18321 84TH AVE W.PDF111111111111
7820
18321 84TH AVE W
PROJECT REVIEW CHECKLIST
PROJECT NAME: PLAN CHECK #: /6,7
PROJECTADDRESS: 193A6 RECEIPT DAT
REVIEWED
BY: (Initial/
e
PLAN.
WATER
COMMENTS
FIRE
BLDG.
SEWER
STREET!!E:NG.
Setbacks/Variance/Setback Adjustment
Conditional Use Permit
......... ....
2
ADB Requirements
Other Zoning Requirements
4
Underground Wiring Required
.5
Lot Slope 15%
. . . . . . . . . . . . .
o
6
SEPA Environmental Checklist/Hydraulics Permit
Tree Cutting Plan
.
. . . . . . . . . .
Plat/Subdivision Requirements
-9
Legal Description Verification
- - - - - - - - - - - - ------- . . . . .
Quit Claim/Street Dedications
10-
-1
Easements - Public/Private X,-,f E-
-------------
.12
Engineering Storm Drain Review Fee
.14
Engineering 2.2 Inspection Fee
Drainage Plan (On -Site)
wol-
5
Setback - Top of Bank, Stream, Water Courses
Setback - Storm Drain Line
Open Ditch - Existing
.-18-
Culvert Required
. . . . . . . . . .......
.......
19
Culvert Size
............ ..
-
20
Shoulder Drainage/Shale pen Runoff
Catch Basin Rei
Driveway Slope & Vehicle Access
Sidewalk Required
Curb & Gutter Required
Curb Cut For Driveway Required
Street Paving Required
----
T—
Right-Of-Way Construction Permit Required
28
Street Name Sign Required -MOF,/Aio�
. 2 9:::
30
Other Signing Required
Bond Required For Public Improvements �vd
FEMA.Map Check/Water Table
- - - - - - - - - - - - - - -
Sfdb Sewet Availability
. . . . . . . . . . .
.9
33
Calbulate Sewer Connection Fee If No LID
--34::---
3 - 6
Create Street File
Existing Water Main Size
Water Meter Size
7/44
.........
37
Service Line Size
38
Water Meter Charge Required
Hydrant Required
---------
XAO:��
Hydrant Size Existing H.5--3-7
Fire Line Charge Required Sprinkler
Street Cut
... 42,
43
Ago
[Miscellaneous
Reviewed By:
FIRE
PLANNING
ENGINEERING PUBLIC WORKS
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
8
28
RW PERMIT # DATE ISSUED RECEIPT #
9
29
10
30
11
31
12
32
D
PAID $ RECEIPT # DATE
33
SS PERMIT #'S�FY9 DATE ISSUE D RECEIPT #
14-
PAID $ RECEIPT # DATE
34
35
36
37
METER SIZE 3A1 PAID $ DATE F/5/9j�"RECEIPT I //�Fk:(D-
38
1,0114011 -::�?
19.
39
tf
20
40
k,�t- zec en�l 50V Z2 on/
46301
'DAILY FIELD REPORT
OEOTi,-4 CH TRAVEUPREP TIME JOB NUMBER
CONSULTANTS, INC.
A TIME ON(r DATE
EK L3
13256 NE 20th Street, Suite 16 P.O. Box 2054 TIME OO'SITE' DAY OF,
Bellevue, WA 98005 Tacoma, WA 98401
206-747-5618 FAX 747-8561 206-627-5990 FAX 627-2114 HOURS CHAF/GEO WEAT��
JOB LOC�T
44
GENERAL CONTRACTOR GENf�AL CONTRACTOfYS SUPT. MILES PEI�MIT NUMBER
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BOLDING
I I I i IZ iQQR
84TH AVE, \d.
DATUM PT, t332.6'
0 MANHOLE COVER
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'u
JANRIS CONSTRUCTION
P 07PLAN 18320 84th Ave W, L CT C SCALE I" = 40, jjDFZAWtN, By CHRIS THOMPSON
LO FEDMONDS, WA, 98026
MEMORANDUM
Date: Septempber 30, 2002
To: Subdivision File S-28-72
From: Star Campbell, Assistant Planner'Dc-'
Subject: Recognition as valid subdivision
A recent inquiry regarding the subdivision potential of 18111 84 th Ave. W. led to
research to determine how the existing lot was established. In inspection of the
subdivision file (S-28-72) showed that the lot was created along with two others 18311
84 th Ave. W. and 18321 84 th Ave. W. as a 3 lot short plat (S-28-72). This lot was
approved by the City but there is no recorded document in the subdivision file. It is
therefore, not evident whether the subdivision that was approved by the City was
recorded within the allowed time period.. A subdivision that is not recorded within the
allowed time period autornically expires and thus, is not a valid subdivision.
However, further research indicated that a lot line adjustment was approved by the City
in 1998 (LL-98-63). This Lot Line Adjustment moved the boundary line between the two
southern lots (18311 and 18321 84 th Ave. W.) and changed the location of the access
easement across 18111 84 th Ave. W. In addition, two building permits were issued by
the City for new single family residences at 18311 and 18321 84 th Ave. W. in 1998. By
the granting of these approvals, the City has recognized the original 3 lot subdivision (S-
28-72) as lgggl, regardless of whether or not the subdivision had been recorded within
the allowed time limit. This was confirmed by Rob Chave, Planning Manager, and
Duane Bowman, Director of Development Services.
City of Edmonds cQ Planning Division
4 - 1 180`1
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CA FILE NO. 3D
Critical Areas Checklist
LA 97-,130
-------------------------------------------------
Site Information (soils/ topogr h drolo y/yegetation)
/n
M � g
� / Y, _j
y�rolo
1. Site Address/ Location: L 0
oil
2. Property Tax Account Number: r
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? _ yes; Y" no.
If ves. how is site developed?
I /
5. Describe the general site topography. Check all that apply.
X
Flat:
Rollina:
0
Hilly:
less than 5-feet elevation change over entire site.
slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
slopes present on site of more than 15% and less tha"n" 30 % (a vertical
rise of 10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% ' -site (a vertical rise of 10-feet over
a horizontal distance of less; Mftecop
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: __21-�.O- Approx. Depth:
What season(s) of the year?
