18401 76TH AVE W - STREET FILE.PDF111111111111
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18401 76TH AVE W
ADDRESS: .1 o -(, u i - i yz n v (-, (,t,,l
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE): goo - 6)1 40
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETER MINATION: E] Conditional Waiver XStudy ftkmAcYE] Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DA
PARKING AGREEMENTS DATED:
-EASEMENT(S) RECORDED
PERMITS (OTHER): 7 643 Llud 6ftz,6�, W*s
0
PLANNING DATA CHECKLIST DATED: /// 4- 1A 1-/ , I
SCALED PLOT PLAN DA:
SEWER LID FEE $: LID #:
SHORT PLAT FILE: 04 LOT: BLOCK:
SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #:
SOILS REPORT DATED: 1111
STREET USE / ENC�OACHMENT PERMIT #:
FOR:
W-41 "61 w a I rpm w I 17LNA wd 7 FA 1191- m KO m ff m,
f —F—_7 fill
OTHER:
LATEMP\DS'rs\Fomis\Street File Checklist.doc
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PLANNING DATA
New Commercial / Mulffamily Proiects
SITE ADDRESS: 18 +-) i - 7 & " Av, . i-j, -.1, le 3 ZONING: &-
USE(S)PROPOSED: Nc, t22�,� ALLOWED?: �4,
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/W
CUP File: 2,,zs---1&7 To Allow What Uses?: Dr�K t"2n� ��A'ef(
ADB FILE#: 2-6o 2� - Is4-
PARKING: �ee- 4--f
Use: - V4-' No. Spaces Required: I lz-on, " —
. X 3 SZo (floor area,# employees, etc.)= 1-7,c (4.,,)
Use: - ionv-c. - t" No. Spaces Required: 1/5-w,
X 30 �- I& -- _(floor area,# employees, etc.)=
Use: I No. Spaces Required:
X (floor area, # employees, etc.)
Use: No..Spaces Required:
X --- (floor area, # employees, etc.)
Total Required: —3 3.97 4,ol- - 3 4,o 1 Actual Provided: .35.
SETBACKS:
Required Setbacks:
Front: 0� Left Side: U' Right Side: Rear:
Actual Setbacks: '59-7 5 7' (0--)
: 3,31
71., Front: (, 3, Left Side: (off' Right Side\ - Rear:
Street map checked for additional setback required? (Yes/No)
MAXIMUM FLOOR AREA:
Maximum Allowed: Actual: 4 1 1
BUILDING HEIGHT: r4 0 aA&4t
Maximum Allowed: Actual Height:
Modulation Allowed?: Modulation Height:
Datum Point: Datum Elevation:
Elevator Penthouse > 3 feet over height limit? If so,VAR#
LANDSCAPING: P-
Matches AD13 approved:
Bid Provided? Bond Amount (100% bid):
CRITICAL AREAS #: 0-mb - oo 2,-1 - (�,-e
'� eit'g t"k-
SEPA DETERMINATION:
SHORELINE REQUIRED?: NO.
Continued ...
1A1ibrary\AP1andatNewComm.doc
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DATE: 191;?001-,g PLAN CHK#*.
,?--0 6 10 7- 7
NAME OF BUILDING PERMIT APPLICANT: 4.4&=e 13., 2. (I�A
PROJECT DESCRIPTION:___jc)5-;,, a
ADB FILE #: gm-1- - 194- OR DATE WAIVED:
PLANS MATCH APPROVED PLAN: o i-
SUBDIVISION: 5- ZoDt - 4)
LOT AGGREGATION REQUIRED?: —A[-
REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE? No.
OTHER:
Plan Review By:
1A1ibrary\AP1andatNewComm.doc
RANNING DATA: SIGN STREET=FILE
Colors
Proposed: glelvi VDIAYV
Accept;#)Ie?
Requires ADB;Approv.al?
Sign Ldcation
If freestanding and 3-feetorover'��'nless affence") mee-ts''se-t'b;ablks-_
Required Setbacks
Street:
Side:
Side: —TRear:
ActualSetbacks
street:
Side:
Side:,..". J J
Rear:
Lai7dsda,6in§for-Fr�,est�inding-�4�''-
Size:
I Location:
Critical Areas Determination M
Study Required (ompwt),
Waiver
Other
Plan Review By:.. Clipjal Goa�a,---:-
PLANNING DATA: SIGPS
Name:& OL V
-6ate-.*, 31,Z3,/04,
Site Address: �1 S 4 D (9 TH AVt, W (0 103)
Plan Check #1: � 0 to---0q+
Project Description: VltV/ WA I 1 6 Yl 6 MfAILLA, 1!2 0 a 15
Reduced Site Plan Pr.ovid4,(YES /e
Zoning: 5C,
Comprehensive Plan Designation: V% L-7 oyvt-,T� WVy% MAA-Z-,1,,a
Map Page:
Corner Lot: & NO)
Flag Lot: (YES /0 -
ADB File # (or date waived): W4LA* Ve- 4L-
7"ALAreap TypeofS,�
Type of
Allowed in
Matrix
-c dnditions,-..6r'aper
Allowed
q
Unit —
TOTAL
sign area
Proposed
V
Sign
zone?
met?
,
unit
allowed for
sign,Eirea
'this sign
Example
wall
wAnternal
Yes, with
Yes
I sq.
ffllineal ft.
41 ft.
attached
41 square
20 square
illumination
conditions
attached
wa#
feet
feet
Walt
W 01
Sign #1
YC
y1r- 4.7
if
30
—V
Sign #2
(C7 0 tAtVA)
C
1
(.0 (V
Sign #3
0 a
C 5
y C',
+
\",-*
TO TA L Sign Area for TenantlSite
Max Permitted: +I
Previous Total:
Proposed Total:
Sign Height
Sign Type: \W 01
Max Permitted: � WAkk
Actual Height: WA I I
Sign Type: W (A
Max Permitted: Wdltk
Actual Height: Wot
Sign Type: VYL&VVA,
Max Permitted: ve C
C, I a i (e4q 4
Actual Height: no clicare4l"
re4 tri 4--,
Sign Lighting
Sign Type: Wall C W
Proposed: 9T\
Allowed in Zone:
Sign Type: Wall
Proposed:
Allowed in Zone:
Sign Type:
Proposed:
Allowed in Zone: V
PLANNING DATA
Multi -tenant Bu
dusiness Licens& Information
BUILDING NAME: ADB FILE #:
SITE ADDRESS:- 44 o 0'11- Af,2_ c�p .70NING:
BUSINESS NAME: SUITE NO. to
USE(S) PROPOSED:P-,,, ED?:
Legal Nonconforming Land Use Determifiation Issued �IN) CF11e:
PARKING: Use: I No. Spaces Required: L-`�400 2�X
x.-;),1b--7 6;7 (floor area, # employees, etc.)
BUSINESS NAME: =- 7-k=:;?, <F-�-)-r,:;;_ SUITE NO.
USE(S) PROPOSED:-,:-') f&KcAD ALLOWED?:
Legal Nonconforming Land Use Determination Issued(Y/N) CUP File:
PARKING: Use: ' Pllq-�7-A) No. Spaces Required:
X —CA -7 -7 .(floor area, # employees, etc.)::i-2��
�-=)
BUSINESS NAME: SUITE NO.
USE(S) PROPOSED: Co_k.�� ALLOWED?:
Legal Nonconforming Larid Use Determination Issued(Y/N) CUP File:
PARKING: Use: No. Spaces Required: X�Io6 N7
x — C4 (floor area, # employees, etc.)
BUSINESS NAME: zk OW -c2—SUITE NO. 10 CD
USE(S) PROPOSED: ALLOWED?:.
Legal Nonconforming Land Use Determination Issued(Y/N) CUP File:
PARKING: Use: No. Spaces Required: Paco
X P) L4 b c_') (floor area, # employees, etc.)
BUSINESS NAME: 4 1 C &
#TE NO. I o
USE(S) PROPOSED�:2,^_�4y-n,:, A=�4-g>--�_ -a- ALLOWED?:
Legal Nonconformin*b Land Us eterminateonlisued(Y/N) CUP File:
PARKING: Use: No. Spaces Required:
x (floor area, # employees, etc.) = _
BUSINESS NAME: SUITE NO.
USE(S) PROPOSED: ALLOWED?:
Legal Nonconforming Land Use Determination Issued(Y/N) CUP File:
PARKING: Use: No. Spaces Required:
x (floor area,'# employees, etc.)
PARKING:
Total Required: 4.-A...
Actual Provided: "-,__Vo
OTHER:
Plan Review By:
LAlibr�PLANDAC—BusLic
10
Applicant Narhe/AddresO:
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'O.MS PIn..k 0 fniOpption 1033-18,
WhIte:4 daqt - Caner�,*
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five
Ik
APPROVED BY PLANNING
17-
STREET FILE
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NEW 11.011:2
86 ------ ------------
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dR CEIVED-
ZZ
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EB
PERMIT COUNTER
RD'OF VENT
- SITE F AX
— I %��
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RECEIVED
FEB - 6 2004
PERMIT COUNTER
EXIST.
IBUILOW.
tu
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SIT
10
16 th AVE. W.
-.VICINITY MAP.
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TYR Z' X 2'
LANM ROOF VENT
4 OVERFLOWDRAIN
----------- ------------- -
161-6*
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7 1
*BRIGWT ORAW.E' FENCE
C LINE
EX16T. FIRE HYDRANTS 111EE 5LIRVEY,
BUILDING
CEDAR FENC3!-----
7 ------
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CRICKET
ROOF DRAIN 4- ROOF DRAIN
N�UJ 5UILDING
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N 00, E 252.10'
POST
FOR LOCATIZ
DELTA . V31'16'
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----- NEW SIDEWALK
Vss
-1& th AVE. W.
