
PG. 95 OF 0,R.
EXISTING 6 FT. SDG&E
_ACCESS AND UTILITIES EASEMENT
REC. JUNE I, 1956 IN BK. 6124,
PG. 178 OF O.R.
LOT 137
JVJAF 3371
Q
0.28 CFS
EXISTING CONDITIONS
DRAINAGE MAP 'A'
SCALE: 1"=20'
P.O. BOX 791 POWAY, OA 92074 (858)748-8333 FAX (858)748-8412
—1 cq 1
Q
I
O I
LEGEND
ITEM
POST-CONSTRUCTION IMPERVIOUS
C COEF. AND ACREAGE FOR SUB-BASINS
116
SYMBOL QTY.
0.10 AC
LOT AREA
59 %
Q
0.71 CFS
SUBASIN
'C AREA
loo
MAP 3371
EXISTING 5 FT.
PACIFIC TELEPHONE Sc TELEGRAPH CO.
ACCESS AND UTIUTIES EASEMENT
RCC. FEBRUARY 6, 1956 IN BK. 5966,
PG. 95 OF O.R.
EXISTINC 6 fT. SDG&E
^ACCESS AND UTILITIES EASEMENT
REC. JUNE 1, 1956 IN BK. 6124,
PG. 178 OF O.R.
LOT 137
MAP 3371
CBPi^ZO Dl POST-CONSTRUCTION IMPERVIOUS AREAS
DRAINAGE MAP 'B'
SCALE: r =20'
i \ Tri'Dimensional Engineering.Jnc.
P.O. BOX 791 POWAY, GA 92074 (858)748-8333 FAX (858)748-8412
October 24, 2005
Appendix A
Hydrology and Hydraulic Calculations
Hydrology - Determine Tc and Q
Natural Flows Pipe/Urban Flows (5m min) (P=2.5)
Flow ID H L Time (nat) Vel Dist Time (urb) Tc Total 1 C A Qmax
(ft) (ft) (min) (fps) (ft) (min) (min) (in/hr) (acres) (cfs)
Z use min time of concentration 5.00 6.59 0.25 0.17 0.280
F use min time of concentration 5.00 6.59 0.63 0.17 0.705
use mm time of concentration 5.00 6.59 0.95 0.03 0.188
B use min time of concentration 5.00 6.59 0.72 0.05 0.237
C use min time of concentration 5.00 6.59 0.65 0.01 0.043
D use min time of concentration 5.00 6.59 0.51 0.05 0.168
A+B+C+D use min time of concentration 5.00 6.59 0.69 0.14 0.636
E use min time of concentration 5.00 6.59 0.25 0.01 0.016
F use min time of concentration 5.00 6.59 0.25 0.01 0.016
Flow Characterist cs - Hydraulics of Pro posed Structures Results
Flow ID Flow Description
Pipe
Siz6
(in)
Slope
(dec)
n
Chnnel
Btm
wdth(ft)
Lt side
slope
Rt side
slope
Slope
(dec)
n
Design
Q
(cfs)
Depth
(ft)
Vel
(fps)
Top
width
(ft)
Z LOT PRE-CONDITIONS 0.28
F
A
LOT POST-CONDITIONS
FORCE MAIN
0.71
0.19
B 6"PVC@1% 6 0.010 0.013 0.24 0.23 2.75
C 4" PVC @ 2% 4 0.020 0.013 0.04 0.09 2.21
D BROOKS CB. 0.17
DETENTION BASIN OUTLET 4 9.200 0.013 0.24 0.15 6.31
E DIRECT DISCHARGE TO ST. 0.02
F DIRECT DISCHARGE TO ST. 0.02
Notes
EXIST. RUNOFF
FUTURE RUNOFF
DETENTION PIPE
October 24, 2005
Appendix B
Charts, Graphs, Equations, Tables used in Design, Other
Calculations
Directions for Application:
fn?thS'''i^^i''^" ""^P" determine 6 hr and 24 hr amounts
(2) Adjust 6 hr precipitation-(if necessaiy) so that it is within
(3) Plot 6 hr precipitallQn on the right side of the chart
(4) Draw a line through the" point parallel to the plotted lines
Ltg rn^yS"''""^-'"^^"" ^"^^
Application Form:
(a) Selected frequency lOo year
i"-.P24=-4!^-.B—
(c) Adjusted Pg(2) = '^g' jn 24
Note: This chart replaces the Intensity-Duration-Frequencv curves used since 1965. n nuquency
2.5
5.30
4.21"
2.59 3.24
i'l 51'ies
i.87[2.'33
1.66] 2.07
1.38 '1.72 1.49
1.33
1.02
0.85
0>3
0.65
0.54
I 3.5
•[•-.,.-7.90
6"36
6747
'6A2
5.05
3.89
3.23
2.'8d
2.49
2.07
i.79
1.59
'i'.'23
"l.02
0.88
0.78
0.65!