8. Site is in the floodway- floodplain- of a water course.
9. Site contains a creek or an area where water flow-s across the grounds surface? Flows are
year-round? Flows are seasonal? (What time of year.
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site: A� U
,00 C
City of Edmonds
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
pennit to the City.
The purpose of the Checklist is to 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. The 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.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this forin. 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 Areas Checklist and attest that the answers provided are factual, to the(
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Uk
Name
Street Address
city State Zip
Telephone
Signature
(I C, " -1
4
Date
Applicant Representative:
ame
U
Street Address
-k
City State Zip
-7. -7 6,
Telephone
Signature
CI
Date
C:recePti0n\ian2\cac1.doc (over)
'i
FROM : Design build Services inc.
PHONE NO. ' 13607939659
Nov. 04 1998 03-'46PM P03
�js 3 2- io C�-)
19 1 -9- 4AVz
g,p,4- ,-
Structural
Engineering
for
Jy'�-c 'ejv
*01/ "�o
Detention Vault
P YL
Paul Thompson r
Janrls Construction
oc—
Edmonds, WA 98026
(425) 778-7699
Design Engineering Summary
Computer Output
November 4, 1998
EXPIFTtS
9
!0/4 6 V
Dealo n Dulld Services, Imo,
Ehoitl6eHmo & Cope ' tructiom Manaeonwit, Phona /Fiw (360) 793-9059
26119 - 120th 5t. 5.E., Monroo, WA 96272 raeor. (425) 290-0706
E-Mall: rheldr0pramial.1101;
�ROM : Design Build Services Inc.
PHONE NO. : 13607939659 Nov. 04 1998 03:46PM Pe4
Iz
501
if
Dosir Odd Ger4m, Im.
tol%- IMMMSE
40
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�ROM : Desig, 13,ild SerQices Ino'. PHONE NO. -* 136071339659 Nov. 04 1998 03:47PM P05
QB1C - CONCRETE BEAM DESIGN (VBR 2.0)
JANRIS DEVELOPMENT VAULT DESIGN
TIME: 2:30 PM Page 1 of 6
DATE: 11-04-1998 File Namei JANVAULT
GONERAL CRITERIA:
-----------------
Beam Concrete Strength = 2.50 k8i
Column Concrete Strength = 2.50 k9i
Steel Yield Strength - 40.0 ksi
Stirrup Yield Strength - 40.0 kai
Ultimate Dead Load Factor - 1.40
Ultimate Live Load Pactor a 1.70
Pattern Live Load@ (YIN) M Y
k of Live Load Not Patterned a 100
Left Span Cantilever (YIN). x
Right Span Cantilever (YIN)- N
Left Span Fixed (YIN) = N
Right Span Fixed (YIN) = N
SPAN GEOMETRY:
--------------
Design as Bm, slab, ast (RSj)- S
include Beam Weight (Y/N) w N
Concrete,Weight - 145 pcf
Shear Reinf.: Bar Size 43
No. of Legs - 2
Conc. Cover to Rainf.: Top a 3.75 in.
Rot = 3.75 in.
DEFLECTION CONTROL CRITERIA:
Compression steel = 0,00 ih2
k Live Load to be Sustained w 50 W
Long Term Multiplier, "Xi" - 2.00
< -------------------------------- SLABS ------------------------- ---------- >
Length
Depth (in)
Stem Width
(in)
Flange
(in)
(ft)
(overall)
Base
Root
Width
Thickness
5.50
8.00
12.00
12.00
12.00
0.00
2
6.00
8.00
12.00
12.00
12.00
0.00
3
5.50
8.00
12.00
12.00
12.00
0.00
C ----------------------------- COLUMS/SUPPORTS ---------------------------- >
------- Lower Col ----------
-------- Upper Col -----------
Joint
Width
Depth
Height
Width
Depth
Height
No.
(in)
(in)
(ft)
(in)
(in)
(ft)
1
12.00
8.00
6.00
0.00
0.00
0.00
2
PINNED
SUPPORT
3
PINNED
SUPPORT
4
12.00
.. 8.00
6.00
0.00
0.00
0.00
01 .16)
rROM : Design Build Services Inc. PHONE NO. : 13607939659 Nov. e4 1998 03:4EPM P06
QB1C - CONCRETE BEAM DESIGN (M 2.0)
,7ANRIS'DEVELOPMENT VAULT DESIGN
TIMEi 2130 PM Page 2 of 6
DAT9! 11-04-199s File Name.- tTANVAULT
SPAN LOADS:
-------------- UNIFORM
LOADS,(k/ft) -------------- >
Span
Dead Load
Live Load
Beam Wt.
1
0.44
0.00
0.00
2
0.54
0.00
0.00
3
0.44
0.00
0.00
------------- CONCENTRATED LOAD$ (kips, kip-ft,.)-_-7 ------------- 1%
Span Type (P,M) Dead Load Live Load
----------- ----- PARTIAL LOADS (-k/ft) ------------------- >
Dead Live Distance (ft)
Span Start End Start End Start End
. 1 0.22 0.00 0.00 0.00 0.00 5.50
3 0.00 0.22 0.00 0-00 0.00 5.50
Distance is measured from the left support.
Uniform and partially distributed loads are positive downward,
P = Vert. Load, Down is positive. M - Moment, Counter -clock. is positive.
FROM Design Build Services Inc. PHONE NO. 136071339653 Nov. e4 1998 03:48PM P07-
OBIC - CONCRETE BEAM DESIGN (VER 2.0)
won= ften M ======= ==. w on wm w w====www
,7ANRIS DEVELOPMENT VAULT DESIGN
;=--3-0-=PM",
Page 3 of 6
DATE; 11-04-1998 File NaMs! JANVAULT
SPAN NO. I OF 3
-----------------
Dis, From Max.
stir.
Max.
Area
Max.
Area
L. SUPP.
VU
Spa.
Mu+
Stl.
Mu-
Sti.
