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1 19400 33rd Ave. W., Suite 200
Lovell-Sauerland Lynnwood, Washington 98036
(425) 775-1591
M & Associates, Inc. (800) 775-7663
Engineers/ Surveyors/ Planners/ Development Consultants I-IrV -Y COI! FAX: (425) 672-7998
%,, JL JL
City of Edmonds
Engineering Department
121- 5th Avenue North
Edmonds, WA 98020
Attention: Mr. Gordy Hyde
, %i
CN
, ; I � � � 1
August 21, 1998
LSA No. 3471
Subject: City # S-96-104; Storm runoff control system for Tom Belt short plat;
21813 - 96th Avenue W, Edmonds, WA 98020
�Ot
Dear Gordy,
BUILDINo
MERWI.
As we discussed I have reviewed the drainage calculations for this project to determine the impact
that the proposed increase in impervious area may have on the drainage system operation. The
developer desires to create a total of about 12,000 square feet of impervious area tributary to the
drainage system. The original calculations allowed about 10,500 square feet. To be conservative,
I have evaluated the change on the basis of 13,000 square feet, which is about 0.3 acres.
The primary method of runoff disposal in the original design was by infiltration. The underlying
system has an infiltration trench capable of dealing with all the project runoff. At the time of plan
approval, the City st ' aff was concerned that the underlying water table might prevent the infiltration
system from working. To mitigate that possibility the developer agreed to provide a pump system
to remove excess water and deliver it to the street drainage system at the site frontage.
Since the pump had a capacity (at the design head) of only 94 gallons per minute, and the 100 year
runoff rate from the design storm was 300 gallons per minute, a storage area was needed to hold
the excess water while the pump "caught -up". The storage was provided in the form of a ponding
area, with a required volume of 3500 gallons. (The plans erroneously showed this as 3500 cubic
feet.) The grading and finish floor design elevations allowed for a maximum water surface elevation
of 487.5. The calculated water surface elevation was 487.2, based on the design pond geometry.
When the model was reviewed using the higher impervious cover of 0.3 acres, the resulting net
increase in calculated water surface was 0.1 feet, indicating the design is adequate even with the
larger impervious ar . ea. The developer has stated he would like to construct the pond with a
different shape than that shown in the design. This should not be a problem as long as it meets the
new volume requirement of 4000 gallons without the water surface rising above elevation 487.5.
He could in fact provide the same volume in a drywell or underground tank if he chose to do so.
This should resolve the issues raised in the plan review. Please call if there are other questions.
Sincerely,
Craig Campbell, P.E.
DRAINAGE CALCULATIONS --PUMPED RUNOFF
Stormwater Runoff Calculation, Using SBUH Hydrographic Method
100-YEAR, CASE
Future Conditions Calculations:
Area 1.0000 acres ( 43560.0 SF)
Pt = 3 inches (Total rainfall in design storm)
dt = 2 min. increment in hydrograph
PERVIOUS Parcel IMPERVIOUS Parcel
gal
Classified: Classified:
pump on
322
Assume Hyd Type C Assume Hyd Type C
pump off
landscape, fair condition paved,roof
dsn. stor. at 487.30
3981
actual storage reqd.
3830
Area = 0.700 Area 0.3000
PUMP 1
CN = 86 Avg CN 98.0
PUMP 2
S 1.63 S 0.20
TOTAL DISCHARGE
0.2S = 0.33 0.2S 0.04
Peak discharge = 0.69 cfs Start time = 0.000
Max WSEL 487.18
Peak discharge = 310.74 gallons per minute
-- — - — - — - ----------- - -----------
4500
4000
3500
3000
0
2500
Fn 2000
1500
U)
1000
500
0
-500
IRainfall, Pump operation and Storage I
20-Aug-98
02:09 PM
PUMP: SPD100H
Net head, must be >0:
cf SPD100H
43 0.423
532
512 diameter of sump CB 48.0
94 GAUMIN Total active depth of CB 3.5
GAL/MIN Pump on on at this depth 2.5
0.209 CFS
No.ofpeaks 62
Rainfall distAbution. % of total Cummulative storage volume, gallons
Total pump capacity, gallons per minute
0 500 1000 1500
Time, minutes
0.012
.0.01
0.008
16
0.006
0.004
0.002
_j 0
2000
PUMP -PRESSURE PIPE FLOW
Using the Hazen Williams formula (ref: Pg 37-14, Handbook of Applied
Hydraulics; "C" values pg 2-10; pipe fitting equivalent lengths
from Civil Engineering Review Manual, pg 3-57.)
h = k * QAx = head loss, it
Q discharge, gpm
x 1.85
k 10.44 * L * l/C111.85 * I /d,14.8655
L = pipe length
d = pipe diameter
C = Hazen -Williams coefficient
Assumptions:
The new pipe is PVC and a value of C = 130 is assumed.
Pump station performance data is net; losses are included.
SPD100H
SYSTEM DATA
Start pressure, PSI 0.000
Start head, = 0.000
Elevation losses and gains:
Start Elevation 483.500
Finish Elev = 498.000
Net change in elevation, ft 14.500
Pressure Gains and losses from fittings, pumps, meters, etc in PSI:
Pump/meter gains(-)Aosses(+) -15.383
Head equivalent = -35.500
Pipe fitting equivalent lengths, in feet:
bends + valves + tees 50
Calculate friction losses:
Hazen -Williams coeff C, use 130
Dia, inches 2.500
Dia, d in It = 0.208
Pipe Length, it 260
Fittings, equivalent length 50
Total equivalent length, L in ft 310
Discharge Q, gpm 94.0
Discharge Q, efs = 0.209
Velocity. V = O/A = 6.144
head loss due to pipe frict., h 20.58
Net pressure/head at end of run:
Finish head, ft = 0.423
Finish pressure, psi 0.183
Total head losses in system = 35.077
STORAGE DATA
Vol of
area of
Vol of
total
elevation sump
CB
pond
pond
storage
482.50
483.07
7
7
483.64
14
14
484.21
22
22
484.79
29
29
485.36
36
36
485.93
43
43
486.50
50
300
0
50
486.58
51
360
27
78
486.65
52
420
59
ill
486.73
53
480
95
148
486.80
54
540
135
189
486.88
55
600
180
235
486.95
56
660
230
285
487.03
57
7�O
284
340
487.10
58
780
342
400
487.18
59
840
405
464
487.25
60
900
473
532
487.33
61
960
545
605
487.40
62
1020
621
683
487.48
63
1080
702
765
487.55
63
1140
788
851
487.63
64
1200
878
942
487.70
65
1260
972
1037
487.78
66
1320
1071
1137
487.85
67
1380
1175
1242
487.93
68
1440
1283
1351
488.00
69
1500
1395
1464
80
60
ca 40
20
L
0
Pump discharge data
so 100
DIscharge. cis
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
50.00
55.00
60.00
65.00
70.00
75.00
80.00
-85.00
90.00
94.00
100.00
103.00
106.00
109.00
112.00
119.00
126.00
133.00
140.000
ISO
Head
64.00
62.00
60.00
58.00
56.00
54.50
53.00
51.50
50.00
48.75
47.50
46.25
45.00
43.50
42.00
40.50
39.000
37.75
36.500
35.50
34.000
33.00
32.000
31.00
30.000
26.25
22.500
18.75
15.000
DRAINAGE CALCULATIONS —PUMPED RUNOFF
Stormwater Runoff Calculation, Using SBUH Hydrographic Method
100-YEAR, CASE
Future Conditions Calculations:
Area 1.0000 acres ( 43560.0 SF)
Pt = 3 inches (Total rainfall in design storm)
dt = 2 min. increment in hydrograph
PERVIOUS Parcel IMPERVIOUS Parcel
gal
Classified: Classified:
pump on
322
Assume Hyd Type C Assume Hyd Type C
pump off
landscape, fair condition paved,roof
dsn. stor. at 487.20
3469
actual storage reqd.