6.56
6750
9.22
7.42
5.90
4.54
377:
'3.27 J
2.90
2.41
2.09
1.86
1.43
1.19
1.03
0.91
0.76
6.66
6.58:
4 ' 4.5" I , I
,10.54111.86-
5.5
I
8.48
6;74
5.19
4.31"!
3.32
2.76
2.39
2.12
1.63
1.36
1.13
1.04
0.87
6.75
0.67
9.54
7.58'
5.84 1
4.851
"4.20!
3.73 '
3.10 '
2.69 !
2.39 .
1.84 '
1.53 '.
1.321
1.18 j
0.98 I
0.85
13.17'14.49:
lo.eo'li.eel
8.4i2 I 9.27"
6.49 . 7.13 I
'5.39 I 5.93
4.67 i 5.13 i
4.15 I 4.56 •
3.45 j 3.79 '
2.98 ! 3.28 '
2.65
2.04
1.70
1.47
2.92
2.25
1.87
1.62
1.31 1 1.44
1.08 • I.I9 •
0.94 •' 1.03 '
0.75 .' 0.84 ! 0.9?
15.81
12772
Vo.'u
7.78
6.46
5.60
4.98
4.13
3.58
3.18
2.45
2.04
1.76
1.57-
1.30
i.'l3
i.OO
intensity-Duration Design Chart - Template
HazMal/County ri,..-deolpgy Manual/lnt_Uur Design Charl.FHB
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use
NRCS Elements
Undisturbed Natural Terrain
Low
Low
Low
Medium Density Residential
Medium Density Residential
Medium Density Residential
Medium Density Residential
High Density Residential
High Density Residential
Gondmercial/Industrial
, .Commercial/Industrial
Commercial/Industrial
Commercial/Industrial
Commercial/Industrial
County Elements
Permanent Open Space
Residential, 1.0 DU/A or less
Residential, 2.0 DU/A or less
Residential, 2.9 DU/A or less
Residential, 4.3 DU/A or less
Residential, 7.3 DU/A or less
Residential, 10.9 DU/A or less
Residential, 14.5 DU/A or less
Residential, 24.0 DU/A or less
Residential, 43.0 DU/A or less
Neighborhood Commercial
General Commercial
Office Professional/Commercial
Limited Industrial
General Industrial
% IMPER.
0*
10
20
25
30
40
45
50
65
80
80
85
90
90
95
Runoff Coefficient "C"
0.20-
0.27
0.34
0.38
0.41
0.48
0.52
0.55
0.66
0.76
0.76
0.80
0.83
0.83
0.95
Sqi.lType
0.25
0.32
0.38
0.41
0.45.