(ft)
(k)
(in.oc)
(ft-k)
(in*2)
(ft-k)
(in"2)
0.50
1.64
none
0.00
0.00
-0.41
0.03
0.75
1.42
none
0.00
0.00
-0.03
0.00
1.00
1.20
none
0.30
0.02
0.00
0.00
1.25
0.98
none
0.57
0.05
0.00
0.00
1.50
0.17
none
0.79
0.06
0.00
0.00
1.75
0.56
none
0.96
0.08
0.00
0.00
2.00
0.36
none
1.07
0.09
0.00
0.00
2.25
0.16.
none
1.14
0.09
0.00
0.00
2.50
-0.04
none
1,15
0.09
0.00
0100
2.75
-0.23
none
1.12
0.09
0.00
0.00
3.00
-0.43
none
1.04
0.08
0100,
0.00
3.25
-0.61
none
0.91
0.07
0.00
0100
3.50
-0.80
none
0.73
0.06
0.00
0.00
3.75
-0.98
none
0.51
0.04
0.00
0.00
4.00
-1.15
none
0.24
0.02
0.00
0.00
4.25
-1.33
rlone
0.00
0.00
-0.07
0.01
4.50
-1-50
none
0.00
0.00
-0.42
0.03
4.75
-1.66
none
0.00
0.00
-0.81
0106
5,00
-1.83
none
0.00
0.00
-1,25
0.10
5.25
-i.98
none
0.00
0.00
-3-73
0.14,�,A.
$.so
-2.14
none
0.00
0.00
-2.24
0.18
SERVICE LOAD DEFLECTIONS:
vu a t d
Vu at d
Refer to ACI
318, Table
9.5(a or b)
(left)
(right)
--.- ---------------------------------
IMMEDIATE
DM LOAD . . .
. . .
. 0.002 L/9959
---------
1.33
---------
-1.92
IMMEDIATE
LIVE LOAD . . .
. . .
. 0.000 L/9999
SUSTAINED
LOAD (CREEP
SHRINK.)
0.004 L/9999
So none
S= none
SUSTAINED
+ LIVE LOAD.
.00 L/9999
Top Bars Bottom
I ----------------
Bars
----------------------------------------
Are&�Steel
Rho Min.
0,24
0.12
Area Steel
.5*Rho,bal.,
=
0.79
0.79
Area Steel
.75*Rho bal.
m
1.18
1.18
* Stirrups mre designed assuming SLAB members.
* stirrup spacing is based on 2 legged #3 stirrups
* Phi Vc w 4.34 kips
FROM : Design Build Services Inc. PHONE NO. : 13607939659 Nov. 04 1998 03:49PM P08
QS1C - CONCRETE BEAM DESIGN (VER 2-0)
JANRIS DEVELOPMENT VAULT DESIGN
Moo C==w=== W=hd tez=c = ======M =====wwwMww=
rim- 2-30 PM Page 4 Of 6
)ATE: 11-04-1998 File Name: JANVAULT
'PAN NO. 2 OF 3
-----------------
B ib. From Max.
stir.
Max.
Area
Max'.
Area
L. Supp.
VU
Spa.
Mu+
Sti.
Mu-
'(ft-k)
StI.
(ft)
(k)
(in.oc)
(ft-k)
(inA2)
(inA2)
0.00
none
0.0
-2.24
0118
0.30
2.04
none
0.00
0100
-1.60
0-13
0.60
1.81
none
0.00
0.00
-1.02
0.08
0.90
1.59.
none
0.00
0.00
-0.51
0.04
1.20
1.36
none
0.00
0.00
-0.07
0.01
1.50
1.13
none
0.31
0.02
0.00
0.00
1.80
0,91
none
0.61
0.05
0.00
0,00
2.10
0.68
none
0.8s
D.07
0.00
0.00
2.40
0.45
none
1.02
0.08
0.00
0.00
2.70
0.23
none
1.12
0.09
0.00
0.00
3.00
0.00
none
1.16
0.09
0.00
0.00
3..30
-0.23
Anone
1.12
0.09
0.00
0.00
3.60
-0.45
none
1,02
0.08
0.00
0,00
3.90
-0.68
none
0185
0.07
0.00
0.60
4,20
P0.91
none
0.61
0.05
0.00
0.00
4.50
-1.13
none
0.31
0.02
0.00
0.00
4.80
-1-36
none
0.00
0.00
-0.07
0.01
5.10
-1.59
none
0.00
0.00
-0.51
0.04
S.40
-1-81
none
0.00
0.00
-1.02
0.08
5.70
-2.04
none
0.00
0.00
-1.60
0.13,&
6.00
-2.27
none
0.00
0.00
-2.24
0.18
SERVICE LOAD DEFLECTIONS;
Vu at d
Vu, at d
Aefer to ACI 318, Table
9.5(a or b)
(left)
(right)
---------------------------------------
IMMEDIATE
DEAD LOAD . .
. . . . .
0.002
L/9999
------------------
2.00
-2.00
IMMEDIATE
LIVE LOAD . .. .
. . . .
o.000
L/9999
SUSTAINED
LOAD (CREEP &
SHRINK.)
0.004
L/9999
S= none
So none
SUSTAINED
+ LIVE LOAD . .
. . . .
72=;;=
. 0
L/9999
Top Bars
Bottom Bars
--------------------------------------------------------
Area Steel
Rho Min.
0.24
0.12
Area St4el'.5*Rho
bal.
w
0.79
0,79
Area Steel
.75*Rho bal,
-
1118
1.28
Stirrups are designed assuming SLAB members.
Stirrup spacing is based on 2 legged #3 stirrups
Phi Vc = 4.34 kips
FROM : Design Build Services Inc. PHONE NO. :.1360'?939659 Nov. 04 1998 03:49PM P09
OBIC - CONCRETE BEAM J)HSjGw4 (VER 2.0)
JANRIS DEVELOPMENT VAULT DESIGN
TIMEt 200 PM Page 5 of 6
DATEi 11-04-1998
File Name: JANVAULT
SPAN NO. 3 OP 3
-----------------
Die. From Max.
L. Supp. Vu
Stir.
Max.
Area
Max.
Area
(ft) W
Spa.
(in.00
Mu+
(ft-k)
sti.
(in A 2)
Mu-
(ft-k)
Sti.
