701 CARY RD.PDF10521
701 CARY RD
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TAX ACCOUNT/PARCEL NUMBER: -(z L
BUILDING PERMIT (NEW STRUCTURE): 1-06NUb
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETERMINATION: E] Conditional Waiver [I Study Required 10 Waiver
DISCRETIONARY PERMIT #'S: K-AjuRhk,6m-Wd (aowbiwO -AGU'E55-03
I
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
1
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: z 111 Z--)
SEWER LID FEE $:
LID #:
SHORT PLAT FILE: LOT: I BLOCK:
SIDE SEWER AS BUILT DATED: 7111113
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DA'
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
OTHER: W -I i —
LATEMP\DST's\Fomis\Street File Checklist.doc
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WATER & SEIA ER
INSPECTIONS R:Q'D IL(5833-
CALL 425-�71-0220 1 XT. 1326
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Lo+ Cootm 0 ',g FOOTINI 33 DRAINS- NOT
T 'TIED INTO
DETENTION SYSTEM
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'PERMIT COUNTER
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City of 'Ed m�.oads
P�velopment Services D.ep-artment
Planning -Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Ar&s are, or
may be, present on the subject property. The information
needed to complete the C hecklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories; maps, or soil
surveys).
Date Redeiv6d:.
.C4fteqeipt#: 61Z7d/a
Cintical Are'As_'Ne -4-"
Critical Areas Checklist, -Fe , W-, - $45.00
Date Mailed, to A p
. ..P.ricant:
A property owner, or- his/her. authorized: rqKqsentative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review the checklist, -make a
precursory site visit, and.. make a. determination of -the
subsequent. steps necessary to c6mpleie� a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to -assist City, staff in finding* and locatin the
9
specific piece of property. described. on this form. In
addition, the applicant shall include other pertinent
information (6.g.- site plan, topogriphy map, .-etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees
to release, indemnify, defend and hold the City of Edmonds harmless from any and - all &mage§,, including reasonable
attorney's fees, arising from any action or infraction based in whole or part-bo6n false,* rnisleading, inaccurate 0
mcomplete information furnished by the applicant, his/her/its agents or employees.
By my signature, I cer* that the information and exhibits herewith -submitted are true and correct to the best. of in
knowledge and that I am authori*-d\to file this application on the behalf of the owner as listed below.
SIGNATURE oF APPLicANT/AGE DATE
Property Owner's Author#atdioo
By. my signature, I per* that hrrl'e' authorized the above Aipplicapt/Agent to apply for the:subject land.use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject propp.rty fo I r the.,
purposes of inspection 04osting attendant to this application.
Owner/Appticant:
T (N (\
Narne
I (,goa>
Street Address
e�') A
?7:A yy\C"VA
city State zip
Telephone: " 4C)_ —
Email address (optional):
DATE
Applicant Representative: -
Name
Street Address'
city State zip
Telephone'
Email Address (optional):
Critical Areas Checklist.doe/3.19.2001
4tritical Areas Checklis? CA File No:
Site Information (soils/ topography/ hydrology/ vegetation)
0- Site Address/ Location:—:] (o 9Au,,,sta PCXII- Rd
2. Property Tax Account Number: a4 a-, oz 0� oci 0-1
3. Approximate Site Size (acres or square feet): oc)o
4. Is this site currently developed? 4 yes; no.
If yes; how is site developed? EX 01/Y\ Q__
5. Describe the general site topography. Check all that apply.
Flat less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
40 7. Site contains areas of seasonal standing water: 0 Approx. Depth:
What season(s) of the year? 1,1—A
8. Site is in the floodway 610 floodplain /\-L 0 of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round?
Ala Flows are seasonal? (What time of year?
10. Site is primarily: forested — ; meadow shrubs mixed
urban landscaped (lawnshrubs etc)
11. Obvious wetland is present on site: .&C,
F NI Staff Use Only—, — ---- -
or, P
y
'W7
"Ifim
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Al &L., 56
A! Map.jfi�e�
Ed Area gite?.
toxy.br C.
4. C-nQ L
-5. -S Q"Jeim" Wd darffi' subsideik'
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SrUDYREQUI W,
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RMewe i, .. � — . DaWn. 1// 03
Critical Areas Checklist.doc/3.19.2001
f
11) LZ -
L;. to
Address of
Property Ta
0- " * - 0
City of Edmonds PERMIT NO: 1117
SIDESEWER PERMIT PERMIT EXPIRES 7*
Attach copies of all access and utility easements Verified and Approved by
Owner and/or Contractor:
Contractor License )f P r x :E J: C)t 11�-& Building Permit #: .2Cx_-_33 - 0 774-)
)<Single Family
R Multi -Family (No. -of Units
Invasion into City *Right -of Way: E] Yes )<No
*RW Construction Permit #
F� Commercial (No. of Units Cross other "Private Property: El Yes XNo
Public "Attach legal description and copy of recorded easement.