W U) w
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FA
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FIRE HYDRANTS t5EE SURVEY) BENCW MARK (SEE SLIRVEY)
FIRE OYDRANTS (SEE SURYEY)
RF-CEIVF.D
FEB . - 62004
PERMIT COUNTER
-- szz�: ,, — — I i
Amm Tp"Fmc Sid+&
PAD ( 11 x IV MIR I
pi
--51TE FLAN
SCALE: V - 20'-4V
PLANNING DATA
New Commercial / Mulffamily Proiects �/Iq"k
SITE ADDRESS: (,�+o ZONING:
USE(S) PROPOSED:—/Ve-,, CFI'X k ALLOWED?: Y
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Yo
CUP File: To Allow What Uses?:
ADB FILEA 01- - I
PARKING:
use: V4 No. Spaces Required: I sp 12�ep"
X (floor area, # employees, etc.) 17.3
4 6,0
Use: f�krJ�, s o [p )No. Spaces Required: I S /4��
(floor area, # employees etc.)
X _Pj&e79_1 7-1 1-7 A-va 5.47
Use: OW& No. Spaces Required: /4,vo*
-�tj�j-,177*
X (floor area, # employees, etc.) A W
51-�K 10 2, Use: PrI E24=4 No. spaces Required:
X (floor area, # employees, etc.) 6&
Total Required: Actual Provided: 31,
30
SETBACKS: No (AVjYL
Required Setbacks:
Front: 0 Left Side: 0 11"" RightSide. 0 Rear:
;j
Actual Setbacks:
Front: 5-4' LeftSid e: Right Side: 'Rear:
Street map checked for additional setback requ.ired? (Y e s �ffDd
MAXIMUM FLOOR AREA: PCs-L/44'c -7 55,
Maximum Allowed: 3 Vu, to-,- &A —Actual: :z/
01 BUILDING HEIGHT:
xF
Maximum Allowed: 51 Actual Height: 22.7z,
(t
Modulation Allowed?: Modulation Height:
Datum Point: "78m' �.w ff/rit_ oj-fj 71,A Datum Elevation: lob
Elevator Penthouse > 3 feet over height limit? IVA- If so,VAR#
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LANDSCAPING: No
Matches ADB approved: Yg
Bid Provided? Y.& Bond Amount (100% bid): JZ 5az-�
CRITICAL AREAS #: 2,00 - 2.1 - L44,
SEPA DETERMINATION: MD&r� - issv-x 3/7/o3 -,Aggm5�A. 3/7i/y3
&jAj��_ 64"#...C3 P-4 4-
SHORELINE REQUIRED?: tv.
A,!
Continued ...
1AfibraryV1P1andatNewComm.doc
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DATE: /,Z-/04 PLAN CHK#- 93 - +9&
NAME OF BUILDING PERMIT APPLICANT: &rwr
PROJECT DESCRIPTION: PJ&,o cm --um 6t46--
ADB FILE#: 02- - V OR DATE WAIVED:
PLANS MATCH APPROVED PLAN:
w-i,- eW� .11 14"C4
SUBDIVISION: 6-uof-4-1
LOT AGGREGATION REQUIRED?: a
11 01'
REDUCED SITE PLAN (8.5X1 1) PROVIDED FOR STREET FILE?
OTHER: 2-,k'
No Ar.v&- n== ts.owto -,j
Alo i4i-t pyj).Jm lmrrr-�
Plan Re4ew By:_:2�
�f- a I - 4-1 kol
102_10
5. '75'
(OZ, 75
.4,
-4 A.-
(o4. 71-5- (0 4 .13-7s-
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1Alibrary\^PlandatNewComm.doc
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Atical Areas* Checkliste
------- ----------------------------- ------------------
Site Information (soils/topography/hy&ology/vegetation)
1. Site Address/Location:
2. Property Tax Account Number: fb L9 dkk9 — veqS- Govp!e
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? --Zyes; no.
If y es; how is site developed? 7-.-f f I— A-9
5. Describe the general site topography. Check all that apply.
,__jZ'Flat: less than 5 eet elevation change over entire site.
Rolling: slopes on site generally less than IS% (a vertical rise of I 0-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
I 0-feet over a horizontal distance of 3 3 to 66-feet).
L,-'�Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
ibe):
Other (please descri
6. Sit6.contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: 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 flows across the grounds surface? Flows are . year-
round? Flows are seasonal? 7
. &�,- , (What time of year?
10. Site is primarily: forested me0ow -shrubs mixed
-.011- lea
urban landscaped (law n*,shrubs etc)
11. Obvious wetland i
s present on site:
ts I - Ah
ft
U.
A&.,::r: Awc AA
1M M V _NXT-1 0 W 1 '4.
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RECEIVED
City of Edmonds FEB. 2 2 2000
DEVMOPMENT SERVICES CTR.
aTY 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
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, br
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).
r--7
An applicant, or his/her representative, must fill out
th�. 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 form. In addition, the applicant shall 'include
other pertinent infor m-ation (e.g., site Ian, topography
p
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 factua, . 1, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Name
Street Address
.. City State Zip
Telephone
Signature
Date
C4W�
cmecepd�onv �a
Applicant Representative:
Name
<
Street Address
City State zip
Telephone
Signature
Date
(over)
.111 C. 18 9,3
March 7, 2000
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771.0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
Robert Throm/Bill Lund
7526 Olympic View Drive
Edmonds, WA 98026
Subject: Determination regarding Critical Areas Checklist # �2000-21
Dear Applicant:
GARY HAAKENSON
. MAYOR
Enclosed please find a copy of the Critical Areas Checklist you submitted. The uDETtRMINATION" reached by the City
Is located on the reverse side of the form (bottom of page).
It Is very Important for you to retain a copy of this CriticalAreas Checklist "DETERMINATION" for your records.
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS.
YOU MAY NEED TO SUBMIT!
ADDITIONAL INFORMATION SUCH AS AN EfflMOMMOTAL CHECK= OR L ABMS ST
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not . a
project-sp6cific determination.
wo, You must submN a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL -.011111111
PERMIT' APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Shada Graham
Planning Secretary
nc: Critical Areas Determination
Architectural Design Board
C:RecepdonUanMCRLTR.doc
Incorporated August 11, -1890
Sister City - Hek inan,Japan
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City of Edmonds
Critical Areas Determination
Applicant: Robert Throm and BM Lund Determination #: CA-2000-21
Proje c.t.Name: Permit Number
Site Location: [7533 Olympic View Drive Property Tax Acct M 43'46 000 105 0009
Project Description:
Non -Project Specfflc
Determination: Study Required:
During review and inspection of the subject site, it was found that the site appears to contain
and/or is ad acent to a Steep Slope Hazard Area pursuant to. Chapter 20.15B -of the Edmonds
Community Development Code (ECDC). To determine if a Steep Slope Hazard Area does exist,
a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope Hazard
Areas must be completed. Any slope of 40% or more with at least 20 feet of rise will be
classified as a Steep Slope Hazard Area. A 50-foot buffer is required from both the top and toe
of the slope. A 15-foot building setback is required from the 50-foot buffer.
For development of any kind which is proposed within.the critical area, 50-foot buffer or 15-foot
buffer setback, it must be. shown that the development, will not adversely impact the Critical Area
or, its buffer, by doing one or possibly both of the following depending on the outcome of the
study -
I For development proposals which will occur within the 50-foot buffer, but no closer than
25 feet from the top or toe of the slope, the.50-foot buffer requirement may be reduced to
10 feet if a study is completed by a licensed geologist or geotechnical engineer which
clearly demonstrates that the proposed buffer alteration will have no adverse impact upon
the site, the public or. any private party. All Critical Area Studies, except those do . ne by a
licensed geotechnical engineer, must be completed under a three -party contract where the
City hires the professional required, and the applicant pays for the study (pursuant to
ECDC Section 20.15B. 150).
2. If development must occur within the critical area, buffer, and/or buffer. setback, and is
not identified as an exception per ECDC Chapter 20.15B, a Reasonable Use Exce . ption
and Variance must be obtained pursuant to ECDC 20.15B. I 70A and 20.15B.040C.
The site is also in an area designated on the Critical Areas inventory as Slopes with Erosion
Potential. All proposed development must have an erosion control plan approved by the City of
Edmonds Engineering Department.
0
If the property owner wishes to apply for a specific development permit which they feel
would not impact the Critical Areas located on the site, they may submit their proposal to
the Planning Department for review. If the Planning Department rinds that the proposed
development permit will not adversely. Impact a Critical Areas or its buffers, a conditional
waiver may be issued on a project by project basis.
0
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Western Geotechnical Consultants, Inc.
4183 Saltsprings Dr., Ferndale, WA 98248
Phone/FAX (360)380-2507
December 12, 2003
Mr. Bill Lund
1860576 1h Ave. W
Edmonds, WA 98026
Re: Report — Geotechnical Investigation
1840176 1h Ave. West
Edmonds, Washington
FUTTAA-
DEC' 12 2003
PERMIT COUNTER
Western Geotechnical Consultants, Inc. is pleased to present the results of our
Geotechnical Investigation conducted at the above referenced property. The site is a
vacant lot located just east of 76 th Ave. West in'Edmonds, Washington. We understand
that the site will be developed with a single story rn�ini mall that will be of wood frame
construction with an earth supported floor slab. The remainder of the site will be paved
except the eastern corner where a steep slope is present.
The purpose of our investigation was to evaluate the site with respect to building
foundation design and general site geotechnical issues. The specific scope of our
investigation for the site included the following services:
• Excavating a total of 4 test pits across the site to obtain subsurface information for
use in foundation design, general site development and drainage issues.
• Developing tabulated logs for each test pit as to the thickness and depth of each soil
unit and describing the soils encountered in accordance with the Unified Soil
Classification System (USCS).