(in A 2)
0.00 2.14
0.25
1.98
none
0.00
0.00
-2,24
0.18
0.50
1.83
none
0.00
0.00
-1.73
0 14
0,75
1.66
none
0.00
0.00
-1.25
0 10 0. to�
1.00
1.50
none
0.00
0.00
-0.81
0.06
1.25
1.33
none
0.00
0.00
-0.42
0.03
1.50
1.15
none
0.00
0.00
-0,07
0.01
1.75
0.98
none
0.24
0.02
0.00
0.00
2.00
0.80
none
0.51
0.04
0.00
0.00
2.25
0.61
none
0.73
0.06
0.00
0.00
2.SO
0.43
none
0.91
0.07
0.00
0.00
2.75
0.23
none
1.04
0'.08
0.00
0.00
3.00
0.04
none
1.12
0.09
0.00
0.00
3,25
-0.16
none
1.15
0.09
0.00
0.00
3.50
-0.36
none
1.14
0.09
0.00
0.00
3.75
-0.56
none
1.07
0.09
0.00
0.00
4100
-0.77
none
0196
0.06
0.00
0.00
4.25
-0.98
none
0.79
0.06
0.00
0.00
4.50
-1.20
none
0.57
0.05
0.00
0.00
4.75
-1.42
none
0.30
0.02
0.00
.0.00
5.00
-1,64
none
0-00
0.00
-0.03
0.00
none
0.00
0.00
-0.41
0.03
SERVICE LOAD DEFLECTIONS;
Refer to ACI 318, Table
------------------- --------------------
9-5(a or b)
Vu. at d
(left)
Vu at d
(right)
rMMEDIATE
IMMEDIATE
DEAD LOAz) . .
LIVE LOAD
. . . . .
0.002
L/9999
------------------
1.92
-1.33
"WUSTAINED
. .
. . . . .
0,000
L/9999
LOAD (CREEP tr�SHRINK.)
0,004
L/9999
S= none
S= none
3USTAINED
+ LIVE LOAD . .
. . . .
m;,*00,�40,w L/999'9
--------------------------------------------------------
Top
Bars Bottom Bars
Lrea Steel
Rho Min.
0.24
0.12
�rea Stael
S*Pho bal,
w
0.79
0.79
krea Steel
.75*Rho bal,
a
1.18
1.18
Stirrups -are designed assuming SLAB members.
Stirrup spacing i,10:based on 2 legged #3 stirrups
Phi Vc a 4.34 kips
FROM : Deeign Build Services Inc. PHONE NO. : 13607939659- Nov. e4 1998 03:50PM P10
QB1C - CONCRETE BEAM DESIGN (VER 2.0)
JANRIS DEVELOPMENT VAULT DESIGN
=== = === === =a= C==fte:;www
21 M Page 6 of 6
DATEi 11-04-1998
File Namet JANVAULT
COLUMN JOINT FORCES:
--------------------
----- FACTORED MOMENTS ------
------- REACTIONS -------
JOINT
COLUMN ABOVE COLUMN BELOW
SERVICE DL
SERVIC9 LL
(ft-kip) (ft-kip)
(kips)
(kips)
1
0.00.
2
-1.34
PINNED SUPPORT
1.50
3.15
0100
0.00
3
PINNED SUPPORT
3.15
0.00
4
' 0.00 1.34
1.SO
0.00
NOTES: Shears are Positive DOWN ag Me&gUred by looking
at a section cut to the right of the left stipport.
Moments are positive if they cause compression
in the top.
D8flactions are positive DOWN.
Sustained load - 100* dead load plus 50V 21ve load.
FPOM
Oc.,
P�CNG NO. : 4'225 481. 72E32 " ea 1,3c3g ol_'.40PM PI
INTEN.SU�! -Roi
p
JjWQiNrirrRlwQ SuFtv&ylmu pROJECT NO.
p,o. SnOhOMkIsh, WA OW91 DATE
pw
r _�'.PM P2
FROM I NTeqSUS PHONS NO. : 425 481 7292 jCt. 09 1998 ol:e
U S -XV41 r PAGE---
INTENS__ paojisms2ea�,x
6 u RVEYINCI
IMP 4r, 4
PROJEcr No.
p.o, ftx i4w - Sn*h*MlSh. WA 98M DATE
(206) 441 -I= L�20) 08-75M
-4-
T-
77-1
cl).
i A
oll
L
f
.
ti
71
INTENSLG PHONE NO. 425 481 72G2 Oct. 08 19�8 01:42Rl P3
pwo OWN
,zot=x eximlimp
or in
�4' AS wrw
wwww MY � dr a"
75,0
I UL M-A
S==W
WF wAwwb
dm bddw nngL W&
or ataft
MOA � A, ; * - -; - -' - -
T4i -2 -_,, -,A ii::!: I I � rr, "-?%=
C-
15'
pill
A +135.41
B +137.4'
D +135.4'
AVE GRADE - 134.9'
ACTUAL 158.7'
MAXIMUM 159.9'
m 00
wmw,
STREET FILE
-DQUev� UUT 06
vo wFetjmox-.�
267,23'
RIVEWA B +137 41
mmp
A s L
4 PROPOSED
RESIDENCE
11100 SOFT. cjsT rLDow
1124,8'11 M4 $7.F7. (IND MOP)
TAX ACCOUNT PARCEL 4:
ISP704-1-038-0004
LOT AREA:
4170 FT.
10 7.7 2'
1) = +135.41
--twwrL4-4(v ro
loqtTp"lTicpA VAm.T
t_olr TO
-r" oa-ot
A�-j % 0 — .0 Aj Uj
cu
84TH AVE. W
0 DA*tUm PT. +332.6' ACCEPTABLE TIGHTLINE MATERIAL
-s-ron,— PvTvwn &,j MANKILE COVER
N-12 ADS
=VEDAS NOT Sch 40 PVC
!4w SDR 35 (ASTM D3034)
W 0 T 1
JANRIS CONSTRUCTION
PLOTPLAN 118320 e4th All I. LOT SCALE 1- 40' 1 DRAWN BY C14RIS THOMPSON
'L'DMONDS, WA 980 611��
11 1
FROM :,, INTENSUS
PHONE NO. : 360 666 7534 jul�' 06 1998 07:30pm P1
INTENSUS
ENGINEERING - SURVEYING
15426 BROADWAY AVENUE 9-5-
P.O. BOX 1486 - SNOHOLUK WA MM1
(425) 481-7262 - (no) M-7634
DATI; July 8,1998
TO: Paul, N 425-77"257
FROM: Vem Bower
to: 84th AVO W Project
Storm OLdell from Mt*nWn
Intensus File 18.270444
This transmittal consists of 2 pages Including this cover sheet.