3499
Area = 0.760 Area 0.2400
PUMP 1
CN = 86 Avg CN 98.0
PUMP 2
S 1.63 S 0.20
TOTAL DISCHARGE
0.2S = 0.33 0.2S 0.04
Peak discharge 0.67 cis Start time = 0.000
Max WSEL 487.18
300.47 gallons per minute
4000
3500
3000
2500
.2
2000
E
1500
CO
1000
500
0
_x;nn
IRainfall, Pump operation and Storage I
20-Aug-98
01:42 PM
PUMP: SPD100H
Net head, must be >0:
cf
SPD100H
43
0.423
464
468
diameter of sump CB
48.0
94 GAUMIN
Total active depth of CB
3.5
GAL/MIN
Pump on on at this depth
2.5
0.209 CFS
No. of peaks
62
— Rainfall distribution. % of total Cummulative storage volume, gallons
— Total pump capacity. gallons per minute
A A A A A !i a ll'�
1 4 AA W A-h-h H WAD A�IAAAWA A.A,-, A A A A-A.A-A-AkAA-A.A LA.,I-A
A A.A. ---
A
0 500 1000 1500
Time. minutes
MORIAVA
0.01
0.008
0.006 P
2L
0.004
_j 0
2000
PUMP -PRESSURE PIPE FLOW
Using the Hazen Williams formula (ref: Pg 37-14, Handbook of Applied
Hydraulics; "C" values pg 2-10; pipe fitting equivalent lengths
from Civil Engineering Review Manual, pg 3-57.)
h = k * QAX = head loss, ft
Q discharge, gpm
x 1.85
k 10.44 * L * J/CAJ.85 * J/dA 4.8655
L = pipe length
d = pipe diameter
C = Hazen -Williams coefficient
Assumptions:
The new pipe is PVC and a value of C = 130 is assumed.
Pump station performance data is net; losses are included.
SPDl00H
SYSTEM DATA
Start pressure, PSI 0.000
Start head, = 0.000
Elevation losses and gains:
Start Elevation 483.500'
Finish Elev = 498.000
Net change in elevation, ft 14.500
Pressure Gains and losses from fittings, pumps, meters, etc in PSI:
Pump/meter gains(-)Aosses(+) -15.383
Head equivalent = -35.500
Pipe fitting equivalent lengths, in feet:
bends + valves + tees 50
Calculate friction losses:
Hazen -Williams coelf C, use 130
Dia, inches 2.500
Dia, d in ft = 0.208
Pipe Length, ft 260
Fittings, equivalent length 50
Total equivalent length, L In ft 310
Discharge Q, gpm 94.0
Discharge Q, cfs = 0.209
Velocity, V = Q/A = 6.144
head loss due to pipe frict., h 20.58
Net pressure/head at end of run:
Finish head, ft = 0.423
Finish pressure, psi 0.183
Total head losses in system = 35.077
STORAGE DATA
vol of
area of
Vol of
total
elevation sump
CB
pond
pond
storage
482.50
483.07
7
7
483.64
14
14
484.21
22
22
484.79
29
29
485.36
36
36
485.93
43
43
486.50
50
300
0
50
486.58
51
360
27
78
486.65
52
420
59
ill
486.73
53
480
95
148
486.80
54
540
135
189
486.88
55
600
180
235
486.95
56
660
230
285
487.03
57
720
284
340
487.10
58
780
342
400
487.18
59
840
405
464
487.25
60
900
473
532
487.33
61
960
545
605
487.40
62
1020
621
683
487.48
63
1080
702
765
487.55
63
1140
788
851
487.63
64
1200
878
942
487.70
65
1260
972
1037
487.78
66
1320
1071
1137
487.85
67
1380
1175
1242
487.93
68
1440
1283
1351
488.00
69
1500
1395
1464
80
60
40
20
0
0
I Pump discharge data I
so 100
Discharge, ds
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
50.00
55.00
60.00
65.00
70.00
75.00
80.00
85.00
90.00
94.00
100.00
103.00
106.00
109.00
112.00
119.00
126.00
133.00
140,000
.... .. ....
150
64.00
62.00
60.00
58.00
56.00
54.50
53.00
51.50
50.00
48.75
47.50
46.25
45.00
43.50
42.00
37.75
36.500
35.50
34.000
33.00
32.000
31.00
30.000
26.25
22.500
18.75
15.000
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RECEIVED
AUG 1 7 IL9.98
PERMIT COUNTER
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SetbacksNariance/Setback Adjustment
. . . . . . . . . . . . . . . . . . .
C,onditional Use Permit
.2.
ADB, Requirements
Other Zoning Requirements
......
Underground Wiring Required
..........
5
Lot Slope 15%
_6
SEPA Environmental Checklist/Hydraulics Permit
Tree Cutting Plan
. . . . . .
AL Yt-S
9
Plat/Subdivision Requirements
...........
.............. ............. . . . . . . . . . . . . . .......
Legal Description Verification
. . ........
Quit Claim/Street Dedications
d1A
1_1�1.