• Performing field and laboratory testing, as required, for use in our engineering
evaluation of the site.
• Preparing this engineering report, which includes a summary of
work performed, a
description of the subsurface soil & groundwater conditions encountered in our test
pit investigation of the site, and our conclusions and recommendations for:
Foundation soil allowable bearing capacity and settlement estimates.
Slab on grade support recommendations.
Lateral earth pressure parameters for lateral load design.
General site development criteria.
Cutting and structural fill criteria including the suitability of on site materials
for use as structural fill.
• Drainage Considerations.
• Evaluation of the stability of an adjacent slope.
• Address stockpiled materials present on the site. C - Y COPY
"IT
-tiga
Repo rt-Geotech n i cal Inves i n Western Geotechnical Consultants, Inc.
18401 76 1h Ave. West #03 201 1
Edmonds, WA
December 12, 2003
(Page 2 of 12)
Site Conditions
Surface Conditions
The property is a relatively flat parcel except for the far eastern comer where a steep
ascending slope begins. The area immediately to the west of -the proposed building site is
asphalt covered and the remainder of the site is grass and weed covered. There are
miscellaneous stockpiles of cedar bark (beauty bark), and various types of gravel. We
reviewed the Site Plan for the property and a 25-foot setback line from the toe of the
slope is shown on the plan. This setback was provided by others.
Subsurface Conditions
Subsurface conditions at the site were explored on December 10, 2003 by using a John
deer 3 1 OE rubber tire backhoe with a 2-foot wide bucket to excavate a total of 4 test pits.'
The locations of the test pits were roughly'determined in the field by measuring from
known features with a cloth tape. The test pit locations are shown'on the attached Site
Plan, Figure 1. A geotechnical engineer from our office continuously logged the test pits
and the soils were classified using the Unified Soils Classification System (USCS). Edited,
tabulated test pit logs are included with this report along with a USCS Chart explaining soil
descriptions. The test pits were loosely backfilled upon completion of the explorations.
Subsurface conditions were found to be very consistent across the site. The subsurface
profile consists of about a foot or less of sandy topsoil/forest duff (OLJSM by USCS),
which is underlain by fine to medium SAND with trace to some silt (SP/SM to SP by
USCS) and some gravel. The sandy material became very compact, typically below a
depth of 4 to 5 feet and we interpreted this to be due to glacial compaction.
Ground Water
No ground. water was observed in any of the test pits at the time of our investigation on
Decemb - er 10, 2003. Due to the relatively clean granular nature of the site soils (well
drained) and the overlying relatively impervious topsoil layer, the water table most likely
remains at considerable depth. Soil moisture content tests revealed that soils are in a
moist to wet state at a depth of 8-feet.
Conclusions and Recommendations
General
Based on our geotechnical engineering investigation, we conclude that the site will be
suitable for development of the type proposed provided our recommendations are
followed and provided good construction practices are used. Based on our test pit
investigation it appears that subsurface soil conditions are very similar across the site.
The native sandy soils will provide adequate foundation support for the proposed one-
story wood -frame construction building. The sandy sub -grade soils will also provide
adequate support for earth supported floor slabs and the asphalt parking lot.
I
I
Report-Geotechnical Investigation
18401 76 1h Ave. West
Edmonds, WA
December 12, 2003
(page 3 of 12)
.0
Western Geotechnical Consultants, Inc.
#03 201 1
From a geotechni ' cal engineering standpoint, the relatively compact gray -brown slightly
silty SANDS (SP/SM by USCS) below the topsoil layer will provide adequate bearing
capacity to support the proposed structure.
I
The site is located in Earthquake Intensity Zone 3 according to the Uniform Building Code
(UBC). Zone 3 seismic loading can cause intense ground motion amplification. The site is
underlain by relatively compact soils and the water table is located at depth. Therefore,
based on the subsurface conditions encountered across the site, it is our opinion that there is
a.low potential for liquefaction at the site.
Site Preparation
All fill/topsoil and other organic or soft/non-compact material should be striped away
from areas to be occupied by building foundations or other structural improvements,
including paved areas. Based on our test pit explorations, the stripping depth will be on
the order of 1 -foot or less, but there could be areas where deeper removal of unsuitable
material will be required, for example if pockets of organic material (root balls) are
encountered.
After the required over -excavation and removals are completed, a geotechnical engineer
should evaluate the entire subgrade. At that time, proof rolling with a loaded dump truck,
or equivalent, under the observation of the geotechnical engineer and/or hand push
probing may be necessary in order to determine if soft areas are present. Any additional
soft areas should be removed to firm bearing and replaced with compacted structural fill,
as defined below.
Structural Fill
Structural fill may be necessary in grading the site depending on the finished grades
proposed at the site. Structural fill is defined as properly compacted, predominantly
granular fill material supporting structural improvements, such as buildings, parking lots,
driveways,
etc. All structural fill should be placed and compacted on a horizontal subgrade
surface. Structural fill should extend beyond the edge of any future structural
improvements a distance equal to the thickness of the fill beneath the structural
improvement.
In general, the suitability of a soil for use as compacted structural fill depends on the
gradation and moisture content of the soil when it is placed. As the quantity of fines (that
portion finer than the No. 200 sieve) increases, the soils become increasingly sensitive to
small changes in moisture content and adequate compaction becomes more difficult to
achieve. Soils containing more than about 5% fines cannot be consistently compacted to a
dense, non -yielding condition when the water content is much greater than optimum.
Optimum moisture content is that moisture content that results in the greatest compacted
dry density. The on -site granular soils (SP/SM by the USCS) that are free of any organics,
debris or other deleterious materials may be suitable for use as structural fill provided that
the required moisture content can be controlled. Under building foundations, if structural
I
Report-Geotechnical Investigation Western Geotechnical Consultants, Inc:
18401 76 1h Ave. West #03 201 1
Edmonds, WA
December 12, 2003
(Page 4 of 12)
fill is needed to replace existing unsuitable foundation soils or to raise grade, we
recommend that imported structural fill material be used, consisting of relatively clean
sandy GRAVEL (GW according to the USCS) with no rock sizes larger that 6 inches.
Structural fill should be placed in maximum 8- to 10-inch loose, horizontal lifts and be
thoroughly compacted. All structural fill should be compacted to a minimum of 95% of
maximum dry density as determined by the ASTM D-1557 test procedure.
Parking Lot Pavement Sections
Some of the important factors that affect the durability of pavement surfacing include
stability and permeability of the subgrade soils and base materials, the presence of ground
water, the iraffic volume, and the frequency of heavy truck traffic. Since pavement design
factors are not well defined for the project,'we are providing typical pavement sections
based on observed subgrade soil conditions.
Fill
placement to obtain final p avement subgrade elevation should be accomplished as
previously described for placement of structural fill. On the basis of our review of site soil
conditions, a minimum CBR value of 10 has been assumed for the native, compact sandy
�soils
encountered in our test pit investigation below the topsoil layer. This value is based
on correlation of soil type and our experience at sites with similar soil conditions.
The pavement section should be installed over firm subgrade. Following excavation and/or
filling to establish subgrade elevation, but immediately prior to paving, the subgrade
surface should be proof rolled with a loaded 10 cubic yard dump truck, or equivalent, to
verify that the subgrade is in a firm non -yielding condition. Any soft areas exposed by the
proof rolling that cannot be easily compacted should be over -excavated and backfilled with
compacted granular fill.
We assume that most of the paved areas on the site will be used primarily for cars and light
trucks except that portion of the paved areas, such as entrance lanes, that would need to be
designed to accommodate heavier trucks. In the lighter loaded areas, we assume that
occasional heavier trucks may use portions of the site for deliveries, etc. Typical
recommended pavement sections for car and light truck parking consists of a minimum of 2
inches of asphalt over at least 4 inches of crushed rock base on a properly prepared
subgrade. Two inches of asphalt treated base (ATB) could be substituted for the 4. inches of
crushed rock. Areas where heavy truck loading will be present should consist of a
minimum of 3 inches of asphalt over 5 inches of crushed rock base or 2.5 inches of ATB.
These pavement sections should be confirmed based on the sub -grade conditions observed
during site grading.
I
I
The pavement sections provided above are recommended by the Asphalt Institute, IS-91,
"Full Depth Asphalt Pavements for Parking Lots, Service Stations and Driveways". The
design of pavement sections may be refined if vehicle loading, frequency and duration are
known along with pavement design life. Base course materials should be compacted to a
Report-Geotechnical Investigation Western Geotechnical Consultants, Inc.
18401 76 1h Ave. West
#03 201 1
Edmonds, WA
December 12, 2003
(Page 5 of 12)
minimum 95 percent of maximum dry density, as determined by the ASTM D- 1557 test
procedure. Asphalt concrete should be Class B aggregate material conforming to Section
5-04 of the Washington State Department of Transportation (WSDOT) Standard
Specifications. Crushed rock should be 5/8-inch minus meeting the requirements of
Section 9-03.4(2) of the WSDOT specifications.
Building Foundation Support
Based on our geotechnical investigation, the site is suitable for foundation support using.
conventional shallow spread footings founded on compact, undisturbed native, non -
organic sandy soils (SP/SM by USCS), as encountered directly below the topsoil layer at
the building site, or structural fill meeting the recommendations for imported structural
fill materials that is placed over the SP/SM soils. It should be noted that all material
presently stockpiled on the site must be removed from beneath all foundations, paved
areas or other areas to receive structural improvements. Bearing soil that is disturbed
during foundation excavation should be re -compacted or removed and replaced with
structural fill. All soil directly below and around footings should be compacted to at least
95% of maximum dry density (ASTM D-1557) prior to placement of forms or reinforcing
steel. Wall footings and column footings should have minimum dimensions of 18 and 24
inches, respectively. All footings should be founded a minimum of 18 inches below the
lowest adjacent final grade.