0.51
0.54
0.58
0.67
0.77
0.77
0.80
0.84
0.84
0.95
0.30
0.36
0.42
0.45
0.48
0.54
0.57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0.95
D
0.35
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
0.95
forever (e.g.. the area is located in Cleveland National Forest). ""^'^^^''^^'l Perpetuity. Justification musl be given that the area will remain natural
DU/A = dwelling units per acre
NRCS = Natfonal Resources Conservation Service
AE
I Feet Tc =
EQUATION
0.385
-5000
.4000
• 3Q0Q
-2000
Tc
L
AE
Time of concentration (hours)
Watercourse Distance (miles)
Change in elevation along
effective slope line {See Figure 3-4) (feet)
Tc
Hours Minutes
• 1000
• 900
800
•500 \
\
-400 \
•240
•180
•600-
• 300
-200
•100
120
-100
-90
-80
-70
^4
\
\
\ \
\ Miles Feet
_ 4000
\
- 3000
•50
•40
•30
20
•10
0.5-
\
AE
SOURCE: Califomia Division of Highways (1941) and Kirpich (1940)
-2000
-1800
1600
— 1400
. 1200
-1000
•900
•800
700
— 600
•500
400
— 300
• 200
\
\
•SO
•50
-40
— 30
— 20
-18
-16
-14
-12
-10
-9
•8
•7
-6
— 4
—3
Tc
Nomograph for Determination of
Time of Concentration (Tc) for Natural Watersheds
HazMat/County Hydrogeology ManualAVatershed Nombgraph.FHS
FIGURE
Watershed Divide
Watershed
Divide
Area "A" = Area "B"
SOURCE: Califomia Division of Higiiways (1941) and Kirpicfi (1940)
FIGURE
Computation of Effective Slope for Natural Watersheds
HazMat/County Hydrogeology Manual/Natural Walersheds SIope.FHS
500
EXAIVIPLE:
Given: Watercourse Distance (D) = 250 Feet
Slope (s) = 0.5%
Runoff Coefficient (C) = 0.70
Overtand Flow Time (T) = 14.3 (Minutes
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
1.8 (1.1-C) VD"
F I G U RE i
Ratiohial Formula - Overland Time of Flow Nomograph
HazMat/County Hydrogeology Manual/Overland Flow.FHS
2%
Concrete Gutter RESIDENTIAL STREET
ONE SIDE ONLY
2 3 4 5678. 9.10
Discharge (C.F.S.)
EXAMPLE:
Given: Q = 10 5 = 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.
SOURCE: San Diego County Department of Special District Seryices Design IVIanual
20 30 40 50
FIGURE
Gutter and Roadway Discharge - Velocity Chart
HazMat/County Hydrogeology Manual/Gutter Discharge_VeIocity.FH8
Orange
County
)
/ /-'r-''^^—-a'—r'yr~^Al±lJi^da County
/ / --^^ .'"''/sAxm \ ( ^'^^:t V \ 'i I,
\ \ s's X
IVI e X 1 c
County of San Diego
Hydrology Manual
Rain/all Isopluvials
ICQ Year Rainfall Evern • fi Hn.ir.;
'''V' Isopluvial (incties)
MagJJotes.
Stateplane Projeoloa Zones. NA083
Cfealion Dale: June 22,2001
MOTTO BE USED FOR DESIGN CALCUUTIONS
amecP
r Orange
County ( ,''l2.bZ,
\ -—; i 5.0 i -R I y e r s I do C o u n 1
SjiJlnbow Ij, \
Leucadia
.Endnitas
CaidirbylheSaa
. Solana Beadi
Oel Mar
U Jolla i;
iA' 1 ^-"->"\>>;^.i>:0!K^
i&4a*G/ / \ \ \ \ ^o ) \
0ff — '-'/.\,.., U't.^\\\\\s:o., ( ~~^>-«:C2&tttoy/.b
JVlJli,„ *'j-':''"'*=is< SanttlTcV'' i W^'Ov \ ..y«=^ ^""^
5.0
•-' ('—CX;N, •'•''•,
^1
\ \ \ 7 ip-o/ ,~NM 8-0- ' .i) \ .' I
',5.5-,
PaddcBesdi
Mission Beadi
Beadi I
„ . 7r~i:^jen!ij-«s 7\^/J''' V'-^.. ""~'f->S5
\ \ \ V\\ \ ^
./ i > \ \ \
Tlfuam WI e X •
County of San Diego
Hydrology Manual
Rainfall Isopluvials
100 Year Rainfall Fvpnf, 0^ Hffiin
-''V Isopluvial (inches)
Map Notes
Slateplane Projection. Zone6, NAD83
Creation Date: June 22,20O1
NOTTO BE USED FOR DESIGN CALCUUTIONS
amecP
32°4S'
32*30'
33'30'
32*30'
County of San Diego
Hydrology Manual
Soil Hydrologic Groups
Legend
Soil Groups
~] Group A
I Group B
"j Group C
Group D
Undetermined
Data Unavailable
DPW ^
«GK SanGIS
THIS MAP IS PROVIDE[) WITHOUT WARRAJ^fTY W AMY KINO, ErTHER EKPRFSS OR nUKIED. INCLUDING, BUT NOT LIMTEO TO, THE niPLIED WAPRASTIES or MERCMAKTAariHY AND FITNESS FOR A PARTICULAR PURPOSE. Cop^ighl SanGIS All Righti RsMivn)
Tha products may coribin Infonnabon frvn Itw SANDAO Regronal MomiM-gn Sysiem when unut b* iwoifuuij witfnul Vw
wfrlMi pemuw e( SANOAa
•mad hy Thomm B™*ei Mapj
3 Miles
I
October 24, 2005 1
Appendix C
Detailed Hydraulic Calculations
10
PROJECT: 6" PVC @ 1% - FLOW ID B
Diameter (inches)
Slope (ft/ft)
depth (ft) ...