Easements - Public/Private
Engineering Storm Drain Review Fee
" 51,
Engineering 2.2 Inspection Fee
. . . . . . . . . . . . . . . . . . . . . . . . . . . .................... ..................
3D
14:.:
Drainage Plan (On -Site)
Setback - Top of Bank, Stream, Water Courses
Setback - Storm Drain Line
....... I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Open Ditch - Existing
Culvert Required
Culvert Size
Shoulder Drainage/Shale Open Runoff
Catch Basin Required
Driveway Slope & Vehicle Access
Sidewalk Required
00
Curb & Gutter Required
25"':
Curb Cut For Driveway Required
. . . . . . . . . . . .
Street Paving Required
- - - - - - - - - - - -
MAN,
Right -Of -Way Construction Permit Required
00
StreetName Sign Required
Other Signing Required
Bond Required For Public Improvements
rl 0
FEMA Map Check/Water Table
Side Sewer Availability
R D
r
Calculate Sewer Connection Fee If No LID #
Create Street File
Existing Water Main Size
Water Meter Size
.3 T'
Service Line Size
- - - - - -
Water Meter Charge Required
Hydrant Required
�j
Hydrant Size Existing
Fire Line Charge Required - Sprinkler
Street Cut
. . . . . . . . . .
Miscellaneous I
Reviewed By:
FIRE PLANNING
LAI-,
ENGINEERING PU C WORKS
RECEIVE
PUBLIC ftws DFo-r
;�; Uc_1
R E C 0 R D OF C 0 N T A C T S
21
2
22
3
23
4
24
5
25
6
26
7
27
83
28
RW PERMIT DATE ISSUED RECEIPT #
9'.
29
to
30
31
32
PAID $ RECEIPT # DATE
33
SS PERMIT DATE ISSUED /9ffRECEIPT #
PAID $ RECEIPT # DATE
34
7
35
36
37
METER SIZE-3/Y PAID $ /0)� 1196CY RECEIPT 1A;54R
ZO DATE
180
38
39
?o
40
WE
1,11 C. 18 913
0 0
CITY OF EDMONDS BARBARA FAHEY
MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works - Planning/ Building - Parks and Recreation 9 Engineering e Wastewater Treatment Plant
August 13, 1998
Belt Homes
P.O. Box 314
Edmonds, WA 98020
SUBJECT: SFR AT 21815-96 TH AVENUE WEST - PLAN CHECK # 98-249 (S-96-104)
Dear Tom,
In our review of the subject permit application, it appears the proposed house will be
constructed within the emergency detention overflow area (as shown on the approved
short plat drawings). Please verify location of new structure to the overflow area and
resubmit plans that show the house location, the detention system and the overflow area
so we can complete our review.
If you have any questions, please call'Gordy Hyde at 425-771-0220.
Sincerely,
71
ADDISON L. CHRISMAN IV
Engineering Specialist
ALC/cmc
c: Lara Knack, Permit Coordinator
RAENGMYLEWELT8249DOC 0 Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
NOTICE:
No W
The -information on the attached
map(s) was corn - piled for use by the UtY 01
Edmonds/ its Empl-oyees and Consultants.
Th,..e City ofEdm.onds does ' n ot. warrant the
these
accuracy of anything set for.th on . -
r entity -requesting a
s-). Any person o
map(
copy should conduct an independent
rrn'atlon Shown-c
Inquiry regarding the info' imIted to/
_tT�e -map(s),r including� but not I
the lotation of any sewer stub shown, Su(
ay, not exist and ma�,
sewer stubs may orm
or may not exist at the location shown
r-ity of Edmonr-41 S/ nor its
Neltheir the
i-cers,shal] be 1--ia-b4-e for th
emptoyee*s 0'r Off
information give_n on this map(5), nor for
t, , Ided based
any one representa ion prov
upon said. map(s'.
The City of Edmonds
Water Service Drawing
NEW CONSTRUCTION 0
E.ASEMENT NO . .......................... ...... ..... .. .
REPAIRS F] 'LID NO . .................. . ASMT. NO . ................ I.
OWNER.......................................
..................................................
. ... CONTRACTOR ................. ............ .....................
............................... PERMIT
1-40. 55044
JOB ADDRESS...Z)_e)..V.*
......
.1 ..........................
9V.&_ ........ ke—
.. LEGAL DESCRIPTION: LOT NO . ..................
.................... BLOCK NO . .................................
-Z 1 8 1 .5 0,?Dv\r�, k*,-
-f 1,1�- 6WQz
Uj
P,
0
PVM-00ul-11175 (REV.1.1178)
................. ........................................................... ... I .............................................................................
i 'TICE: No VJARRANTY OF ACCURACY. The information shown on the
NAME a4QqW4hi comoled-fof- use- by -the -Gitt -of - Edmonds,- its- employees ..................... ...........
a Id consultants. The City of Edmonds does not warrant the accuracy of
a lyt
ything set forth on the map. Any person or entity requesting a copy
s ould conduct an independent inquiry regarding the information shown on
map, including, but not limited to, the localion of my sewer sW 91
S sewer dubs may or may not e)dst and may or may not eidst at do
on shown. Ndther the City of Edmonds not b eff4goyen of dims
all be Itable for the Information given on I* =qk sor to any OW
r eswWon proAded bawl q= odd map.
Y__
13
V..V,4
1\ /7_b1Cx,
4spp000d:
-R,VVC,.\ -L- I - (
DATE .11-116-.0Q ......
M17- L?O -DAIVIS
SIDE SEWER PERMIT
PERMIT ;N2 3971
Address of Construction:
Property Legal Description (Include all easements):
Owner and/or Contractor:
State License No. Building Permit No. 90
xSingle Family
El Multi -Family (No. of Units-)
0 Commercial
11 Public
A)
Invasion into City Right -of -Way - No El Yes
RW Construction Permit -�O.
Cross other Private Property: No El Yes
Attach legal descriptic �nand copy of recorded easement
I certify that I have read and shall comply with'all city requirements
as indicated on the back of the Permit Card.
/ 0
Date
CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVA
�OFFICE:USE.ONLT.
FOR INSPECTION CALL 7744M, PUBLIC WORKS DEPT.
77/- 0,zR,3,5
Permit Fee: 0 0 c Issued By . 7,�'�q4,,,,
Trunk Charge. Date Issued:_/0 / q �,#;?