All footings
supported on the properly prepared, compact native non -organic, sandy soils
(SP/SM by USCS), or imported structural fill may be proportioned using a net allowable
bearing pressure of 2,500 pounds per square foot (psf). The term net allowable bearing
pressure refers to the pressure that can be imposed on the soil at foundation level due to
the total of all dead plus live loads, exclusive of the weight of the footing or any backfill
placed above the footing. This bearing pressure may be increased by a value of one-third
for transient wind or seismic loading.
Inspection of the foundation conditions by qualified personnel should be performed prior
to forming for footings.
Settlement of spread footing foundations depends on the foundation size and bearing
pressure as well as the strength and compressibility characteristics of the underlyin g
bearing soils. Assuming construction is accomplished as recommended above and for the
loads anticipated, we estimate total settlement of the foundation should be less than
about one inch and differential settlement between two adjacent load bearing components
should be less than about half the total settlement estimate. Most of the settlement should
take place relatively rapidly dufing construction loads
as are applied. We recommend
that footing excavations be observed by a geotechnical engineer to confirm that our
design assumptions are met.
I
I
Report-Geotechnical Investigation Western Geotechnical Consultants, Inc.
18401 76 1h Ave. West #03 201 1
Edmonds, WA
December . 12,2 . 003 (Page 6 1 of 12)
Lateral Load Resistance
Lateral loads for building design may be resisted by a combination of passive earth
pressure and soil friction between the soil and the concrete footing. For design purposes,
a passive resistance of structural fill placed against the sides of the footings may be
considered equivalent to the pressure developed by a fluid (equivalent fluid pressure)
with a density of 250 pcf. This value assumes drained conditions that will prevent the
buildup of hydrostatic pressure in the structural fill. A coefficient of base friction of 0.35
may be used between the base of the footings and the underlying soils. The passive earth
pressure and base friction values incorporate a safety factor of around 1.5 and, as such,
they may be combined in determining lateral load resistance.
Drainage and Grading Considerations
We recommend that footing drains be placed around the perimeter of the build ' ing
foundations. The drains typically consist of a smooth -wall, perforated pipe surrounded by
washed rock or pea gravel. The perforated pipe should be placed below the base of the
footings and 1/2 foot outside of the footings.
The footing drains should discharge to the storm drainage system for I the area. Roof
drainage should be discharged separately and not introduced into the footing drain
system. The ground surface around building should be graded so that storm water runoff
is directed away from buildings and foundations.
Floor Slab Suppor
We understand that the lower level of the building will have an earth supported floor slab.
Preparation of the building areas in a manner described in the previous sections of this
report should provide an adequate base for the floor slab support. We recommend that all
earth -supported floor slabs be underlain by a minimum of four inches of clean crushed
gravel, which will act as a capillary break to prevent moisture wicking up to the slab.
The capillary break should be placed over undisturbed, compact native sandy soil or a
minimum of six inches of compacted structural fill on the undisturbed, compact native
soil. A vapor barrier, consisting of polyethylene sheeting, may be placed below the floor
slab if desired. If a vapor barrier is used, it should be covered with a thin layer of clean
sand or crushed gravel to protect it during concrete placement and to aid in concrete
curing. After the sand or crushed gravel layer is placed, it should be maintained in a
relatively dry condition.
It is important that drainage is provided such that the 4-inch capillary layer located below
the vapor barrier will drain via gravity from beneath the floor slab. This can be
accomplished by installing 2-inch diameter PVC pipes through the stem wall that outlet
into the footing drain system or by extending the capillary break layer under the footing.
I
Report-Geotechnical Investigation Western Geotechnical Consultants, Inc.
18401 76 1h Ave. Zst #03 201 1
Edmonds, WA
December 12, 2003
(Page 7 of 12)
In addition, the Portland Cement Association recommends the following, "... to prevent
problems with floor covering materials caused by concrete itself, the following steps
should be taken (Design and Control of Concrete Mixture, Portland Cement Association,
13 h Edition:
1) use low water -cement ratio concrete
2) moisture -cure the slab for five to seven days
3) allow the slab a two or more month drying period, and
4) test the slab moisture condition before installing the floor covering.
Slope Stability
The subject property and proposed development is located immediately to the west of a
steep ascending slope. We walked and investigated the slope and we performed a push -
probe survey across the hillslope. The entire hill slope appears to be composed of fine to
medium sands. Our push probe survey indicated that there is a one to three foot layer of
loose sand over very hard sand. We interpret this loose soil on the surface to be colluvial
soils generated from weathering. We estimate the slope height to be approximately 50-
feet and we measured the slope angle using a Suunto brand inclinometer. We determined
that the slope is approximately 53% (28'). Vegetation on the slope consists primarily of
intrusive plants, namely scotch broom and Himalayan blackberries. Some alder trees
have also established themselves on the slope. The slope angle measured at the site is at
or near the long-term angle of repose for a fine to medium sandy soil.
We also performed simplified stability analyses to evaluate the slope stability. We used
infinite slope analyses, which provide very conservative results. Our analyses revealed a
static safety factor of 1.4 assuming the following soil properties (0 = 36', c = 0.0 psf, &
y = 125 pcf). A dynamic safety factor of 1. 1 was computed assuming a horizontal
earthquake acceleration of 25% of gravity.
On Site Bark & Gravel Piles
Miscellaneou's stockpiles of wood bark and various soils and gravels are present across
the site. Wood bark also exists in a thin layer across other areas on the site. All
stockpiled material on the site will have to be removed throughout the building footprint
and any areas to be paved. Based on a review of the site plan essentially all stockpiled
material will have to be removed except for the eastern portion where development ends
because a steep slope is present. All structural improvements (building, parking lot, etc.)
should be founded on the native sandy soils present throughout the site as detained in
preVious sections to this report.
Erosion Control
Erosion control during construction of the proposed building can be accomplished
through placement of proper sedimentation control facilities. We recommend that
siltation control facilities, consisting of either hay bales or silt fences, be fabricated
around the construction areas. Typical details for siltation control facilities using either
hay bales or silt fences are attached to this report.
Report-Geotechnical Investigat Western
Geotechnical Consultants, Inc.
18401 76 1h Ave. West #03 201 1
Edmonds, WA
December 12, 2003
(Page 8 of 12)
Siltation devices should be placed down gradient of all construction are as and cleared
areas to provide siltation control during construction. All siltation control devices should
be maintained in operable condition during construction, and be left in operable condition
until the site has been revegetated and siltation is no longer a threat. At that time the
siltation facilities should be removed.
Construction MonftgKing
Qualified personnel should be present during construction to inspect the exposed
subgrade before any placement of structural fill or forming begins for building
foundations. Qualified personnel should also be present during placement of any fill and
compaction activities to verify that the required soil compaction is obtained. Gradation of
fill materials should also be checked for conformance with our recommendations.
Closure
Our test pit logs show subsurface conditions at the dates and locations indicated. The
analysis, conclusions, and recommendations contained in our report are based on site
conditions to the limited depth of our test pits at the time of ouninvestigation. We
assume that the exploratory test pits are representative of the subsurface conditions
throughout the site. If during construction, different subsurface conditions from those
encountered during our explorations are observed or appear to be present in excavations,
we must be advised promptly so that we can review these conditions and reconsider
and/or modify our recommendations and conclusions where necessary.
We appreciate the opportunity to be of assistance to you on this project. If you have any
questions regarding the contents of this report, or if we can be of further assistance,
please. contact our office.
Sincerely,
Western Geotechnip onsultants, Inc. —of WASHVV,
Theodore A. Hammer, P.E.
Geotechnical Engineer 70
$a, TIE
Inclusions: USCS Classification System
AU
Logs of Test Pits
Attachment: Figure 1, Site Plan EEXPIRES
A
Typical Erosion Control Facilities
File:03-201-1
I
CHART Mt SPI GRADATION CHART
MAJOR DMSIONS�
GRAPH
SYMBOL
LETTER
:SYMBOL
TYPICAL SC13
DE IPTIONS
t
GRAVEL
AND
GRAVELLY
SOILS,
CLEAN GRAVELS
(UTiLE RR
),.NO
�FINES
<5x
WEUL;IXGMESD� GRAVELS. PRAVEL�?PD,.�
NO FIN S
LITTLE OR E
Gp
POOR�Y-
'61RACIE0 GF�AVELS. CRA�ELJ
�SAMD MIXTURES.; LITTLE OR.NO
FINES
GRAVELS
WITH FINES.
(�PPRECIABLE AMOUNI
GM
SILTY GRAVELS: GRAVEL"LSA ND=SILT
1 MIXTURES I
'COARSE
�iGRAINEO
SOILIS
WRCtRII,14
CGAR SE MC116OF
RETAINED ON
NO. 4 SIEVE
OF FINES)
<12%
GQ
CLAYEY GRAVELS. GRAVEL -SAND -SLAY
MIXTURES
SAND
CLEAN SANDS
Sw
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
AND
(LITTLE OR NO
:77..
SP
POORLY-rRADED SANDS. GRAVELLY
SANDS. LITTLE OR No FINES
SANDY
SOILS
�INES)
W�SAND S
TH FINES
SM
SILTY SANDS. SAND -SILT MIXTURES
MORE THAN 50% OF
MATERIAL IS LARGE
THAN N 2DO
S.
SIEVE IZE
MORE THAN WX OF
COARSE FRACTION
PASSI NO. 4
SIEVE
(APPRECIABLE AMOUNT
OF FINES)
SIC
CLAYEY SANDS. SAND -CLAY MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS. ROCK FLOUR. SILTY OR
CLAYEY rINE SANDS RO CLAYEY
SILTS WITH SUG"Y PLAsncirr
CL
INORGANIC CLAYS Or LOW TOIMEO1UIH
PLASTI ITY. GRAVELLY CLAYS.