Velocity (fps)
Area (Sq. Ft.)
Critical Depth
Critical Velocity
PIPE FLOW
6
0.0100
0.23
2 . 75
0.09
0.25
2 .49
DATE
TIME;
Mannings n ...
Q (cfs)
depth/diameter
Velocity head .
Critical Slope
Froude Number .
.013
0.24
0.46
0.12
0.0077
1.16
PROJECT: 4" PVC @ 2% - FLOW ID C
DATE:
PIPE FLOW TIME:
Diameter (inches) ... 4 Mannings n
Slope (ft/ft) 0.0200 Q (cfs)
depth (ft) 0.09 depth/diameter ...
Velocity (fps) 2.21 Velocity head
Area (Sq. Ft.) 0.02
Critical Depth o.ll Critical Slope ...
Critical Velocity ... i.eo Froude Number
.013
0.04
0.26
0.08
0.0081
1.57
PROJECT: 4" PVC
Diameter (inches)
Slope (ft/ft)
depth (ft) ...
Velocity (fps)
Area (Sq. Ft.)
Critical Depth
Critical Velocity
9.2% PIPE BASIN OUTLET
PIPE FLOW
DATE:
TIME:
4
0.0920
0.15
6.31
0.04
0.27
3.12
Mannings n
Q (cfs)
depth/diameter . .
Velocity head ...
Critical Slope ..
Froude Number ...
.013
0.24
0.45
0.62
0.0158
3.28
PROJECT: 4" PVC @ 2.5%MIN ( FUTURE OUTLET)
DATE:
PIPE FLOW TIME:
Diameter (inches) ... 4 Mannings n .013
Slope (ft/ft) 0.0250 Q (cfs) 0.24
depth (ft) 0.23 depth/diameter ... 0.68
Velocity (fps) 3.83 Velocity head 0.23
Area (Sq. Ft.) 0.06
Critical Depth 0.27 Critical Slope ... 0.0158
Critical Velocity ... 3.12 Froude Number 1.51
I
1 October 24,2005
Appendix D
Detention System Design
11
storm Discharge Volume 100-year-storm
Duration C A (0.24 cfs) 1 Inflow Total Water In Basin
(min) (cuft) (cu ft) (cu. ft)
1 0.63 0.170 14 18.60 120 105
2 0.63 0.170 29 11.89 153 124
3 0.63 0.170 43 9.16 177 133
4 0.63 0.170 58 7.61 196 138
5 063 0170 IZ S,59 212 140
6 0.63 0.170 86 5.86 226 139
7 0.63 0.170 101 5.30 238 138
8 0.63 0.170 115 4.86 250 135
9 0.63 0.170 130 4.51 261 131
10 0.63 0.170 144 4.21 271 127
11 0.63 0.170 158 3.96 280 122
12 0.63 0.170 173 3.74 289 116
13 0.63 0.170 187 3.56 297 110
14 0.63 0.170 202 3.39 305 103
15 0.63 0.170 216 3.24 313 97
16 0.63 0.170 230 3.11 320 89
17 0.63 0.170 245 2.99 327 82
18 0.63 0.170 259 2.88 333 74
19 0.63 0.170 274 2.78 340 66
20 0.63 0.170 288 2.69 346 58
25 0.63 0.170 360 2.33 375 15
30 0.63 0.170 432 2.07 400 -32
35 0.63 0.170 504 1.88 422 -82
40 0.63 0.170 576 1.72 443 -133
45 0.63 0.170 648 1.60 462 -186
50 0.63 0.170 720 1.49 479 -241
55 0.63 0.170 792 1.40 496 -296
60 0.63 0.170 864
0
1.33 511 -353
Detention Svstem
The detention system is required in lieu of an exhaustive downstream
analysis or upgrade to limit the 100-year maximum discharge to pre-
construction rates. From the hydrology study, we get:
Pre-Construction: Qioo(Z) = 0.28cfs
Post-Constmction: Qioo(F=ABCD) = 0.71 cfs
(the following design process was iterative, the results of the iterations
are shown below):
Propose one discharge pipe of 2.5" inside diameter. Because distance
to exit is so short, orifice capacity equation should govem over all
else:
a = 0.034tf
h = 200 -199.6 = 2.0' ft elevation head
c = 0.62 (coefficient for square-off/standard cut pipe)
Q = (0.62)(0.034)*SQRT[(2)(32.2)(2.0)]
Q = 0.24cfs <=0.25 cfs allowed [ 0.28-(.016+0.16)]
Determine maximimi storage capacity required for a 100-year-storm of
any duration (see attached spreadsheet):
Since the maximum demand occurs at less than a five-minute storm,
and a five-minute-storm is the shortest-duration storm recognized by
the County hydrology manual, the basin reqviires 140 ft^ of storage.