Assessment Fee: Receipt No.: 34-1.2,
Lid No.:
Partial Inspection: Date -Initial -
Comments
Reason Rejected: Date -Initial -
Final Inspection Approved:
** PERMIT MUST BE POSTED ON JOB SITE **
White Copy: File Green Copy: Inspector I Buff Copy: Applicant
Revised 3190
The City of Edmonds Side Sewer Drawing
EASEMENT NO . .......... ..............
NEW CONSTRUCTION REPAIR�5 LID NO . .. . ........ .. ASMT. No.
OWNER ........
. ..... ............... ........................................ CONTRACTOR
............... PERMIT NO.
JOB ADDRESS .... 411
.... WA ................. LEGAL DESCRIPTION: LOT No . ...................................... BLOCK NO . ....................................
"Z 1 9 (5- -q G-i4l A,/. \V
................................................. - ................................................................................... I ...........................
NAME OF ADDITION
-te6
4-2 G -i ts+i-s P 1-k P k P
r, We W CL Li
Approved:
� 4v- U-1
ET:DMONf)S
0
TREAT',I',V:-N'IT PLANT
PWW-0001-11/75(REV.11/78)
DATE ... ........ . . ay
Lovell-Sauerland
iiiimllliiill mw i n & Associates, Inc.
Engineers/ SurveYOTS/ Planners/ Development Consultants I
City of Edmonds
Engineering Department
121- 5th Avenue North
Edmonds, WA 98020
Attention: Mr. Gordy Hyde
19400 33rd Ave. W., Suite 200
Lynnwood, Washington 98036
(425) 775-1591
0 (800) 775-7663
FAX: (425) 672-7998
L J
iT [02Y!
August 21, 1998
LSA No. 3471
Subject: City # S-96-104; Storm runoff control system for Tom Belt short plat;
21813 - 96th Avenue W, Edmonds, WA 98020 �Ilt Iq6_24
Dear Gordy, C_�- f 9
B L D
As we discussed I have reviewed the drainage calculations for this project to determine the impact
that the proposed increase in impervious area may have on the drainage system operation. The
developer desires to create a total of about 12,000 square feet of impervious area tributary to the
drainage system. The original calculations allowed about 10,500 square feet. To be conservative,
I have evaluated the change on the basis of 13,000 square feet, which is about 0.3 acres.
The primary method of runoff disposal in the original design was by infiltration. The underlying
system has an infiltration trench capable of dealing with all the project runoff. At the time of plan
approval, the City staff was concerned that the underlying water table might prevent the infiltration
system from working. To mitigate that possibility the developer agreed to provide a pump system
to remove excess water and deliver it to the street drainage system at the site frontage.
Since the pump had a capacity (at the design head) of only 94 gallons per minute, and the 100 year
runoff rate from the design storm was 300 gallons per minute, a storage area was needed to hold
the excess water while the pump "caught -up". The storage was provided in the form of a ponding
area, with a required volume of 3500 gallons. (The plans erroneously showed this as 3500 cubic
feet.) The grading and finish floor design elevations allowed for a maximum water surface elevation
of 487.5. The calculated water surface elevation was 487.2, based on the design pond geometry.
When the model was reviewed using the higher impervious cover of 0.3 acres, the resulting net
increase in calculated water surface was 0.1 feet, indicating the design is adequate even with the
larger impervious area. The developer has stated he would like to construct the pond with a
different shape than that shown in the design. This should not be a problem as long as it meets the
new volume requirement of 4000 gallons without the water surface rising above elevation 487.5.
He could in fact provide the same volume in a drywell or underground tank if he chose to do so.
This should resolve the issues raised in the plan review. Please call if there are other questions.
Sincerely,
Craig Campbell, P.E.
DRAINAGE CALCULATIONS --PUMPED RUNOFF
Stormwater Runoff Calculation, Using SBUH Hydrographic Method
100-YEAR, CASE
Future Conditions Calculations:
Area 1.0000 acres ( 43560.0 SF)
Pt = 3 inches (Total rainfall in design storm)
dt = 2 min. increment in hydrograph
PERVIOUS Parcel IMPERVIOUS Parcel
gal
Classified: Classified:
pump on
322
Assume Hyd Type C Assume Hyd Type C
pump off
landscape, fair condition paved,roof
dsn. stor. at 487.30
3981
actual storage reqd.
3830
Area = 0.700 Area 0.3000
PUMP 1
CN = 86 Avg CN 98.0
PUMP 2
S 1.63 S 0.20
TOTAL DISCHARGE
0.2S = 0.33 0.2S 0.04
Peak discharge = 0.69 cfs; Start time = 0.000
Max WSEL 487.18
Peak discharge = 310.74 gallons per minute
-- - --- - - - ---- ----
------------ -
- - - ---------
---
4500
4000
3500
3000
2500
Em 2000
M
q 1500
Cn
1000
500
0
-500
IRainfall, Pump operation and Storage I
20-Aug-98
02:09 PM
PUMP: SPD100H
Net head, must be >0:
cf SPD100H
43 0.423
532
512 diameter of sump CB 48.0
94 GAUMIN Total active depth of CB 3.5
GAL/MIN Pump on on at this depth 2.5
0.209 CFS
No.ofpeaks 62
Rainfall distribution, % of total Cummulative storage volume. gallons
Total pump capacity. gallons per minute
0 500 1000 1500
Time, minutes
W1111M
.0.01
0.008 F
0
0.006
M
0.004
a:
0.002
_j 0
2000
PUMP -PRESSURE PIPE FLOW
Using the Hazen Williams formula (ref: Pg 37-14, Handbook of Applied
Hydraulics; "C" values pg 2-10; pipe fitting equivalent lengths
from Civil Engineering Review Manual, pg 3-57.)
h = k * QAX = head loss, ft
Q discharge, gpm
x 1.85
k 10.44 * L * IjCAJ .85 * 1/d"4.8655
L = pipe length
d = pipe diameter
C = Hazen -Williams coefficient
Assumptions:
The new pipe is PVC and a value of C = 130 is assumed.
Pump station performance data is net: losses are included.