Owner/ ntractor
o4er opt/onirict4r signature and acknowledgement statement: Date
By signing for this permit I certify that I have read the City's public handout entitled
Side Sewer Specifications, and shall comply with all City requirements outlined therein.
W CALL DIAL -A -DIG (1-800424-5555) BEFORE ANY EXCAVATION W
W FOR INSPECTION CALL 425471-0220 extensio
24 HOUR NOTICE REQUIRED FOR ALL4NSPECTION REQUESTS
Permit Fee $ .0-) V Repair Fee $ Issued B%7---#
Trunk Charge $ Date Issued:—
'0
Assessment Fee $ Receipt No: g
City Permit Surcharge Fee 15.00 Total Fees Paid
NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED.
Job Site Ready YES NO —Date: Initial:
Date:-y
Partial Inspection: &E-ty c /a M Y-� �104 Initial:
Partial Inspection: Date: Initial:
FINAL INSPECTION APPROVED: Date: Initial: As -built to Street File: 1-
V� PERMIT MUST BE POSTED ON JOB SITE T�
While Copy: File Green Copy: Inspector Buff Copy: Applicant
L-,temp,bidg;fomis;ssperrnitjlg4/00
Aft
CASPERS ST
Fj
ril
u
Eo !fo CITY OF EDMONDS SIDE SEWER AS —BUILT
ell,
IN ADDRESS
t) ;11 M"I'd � �t a n 1 r L) A
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%A[ y %_k
HOMEOWNER CONTRACTOR SCALE
Jef f Netson MX Ptummig II -INC, NTS
DATE DRAWN PERMIT
7-1-2004 JBY K. Haney I NO, 9857
e .66
Revised Drainage Report
for
Nelson Residence
Detention Pump System
(1 lot)
in q.1,0L I 0�
Edmonds, Washington 0! coll'-'-C.,
C)
LSA JOB #4455
April, 2003
Rev.June,2003
Rev., July 22, 2003
L 0 VELL-SA UERLAND & ASSOCL4 TES, INC.
19400 33RD Avenue W, Suite 200
Lynnwood, WA 98036
Phone: (425) 775-1591
Fax: (425) 672-7998
r, '10
Revised Drainage Report
for
Nelson Residence
Detention Pump System
(I lot)
Edmonds, Washington
LSA Job #4455
Prepared For:
Jeff Nelson
16034 68h Avenue West
Edmonds, WA 98026
1 (206)818.1187
Prepared By:
Jerry O'Connell, P.E.
Lovell-Sauerland & Associates
19400 33rd Avenue W., Suite 200
Lynnwood, WA 98036
425.775.1591
i.W/son Residence #4455
Revision Addendum:
June Z 2003 revision:
Based on my June 2, 2003 meeting with Don Fiene, this report has been revised asfollows, to
address his review comments:
I. item #L h-verified that the report, as is, uses the I 00-year pre -developed runoff as the
target release rate
2. item #2h — the pump curve has been added at the end of this report.
3. item #3j — a control structure is not needed because the pump will control the release
rate.
4. general item: provided additional computations to show the head loss calculation (see
the first sheet of the computations).
July 2Z 2003 revisions:
1. added calculationfor dynamic head
2. added roof drain material (6 " pvc)
LOVELL-SA UERLAND & ASSOCL4 TES, INC.
19400 33d W., Suite 200
Lynnwood, WA 98036
PALSA Engineering Docs\4400 thru 4499\4455\drainage\4455rpt-jo-pump.doc
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'Nelson Residence #"55
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Purpose:
The applicant, Jeff Nelson, intends to obtain the City permits required to demolish the existing
single-family house, and construct a new single-family. residence in excess of 5,000 square feet at
site on Casper Street. Based on the City of Edmonds 'Drainage System Standards' development
exceeding 5,000 sf of impermeable surface must have a drainage plan prepared and stamped by a
licensed engineer.
This report was prepared to provide supporting calculations for the design of a detention system
as shown on the one -sheet drainage plan submitted to the City for approval. The design is based
on the site plan as shown on the plans by Randall J. Manson dated March 3, 2003. An
underground detention tank is proposed to collect the onsite storm runoff. The discharge point
for this tank is an existing 6-inch pipe at the northeast comer of Casper Street and Hanna Park
Road. Since the invert on this pipe is above the invert on the detention tank, the tank will need to
be pumped upto the discharge pipe.
Calculation Methodology:
Since the new impermeable area exceeds 5000 sf, the City's detention worksheet cannot be used.