SANOYCCLAYS. SILTY CLAYS,. LEAN
CLAYS
SILTS
LIO�ID LIMIT
AND IM THAN 50
CLAYS
6L
ORGANIC. I I.B... OR.IC SILTY
CLAYS OF LOW!PLASt1CIrY
FINE
I �GRAkED
S ILS
MH
INORGANIC SILTS. MiICACE6US OR
DIATOUACEOUS FINE SAND;OR
SILTY SOILS
MORE THAN 50%.OF
MATERIAL IS: SMALLER
THAN NO. 200
SIEVE SIZE
SILTS
:AND L;OU'D C161T
CLAYS CREATE IRAN 5D'
CH
! I !
'INORGANIC CLAYS OF RICH
PLAS ICITY., FAT'CLAYS
. IT
OH
ORGANIC CLAYS OF'
PLASTICqY., ORGANEIC S'K.T'S
HIGHLY ORGANIC SOILS'
PT
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HIGH ORGANIC CONTENTS
0-�
r
A:TEST PITS
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0
40
30
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v F_
0
20
0
0
To
PARTICLE SIZE
:'MATERIAL- SIZE
LOWER LIMIT
UPPER LIMIT
MILLIMETERS
SIEVE SIZE
MILLIMETERS
SIEVE SIZE
SAND
FINE
0741
1200
0.42
#40
MEDIUM
0.42
f4b
2.00
#10
COARSE
2.00
110
4.76
#4
GRAVEL
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14
191
3/4"
COARSE
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762
S,
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X
304.8
—12"
BOULDERS j.
304.8:
12'
914.4
U.S. STANDARD CLEAR SOUARE OPENINGS
5— 12% FINES (SILT & CLAY) DUAL CLASS
PLASTICITY CHART
LIQUID LIMIT
Li
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"I
CL
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tor
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0 10 20 ' 30 ..46 50 60 70 80 90 100
Drive e-Ferndale, WA 98248
Dot
.2507 e Fax (360) 380-2507 45,
to Test Pit Logs Using the
El Soil Classification System
SCALE:
It WA V. NVA
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uj
Report-Geotechnical Investigation
18401 76 1h Ave. West
Edmonds, WA
December 12, 2003
(Page 10 of 12)
WestPGeotechnical Cons'uItants, Inc.
#03 201 1
Logs Of Test Pit
File: 03 201 1
Test
Depth
USCS
Soil Description
Sample
Water
Pocket
Pit
Interval
Class.
Nod
Content
Pen.
No.
(feet)
Depth
M
(Kg/sq.
(feet)
cm)
TP- 1
0.0-0.2
GP
Gray fine GRAVEL (pea
gravel) (rounded)
0.2-1.0
OUSM
Dark brown sandy organic
1- 1/0. 8'
22.7%
SILT to silty SAND and
roots (topsoil/duff)
(wet, soft)
1.0-8.6
SP/SM
Brown & gray fine to
1-2/2.0'
10.1%
4.0 @
to
medium SAND with trace to
1-3/6.0'
9.0%
2'
SP
some SILT and some
1-4/8.5'
12.0%
rounded gravel (very moist,
1.9 @
relatively compact) (mottling
3.5'
at 3-ft.) (hard at 5-ft.with
increased gravel, appears
glacially compacted) (gravel
is 6-inch minus) (grades wet
at 8-ft.)
' lest Pit ternunated on 12/10/03 at 8.6 feet
No caving of test pit / Test Pit loosely backfilled upon completion
No ground water seepage observed
No instrumentation installed
a
Report-Geotechnical Investiga
18401 76 1h Ave. West
Edmonds, WA
December 12, 2003
(Page I I of 12)
0
Western Geotechnical Consultants, Inc.
#03 201 1
Logs Of Test Pit
File: 03 201 1
Test
Depth
USCS
Soil Description
Sample
Water
Pocket
Pit
Interval
Class.
Nod
Content
Pen.
No.
(feet)
Depth
M)
(Kg/sq.
(feet)
cm)
TP-2
0.0-0.2
GP
Gray 1 1/2 " GRAVEL
(drain rock) (rounded)
0.2-0.9
OUSM
Dark brown sandy organic
SILT to silty SAND and
.roots (topsoil/duff)
(wet,* soft)
0.9-8.7
SP/SM
Brown & gray fine to
2-1/5.0'
7.5%
to
medium SAND with trace to
2-2/6.5'
10.2%
SP
some SILT and some
2-3/8.5'
8.3%
rounded.gravel (large buried
root at 2 1/2 ') (hard at 4',
appears glacially compacted)
(occasional roots, to T)
(sandy gravel lense at 8')
I CNI r1t. LCFMinaLeci on i z1 I u/uj at zs. / teet
• No caving of test pit / Test Pit loosely backfilled upon completion
• No ground water seepage observed
• No instrumentation installed
Logs Of Test Pit
File: 03 201 1
Test
Depth
USCS
Soil Description
Sample
Water
Pocket
Pit
Interval
Class.
NO
Content
Pen.
No.
(feet)
Depth
M
(Kg/sq.
(feet)
cm)
TP-3
0.2-1.2
OUSM
Dark brown sandy organic
SILT to silty SAND and
roots (topsoil/duff)'
(wet, soft)
1.2-8.4
SP/SM
Brown & gray fine to
3-1/4.0'
9.3%
1.3@3'
to
medium SAND with trace to
3-2/6.0'
8.3%
SP
some SILT and some
3-3/8.0'
7.0%
rounded gravel (large tree
root at 3 ') (hard digging at
5', appears glacially
compacted) (grades with
increased gravel at T)
I CSL rit. LeFMinatea on 1/-/IV/U-i at 6.4 teet
No caving of test pit / Test Pit loosely backfilled upon completion
No ground water seepage observed
No instrumentation installed
Report-Geotechnical Investigat
18401 76 1h Ave. West
Edmonds, WA
December 12, 2003
(Page 12 of 12)
West . #Geotechnical Consultants, Inc.
#03 201 1
Logs Of Test Pit
File: 03 201 1
Test
Depth
USCS
Soil Description
Sample
Water
Pocket
Pit
Interval
Class.
No./
Content
Pen.
No.
(feet)
Depth
M)
(Kg/sq.
(feet)
cm)
TP-4
0.0-0.2
GM
Gray silty angular GRAVEL
0.2-1.2
OUSM
Dark brown sandy organic
SILT to silty SAND and
roots (topsoil/duff)
- (wet, soft)
1.2-8.4
SP/SM
Brown & gray fine to
4-1/3.0'
--
to
medium SAND with trace to
4-2/5.0'
14.5%
SP
some SILT and some
4-3/8.0'
13.2%
rounded gravel (grades wet
at 5') (roots and decayed
woody debris at 6'to T)
(hard at 5'to Twith
increased gravel, appears
glacially compacted) (grades
brown in color at T) (gravel
is rounded 8"- at 8')
• I est Fit termi natea on 1211 U/U3 at 8.4 teet
• No caving of test pit / Test Pit loosely backfilled upon completion
• No ground water seepage observed
• No instrumentation i-nstalled
M M M /M M M M M 066'.'� /
----------------
5 212 ------ ------
---------- ------
Op
-toe
--------- -
A-040HALT
8F-Lff FAM CM
OLrOTER MTAL OATED
24'-0'
2
Go
QAM
TP 4
ASf-WALt,,
I---------------------
-----------
Lo*V&
TP-1
TP-3 ------
....... . ......... . .... . 7
f
OVESPLOW 01RAIN OVEFFI-OW DRAIN —
---------- ----------
------ --------- - -------
EX16T.
BUILDING
EXILE
5UI
Fieure
Site Plan & Test Pit Locations
18401 76'� Ave., W est
Edmonds, Washington
�- 3' GATE
3' GA
C Z
-PARFEN
CZ -------
ASPWALT
9 RooF: r>RArN pj�X� DRArl,
N�W BUILDING:,
LA PIN. FLR EL. - 104.0':
d) MECR �qjlr .
SCREENS 1r
H 11 TP-2
OVEUALK
0%
L
SIDEU
: E3 C=
L -1 --- J
C=
w qf- a C41
C=
r� AS 814 'Q "6
C==
ASPHALT
6, wNc. CUR13- ( TYF-)
30'-0'
10' R
(SEE
LANDSCAPING DELTA _ y3i,w
N 00. E 2.5j=
01 '313 :252A 0'
L 31.25'.
NEW SIDEWALK
(Scale: 1"=31.25')
---------------- ---------- -------
/I *1ro th AVE. W.
North
C.OMC, CUFML ( T-YP.-))
I Y
CO
ASPHALT 16'-o- 7 4u/
2.4,
0 CIA"
16k
j .41
FUTURE TRA;*[C SIGNAL
PAD T
Figure source: Site Plan Dated I 1/ 15/02 by
Warren Lafon Architect
Edmonds, Washington
— — — — — — — — — — — — — — ----- — — — — — — —
FILTER FABRIC MATERIAL 60" WIDE ROLLS
(USE STAPLES OR WIRE RINGS TO
ATTATCH FABRIC TO WIRE)
WIRE MESH SUPPORT FENCE
FOR SLIT FILM FENCES
2" BY 2" BY 14 GA. WIRE
FABRIC OR EQUIV.
PROVIDE 3/4" —1 1/2"
WASHED GRAVEL BACKFILL
IN TRENCH AND ON BOTH
SIDES OF FILTER FENCE
FABRIC ON THE SURFACE
8" M I N.
2" BY 2" WOOD POSTS
(STANDARD OR BETTER
OR EQUIV. ALTERNATES:
STEEL FENCE POSTS)—
NOTE: SPACING BETWEEN POSTS
NOT TO EXCEED 6'
FIL-MR FABRIC FENCE
NOT DRAWN TO SCALE
JOB NO.;
DESMCD BY.6
DRAW Wt.