Remarks: The attached map Wums the location of the 6XISting 12" concrete storm drain
that direft runoff to the exisling catch basin on the west Olds of 84th Ave W. Invert elevation of
at the Wet of the 12" Is 423.3. The detention vault has been located on the aft So the't it
parallels the contours and is located just above the bottom of the toe Of *I*P* from t1* 046L It 4
proposed t* run*ff enter the vault from the South Side and discharge from the north Into ft
drainage corridor.
-?:30PN P2
QE3 99G 0
JNTE�45US PHONE H0.
0,�
Y-)
it 6w
-4 k
. OVtk)C---
I AL
Ao
ov.
NOTED
-AP
F!
FROrf-; IN7ENSLG PHOME NO. : 425 4el 72e2 Jul. 07 1998 Il'41AM P2
;W`&'w -o,-
FRC�I IkTENSUS PHONE NO. 425 461 7282 Jul. 07 1998 11:41AM PI
v a* swmmw VJ*(( '104b
VN
10
pop
,&
1-10 VA
fix
-T-b'CA L -CU Q k
k \P10 kkkt�
0
'40
., +, . rc.; .
1� m ��) - WoA
APP!59VED AS NOTED
111ol;
8 OLD ING
lkil 4 9 iQQR
84TH AVE. W.
DATUM PT. t33ak'
C) MANHOLE COVER
JANR7S CONSTRUCTION
PLO7P'LAN - 18320 84th Ave W. C T C ',�CALE I" � 40 DPAWN BY CHRIS TH'DMPSDN
EDMONDS, WA, 98026 i
PLANNING DATA
NAME: �� AJr4 (0",
,/ 9 -5
SITE ADDRESS:., DATE:
ZONING: X PLAN CHK#:
PROJECT DESCR
CORNERLOT '4j" —(Yes/No) FLAG LOT I& (Yes/No)
SETBACKS:
Required Setbacks:
Front: Z,6 ' Left Side: Right Side: Rear:
Actual Setbacks:
Front: L5 LeftSide: 10 Right Side: 10 Rear: 6,2
Street map checked for additional setback required? (Yes/No)
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/N)
LOT COVERAGE: 5 -��
Maximum Allowed: Actual:
BUILDING HEIGHT: ?,
Maximum Allowed: Actual Height:
Datum Point: Datum Elevation: '3 3z I,
A.D.U. CREATED?:
SUBDIVISION:
CRITICAL AREAS #: C4 -?7-13o
SEPA DETERMINATION: EX'0,1,el
LOT AREA. z121 7Kfi�
OTHER:
--r,
Plan Review By: ��V,/
c.Tt1e3\permit%Ap1nndaLdoc
JANRIS CONSTRUCTION BLA
84TH AVE W, EDMONDS, WA
INTENSUS, ENGINEERING & SURVEYING, PO BOX 1486, SNOHOMISH, WA 98291
BOUNDARY LgHE ADJUSTMENT
94TH AVE W,9 neomomosso WA
HYDROLD69C ANALYSgSso SUPPLEMENT 01
INN�
I EXPIRES I I f -JA rUY� I
ON, 72HSM, 2MCDOMMAM9 a SURIVEYM
Dox WWI WA (ongo
42�4@9-72@2 "I W049@45§ *1
DRAINAGE OVERVIEW
JANRIS CONSTRUCTION BOUNDARY LINE ADJUSTMENT
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
Existing Conditions
The project site encompasses 1.489 acres of second growth wooded land that slopes generally
westerly. There are no existing structures located on the site. A plateau area of approximately
one-half acre in size dominates the northeastern portion of the site. The ground slopes southerly
and westerly from this plateau to a low area along the east sl de of 84th Ave W. All of the site is V
covered with second growth trees.
The site is bounded on the north, east and south by single family residential development; and
on the west by 84th AveW. - Present access to the site is from Olympic View Drive. After
development of the site access will be taken from 84th Ave W over an easement across the
property of Curtis D. Smith.
Downstream Drainage Corridor
A 12" storm culvert conveys runoff under 84th Ave W . to the west side where runoff continue/
westerly. Discharge of runoff from the site is through this 12" culvert located at the northwest
comer of the site.
Storm Detention
Hydrologic analysis of the site indicates that stormwater detention will be required based on site
modeling of various storm events.. Runoff rates for the 10 year and 100 year, 24 hour, storm
events were routed through a detention facility to determine volume of storage based on existing
rates of runoff from the site. Runoff from the 2 year storm event was too small to route through
the detention system. Storm detention is provided which will control the 10 year and the 100 year
storm event rate of runoff to the existing (predeveloped) rate. Storage is to be provided
lnwnsus, Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425-481-7292 -6(A7534
360
)-,) c
Janris ConstructiM Smith BLA/18270404/9/8/98 2
equivalent to 74 If of 60" diameter pipe (64 If of 60" diameter pipe; - Type 1154" diameter
manhole at each end; and 3 If of connecting 36" diameter pipe). The 60" diameter pipe is to be
14 gage 2 213" x 1/2" corrugations, or 16 gage 3" x 1" corrugations. The control outlet is to be a
single orifice 3/4" in diameter (0.031 ft radius). The proposed system matches the existing 10
year storm event rate of flow and exceeds the existing 100 year storm event rate of flow by 0.02
cfs (0. 10 existing; 0.08 developed) lower than the predeveloped rate.
Santa Barbara Urban Hydrographs were developed utilizing the Soils Conservation Service Type
A rainfall distribution to model runoff from the site using "Watershed Modeling, Version 7.OS",
Eagle Point, Dubuque, Iowa. Size (volume) of the detention facility was determined by routing
the hydrographs through the detention facility to provide storage volume requirements during
various inflow/outflow rates of flow.