The 1992 DOE Manual methodology with the SCS Santa Barbara Urban Hydrograph was used
based on a Type I A storm to calculate the existing and developed runoff. Based on City Staffs
requirements for a pumped system, the pump discharge must not exceed the existing I 00-year
runoff.
The following steps were taken to size the detention tank required:
1. calculate the 100-year runoff for the existing and developed site
2. find the target release rate: 0.0802cfs (for the 100-year existing condition)
3. set the pump rate to match this target rate (0.0802 = 36 gpm)
4. determine the amount of time that the developed storm hydrograph exceeds the pump
discharge rate and calculate the required volume to store this excess runoff.
5. for conservative modeling: it was assumed that the 100-year peak runoff occurs at the
time when the water in the tank is at the pump -on elevation.
6. determine the amount of storage required above the pump -on elevation to handle the
excess runoff.
7. set the pump -on elevation and review the pump cycle times for feasibility.
Calculation Summary (see enclosed calculation in Appendix):
Detention storage required above the pump -on elevation
238.6 cf
Detention provide by 36-inch by 42 LF tank above pump -on elevation
244.3 cf
Pump discharge rate
36 gpm
Total head required
4.64 ft
Maximum time for pump to empty the tank
31.8 min
LOVELL-SA UERLAND & ASSOCL4 TES, INC
1940033 rd W., Suite 200
Lynnwood, WA 98036
I
PALSA Engineering Docs\4400 thru 4499\4455\drainage\4455rpt-jo-pump.doc
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APPENDIX
Maps & Calculations
LO VELL-SA UERLAND & ASSOCL4 TES, INC.
19400 3P W., Suite 200
Lynnwood, WA 98036
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This sail owvsy mop was complied by The U.S. Departmeal of Agrioulture. Sell Conservation Sorties. and cooperating @geodes.
ftis maps prepared by live Bills of 01"Moff"A.Deperhmeal of kelwalftsowcoe bm 197384W 1974"Oel low
0,
Coordinate Sold Oft @ad Odew Messrs. it asoom, " "Wommomeir P"VeNd.
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Table 2.2 Hydrologic Soil Series
for Selected Soils in Washi gton State
Soil Type
Hvdroloi!ic Soil Group
Soil Type
Hvdrolotic Soil Group
Agnew
C
Hoko
C
Ahl
B
Hoodsport
C
Aits
C
Hoogdal
C
Alderwood
C
Hovpus
A
Arents, Alderwood
B r
Huel
A
Arents. Everett
B
Indianola
A
Ashoe
B
Jonas
B
Baldhill
B
Jumpe
B
Barneston
C
Kalaloch
C
Baumeard
B
Kapowsin
CiD
Beausite
B
Karula
C
Belfast
C
Kilchis
C
Bellingham
D
Kitsap,
C
Bellingham variant
C
Klaus
C
Boistfort
B
Klone
B
Bow
D
Lates
C
Briscot
D
Lebam
B
Buckley
C
Lummi
D
Bunker
B
Lynnwood
A
Cagey
C
Lystair
B
Carlsborg
A
Mal
C
Casey
D
Manley
B
Cassolary
C
Mashel
B
Cathcart
B
Mavtown
C
Centralia
B
Mckenna
D
Chehalis
B
McMurray
D
Chesaw
A
Melbourne
B
Cinebar
B
Menzel
B
Clallarn
C
Mixed Alluvial
variable
Clayton
B
Molson
B
Coastal beaches
variable
Mukilteo
CID
Colter
C
Q
C
Naff
Nargar
National
B
A
B
—7u—ster
Custer. Drained
Dabob
C
Neilton
A
Delphi
D
Newberg
B
Dick
A
Nisqually
B
Dimal
D
Nooksack
C
Dupont
D
Norma
C/D
Earlmont
C
Ogarty
C
Edgewick
C
Olete
C
Eld
B
Olomount
C
Elwell
B
Olympic
B
Esquatzel
B
Orcas
D
Everett
A
Oridia
D
Everson
D
Orting
D
Galvin
D
Oso
C
Getchell
A
Oval]
C
Giles
B
Pastik
C
Godfrey
D
Pheeney
C
Greenwater
A
Phelan
D
Grove
C
Pilchuck
C
Harstine
C
Potchub
C
Harmit
C
Poulsbo
C
Hoh
B I
Prather
C
August 2001 Volume W - Hydrologic Analysis and Flow Control BMPs 2-19
STORKWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table 111-1.3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
land use for Type 1A rainfall distribution, 24-hour storm duration.