Propose using a 24" diameter ADS pipe for storage
140 ft^/3.14 ft^ = 45 feet of pipe required.
Emergency overflow is provided at the detention discharge basin in the
event of unforeseen clog or greater than 100-year intensity storm.
See plans for final design of system.
October 24,2005
Appendix E
Pump Design
12
Find Q for the Pump System
Design Conditions: A=0.03 Ac ; C=0.95; 1=6.59 in/hr for Tc=5 min
Q = CIA =0.19 cfs (also refer to flow charts appendix A- area Al)
Pump needed:
Duplex Pxmip System for 84 gpm
Finding the head losses
Velocity thought 4" discharge;
V=Q/A = 0.19/ (u (0.1 (nf =2.16 I5)s
V=2.161ps
1) . Depth, Z= 10'+4' =14'
HL=13'
2) . Head Losses per Pipe; Length=86'; HL= 0.01 /ft (smooth pipe).
HL=0.01x86=0.86'
3) .Head Losses per Fitting/ Valves; (4 elbows); HL=0.42(V^/2g )
HL= 4x 0.42(V^/2g)=4x.03=0.12'
4) . Head Losses per Valves/ Connections; (2); HL=1.8(V^/2g)
HL=2xl .8(vV2g)=2x. 13=0.26'
Total HL= 13'+0.86'+0.12'+0.26'=14.24'
Total HL=15'
P. 0. Box 791 • Poway, CA 92074 - (858) 748-8333 - Fax (858) 748-8412
^CKI^MEMMMOR ^WCH ^^T5 ^^ER^^NDJ^'
EOR BOTH PUMPS RUNNING TOGETHER, IS REQUIRED TO
BE STORED AT ALL TIMES NEARBY THE DUPLEX SUMP
PUMP
DUPLEX CONTROL PANEL W/ ALTERNATING
STARTER OPERATION MOUNTED OUTSIDE OE'
SUMP IN LANDSCAPE AREA
60" 0 FIBERGLASS
PREFABRICATED MANHOLE-
DUPLEX HYDROMATIC
PUMPS MODEL SKBOA?
• SINGLE 0 POWER
• • 2j0 V
• 1,HP
^ 9 STAGGERED FLOATS
4" DISCHARGE LINE
(EACH PUMP) 2'
FLOW PROPERTIES:
@ 100 YEAR STORM: 84 GAL/MIN/PUMP
APPROX: 15 FT. TOTAL HEAD TO
DETENTION BASIN PIPE
CONTACT JAMES BUNCH @ BARRETT PUMPS i
(619) 232-7867 8c REFERENCE: KOKOPELLI
cr
-60" 0-
16" MIN
COVER
TOP MANHOLE
RIM ELEV. ± 195
-4" PVC FORCE MAIN
(SCHEDULE 80)
BTM SUMP
ELEV. = 191
THIS IS NOT A COMPLETE
COMPONENT AND INSTALLATION
DETAIL - SEE COMPANION PUMP
& SYSTEMS SPECS FOR MORE
INFO.
DETAIL 'A' SUMP WITH DUPLEX PUMP SYSTEM
NO SCALE ~ ~ '