SPD100H
SYSTEM DATA
Start pressure, PSI 0.000
Start head, = 0.000
Elevation losses and gains:
Start Elevation 483.500
Finish Elev = 498.000
Net change in elevation, it 14.500
Pressure Gains and losses from fiffings, pumps, meters. etc in PSI:
Pump/meter gains(-)Aosses(+) -15.383
Head equivalent = . -35.500
Pipe fitting equivalent lengths, in feet:
bends + valves + tees 50
Calculate friction losses:
Hazen -Williams coeff C, use 130
Dia, inches 2.500
Dia, d in ft = 0.208
Pipe Length, ft 260
Fiffings, equivalent length 50
Total equivalent length, L in ft 310
Discharge Q, gpm 94.0
Discharge Q, ds = 0.209
Velocity, V = Q/A = 6.144
head loss due to pipe frict., h 20.58
Net pressure/head at end of run:
Finish head, ft = 0.423
Finish pressure, psi 0.183
Total head losses in system = 35.077
STORAGE
DATA
Vol of
area of
Vol of
total
elevation
sump CB
pond
pond
storage
482.50
483.07
7
7
483.64
14
14
484.21
22
22
484.79
29
29
485.36
36
36
485.93
43
43
486.50
50
300
0
50
486.58
51
360
27
78
486.65
52
420
59
ill
486.73
53
480
95
148
486.80
54
540
135
189
486.88
55
600
180
235
486.95
56
660
230
285
487.03
57
7iO
284
340
487.10
58
780
342
400
487.18
59
840
405
464
487.25
60
900
473
532
487.33
61
960
545
605
487.40
62
1020
621
683
487.48
63
1080
702
765
487.55
63
1140
788
851
487.63
64
1200
878
942
487.70
65
1260
972
1037
487.78
66
1320
1071
1137
487.85
67
1380
1175
1242
487.93
68
1440
1283
1351
488.00
69
1500
1395
1464
so
60
m 40
X
20
L
0
50 100
Discharge. cfs
ump
PM
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
50.00
55.00
60.00
65.00
70.00
75.00
80.00
-85.00
90.00
94.00
100.00
103.00
106.00
109.00
112.00
119.00
126.00
133.00
140.000
150
Head
64.00
62.00
60.00
58.00
56.00
54.50
53.00
51.50
50.00
48.75
47.50
46.25
45.00
43.50
42.00
40.50
39.000
37.75
36.500
35.50
34.000
33.00
32.000
31.00
30.000
26.25
22.500
18.75
15.000
DRAINAGE CALCULATIONS --PUMPED RUNOFF
Stormwater Runoff Calculation, Using SBUH Hydrographic Method
100-YEAR, CASE
Future Conditions Calculations:
Area 1.0000 acres ( 43560.0 SF)
Pt = 3 Inches (Total rainfall in design storm)
dt = 2 min. Increment in hydrograph
PERVIOUS Parcel IMPERVIOUS Parcel
gal
Classified: Classified:
pump on
322
Assume Hyd Type C Assume Hyd Type C
pump off
landscape, fair condition paved,roof
dsn. stor. at 487.20
3469
actual storage reqd.
3499
Area = 0.760 Area 0.2400
PUMP I
CN = 86 Avg CN 98.0
PUMP 2
S 1.63 S 0.20
TOTAL DISCHARGE
0.2S = 0.33 0.2S 0.04
Peak discharge 0.67 cfs Start time = 0.000
Max WSEL 487.18
300.47 gallons per minute
4000
3500
3000
2500
2000
E
1500
CD
1000
500
0
-500
IRainfan, Pump operation and Storage I
20-Aug-98
01:42 PM
PUMP: SPD100H
Net head, must be >0:
cf SPD100H
43 0.423
464
468 diameter of sump CB 48.0
94 GAUMIN Total active depth of CB 3.5
GAL/MIN Pump on on at this depth 2.5
0.209 CFS
No.ofpeaks 62
— Rainfall distribution,% of total Cummulative storage volume, gallons
— Total pump capacity, gallons per minute
A A A A A AA A A A I A A I A A A A A A A AAA A A LA A -A -AA -A A-A.AA AALA A A -A ---
0 50D 1000 1500
rime, minutes
0.012
0.01
0.008
0.006
w
0.004
0.002
_j 0
2000
PUMP -PRESSURE PIPE FLOW
Using the Hazen Williams formula (ref: Pg 37-14, Handbook of Applied
Hydraulics; "C" values pg 2-10; pipe fitting equivalent lengths
from Civil Engineering Review Manual, pg 3-57.)
h=k*l QAX = head loss, ft
Q discharge, gpm
x 1.85
k 10.44 * L * 1/CA1.85 * l/dA 4.8655
L = pipe length
d = pipe diameter
C = Hazen -Williams coefficient
Assumptions:
The new pipe is PVC and a value of C = 130 is assumed.
Pump station performance data is net; losses are included.
SPDl00H
SYSTEM DATA
Start pressure, PSI 0.000
Start head, = 0.000
Elevation losses and gains:
Start Elevation 483.500
Finish Elev = 498.000
Net change in elevation, it 14.500
Pressure Gains and losses from fittings, pumps, meters, etc in PSI:
Pump/meter gains(-)Aosses(+) -15.383
Head equivalent = -35.500
Pipe fitting equivalent lengths, in feet:
bends + valves + tees 50
Calculate friction losses:
Hazen -Williams coeff C, use 130
Dia, inches 2.500
Dia, d in it = 0.208
Pipe Length, ft 260
Fittings, equivalent length 50
Total equivalent length, L In it 310
Discharge Q, gpm 94.0
Discharge Q, cis = 0.209
Velocity, V = Q/A = 6.144
head loss due to pipe frict., h 20.58
Net pressurelhead at end of run:
Finish head, ft = 0.423
Finish pressure, psi 0.183
Total head losses in system = 35.077
STORAGE DATA
Vol of
area of Vol of
total
elevation sump
CB
pond pond
storage
482.50
483.07
7
7
483.64
14
14
484.21
22
22
484.79
29
29
485.36
36
36
485.93
43
43
486.50
50
300
0
50
486.58
51
360
27
78
486.65
52
420
59
ill
486.73
53
480
95
148
486.80
54
540
135
189
486.88
55
600
180
235
486.95
56
660
230
285
487.03
57
720
284
340
487.10
58
780
342
400
487.18
59
840
405
464
487.25
60
900
473
532
487.33
61
960
545
605
487.40
62
1020
621
683
487.48
63
1080
702
765
487.55
63
1140
788
851
487.63
64
1200
878
942
487.70
65
1260
972
1037
487.78
66
1320
1071
1137
487.85
67
1380
1175
1242
487.93
68
1440
1283
1351
488.00
69
1500
1395
1464
80
60
M 40
20
0
0
[��Ump d�ischar�geda�ta
50 100
Discharge, cis
GPM
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
50.00
55.00
60.00
65.00
70.00
75.00
80.00
85.00
90.00
94.00
100.00
103.00
106.00
109.00
112.00
119.00
126.00
133.00
140.000
ISO
64.00
62.00
60.00
58.00
56.00
54.50
53.00
51.50
50.00
48.75
47.50
46.25
45.00
43.50
42.00
40.50
39.000
37.75
36.500
35.50
34.0001
31.00
30.000
26.25
22.500
18.75
15.000
5 1. T E P IQ BVIL
�
LOT 2,Or --.P'"
E13MOK10,5 Ut 3 o 1998
STREET FILE
TOP C C-IS
I>WTU " fo 1 W7
-ro 3
AVr w.