LAND USE DESCRIPTION
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
A B C D
Cultivated land(l): winter condition
86 91 94 95
Mountain open areas: low growing brush & grasslands
74 82 89 92
Meadow or pasture:
65 78 85 89
Wood or forest land: undisturbed
42 64 76 81
Wood or forest land: young second growth or brush
55 72 81 R <-
Orchard: with cover crop
81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
Good condition: grass cover on t75% of the
68 so 86
&
I
.area
Fair condition: grass cover on 50-75% of
77 85 90 92
the area
Gravel roads & parking lots:
76 85 89 91
Dirt roads & parking lots:
72 82 87 89
Impervious surfaces, pavement, roofs etc.
98 98 98
open water bodies: lakes, wetlands, ponds etc.
100 100 100 100
Single family residential(2):
Dwelling Unit/Gross Acre %Impervious(3)
Separate curve number
1.0 DU/GA 15
shall be selected for
1.5 DU/GA 20
pervious & impervious
2.0 DU/GA 25
portions of the site
2.5 DU/GA 30
or basin
3.0 DU/GA 34
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA .46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
PUD's, condos, apartments, %impervious
commercial businesses must be
industrial areas computed
(1) For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
111-1-12 FEBRUARY, 199Y
'Moo-P-A
Western Washington Isopluvial 100-year, 24 hour
FT. UMIW. rX.1 "A
ArMO
I
2 �. %.
le 0
A-4 Volume /// — Hydrologic Analysis and Flow Control BMPs August 2001
V
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58
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L M M=M 19400 33rd Ave. W. Suite ZOO, Lynnwood, WA 98036
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2-123 :02 --1 2 02
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2-137;'--. -136;
: *,, : 2-130
2.126 1 0.0
2-116 2418 2�1 Lill-
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2-124
2.113 2-117 12-
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2-141 2.143 2- F42
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C12 3.
12
2-139 SPS "I
. / 2.140 00 R lo, .. .... HANSEN ADD 2.144
3 L..' . 11 f�
4 2-138 1
2-101 12 11 1 10 03
m FOE
5
'b- 2152 01 7 6 2-145
n 2.yan 2.158
. . .......... 2-146 02
03 !
06. C
2-094 2- f62 2.1642-161
rh
2-153
'If2-157'
t2: DIANTILjEE fibo i
6
2-095 2-15 2-159 1 1
2 3
(4 fB6) 5 14
2.01 -o'i 92-233 Z7. 77-- VIEW
g 2-ca3. 2-W- m
2,Wl . . .....
2.orf!2.o
bpSmpll j
-0
2 2-" 2.
007
7
-224 !'2-226 2472
2 2-010 j8 2-236 2-163
12-2 0.1
2 6 2035
01 -- 2.227 2.2 i ivi 2-024
7 �2-23i j2-2f2
20
-4 '5 4 lu --- 2-225 :2-02f_. 16 '21. 2-171
- ::d.* . 2.022
?-03 a
00! Ol 1 1
i 2-mg 2-170
'2 2-a?8,
; i 1 2 3 4 f 5
-025 2-m
2- -029f' '2-026'
2.027 > bR LA
2.186 2-185
2-045
W 2
. , 0".. -M EJ9JKSONf ol 2-214 f
2 113 1
2-053." 2. 5 2
2.182:
....... 2-033 2-23
2-1671 2.165
-217-,2-04 -0551
0 2 2 -- -----
D 96 - 2-2 -
. ........... 2-20 ;
4�'*-. 2-050 ....... 2-058 ! 11 � 9 i 8 A ; 1 -201
2-072 c .1 2
2-060 PAYNE PO! (54! 6) be b!94.ld3 ....... .
4 2-076 . z 1 2-202
2 3 as
2-jo: 2 j�: 2-200
10 13 2-077 2-205,
9 14 3 8 0
nm)
x 2-078 m2 - 2-1-98
13 2-064 2-246 2-080 4 . 7
. . .......... Momoc) of
7 16 IF —fo"ows 5 a 2.210
2 10 Sp
a 17 2.245 1 CAMS= LOHA% -- I —
06i
2-20
6 9 2-068 -- Gte,- ST r 2.209
- 2-071 2.219
09
2.070=1
2-206 2.207
J,
'1 1821
7-
OALEY
Pr
Lovell-Sauerland & Associates, Inc.