Tabulation of Flows
Design
< ------------- FLOW -------- ------- >
Storm
Existing Developed
Routing
Bypass exidev Combined
2
0.01 0.03
0.01 0.01
10
0.03 0.05
0.02
0.02 0.04
100
0.10 0.12
0.03
0.06 0.08
* Too small to tabulate < 0.01 cfs
Erosion Control
Prior to and during construction erosion control facilities will be constructed and maintained to
control sedimentation from leaving the site. These facilities are to be maintained for the duration
Interisus, Engineering& Surveying, PO Box 1496, Snohomish, WA98291 * 475A8 1 -7282 * 360-668-7534
Janris Constntctioi% Smith BLA/I 8270404/9/8/98
3
of the project as long as the potential for erosion exists on the site. Rock construction entrances
are to be installed at the points of ingress/egress to the site.
wrk\int\prj'\l 9270404\hydovrvw
Intensux, Engineffing& Survcying, PO I lox 1486, Snohomish, WA99291 4 425491-7282 * 360-668-7534
INTENSUS
ENGINEERING * SURVEYING
P.O. Box 1486 - Snohomish, WA 98291
(206) 481-7282 * (206) 668-7534
PROJECT '�114 t1lel PAGE
PROJECT No.
DATE !AeX BY
. EDSC WATERSHED MODELING
9/2/98 Page 1
HYDROGRAPH REPORT
NUMBER 4
TYPE SANTA BARBARA
DESCRIPTION 2 YR 24 HR DEVELOPED
[HYDROGRAPH INFORMATION]
Peak Discharge ............................ =
0.03
(cfs)
Volume .................................... -
0.02
(acft)
Time Interval ............................. -
8
(min)
Time to Peak .............................. -
504.00
(min)
Time of Base .............................. -
1672-00
(min)
Multiplication factor ..................... =
1.00
[BASIN DESCRIPTION]
Watershed Area ............................ =
0.56
(ac)
Curve Number .............................. -
82
[RAINFALL DESCRIPTION]
Distribution Type ......................... -
SCS
IA
Total Precipitation ....................... =
1.50
(in)
Return Period ........................ :. . . . . -
- . I . 2
(yr)
Storm Duration ............................ =
24.00
(hr)
Impervious Fraction .......................
0.17
(hr)
[TIME CONCENTRATION -- USER DEFINED]
Time of Concentration ..................... 48.90 (min)
EDSC WATERSHED MODELING
9/2/98
HYDROGRAPH REPORT
NUMBER 5
TYPE SANTA BARBARA
DESCRIPTION 10 YR 24 HR DEVELOPED
CHYDROGRAPH INFORMATION]
Peak Discharge ............................
Volume .......
Time Interval .............................
Time to Peak ..............................
Time of Base ..............................
Multiplication factor .....................
[BASIN DESCRIPTION]
Watershed Area ............................
Curve Number ..............................
[RAINFALL DESCRIPTION]
Distribution Type .........................
Total Precipitation .......................
Return Period .............................
Storm Duration ............................
Impervious Fraction .......................
(TIME CONCENTRATION -- USER DEFINED]
Time of Concentration .....................
Page I
0.05 (cfs)
0.04 (acft)
8 (min)
496.00 (min)
1696.00 (min)
1.00
0.56 (ac)
82
SCS I A
2.00 (in)
10 (yr)
24.00 (hr)
0. 17 (hr)
48.90 (min)
EDSC WATERSHED MODELING
9/2/98 Page I
HYDROGRAPH REPORT
NUMBER 6
TYPE SANTA BARBARA
DESCRIPTION 100 YR 24 HR DEVELOPED
[HYDROGRAPH INFORMATION]
Peak Discharge ............................ -
0.12
(cfs)
Volume .................................... =
0.08
(acft)
Time Interval ............................. =
8
(min)
Time to Peak .............................. -
496.00
(min)
Time of Base .............................. =
1720.00
(min)
Multiplication factor ..................... =
1.00
[BASIN DESCRIPTION]
Watershed Area ............................ =
0.56
(ac)
Curve Number .............................. =
82
[RAINFALL DESCRIPTION]
Distribution Type ......................... = SCS IA
Total Precipitation ....................... = 3.00 (in)
Return.Period ............................. = 100 (yr)
Storm Duration ............................ = 24.00 (hr)
Impervious Fraction ........................ -0.17 (hr)
[TIME CONCENTRATION -- USER DEFINED]
Time of Concentration ..................... 48.90 (min)
EDSC WATERSHED MODELING
9/8/98 Page I
OUTLET STRUCTURE REPORT
NUMBER I
TYPE CIRCULAR ORIFICE
DESCRIPTION 3/4" DIA ORIFICE FOR 5' STORAGE DEPTH
[OUTLET STRUCTURE INFORMATION]
Radius .................................... =
0.03
Invert Elevation .......................... -
0.00
(ft)
# of Openings ............................. -
1
[RATING CURVE LIMITS]
Minimum elevation ......................... =
0.00
(ft)
Maximum elevation ......................... -
5.50
(ft)
Elevation Increment ....................... -
0.10
(ft)
[CIRCULAR ORIFICE EQUATION]
0 = Co*A*[2ghl/kl-0.5
Coefficient Co ............................
0.620
(DEFINITIONS]
A Wetted area, (ft2)
K I
EDSC WATERSHED MODELING
9/8/98 Page 1
RESERVOIR REPORT
NUMBER 2
STORAGE TYPE UNDERGND PIPE
DISCHARGE TYPE COMP STAGE/DISC
DESCRIPTION Equiv. 74'- 60" DIA STORAGE PIPE
[RATING CURVE LIMIT)
Minimum Elevation ......................... =
0.00
(ft)
Maximum Elevation ......................... -
5.00
(ft)
Elevation Increment ....................... -
0.10
(ft)
[STAGE STORAGE INFORMATION]
RESERVOIR DESCRIPTION:
Length .................................... -
74.00
(ft)
Radius .................................... -
2.50
(ft)
[STAGE DISCHARGE INFORMATION]
OUTLET STRUCTURE:
STR # 1
TYPE CIRCULAR ORIFICE
DESCRIPTION 3/4" DIA ORIFICE FOR 5' STORAGE DEPTH
I
INTENSUS
ENGINEERING SURVEYING
P.O. Box 1486 - Snohomish, WA 98291
(206) 481-7282 - (206) 668-7534
PROJECT PAGE
PROJECT No.