WATER SERVII",� INSPECTIm T rL &c-r A:
cook
REQUIRM CALL 771-0235
PkLL- T"ok
ACCEPTABLE TIGHTLINE MATERIAL
.7
N-1 2 ADS
Sch 40 PVC
SDR 35 (ASTM D3034)
D--- ----- - ---
plb-"L
HEIGHT r—,&,LC'S
A:
V
C Ai I
V I-L I S.
�rOTA,L )9f-1.6-- -4 MeEAN
-f RO �o osrv\nv,5
517. 45' (-cst
6
AP b AS NOT�D
N
N
ROVE IN
y .1p q
13ELT HOME5
890 10
City of Edmon&
Critical Areas Checklist
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 a development
permit to the City.
The purpose of the Checklist islo enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject -property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data available at
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sign and date it,
and submit it to the City. Thd City will
review the checklist, make a precursory site
visit, and make a determination of the
subsequent steps necessary to complete a
development permit application.
With a signed copy of this form, the
applicant should also submit a vicinity map
or plot plan for individual lots of the parcel
with enough detail that City staff can find
and identify the subject parcel(s)- In
addition, the applicant shall include
other pertinent information (e.g. site
plan, topography map, etc.) or studies in
conjunction with this Checklist to assist
staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner / Applicant:
Name
Street Address
L ',qA-
City, State, ZIP Phone
Signature
Date
Applicant Representative:
Name
f () i I
Street Address
r.': '� �_j"
o �Ivo _":11
City, State, ZIP Phone
Signature Da e
., ;;' Z_ '�)
5? (_
Critical Areas Checklist
Site Information (soils/topography/hydrology/vegetafion)
1. Site Address/Location: -2- � 'K c 5-
2. Property Tax Account Number:
3. Approximate Site Size (acres or square feet): 2-2, Q f-'
4. Is this site currently developed? _��_yes; — no.
If yes; how is site developed? c,) w) t-7 IF R L-
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: �J 6 Approx. Depth:
7. Site contains areas of seasonal standing water: NJ Approx. Depth:
What season(s) of the year?
8. Site is in the floodway ]�j C) floodplain N\J of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? 1v Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,sh;-ubs etc)
11. Obvious wetland is present on site: �?\j
1. Site is Zoned? --For City Staff Use Only-------
2. SCS mapped sod type(s)? z -
e-
3- Wetland inventory or C.A. map indicates wetland present on site? XA)
4. Critical Areas inventory or C.A. map indicates Critical Area on site?
5. 'Site within designated earth subsidence landslide hazard area? /Vd
6. Site designated on the Environmentally Sensitive Areas Map? /V()
DETERMINATION
-STUDY REQUIRED CONDITIONAL WAIVER
WAIVER
Reviewed by: X 1�1�
PlannerX Date
Rev 01/04(94
PLANNING DATA
NAME: 14
A,`
SITE ADDRESS:— DATE:
ZONING: PLAN CHK#:
PROJECT DESCRIPTION: Alell
CORNER LOT----,LLt) (Yes/No) FLAG LOT. Y<13 (Yes/No)
SETBACKS: 1,00� t-v-t,
Required Setbac�s: -I (It -7
Front: -7'(z Left Side: —Right Side: Rear: -7
Actual Setbacks- -7
Front- S�f Left Side.17 Right Side: Rear:
Street map checked for additional setback required? (Yes/No)
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/N)
LOT COVERAGE: 3 5 �- t �, 5 ',/,
Maximum Allowed: Actual:
B UILDING HEIGHT: z C/
Maximum Allowed: Actual Height:
Datum Point: C,4,4- Datum Elevation:
A.D.U. CREATED?: A�>
�-i I I --Yll W RK91 a,
rf
CRITICAL AREAS #: 77
SEPA DETERMINATION:
LOT AREA:
OTHER:
Plan Review By: ��c2i%/ /0,/It-raze7
cffi1cs\perTnit\^p1artdaLdoc
I
EX.SSMH
TOP 496.38
INV 490-63
CONTRACTOR TO VERIFY CO LOCATION
& INV. ELEV. PRIOR TO CONSTRUCTION
EX.c.B. EAST 206.93'(P.)
30' 30' 16'-8"PVC N 89*58'50" W 207.08,
0 2.00MAIN.
All
121.08'
EX.C.R. —
TOP 496.79 CB 3 ...............................
INV 494.84
W/SOLID LID
CONNECT 2"PVC
TIGHTLINE TO
BASIN ........... ...................... ............
CATCH !C)
SS----------
0
0
WV......
EXISTING
Fj
EX. �H HOUSE
EX. BUILDINGS
TO BE REMOVED
0
0
0
rz ........ CB -
1 0
c-5 L -1 48" DIA.,TYPE 2:
-W/FUMP
--j
w 1+77AB!�2.5' Lf.
............. V) z
td -cf ... ....... ........... (SEE' DETAre�Qy*
EXISTING IEND EXTdUDED CURB 0 0 a- SHEET 2 OF 4)---
LO
[-*-10' PRIVATE DRAINAGE GARAGE ILOT 3 A110 TRANSII�ION TO 0- Q.
ESM'T FOR LOTS 1, 2 & 3 ASPHALTI THICKENOD EDGE 2 CONSTRUCT EMERGENCY
EIDGE QZ_) -
TO PROADED DRIV LWAY OVERFLOW SWALE TO
�ACCESS ROR LOT PONDING AREA
------ zo
b- SEE DETAIL SHT. 2 OF 4)
55'-8"PV� -
EXT�UDED CUR\Ek(TYP.)
EX. 122.11' 1-� \ \
2'-
�'6 5�-O`W - 172.18' -0.2-00% 8 PVC
w
(n 1+00
-- — - — - - 2-1/2" PV6 SHE[�- 401 36.42'
I I C
I 11 04 '0 1 135.76' -T- 7�10' X 10' PRi >
< -STORM TIGHTLINE w I V
U) DRAINAGE ESM'T
3
d .0 FOR LOYS 1, 2 &K
z L 0 \Lq
I I - 1p
0 C"
0
0
C-4
z
X
Lij 0 wVVANEU GI
2 - - - - �3
I I
C-4 �Fll G �ORA T E
UJI &i OIL SEPA
z . .......