19400 33rd Ave. W.. Suite 200, Lynnwood. WA 98036
I
I
STOR M01YSTEk". N-i-i"
M DRAINAGE PU el od Short Plat JN 4455
----------
Using the HaAen Williams formula (ref: Pg 37-10an �oo�of Applied
---------- -i-- " - i-
Hydraulics; "C" values pg 2-10; pipe fitting equivalent lengths
from Civil Engineering Review Manual, pg 3-57.)
k * QAX = head loss, ft
= discharge, gpm L = pipe length
x = 1.85 d = pipe diameter
k = 10.44 * L * J/CAJ .85 * 1/d A 4.8655 C = Hazen -Williams coefficient
Assumptions:
Bottom of Tank Elevation = 35
Pump Elevation = 34
Pump Off Elevation = 35
Pump On Elevation = 35.7
Max. Tank Elevation = 38
Alarm Elevation = 37.9
Pressure Line Outlet Elev = 39.64
Maximum Total Dynamic Head 4.64 0
Pump On Total Dynamic Head 3.94 n,7 Y'FK'
Hazen -Williams coeff C, use = 130 PVC- sch 40
Pipe Diameter, d = 1.5 inches
Friction Losses
Equivalent
1.5" Line Equivalenc� Number Length (ft)
1.5" 90- Elbow 4.0 2 8.0
1.5" Pipe 1.0 50 50.0
Total = 58.0
System Curve:
Friction
Dynamic Head (ft.)
Total Head (ft)
Velocity (fps)
Rate (qpm)
Head (ft)
Max.
Pump On Max
Pump On
pipe outlet
10
0.73
4.64
3.94 5.4
4.7
1.8
20
2.64
4.64
3.94 7.3
6.6
3.6
30
5.59
4.64
3.94 10.2
9.5
5.4
3r.
7.83
4.64
3.94 12.5
11.8
6.5
50 14.38 4.64 3.9
rq
19.0 18.3 9.1
� � ibi;
ALt (5 -30
0.-;� 4-- 8 G 56
IF, Pic: ll,'j uF-Tj :3 L'ET
-P14 55�
5,9
I
100-YEAR STORM - Ne1s-on-'S0-JN4ie5F
Time to RIC to Empty Total Cycle
Inflow Pipe to Joe (min.) Time
Storage
Stage
Volume(cf)
Pump off =
35.5
0
Pump on =
36.2
52.6
Top of Tank =
38.5
296.9
Alarm =
38.4
Overflow =
38.4
qpm . cfs
Peak Pump Rate = 36.0 0.08
I
I
Time (min)
100 Year
pump on (min.)
(Pump off)
(min.)
0
0.0000
0.0
0.0
0.0
100
0.0075
116.9
12.0
128.9
200
0.0149
58.8
13.4
72.2
300
0.0267
32.8
16.4
49.2
400
0.0527
16.6
31.8
48.4
500
0.0840
10.4
-237.0
-226.6
600
0.0500
17.5
28.9
46.5
700
0.0381
23.0
20.8
43.8
800
0.0346
25.3
19.2
44.5
900
0.0311
28.2
17.8
46.0
1000
0.0292
30.0
17.2
47.2
1100
0.0252
34.8
15.9
50.7
1200
0.0235
37.3
15.4
52.7
1300
0.0236
37.1
15.5
52.6
1400
0.0217
40.4
15.0
55.4
1500
0.0000
0.0
0.0
0.0
Inflow above allowable Oufflow
Allowable Outflow 0.03 cis (13.5 gpm)
0
Q a
Volume
Time
In
Out Net
(CF)
450
0.0685
0.0803 0.0000
0
460
0.1773
0.0803 0.0970
29.0995
470
0.2098
0.0803 0.1295
67.9491
480
0.1941
0.0803 0.1138
72.9891
490
500
0.1188
0.0840
0.0803 0.0385
0.0803 0.0037
45.6891
12.6591
510
0.1106
0.0803 0.0303
10.1991
520
0.0686
0.0803 0.0000
0
Total Storage
238.585
Req'd storage
238.6 c.f.
Pump On Elev
36.2
Bottom of Tank=
35.5
Depth in Tank
0.7
Available Depth=
2.3
Volume available=
244.3 c.f. (from Stage
storage table)
Design storage
244.3 c1
11
I
Ll
11
I
100-year storm: Nelson SP: JM AAr-r-
Time to Fill TaqjWtv Total Cycle
Inflow Pine to Pir� I Time
Storage
Stage
Votume(cf)
Pump off =
35
0
Pump on =
35.7
52.6
Top of Tank =
38
296.9
Alarm =
37.9
Overflow =
37.9
I
I
I
I
I
I
11
I
I
I
I
I
qPm ds
Peak Pump Rate = 36.0 0.08
Inflow above allowable Outflow
Time (min)
100 Year
pump on (min.)
(Pump off)
(min.)