4181 Saltsprings Drive Femdale, WA 98248
CHE.CKM BY. Phone (360) 380-2507 Fax (360) 380-2507 DAM
R.
cli
.SEDIMENT CONTROL
FILTER FABRIC FENCE
It NIA V
WIDTH
1. EXCAVATE THE TRENCH. 2. PLACE AND STAKE STRAW BALES.
3. WEDGE LOOSE STRAW BETWEEN BALES. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL.
CONSTRMMON OF A SMAW BALE BARRIER
NOT DRAWN TO SCALE
JOB No-
0MG14M 87
WOM BY.
Z;�".
POINTS A SHOULD BE HIGHER THAN POINT B
PROPER PLACEMENT OF STRAW SALE BARRIER IN DMMGE WAY
NOT DRAWN TO SCALE
4181 Saltsprings Drive - Femdale, WA 98248
Phone (360) 380-2507 - Fax (360) 380-2507
SEDIMENT CONTROL
STRAW BALE BARRIER
": NIA �-- NIA
cl
m0l M
FoCILITY DESIGN R011TINF.
SPECIFY TYPE OF R/D FACXLITY'-
POND 4
INFILTRATION POND
2 TANY 5
INFILTRATION TANX
UhULT 6
GRAUEL
IRLNCH/DED
STREET FILE
fl'ER: TANX DIAmETER <ft>, EFFFGflUE STORAGE DErm ut)
4.0 3.5
4TER Id:31path3filroaml-ext] OF PRIMRY DESIGN INFLOt-) HYDROGRAPH:
R 'q i "D 100 -
RIMARV DESIGN INFLOW PEAK -91 CFS.
HIER PRIMARY DE13IGN RELEASE RAlrE(cfs>-.
.48
NUMBER OF INFLOW HYDROGRAPHS� TO BE TESTED FOR PERFORMANCE <5 MAXIMUM):
ENTER [jj;i[path3fjlej3aaeI.ext3 OF HYDROGRAPH I.-
k,N-TER TARGET RELEASE PATkefs):
0.
ENTER W.'lipatlilfilenamel.ext] OF HYDROGRAPH 2:
Der.A.2-0-12-- 'E
ERrER TARGET RELEAt
0 - orc-
'ENTER: NUMBER OF ORIFICES� RISER-HEAW0. RISER-DIAMETER(is>..,.,,
2 3-S
9
.... . ...... ... ..
BOTTO" ORIFICE: EWER Q-Mk<cfs)
0.079
DIA.= 1.2S INCHES
TOP ORIFICE: ENTER HEIGHT(ft>
1.98
DIA.- 3.46 INCHES
ERF03MANCE: I Mq^-) TARGET-OUTPLOU ACTUAL-OUTFLOU PX-STAGE
3.49
DESIGN HYD.- .91 .48 .49
TEST HYD 1: S4 -20 .20
TEST HYD 2: .37 .85 _@6
2-17 ism
1.98 1370
ITRUCTURE DATA: R/D TANK (FLAT GRADE>
ISER-HEAD TANK-DIAM STOR-DEPTH TANK -LENGTH
[DOUBLE
'E
STORAG -00LUME IF
3.S@ FT 4.00 PT 3.S@ PT 196.2 FT
W2 CU-PT
vse-'We
ORIFICE RESTRICTOR: DIA(INCRES) HT<PEET>
Q-MAX<CFS)
BOTTOM ORI PI CE: 1.25 .00
.0?9
TOP ORIFICE: 3.46 1-98
.4@1
DUTING DATA:
TAGE(FT)
DIGCHARGE.<CFS) STORAGE<CU-PTN,
PERM-AREA<89-FT)
.00
.00
0
.0
.35
.02
196.5
.0
- 04
426.1
.0
1
-04
676.9
-8
�os
936�6
.0
1.75
.06
1199.5
.0
1.93
2.10
.06
.17
1369.7
1456.6
.0
.0
2.45
2.80
-29
.37
1699-1
1916-3
.0
.0
3.15
.43
2093.1
.0
3.so
�48
2194.3
.0
3.60
3.70
.70
1.09
2194.3
2194.3
.0
-0
C, 0
3.80
1.44
2194-3
.0
3.90
1.60
2194�3
.0
r
4.00
1.74
2194.3
.0
UERAGE UERTICAL PERMEABILITY:
-0 MINUTO/INCH
PECIFY;
F - FILE, N - NE JOB,
P - PRINT
IF/OF, R - REUISE�
S STOP
V,
S-6
z x
vo vv�- c- c" ic&
c r-
Ve, v,-% e- vL sTT-1
Z X
V A
L/ 0 6zal H,3
0 zo
C)=
,AK
'ell
6 5
"
ERICH 0. TIETZE AND AsSOCIATES,INC.
Engineers and Consultants
18530 76th Avenue West, Suite B Edmonds, WA 98026 425-771-6212 FAX 425-775-0236
Mr. Lyle Chrisman January 19, 2004
City of Edmonds -
121 5thAvenue North
Edmonds, WA 98020
RECEIVED
Subject: Drawing Revisions for Perrinville Joint Venture JAN 2 0 2004
Dear Lyle: PERMIT COUNTER
Please find attached to this letter drawing revisions based on your Plan Review Corrections dated
January 9, 2004.
In addition, the diversion swale has been eliminated from the steep slope buffer. Per my
conversation with Don Fiene, he will allow the offsite runoff to enter the detention system
provided we limit the 2-year discharge rate to the same rate that we had in our previous submittal.
The discharge ratesfor the 10-year and 100-year storms have been adjusted to account for the
additional flow from the offsite area. The storage volume of the detention system is essentially
the same as it was before.
In addition, we have revised the detention system plan to reflect the required detention volume.
The previous submittal had incorrect plans in- relation to the required detention system volume.
The following revisions have been made and are in response to your specific comments.
Sheet C-3:
1. The diversion swale has been eliminated.
'*'�2. As we discussed, the only way of providing a side slope on each side of the swale would
be to move the west wall into the right-of-way. This was deemed unacceptable by you so
we have not revised the bioswale.
3. The inverts f6r CB# 6 and CB 9 4 have been revised so that CB #5, CB #4and CB # 6 will
flow to SDMH #2.
4. The graphic scale has been changed.
'N6. A trash rack has been added to the upstream end of the bioswale pipe.
6. Downspout collector pipes have been added to the drawing. They will connect to CB #1
or CB #2.
""47. The elevation of the footing bottom has been added.
Sheet C-4: 'Y41ffp-'V
"'�& The parking stall depth has been corrected. u -L -a U %iry
"'*-9. The trash enclosure has been moved and the drive width has been changed.
\�l 0. Curb ramp, types haviabeen called out.
1. The walk from the comer of the street.tothe-pa.rking lot has been labeled.
�ERICH 0. TIETZE AND ASSOCIATES, INC.
Engineers and Consultants
1 18530 76th Avenue West Suite B Edmonds, WA 98026 425-771-6212 FAX 425-775-0236
�32. The handicap stalls and striping have been dimensioned.
'*-4 3. The taper has been changed to 5: 1
"'-j 14. The location of the water service, fire line and meters have been shown on a new drawing
Sheet C-6.
15. The sewer service and cleanouts have been shown on a new drawing Sheet C-6.
`-16. The budding will be sprinklered.
QDper Warren LaFon, this submittal does not include the deli/restaurant. It is proposed that
that portion of the building not have a pad poured until tenant improvements for the space
are proposed. A grease trap or grease interceptor will be proposed at that time and will be
located as appropriate.
'NN1 8. The stalls in the back have been added.
'- 19. The parking stall layout has been changed to be consistent with the architectural drawings.
Sheet C-5:
"� 20. The galvanized steps have been changed to polypropylene.
Storm Drainage:
2 1. Clear copies of revised drainage calculations are attached to this letter.
22. The drawing showing the runoff areas is attached to this letter.
General:
23. A traffic control plan and cost estimate will be provided by the contractor under separate
cover.
24. The architect will be arranging for revision of the traffic impact analysis.
The staging area will be provided by the contractor under separate cover.
Architectural Site Plan:
--- 26. Dumpster note will be changed by architect.
If you should have any questions, please feel free to call.
Respectfully submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
Erich 0. Tietze, P.E.
President
C-A v
4z_ V. YV,
oo
EMPNIFS
BUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORM OPTIONS:
- S.C.S. IYPE-IA
- 7-DhV DESIGN STORK
- STORM DATA -FILE
PECIFY STORM OPTION:
.C.S. TYPE -IA RAINFALL DISTRIBUTION
'HIER: FREVYEAR), DURAIIOWHOUR), PRECIP0NCHES)
2 24 - � I.S
S.C.S. TYPE-ift DISTRIBUTION -----------
2-YEAR 24-HOUR STORM — 1.50" TOTAL PRECIP.
rER: A(PERV, CH(PERV, A(IMPERU>, CN(IMPERU>. TC FOR BASIN NO. 1
6.202 as @.122 2JL 8.7
TA PRINT-OUT:
AREA(ACRES) PERUIOUS IMPERVIOUS TC(MINUTES)
A CN A CH
.3 .2 85.0 98.0 8.7
PEAK--Q(CFS) T-PEAX<HRS) UOL(cU_FT)
.06 7.83 897
ITER Ed:11path3filenamet.,ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
:isti.2
UH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
OHM OPTIONS:
— S.C.S. TYPE—iA
— 7—DAY DESIGN STORM
— STORM DATA FILE
ECIFY STORM OPTION:
.C.S. TYPE —IA RAINFALL DISTRIBUTION
"TER: FREQ(YEAR), DURAIIOWHOUR), PRECIP<INCHES)
24 2.0
S.C.S. TYPE —IA DISTRIBUTION --- ------
1.0—YEAR 24—HOUR STORM madmaG 2.0011 TOTAL PRECIP.