T�t
> X 1�kI70-5.33'1
Ld ��EX. i�.WbTF
< SS SPREAPER
MAX, HIGH WATAI
k /ELEV. 487.5 4A 11
C- HOUSE UNDER
b
4--J
0 CONSTRUCTION
CA 6
BOTTOI.1 EL. 486.5
0
60
0)
I<
z
'rEX: 171--Y
r -Orz rov!. L7/qT7 9N
-
C UFZAIN.
V
QLL .... .. . ....... ..... . ........
V
EC. B. ...................... ....... ......... .......... .
X. r
TOP 499.77
.............. ...... ......... ...........
INV 498.03 ..........
EX.
.S 209.14'
MB N 89'58'50" W 209.09'(P.)
EAST
SS1 EX., PP
W.Mm A L
30' 3 0'
L 0 C
(V L -1 0, P G-
EX.C.B. -C14
TOP 499.77
INV 498.03
0
219TH ST. S.W.
T
EX. CONCRETE MONUMENT
WITH 3/8" BRASS PIN
IN CASING
VISITED 1-4-96
EX.SSMI:H/
TOP 501.33
INV 496.81
SrEET FILE
-10
CONSTRUCT 4' X 4' X 4' DRYWELL
0 LOW SIDE OF HOUSE FOR
ROOF DRAIN CONNECTION
(SEE DETAIL SHT. 3 OF 4)
z
z
0 0
0
d
SCAI F 1"=20'
.p�
0' 5' 10' 15' 20' 30' 40'
BENCHMARK
SSMH RIM LOCATED APPROXIMATELY 125' EAST
AND 36' SOUTH OF THE SOUTH EAST PROPERTY
CORNER.
ELEVATION = 155.47
DATUM
M.L.L.W.
VC CLEANOUT
484.97
Q
8"PVC CLEANOUT
CL,
INV. 484.73
INFILTRATION TRENCH
(SEE DETAIL SHT. 2 OF 4)
7-
-8nPVC -INTAKE
W7T—�ASHSCREEN
1--0
—1
INV. 486.5
(C)
>
-EMERGENCY OVERFLOW
PONDING AREA
-12
C�
8"PVC CLEANOUT
CONSTRUCT 4' X 4' X 4' DRYWELL
0 LOW SIDE OF HOUSE FOR
ROOF DRAIN CONNECTION
(SEE DETAIL SHT. 2 OF 4)
Q
ILI
ri,
't I w
Vi
;i
r
A,
w
D
z
PINE STREET
F-
CY)
205TH STREETN,
SPECIAL DRAINAGE NOTES:
SHORT PLAT DRAINAGE SYSTEM HAS BEEN SIZED TO
ACCOMMODATE RUNOFF FROM 4 HOMES, INCLUDING
THE EXISTING HOUSE TO THE NW OF 'THE SHORT
PLAT.
2. LOTS SHALL BE GRADED TO DRAIN TO LOW AREA ON SE
LOT, AND SHALL AVOID DIRECT114G RUNOFF TOWARD
HOUSE FOUNDATIONS.
3. INFILTRATION TRENCH SHALL BE A MINIMUM OF 70 FEET
LONG OR HAVE AN EQUIVALENT DESIGN CAPACITY.
TRENCH LOCATION MAY VARY.
4. PONDING LOCATION AND SHAPE MAY VARY. MINIMUM
STORAGE REQUIREMENT IS 3,500 CUBIC FEET AT OR
BELOW ELEVATION 487.50
5. SE LOT SHALL HAVE A COVENANT REQUIRING
MAINTENANCE OF THE PONDING AREOt, UNLESS RELEASED
FROM THAT COVENANT BY THE CITY. NO FILL SHALL BE
ALLOWED IN THE PONDING AREA.
I
vv?
MAIN STREET
212TH ST. IS.W.
9�
Ld PROJECT
z)
z LOCA-n ON
w
220TH STREET S.W.
t.0
;15
228TH STREET S.W. -41
1p
z
to
IND t--
VICINITY MAP_
SCALE: I" =:2400'
INDEX OF DRAWINGS
-----WATER PLANS
I of 4 ROAD AND STORM DRAINAGE PLAN
2 of 4 1 ROAD AND STORM DRAINAGE PROFILE & DETAILS
-56-f 4 -,GRADING, AND �T;E- &-S.C. PLAN,
4 of 4 WATER AND SANITARY StWER. PLAN
DEVELOPER
THOMAS E. BELT
P.O. BOX 216
LYNNWOOD, WA, 98046
TELEPHONE: 778-0247
ENGIINEER
LOVELL- SAUERLAND & ASSOC., INC.
19400 33RD AVENUE W. SUITE 200
LYNNWOOD, WA. 98036
TELEPHONE- 775-1591
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
BY .. .... DATE:
IT� ENGINEER
ROAD AND STORM DRAINAGE PLAN
FOR
BEL T AND--WILKINSON
IN NE 1/4 OF'SEC. 25, T.27 N., R.3 E.,W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY9 WASHINGTON
1. REV. PER CITY OF EDMONDS COMMENTS 1-14-97 h
Lovell— Sauerland & Associates, Inc.
Engineers/Surveyors/Planners/Development Consultants
L 0 0
19400 33rd Avenue W., Suite 200 Lynnwood, WA 98036 (206)776-1691 (FAX)672-799E
NO
1 =20' FHX 9 . 6-3471
DIRAWN CHIECUD I DATE F.B .390A rsckm
Mm I cme
SHEET 1 OF 4
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TOP 496.38
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TOP 501.33
INV 496.81
W. M.
1, 0 T 9,
EAST
14 89"58'50" W
121.08'
EXISTING
HOUSE
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EX. BUILDINGS
TO BE REMOVED
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206.9,3'(P.)
207.08'
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SCAL-E- I"=20'
0' 5' 10' 15' 20' 30' 40'
,+\BENCHMARK
SSMH RIM LOCATED APPROXIMATELY 125' EAST
AND 36'.SOUTH or THE SOUTH EAST PROPERTY
CORNER.
ELEVATION = 155.47
DATUM
M.L.L.W.