0
0.0000
0.0
0.0
0.0
100
0.0075
116.9
12.0
128.9
200
0.0149
58.8
13.4
72.2
300
0.0267
32.8
16.4
49.2
400
0.0527
16.6
31.8
48.4
<17-
500
0.0840
10.4
-237.0
-226.6
600
0.0500
17.5
28.9
46.5
700
0.0381
23.0
20.8
43.8
-t
800
0.0346
25.3
19.2
44.5
900
0.0311
28.2
17.8
46.0
1000
0.0292
30.0
17.2
47.2
1100
0.0252
34.8
15.9
50.7
1200
0.0235
37.3
15.4
52.7
1300
0.0236
37.1
15.5
52.6
1400
0.0217
40.4
15.0
55.4
1500
0.0000
0.0
0.0
0.0
Allowable Outflow = 0.03 cfs (113.5 gpm)
0
Q
Q
Volume
Time
In
Out
Net
(CF)
450
0.0685
0.0803
0.0000
0
460
0.1773
0.0803
0.0970
29.0995
470
0.2098
0.0803
0.1295
67.9491
480
0.1941
0.0803
0.1138
72.9891
490
0.1188
0.0803
0.0385
45.6891
500
0.0840
0.0803
0.0037
12.6591
510
0.1106
0.0803
0.0303
10.1991
520
0.0686
0.0803
0.0000
0
Total Storage
238.585
Req'd storage 238.6 c.f.
Pump On Elev =
35.7
Bottom of Tank=
35
Depth in Tank
0.7
Available Depth=
2.3
Volume available=
244.3 c.f. (from Stage
storage table)
Design storage 244.3 c.f.
I
eD
0 Z
0.20
0.18
0.16
0.14
0.12
0.10
0.08
0.06
0.04
0.02
0.00
Footnote
Hydrograph Plot
M LO I- CY) V— CO) LO I- (D T— M u
Ir, V— V— T— V— C*4 C14 C%
Time In Houm
I
0 .91)7- CIA
— dev - I cx-> � p_
0
0 0
JN4455 Nelson Residence
detention/pump system
jo 03/27/03
1. 100-year Developed Condition Hydrograph
Hydrograph ID: dev - 100 yr
Area: 0.3400 ac Hyd Int
Peak Flow: 0.2098 cfs Peak Time:
Time Flow - Time
hr
Cfs
hr
0.83
0.0007
8.67
1.00
0.0021
8.83
1.17
0.0037
9.00
1.33
0.0051
9.17
1.50
0.0060
9.33
1.67
0.0075
9.50
1.83
0.0084
9.67
2.00
0.0091
9.83
2.17
0.0104
10.00
2.33
.0.0112
10.17
2.50
0.0116
10.33
2.67
0.0122
10.50
2.83
0.0126
10.67
3.00
0.0134
10.83
3.17
0.0142
11.00
3.33
0.0149
11.17
3.50
0.0155
11.33
3.67
0.0170
11.50
3.83
0.0179
11.67
4.00
0.0183
11.83
4.17
0.0210
12.00
4.33
0.0221
12.17
4.50
0.0224
12.33
4.67
0.0253
12.50
4.83
0.0264
12.67
5.00
0.0267
12.83
5.17
0.0298
13.00
5.33
0.0309
13.17
5.50
0.0312
13.33
5.07
0.0344
13.50
5.83
0.0355
13.67
6.00
0.0358
13.83
6.17
0.0417
14.00
6.33
0.0436
14.17
6.50
0.0434
14.33
6.67
0.0527
14.50
6.83
0.0552
14.67
7.00
0.0548
14.83
7.17
0.0662
15.00
7.33
0.0691
15.17
7.50
0.0685
15.33
7.67 0.1773
15.50
7.83
0.2098
15.67
8.00
0.1941
15.83
8.17
0.1188
16.00
8.33
0.0840
16.17
8.50
0.1106
16.33
10.00 min
Base Flow:
7.83 hrs
Hyd Vol:
0.0680 acft
Flow
Time
Flow
Cfs
hr
Cfs
0.0686
16.33
0.0292
0.0764
16.50
0.0291
0.0712
16.67
0.0292
0.0595
16.83
0.0291
0.0525
17.00
0.0292
0.0579
17.17
0.0275
0.0493
17.33
0.0271
0.0510
17.50
0.0274
0.0500
17.67
0.0272
0.0460
17.83
0.0274
0.0442
18.00
0.0273
0.0457
18.17
0.0257
0.0415
18.33
0.0252
0.0414
18.50
0.0256
0.0416
18.67
0.0253
0.0399
18.83
0.0255
0.0396
19.00
0.0254
0.0399
19.17
0.0238
0.0381
19.33
0.0233
0.0379
19.50
0.0237
0.0381
19.67
0.0234
0.0364
19.83
0.0236
0.0361
20.00
0.0235
0.0364
20.17
0.0236
0.0346
20.33
0.0235
0.0343
20.50
0.0236
0.0345
20.67
0.0235
0.0344
20.83
0.0236
0.0346
21.00
0.0236
0.0345
21.17
0.0236
0.0329
21.33
0.0236
0.0325
21.50
0.0236
0.0329
21.67
0.0236
0.0326
21.83
0.0236
0.0328
22.00
0.0236
0.0327
22.17
0.0219
0.0312
22.33
0.0215
0.0307
22.50
0.0218
0.0311
22.67
0.0216
0.0308
22.83
0.0217
0.0310
23.00
0.0216
0.0309
23.17
0.0217
0.0294
23.33
0.0217
0.0288
23.50
0.0217
0.0292
23.67
0.0217
0.0290
23.83
0.0217
0.0292
24.00
0.0217
P:\LSA Engineering Docs\4400 thru 4499\4455\4455-io-calcs-pump.doc
2. Develooed 100-vear Basin information:
BasinlD Peak Q
Peak T
Peak Vol Area Method .