ENTER: A(PER0. CN(PERU>. A(IMPERV. CH(IMPER0, TC FOR BASIN NO. 1
8.202 as %-122 90 9.7
ATA PRim,r-..OUT:
AREAWRES) PFJWIOUS IMPERVIOUS TC<HINUTX-,S)
A CH A CN
.3 .2 85.0 .1 98.8 8.7
PEAK--Q<CFS) T—PEAXQRS) UOL<(3J—PT>
--m- 7.83 1368
ENTER (d:][pathlfi3.*-namrI.axt) FOR STORAGE OF COMPUTED HYDROGRAPH:
pp"Rm
L--q
00
UH/SCS METHOD FOR COMPUTING RUNOFF HYDROCRAPH
OHM OPTIONS;
- S.C.S. TYPE -IA
- ?-DAY DESIGN STORM
- STORM DATA FILE
'ECIFY STORM OPTION^.
.C.S. TYPE-iA RAINFALL DISTRIBUTION
NTER: FREQ<YEAB>, DURATION(HOUR>, PRECIP(INCHES>
24 3.0
S.C.S. TYPE-iA DISTRIBUTION ****-** i 31H
,;ryE;A;R***24-HOUR STORM — 3.08" TOTAL PRECIP.
NTER: A(PERU>, CN(PERU). A(IMPER0, CN(IMPERU>, TC FOR BASIN NO. I
8.292 as @.122 98 8.7
AIR PRINT-OUT:
RREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CH A cm
.3 .2 95.0 .1 98.0 8.7
PEAK-Q(CFS) T7PEAR(HRS) VOL(CU-FT>
1 .17 7.83 2389
ER [�.-I[pathlfilenamel.extl FOR STORAGE OF COMPUTED HYDROGRAPH:
00-1
Pre a j
HUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORM OPTIONS:
- S.C.S. TYPE_lA
- ?-DAY DESIGN STORK
- STORK DATA FILE
PECIFY STORM OPTION:
.C.S. TYPE-iA RAINFALL DISTRIBUTION
4TER: FREQ<YEAR), DURATION(HOUR), PRECIP(INCHES)
2 24 1.5
----------
S.C.S. TYPE -IA DISTRIBUTION
2 --- YEAR 24 --- 001111 STORM TOTAL PRECIP. -x*-x-x-x*'x'x-x
.. ........ . --- ----------
4TER A - <PERU), CN<PERU), A<IMPERU), CWIMPERU), TC FOR BASIN NO. 1.
0.142 HS 0.0 98 25.0
RTA PRINT-OUT:
PERUIOUS IMPERUIOUS TC(MINUTES>
A cm A CH
.1 .1 8S.0 .0 98.0 2s."
PE A K Q<Cr-9.) T---Pr-,AK<HR' ,> UOL(Cll ... FT>
6.0@ 232
NTER FOR STORAGE OF C011PUTED HYDROGRAPH:
JL-
r r-ki
BUN/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORM OPTIONS:
- S.C.S. TYPE -IA
- 7-DAY DESIGN STORM
- STORM DATA FILE
PECIFY STORM OPTION:
.C.S. TYPE-iA RAINFALL DISTRIBUTION
HTER*. PREQ(YEAR), DURATIOWHOUR), PRECIP<INCHES)
10 24 2.9
AAAAAAAAA S�C�S. TYPE -IA DISTRIBUTION
i@-YEAR 24-HOUR STORM m-w— 2.00" TOTAL PRECIP.
XTER: A<PERU), CWPERU), A<IMPERV), CWIMPERU), TG FOR BASIN NO. i
BS 0.0 98 2S.0
-----------
OATA PRINT-OUT-.
AREA(ACRES> PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.1 .1 85.0 .0 98.8 2S.0
PEAK-Q(CPS> T-PEAK(HRS> UOL(CU-FT>
.02 7.83 408
3NIER Ed:11path3filenamel-ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
Exist2.10
r�"m
01-
-A
Ify- An
m
UH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
ORM OPTIONS:
- S.C.S. TYPE-iA
- ?-DAY DESIGN STORM
- STORM DRTA FILE
ECIFY STORM OPTION:
.C.S. TYPE -IA RAINFALL DISTRIBUTION
NTER: PREQ(YEAR>, DURATION(HOUR>, PRECIP<INCHES>
100 24 3.0
S.C.S. TYPE -IA DISTRIBUTION
24-HOUR STORM - 3.0011 TOTAL PRECIP.
. . .. ..... ... . . ......... . ............... . ........................... ..
WER: ACRENW, CWPERU), A(IMPER0, GWIMFERU), TG' FOR BASIN NO. 1
0.1.42 os 8.0 98
WA PRINT --OUT:
AREA(ACRFS) PERVIOUS I MPERU I oils T c ( ti I N I i T E.n. >
A GN A CH
.1. 85.8 .0 98.0
PEAK Q<Crlg> T---PEA)KHRS) UOL(.ClJ---FT>
.04 7.83 814
'NTER Ed-.11path1filenanel-ext] FOR STORACIF OF (',OMPUTED HYDROGRAP11.
;xist2.1.60
r.19M
r "Ilqu
Cm
7�
e 4A
HUH/SCS MET"OD FOR COMPUTING RUNOFF HYDROGRAPH
TORM OPTIONS.,
S.C.S. TYPE ... IA
7--DAY DESIGN STORK
STORM DATA FILE
PECIFY STORM OPTION:
TYPE---J.A RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DUNATION(HOUR), FRECIP<INCHES)
2 24 1�%
.................................. . .... . ............ . .... . .................... ......................................................................................................................
U-19-X-N-N-X-N-X-N-N-X-N-N--X-*X-X--* S.C.S_ TYPE,--l.A DISTRIBUTION
********* 2 ... YEAR 24 --- HOUR STORM **— 1.50" TOTAL PRECIP.
.......................... . . . ...... . ......................... . . . ..... . . ................ . .................................. . ........ . .... . . ........ ........... ... ....... ........................
ENTER: A(PERU), CH(PERU>, A<IMPERU), CWIMPERQ>� TC FOR BASIN NO. I
0.617 es 0.0 90 1.9.7
DATA PRINT --- OUT:
AREWRGRES) PERUIOUS IMPENUTOUS VXMINUTES)
A CN A CN
.6 .6 8S.0 .0 98.0 19.7
PEAX ... Q<CFS) T --- PEAWWWS) UOVCU --- FT)
�04 7.83 1009
NTER fd:J('pathlfilenane('..ext1 FOR STORAGE OF COMPUTED HYDROGRAPH.
wist3.2
�_. -e-In
54) wi
I0JH/SCS MFTHOD 1,?OR COMPUTING RUNOFF HYDROGRAI'll
TORM 01-71 ONS:
S.C�s. TYPE-4A
?---DAV DESIGN STOR"
STORM DATA FILE
PECIFY STORM OPTION:
0
,� k pk - S/
:.C.S. TYPE ... 10 RAINPAIA, DISTRIBUTION
WER: FREVVEAR), DURATION0101JR), PRECIPCINCHES)
24 2.0
........................
S.C.S. TYPE ... IA DISTRIBUTION
1.0-YEAR 24-11OUR STORM K-3**ao 2.0011 TOTAL PRECIP.
.NTER- A(PERU). CN(PERU), A(IMPERVI), (;N(IMP,ERU>, TC FOR BASIN HO.
RS 98 1.9.7
)ATA PRINT-OUT,
ARl-,A<ACRES) PFIW I OUS IMPERUJOUS TC01INUTES)
A (IN A CIN
.6 �6 8S.8 99.0 1.9-7
PEA](-Q<CFI.;) T-PEAROIRS) UOL<(,IJ---FT)
.08 7.83 177s
�-,NTER ld:]Ipa.th'.1fiI.enaneI.extJ FOR STORAGE OF COMPUTED HYDROGRAPH:
A
k ec�e 1� 3
!�>4-t Vi vo
ISBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
�.-TORM OPTIONS:
- S.C.S. TYPE-iA
- 7-DAY DESIGN STORK
STORM DATA FILE
PECIFY STORM OPTIONz
.C.S. TYPE -IA RAINFALL DISTRIBUTION
NTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCRES>
too 24 3.0
--------- --------------------------------------
C, rap
7;;!;ww S.C.S. TYPE -IA DISTRIBUTION
;n*; 24"HOUR STORM AAAA 3.00" TOTAL PRECIP. AAAAAAAm*
Mi
EN: RorhHu'), UNUENU.), R(IMPERU>, CH(IMPERU>, TC FOR BASIN NO. i
0.617 8s 0.0 98 19.?