DATE BY
Steel Pipe Design
feet
Pipe Dia., D (also S)
60" CMP
5
Corrugations
2-2/3" x 1/2"
3xl
Gage
to be determined
Height of Cover, H
3
H20 Live Load Design
18000/H
Dead Load
120xH
When H < diameter,
TL (total load) = Pv
Pv = K(DL+LL)
when H > S
K=0.86 for 85%
Pv = (DL+LL)
when H < S
S=span in feet
Ring Compression
C = Pv(S/2)
C = lb1ft
Pv = lb/sq. ft.
Wall Stress
feet
18000 6000
120 360
Pv = 5469�6
Pv = 6360
C = 13674
Fb=Fy=33000 psi
D/r < 294
D=dia in inches
r--rad gyration, in
Fb = 40000 - (0.081)
(D/r)A 2
294 < D/r > 500
�-(I/A)-0.5
2-2/3 x 1/2(14 ga)
3 x 1(16 ga)
I
(in4/ft)(S)
0.1435
0.5195
A
(in2/ft)(S)
4.84
4.45
r
0.172188154
0.34167466
D/r
348.456027
175.605648
Fc=Fb/2
Use Fb=40000
Use Fb=33000
Fb=
30164.85017
33000
Fc=
15082.42509
16500
Wall Thickness
As=C/Fc=_[sq. in/ft]
Design As
0.906618128
0.828727273
sq. in/ft
16 gage
14 gage
12 gage
Area 2-2/3xl/2 =
0.775
1.356
sq. in/ft
Area 3xl =
0.89
1.113
1.56
sq. i n/ft
Handling Stiffness
FF = (D A 2)/El E = Modulus of Elasticity = 30 x JOA 6 psi
D = Diameter or span, in inches
I = Moment of inertia of wall, in in A 4 perinch
FF < 0.0433 for helical pipe 120-inch dia or less
FF = 0.000167247
wrk�nfpdl 8270404\pipesil
Intensus, Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * (206) 481-7282
EDSC WATERSHED MODELING
9/2/98 Page I
HYDROGRAPH REPORT
NUMBER 15
TYPE RESE'R STOk, IND
DESCRIPTION ROUTING-1.0 YR DEVELOPED 60" PIPE
[HYDROGRAPH INFORMATION1
Peak Diwhdrge ............................
= 0.02
(cfs)
Volume ........ ...........
............... = 0.04
(acft)
Time Interval .............................
= 8
(min)
'rime to Peak ..............................
= 1136.00
(min)
Time of Base— ..........
................. = 2032.00
(min)
Peak Elevation .............................
= 2.20
(ft)
[INFLOW HYDROGRAPH INFORMATION]
Hydrograph # ...... ....................... = 5
flydrograph Description— = 10 YR 24 1IR DEVELOPED
FDSC WATERSHED MODELING
9/2/98 Page 1.
HYDROGRAPH REPORT
NUMBER 14
TYPE RESER STOR. IND
DESCRIPTION ROUTING 100 YR DEVELOPED 60" PIPE
[HYDROGRAPH INFORMATION1
Peak D-i,'Xhdrge ............................
0.03
(cfs)
Vol Lime ....................................
0.08
(acft)
Time Interval .............................
8
(min)
Time to Peak ....... . ......... ........
1,336.00
(m in)
Time of Base ..............................
= 2808.00
(Min)
Peak Elevation ............................
= 4.87
(ft)
EINFI.OW HYDR0(.3RAPH INFORMATION]
F�ydrograph # .............................. = 6 ,
F(ydrograph Description .................... = 100 YR 24 HR DEVELOPED
HYDROGRAPH
1.0
0.9 -
u
0.8 -
0.7 -
0.6
0.5
0.4
0.3 -
0.2 -
0.1 -
0.01
0
Soo 1000 1500 2000 2500 3000
TIME (min)
EDSC WATERSHED MODELING
9/2/98 Pag6 I
HYDROGRAPH REPORT
NUWFR 15
TYPE RESER STOR. IND
DF SCR I P-1 I ON ROUTING 10 YR DEVELOPED 60" PIPE
[HYOROCRAPH INFORMATION]
Peak Discharge ............................
= 0.02
(cfs)
VolLnp ................ ...................
= 0.04
(acft)
Time Interval
. ... ... .... = 8
(min)
Time to Peak ..............................
= 1224.00
(min)
Time of Base ..............................
= 2176.00
(min)
Peak Elevation ........................
—.. - 1.95
(ft)
[INFLOW HYDROGRAPH INFORMATION]
Hydrogrdph # .............................. = 5
Hydrograph Description .................... = 10 YR 21 HR DrVF1.OPED
HYDROGRAPH
1.0
0.9
14
0.8
0.7
0.6
0.5
u
0
0.4
0.3 -
0.2
0.1 -
0.0 0
500 1000 15 00 2000 2500
TIME (min)
9/2/9B
EDSC WATERSHED MODELING
HYDROGRAPH REPOR1
NUMBER 16
TYPE COMBINE
DESCRIPTION COMBINE 10 YR DFV 60" PIPE
CHYDROGRAPH INFORMATION]
Page I
Peak DiSChdr(JC ............................
= 0.04
(cfs)
Volume � . .. .. .. ..... ...... ..
.. ... = 0.06
(arft)
Time Interval .............................
= 6
(min)
Time to [leak ..............................
= 1092.00
(min)
Time of Base ..............................
= 21.72.00
(min)
[COMBIK HYDROGRAPH RECORD #1
HYDROGRAPH # 15 TYPE : RESER STOR. IND
DESCRIPTION : ROUTING 10 YR DEVELOPED 60" PIPE
Peak Discharge ........................ 0.02 (cr,;)
Time to Peak ................... 1224.00 (min)
Time Interval ... . ........ ........ 0.00 (min)
HYDRO(iRAPH # 8 TYPE : SANTA BARBARA
DFSCRIPTION : 10 YR 24 HR DEVELOPED BYPMS
Peak Discharge ........................ 0.02 (Cfs)
Time to Peak. 1.056.00 (min)
Time Interval ......................... 0.00 (min)
EDSC WATERSHED MODELING
9/2/98 page 1.