Raintype Event
(cfs)
(hrs)
(ac-ft) ac
/Loss
dev 0.21
7.83
0.0680 0.34
SBUH/SCS
TYPE1A 100 yr
Drainage Area: dev
Hyd Method: SBUH Hyd
Loss Method: SCS CN Number
Peak Factor 484.00
SCS Abs:
0.20
Storm Dur 24.00 hrs;
Intv:
10.00 min
Area
CN
TC
Pervious 0. 1600 ac
90.00
0.01 hrs
Impervious 0.1800 ac
98.00
0.01 hrs
Total 0.3400 ac
Supporting Data:
Pervious CN Data:
lawn area
90.00
0. 1600 ac
Impervious CN Data:
roof & hardscape
98.00
0. 1800 ac
Pervious TC Data:
Flow type: Description:
Length:
Slope: Coeff:
Travel Time
Fixed match imp tc:
0.00 ft
0.00% 0.7800
0.78 min
Impervious TC Data:
Flow type: Description:
Length:
Slope: Coeff:
Travel Time
Sheet roof
30.00 ft
58.00% 0.0110
0.18 min
Channel pipe & tank to ex.
inlet
150.00 ft
1.00% 42.0000
0.60 min
3. Existina 100-Year Basin Information:
BasinlD Peak Q
Peak T
Peak Vol Area Method Raintype Event
(cfs)
(hrs)
(ac-ft) ac /Loss
ex 0.08
8.17
0.0471 0.34 SBUH/SCS TYPE1A 100 yr
Drainage Area: ex
Hyd Method: SBUH Hyd
Loss Method: SCS CN Number
Peak Factor 484.00
SCS Abs: 0.20
Storm Dur 24.00 hrs
Intv: 10.00 min
Area
CN
TC
Pervious 0.3400 ac
86.00
0.68 hrs
Impervious 0.0000 ac
0.00
0.00 hrs
Total 0.3400 ac
Supporting Data:
Pervious CN Data:
2nd growth - custer (D)
86.00
0.3400 ac
Pervious TC Data:
Flow type: Description:
Length: Slope: Coeff: Travel Time
Sheet use 2nd growth - It brush
175.00 ft 3.40% 0.4000 41.08 min
PALSA Engineefing Docs\4400 thru 4499\4455\4455-jo-calcs-pump.doc
7
kmil W
'20
NIL N 89 100.00'
0
wl
0 LJ�": +
A� 43.25
EX. EX 3' woo
42.71 SHED RAILEENC
A
EX. 3 WOOD
0
RAIL FENCE 0
ckl� NIL
B lb
Wm NN
"e'
I42—
INK
Zli
ED� 41.36
q) lk * . I tk ll�
-bbc ->0
0-�
0
0
LLJ 0- *1 L0
x �v- Uj 2
MN rob,
ON) X
CONCRETE-�'.
EX.
N N13.
x
HOUSE
INN
0
IN
LLJ
CREgk
T
E
X\
INK, W 0 0 QX�
EX. 4
0
0
RAIL v 0
j r
FENCE
p
NO
0
0 141
WHEELCHAIR-')
RAMP
K0
0
0
Ld
Q
6'p PVC
INV: 39.64
0
nn- nn'
An R7
EXTRUEDED ASPHALT CURB
40.60
451
80
SO 0511,
E X. 4' W D
RAIL FENCE
PID
Lovell-Sauerland &Associates, Inc.
.;N11 19400 33rd Ave. W., Suite ZOO, Lynnwood, WA98036
L
EX. EXTRUEDE J
L '
/2" REBAR NTH
3TAMPED "LS
J" AT CALC.
ION
0
11
C�
to
I
I
Wm
EB
A
42
LLJ
3C
0
ul
EX. 4" WATER MAIN
<
(APPROX. LOCATION)
0
CB#1
TYPE 1
TOP 40.1
INV 37 50
EX. YARD DRAIN
<
TOP: 40.40
z
z
<
(W)
(N
(E�
J__L20.00
N 89*20 00'�,W 100.00'
z
z
0
Cq
ROPO�;�
RESIDENCE*'�
>FF=42.25
I
SS
V
EX.6"PVC
INTAKE
INV: 39.64
�p
e-EX. EXTRUDED ASf±LT
\�.'�EXCAVATE &
4G//
0 �) v �C�R' 0
RO*OF" �'Al
DR�/Al
01
C5
LO
W
z
(E) a.