SANITARY SEWER NOTES
1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM
AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL
BE RESPONSIBLE FOR VERIFICATION OF THE LOCATIONS SHOWN AND FOR DISCOVERY
OF POSSIBLE ADDITIONAL UTILITIES NOT SHOWN SO AS TO AVOID DAMAGE OR
DISTURBANCE. THE UNDERGROUND UTILITY LOCATION SERVICE SHALL BE
CONTACTED FOR FIELD LOCATION PRIOR TO ANY CONSTRUCTION. THE OWNER OR
HIS REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. FOR
UTILITY LOCATION IN SNOHOMISH COUNTY, CALL 1-800-424-5555.
2. ALL CONSTRUCTION SHALL CONFORM TO THE "STANDARD SPECIFICATIONS FOR
MUNICIPAL PUBLIC WORKS CONSTRUCTION" AND STANDARD PLANS AS ADOPTED BY
THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS
ON THIS PLAT.
3. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND
THE CONTRACTOR SHALL NOTIFY THE CITY OF HIS SCHEDULE IN SUFFICIENT TIME TO
PERMIT INSPECTION PRIOR TO AND DURING THE WORK.
4. ALL WORK WITHIN THE PLAT AND CITY RIGHT OF WAY SHALL BE SUBJECT TO THE
INSPECTION OF THE ENGINEER.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR ROAD
AND UTILITY CONSTRUCTION.
6. SIDE SEWER PIPE SHALL BE PLACED ON UNDISTURBED SOIL. NATIVE MATERIAL CAN
BE USED FOR BACK FILL PROVIDED SHARP ROCKS ARE KEPT OFF THE PIPE DURING THE
BACK FILL PROCESS.
7. SIDE SEWERS SHALL BE INSTALLED ACCORDING TO CITY OF EDMONDS STANDARDS
FOR SUCH INSTALLATION.
8. SIDE SEWER STUBS ON EACH LOT SHALL BE MARKED WITH A 2"X4" LOCATED AT THE
END NTH PORTION ABOVE GROUND PAINTED WHITE WITH BLACK LETTERS LABELED
"SEWER" NTH DEPTH.
WATER NOTES
1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM
AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL
BE RESPONSIBLE FOR VERIFICATION OF THE LOCATIONS SHOWN AND FOR DISCOVERY
OF POSSIBLE ADDIT10NAL UTILITIES NOT SHOWN SO AS TO AVOID DAMAGE OR
DISTURBANCE. THE UNDERGROUND UTILITY LOCATION SERVICE SHALL BE
CONTACTED FOR FIELD LOCATION PRIOR TO ANY CONSTRUCTION. THE OWNER OR
HIS REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. FOR
UTILITY LOCATION IN SNOHOMISH COUNTY, CALL 1-800-424-5555.
2. ALL CONSTRUCTION SHALL CONFORM TO THE "STANDARD SPECIFICATIONS FOR
MUNICIPAL PUBLIC WORKS CONSTRUCTION" AND STANDARD PLANS AS ADOPTED BY
THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS
ON THIS PLAT.
3. ALL CONSTRU CTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND
THE CONTRACTOR SHALL NOTIFY THE CITY OF HIS SCHEDULE IN SUFFICIENT TIME TO
PERMIT INSPECTION PRIOR TO AND DURING THE WORK.
4. ALL WORK WITHIN THE PLAT AND CITY RIGHT OF WAY SHALL BE SUBJECT TO THE
INSPECTION OF THE ENGINEER.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR ROAD
AND UTILITY CONSTRUCTION.
6. ALL CONNECTIONS TO EXISTING WATERMAINS TO BE ACCOMPLISHED BY THE
CONTRACTOR. ALL NECESSARY EXCAVATION, BACK -FILL AND MATERIALS TO BE
SUPPLIED BY THE CONTRACTOR AND BE ON SITE PRIOR TO NOTIFICATION TO WATER
DEPARTMENT TO SCHEDULE CONNECTIONS.
7. WATER SERVICES SHALL BE TYPE "K" COPPER PIPE OR PVC .(PER CITY STANDARDS.)
SANITARY SEWER PUMP SPECIFICATIONS
1. ALL COMPONENTS OF THE INDIVIDUAL PUMP SYSTEMS SHALL BE INSTALLED
IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
2. INDIVIDUAL PUMP WELLS SHALL BE A -"PDQ" MODEL PACKAGED LOW PRESSURE
PUMP STATION MANUFACTURED BY HYDROMATIC PUMPS OR APPROVED EQUAL.
3. ALL PRESSURE LINES AND FITTINGS SHALL BE PVC RATED AT 200 PSI UNLESS
OTHERWISE NOTED.
4. EACH COMPLETED PUMP AND CONTROL SYSTEM SHALL BE INSPECTED AND APPROVED
IN WRITING BY A MANUFACTURER'S REPRESENTATIVE PRIOR TO ACCEPTANCE.
THE MANUFACTURER'S REPRESENTATIVE SHALL BE PRESENT DURING INITAIL
STARTUP AND TESTING OF PUMPS,
5. CONTROL PANELS FOR PUMP AND MOTOR CONTROLS SHALL BE A "Q" MODEL PANEL,
MANUFACTURED BY THE HYDROMATIC PUMPS COMPANY OR AN APPROVED EQUAL.
INCOMING POWER SHALL BE 230 VOLTS, SINGLE PHASE, 60 CYCLE SERVICE.
A HIGH WATER AUDIO/VISUAL ALARM MUST BE SUPPLIED. THE CONTROL PANEL
SHOULD BE EASILY ACCESSIBLE.
6. EACH PUMP SHALL BE HYDROMATIC MODEL SPG200 M2-2 (OR APPROVED EQUAL)
NTH A 4" IMPELLER, AND HAVE A CAPACITY OF 24 GPM AGAINST A TOTAL HEAD
OF 45 FEET. PUMP MOTER SHALL 2-HP, SINGLE PHASE, 60 CYCLE, 3450 RPM.
PUMP WETWELL SHALL BE INSTALLED SO THAT TANK LID IS FLUSH WITH SURFACE.
A YMIN VENT TO EXTERIOR OF BUILDING IS REQUIRED. TWO FLOATS SHALL BE
REQUIRED TO CONTROL LEVEL INSIDE TANK.
CITY OF EDMONDS
APPROVED FOR CONSTRUCT10N
BY: Pa. � /,& . DATE:
-1:61TY-- ENGINEER
WATER AND SANITARY SEWER PLAN
FOR
BELT AND WILKINSON
IN NE 1/4 OF SEC. 25, T.27 N., R.3 E.,W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
I-A7
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