HYDROGRAPH REPORT
NUMBER 17
TYPE COMBINE
DESCRIPTION COMBINE 100 YR DFV 60" PIPE
[HYDROGRAPH INFORMATION]
Peak Discharge ............................ 0.08 (Cfs)
Volume ..................................... = '0.14 (acft)
Time Interval ............................ * = 6 (min)
Time to Peak ........ . ..... . ....... = 540�00 (niin)
Time of Base .............................. = 2808.00 (min)
[COWIN[: HYDROGRAPH RECORD #'I
HYDROGRAPH # 14 TYPE.: RESER STOR. IND
DESCRIPTION � ROUTING 100 YR DEVELOPED 60" PIPE
Peak Discharge .... ..... ..... ....... =
0,03 (cfs)
Time to Peak ........ I ................. =
1336. 00 (mi n)
Time Interval ........... ............ =
0,00 (min)
jjy[g�DGRAP[l # 9 TYPE SANTA BARBARA
DESCRIPTION : 100 YR 24 HR DEVELOPED BYPASS
Peak Discharge ........................ =
0.06 (cfs)
Time to Peak .......................... -
536.00 (min)
Time Interval ....... —.. .
0.00 (min)
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C4mimmaimunlity Saw-vicom E�ezmvcnsene
Sullaingg-PlmnimirsSF-Enstneering
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XEROX TELECOPIER 7020
City of Edmonds
Community Services Department
Building -Planning -Engineering
121 -5th Avenue North 9 2nd Floor
Edmonds, WA 98020
Phone: (425) 771-0220 FAX: (425) 771-0221
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City of Edmonds
Plan Review Corrections
Plan Check# 410-14&77 A 6(Z-162> Date (0 <IuG 4U>
Project Name/Address---�w4,s, 32,0 LAJ
Contact Person/Address VmL, T#kCmp6p4 I 670S- 64T*-PL L3 I boz-lo
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Submit 2 sets of revised plans/documents to the Permit Coordinator.
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STREET FILE
E
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6
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84TH AVE W, EDMONDS, WA
INTENSUS, ENGINEERING & SURVEYING, PO BOX 1486, SNOHOMISH, WA 98291
a
JAMAgs CONSTRUCTRON
BOUNDARY MHE ADJUSTMENT
94TH AVE W9 EDMONDS9 WA
HYDROL069C ANALYS9S
I. BO
I EXPIRES tj --60 - 61% 1
(PC BOX 04@99 MONOMER, \\JVA (90290
42�-MM02 * WO-SM-724
DRAINAGE OVERVIEW
JANRIS CONSTRUCTION BOUNDARY LINE ADJUSTMENT
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
Existing Conditions
The project site encompasses 1.489 acres of second growth wooded land that slopes generally
westerly. There are no existing structures located on the site. A plateau area of approximately
one-half acre in size dominates the northeastern portion of the site. The ground slopes southerly
and westerly from this plateau to a low area along the east side of 84th Ave W. All of the site is
covered with second growth trees.
The site is bounded on the north, east and south by single family residential development; and
on the west by 84th AveW. Present access to the site is from Olympic View Drive. After
development of the site access will be taken from 84th Ave W over an easement across the
r\13 J� ON eAkl—
property of Curtis D. Smith.
Downstream Drainage Corridor
�fffinues
A 12" storm culvert conveys runoff under 84th Ave W to the west side where runoff conti
westerly. Discharge of runoff from the site is through this 12" culvert located at the
corner of the site. 017-1 Irv)
Storm Detention
CL
r
Hydrologic analysis of the site indicates th stormwa r e en �ion �15 re�quire"' �based7n site
modeling of various storm events. Runof rates for the 10 year and 100 year, 24 hour, storm
events were routed through a detention facility to determine volume of storage based on existing
rates of runoff from the site. Storm detention is provided which will control t<Z100:year :stor�>
event rate of runoff to the existing rate for e 10 year storm eve Storage is to be provided in
a concrete vault 8.67 feet x 50 feet x 5 feet of storage depth, with nD4tetItfice3/4"in C
Intensus, Engineering & Surveying, PO Box 1486, SnohornisI4 WA 98291 * 425-481-7282 * 360-668-7534
Janris Construction, Smith BLA/18270404/5/20/98 2
diameter (0.031 ft radius). Storage in a 60" diameter pipe was evaluated but the level of control
for the 10 and 100 year storm events was not as good as the concrete vault provided. The
proposed system exceeds the requirements for controlling the existing 10 year storm event rate
of flow by 0.02 cfs (0.08 existing; 0.06 developed), and during a 100 year storm event, the rate
of flow is 0.06 cfs (0.21 existing; 0. 15 developed) lower than the predeveloped rate. The storage
provided allows for a 25% increase in the volume of storage required.
Santa Barbara Urban Hydrographs were developed utilizing the Soils Conservation Service Type
[A rainfall distribution to model ru noff from the site using "Watershed Modeling, Version 7.OS",
Eagle Point, Dubuque, Iowa. Size (volume) of the detention facility was determined by routing
the hydrographs through the detention facility to provide storage volume requirements during
various inflow/oufflow rates of flow.
Tabulation of Flows
Design < - - � ---------- FLOW ---------------- >
Storm
Existing
Developed
Routing
Bypass extdev
Combined
10
0.03*
0.08
0.02 A
0.05 *A
0.08*/0.06 A
100
0.08*
0.15
0.03 A
0.13 *A
0.21*/0.15 A
Erosion Control
Prior to and during construction erosion control facilities will be constructed and maintained to
control sedimentation from leaving the site. These facilities are to be maintained for the duration
of the project as long as the potential for erosion exists on the site. Rock construction entrances
are to be installed at the points of ingress/egress to the site.
wrMin0p�\1 8270404\hydovrm
Intensus, Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425481-7282 * 360-668-7534