(W)
W
b
0
EL
4L t j
PRE -PACKAGED
WET WELL & PUMP
4�0.1±
INV. 35.00
U')
b
ED M PF
q ' 114 t-. 1. ml Y
C) % NEtl<,;0v_4 V�6�v5w'rcl F-C-1
(2--4 ROCI
�Illllm% Lovell-Sauerland & Associates, Inc.
�,-15.00'
L Mm 19400 33rd Ave. W.. Suite 200. Lynnwood, WA 98036
SS
4
PRE -PACKAGED ;�
WET WELL & PU
CHECK VALVE
42'-36"CMP
00.00%
PUMP ON 35.70
INV. 35.00 PUMP OFF
1-12"CMP-/
00.00%
SUBMERSIBLE -
GRINDER PUMP
TOP ELEV. 40.1*
, :i
N im
INV. 37.33 6�8"CMP 0 3.40% INV. 37.50
r
TYPE 1 CATCH BASIN-/
DETEN11ON SYSTEM.
STORM DRAINAGE PUMP/DETENTION SYSTEM HAS
BEEN DESIGNED FOR ONSITE ROOF AND SURFACE
DRAINAGE ONLY. OFFSITE DRAINAGE SHOULD BE
DIVERTED SO AS TO NOT ENTER THIS SYSTEM.
t-
U13
0
- r-
eb C
eD
>*
95.
�g 17%
e Septic Tank Effluent
Automatic operation features easily adjustable, wide-angle
float switch with a piggyback plug-in arrangement that
allows for simple conversion to manual operation. Special
inlet design allows pump to handle 3/4" solids.
Cast iron body and an oil -filled motor provide superior
cooling characteristics for longer pump fife. Motor
windings contain automatic thermal overload protection.
Energy efficient 1/4 HP motor pumps up to 3S GPM at
10' total dynamic head. Discharge is 1- 1/2 " N.P.T.
May be operated manual� or automatically
with a piggyback switch.
r
I PT
GEPJERAL SIGNAL PUMP GROUP
A UNIT OF GENERAL SIGNAL
(6 (0.�7 p6v).'
i NEM Inj
Pump Characteristics
Pump/Motor Unit
Submersible
Automatic Models
SHEF25A]
Horsepower
1/4
Full Load Amps
8.0
Motor Type
Shaded Pole R pole)
R.PX
1550
Phase 0
1
Voltage
115
Hertz
60
Temperature
120*F Ambient
NEMA Design
- A
Insulation
Class A
Discharge Size
1- 1 /2' N PT (38mm)
Solids Handling
3/4" V 9mm)
Unit Weight
30 lbs.
Power Cord
18/3, SJTW, 20' std.
Materials of Construction
Handle
Stainless Steel
Ubricating Oil
Dielectric Oil
Motor Housing
Costlron
Pump Casino
Cast Iron
Shaft
Steel
Mechanical
Shaft Seal
Seal Faces: Carbon/Ceromic
Seal Body- Anodized Steel
Spring: Stainless Steel
Bellows: Buna-N
Impeller
Thef moplastic
Upper Bearing
Cast Iran Sleeve
Lower Bearing
Single Row Ball Bearing
Bottom Plate
Polyester Coated Steel
Legs
Engineered Thermoplastic
Fasteners
Stainless Steel
Clp"
P
Z
G!pd
PUMP
Performance Data
9 — 30
6 — 20
3 — 10
o 0
Capac44S. GYX 0 10 20 30 3(, 40 so
uters/secand 0 1 2 3
Total Head (feet) 4 8 12 16 20 24
GPM (U.S.) 44 36- 29 23 12 0
mensional Data
NOW!
3-
8-
I-1/2NPT
DISCHAAGE
8-7/8
PUM ON
4 pU 4-3/8
P
M OFF
1. AN dirnensions in inches.
2. CoWent dimensions may
vary t: 1/8 inch.
I Not for consnction purpose
todess Certified.
4. Dimensions and weights are
awaximate.
S. On/Off level is adjustable.
6. We reserve the right to
make revisions to our
Mducts and their
sliecifitations withut notice.
AURORA/HYDROMATIC Pumps, Inc.
1840 Baney Road, ALshland, Ohio 44805
(419) 289-3042
(6105
cr
C
U-
C
C'
\Cm\1
ALU ^ja-y!5�cx>_� STREETA.
LE
)00.00
d'
?C�
scojet. Z6. 00
T ORARY.. ONSTRU X
CTIQN-
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