IATA PRINT-OUT:
AREA(ACRES> PERVIOUS IMPERVIOUS TC(MINUTES>
A CH A CH
.6 .6 85.0 .0 98.0 19.7
PEAK-Q<CFS) T-PEAR(HRS) UOL(CU-FT)
.20 7.83 3541
WER Ed--3[pathlfilenameE.ext3 FOR STORAGE OF COMPUTED HYDROGRAPH,-
.xis;0.100
P17AN
r i"m
L-ml
li
0
0
14 cl
kol
OUTIMF FOR ADDING HYDROGRAPHS
"I
HE rd:--),]Epat)hlfilen.-c%meE.extI OF HYDROGRAPH 1.
istl �2
' NT I..R. TRAJ�
NT r-.R: TRAVEL TIME (MINUTES> OF HYDROGROP14 I
.0
NTHHt [d:][patbIfiIenameI.extl OF HYDROGRAI'll 2
x i s t 2 -21
NTER: TRAVEL TIME (MINUTES> OF HYDROGRAPH 2
.0
ATA PRINT ... OUT:
11YDROGRAP11 1: PFRH--Q= OG CIFS T ... pl.Al= 7.83 11118. T-r- @ mimijus
OYDROGRAPO 2: PEAK Q= .01 CPS T PEAK= 7.67 ORS TT= 0 MINUTES
9DROGRAPH SUM: PEA)(--Q= .07 cps T --- PEAK= 7.83 HRS
TOTAL UOLOME: 966CU--FT
pECIpy: C CONTINUE� N NEYJOB, P FILE, P --- PRINT. 8 --- STOP
i"TER Ed::jEpatbifjIenamej.ext3 FOR STORAGE OF COMPUTED HYDROGRAPH:
OUTINE FOR ADDING HYDROGRAPHS
NTER: E&I[patlilfilenaneE-ext] OF HYDROGRAPH
1
istl2.2
TER: TRAUEL TIME <MINUTES) OF HYDROGRAPH I
NTER: WI[path1filenancl-ext] OF HYDROGRAPH
2
x- -i-s t -3 - -2
NTER: TRAUEL TIME <MINUTES> OF HYDROGRAPH 2
ATA PRINT-OUT:
HYDROGRAPH 1: FEAR Q= CFS T-Pr,.A)(=
G FS T ... PEAR=
7.83 HMS TT= 0 MINUTES
7.83 HRS TT= a MINUTES
HYDROGRAI'll 2-- PEAR ... Q= .04
jyDgOGRAPH SUN: YEAR-9- .11 ("PS T ... PEAX=
7.83 Hr--'.
TOTAI. UOLUME,-- j95fiCU ... PT
*PE(*IIFV-. C -- CONTINUH� N ... N.I!A�jjoB, p ... pl],E,
P --- PRINT, 9 ... STOP
Eli Cd: I ["path if ilenan, e I -ext I Von STORAGE OF COMPUTED 11YDROGRAPH:
stTot.2
OUT INE FOR ADDING HYDROGRAP118
'0
NE F
'"TER: 1d:lfpathlfiIenane[.cx-t.I OF HYDROGRAPH I
ixis t 1. � I a
xi� a
-F.-NTER: TRAUFL TIME (HINUTES> OF HYDROGRAPH I
.0
WEB: fd:l[patb3f!Ienape[.extj OF HYDROGRAPH 2
XTER: TRAUEL TIME (MINUTES> OF HYDROGRAP14 2
QTA PRINT-OUT:
HYDBOGRAPH I: PEAX--Q= . W) CIPS T--PEAX= 7.83 11IRS TT= 0 MINUTES
HYDROGRAPH 2: PEAW-Q= . W. C F 9 T---PEA)(= 7.83 URS TT- 0 MINOTES
YDROGRAPH SUH: PEA)(--Q= . 11. CPS T PEAK= 7.83 ORS
TOTAL UOLUME: 1606CU---FT
PECIFY: C -- CONTINUE, N -- NEWQJOB, F -- FILE. P -- PRINT, 8 -- STOP
WiNTER Id:][patb]flIcnapc[.cxt1 FOR STORAGE OF COMPUTED HYDROGRAPH:
ky
c) d-a
POUTINE FOR ADDING HYDROGRAPHS
WER: Id:]Epatblfilenamel.ext] OF HYDROGRAPH i
ENTER: TRAUEL TIME QIINUTES) OF HYDROGRAPH I
3.0
ENTER: Id:1[pathlfilenameI.ext3 OF HYDROGRAPH 2
Exist3.i@
ENTER: TRAUEL TIME (MINUTES> OF HYDROGRAPH 2
0.0
RnATA PRINT-OUT--
1:
PEAR-Q=
ii CFS,
I-PEAX-
7.63 HES TT= 0 MINUTES
HYDROGRAPH 2:
PEAH-Q=
es CFS
T-PEAK=
7.83 HRS TT= 0 MINUTES
[HYDROGRAPH
YDROGRAPH SUM--
PEA)(-4=
19 CFS
T-PEAK=
7�83 HRS
TOTAL UOLUME:
342KU-PT
PECIFY: C - CONTINUE, N -
NEWJOB,
F - FILE,
P - PRINT, 8 - STOV'
WTER Ed-.1[path3filersanel.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
:xistTot.i@
L/ t. fz- (4) k,� Art-Lqa_*_-�, �4 )21
ROUTINE FOR ADDING HYDROGRAPHS
ENTER: ld:31path3filenanel.ext] OF HYDROGRAPH I
: TRAUEL TIME (MINUTES) OF HYDROGRAPH I
url
: E&I[path3filenanel.ext] OF HYDROGRAPH 2
2.108
: TRAUEL TIME (MINUTES> OF HYDROGRAPH 2
.8
PTA PRINT-OUT-.
HYDROG9APH 1: PEAR-Q= .17 CPS I -PEAK= 7.83 HRS IT= 0 MINUTES
HYDROGRAPH 2: PEAX--9= .04 CFS T-PEAX= 7.83 HRS TT= 8 MINUTES
YDROGRAPH SON: PEAK-Q= .21 CPS T-PEAX= 7.83 HRS
TOTAL UOLUME." 3216CO-FT
PECIFY: C - CONTINUE, N - HEVJOB, F - FILE, P - PRINT, 8 - STOP
IENTER E&I[path1filenanel.ext] FOR STORAGE OF COMPUTED HYDROGRAPHi
P_I�S_t I �2_: I I I a
TIME FOR ADDING HYDROGRAPHS
10, ER.- Id.^1[pathlfilename[.ext1 OF HYDROGRAPH i
ist12.i@@
T'
- n!
2.3 'E
2
0
le R
[NTER: TRAUEL TIME (MINUTES) OF HYDROGRAPH i
V1
.0
.N R
TER: Ed.^11path3filenamel.ext] OF HYDROGRAPH 2
x xi�
t io
TER: TRAUEL TIME (MINUTES) OF HYDROGRAPH 2
ATA PRINT-OUT:
HYDROGRAPH 1: PEAW-Q= .21 CPS T-PEAH= 7.83 HRS TT= 0 MINUTES
HYDROGRAPH 2". PEAX-()= .20 CPS T-PERX= 7.83 HRS TT= 0 MINUTES
DROGMPH SUM.- PEAX-Q= .41 CFS T-PEAR- 7.83 HRS
TOTAL UOLUME.- 6852CU-FT
ECIFY: C - CONTINUE, N - NEWOB, F - FILE� P - PRINT, 8 - STOP
.NTER Id;.j_[vathlfilenameI.ext1 FOR.STORAGE OF COMPUTED HYDROGRAPH:
'XistTot.M
0
Acx Z./
G,s,,— A- - 4-t C)
10 - '3 c/'
BUIH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
OEM OPTIONS:.
- S.C.S. TYPE_lA
- 7-DAY DESIGN STORM
- STORM DATA FILE
ECIFY STORM OPTION:
S.C.S. TYPE-iA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR>, PRECIPQNCHES>
1@ 24 2.0
S.C.S. TYPE -IA DISTRIBUTION
10-YEAR 24-HOUR STORM N**m 2.00" TOTAL PRECIP.
ER: A(PERU), CH(PERU>, A(IMPERU), CN(IMPER0. TC FOR BASIN NO. i
0.0 34.S
_21-
A PRINT-OUT:
AREA<ACRES) PERUIOUS IMPERUIOUS TC<MINUTES)
A CH a cm
.4 .4 81-0 .0 96.0 34.5
PEAK-Q<CFS) T-PEAX<HRS> UOL<CU-FT>
.03 9.98 849
HTER E&I[path3filenamel.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
iffExist.10
R
00-
UH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
OEM OPTIONS:
- S.C.S. TYPE-iA
- ?-DAY DESIGN STORM
- STORM DATA FILE
ECIFY STORM OPTION:
R�C.S. TYPE--lA RAINFALL DISTRIBUTION
ENTER: FREVYEAR), DURATIOWHOUR), PRECIP<INCHES)
100 24 3
----------------------------------------- I. -A — ----------- ----------
S.C.S. TYPE -IA DISTRIBUTION
www—mm 100-YEAR 24-HOUR STORM 3.0011 TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERU)� CN(PERU>, A(IMPER0, CN(IMPERU>, TC FOR BASIN NO. 1
0.389 ol 0.0 98 34.5
DATA PRINT-OUT:
AREA(ACRES> PERUIOUS IMPERUIOUS TC<MINUTES)
A CN A CN
.4 .4 81.0 .0 98.0 34.S
PEAK-Q<CPS) T-PEAR<HRS) UOL<CU-FT>
.07— 8.00 1844
.!ENTER 1d:3Epathlfilenamel.ext3 FOR STORAGE OF COMPUTED HYDROGRAP"'.
bffExist.100 —
AOw'r, L 10-
r-o,f Z_�'f
0.0.55 (ov%.'5Ae_
ca�' 0 1
k 0 W �_' CA C A4,-
0'zocts (see-
E K- F I o w V aAe '��
0 1-4 116, '\ 5 CLcc f16
low.
Flow
OUTINE FOR ADDING HYDROGRA 9
HTER'. ld-.11path3filenamel.ext] OF
HYDROGRAPH
i
Offsite.10
NTER: THAUEL TIME (MINUTES) OF HYDROGRAPH i
C" P
10
4.6
NTER: Ed:11path3filenamel.ext] OF
HYDROGRAPH
2
xistTat.iO
NTER: TRAUEL TIME (MINUTES> OF HYDROGRAPH 2
.0
DATA PRINT-OUT."
HYDROGRAPH 1: PEAK-Q= .04 CPS
T-PEAX=
8.17 HRS
TT= 24 MINUTES
HYDROGRAPH 2: PEAK-Q= _i9 CPS
T-PEAK=
7.93 HRS
TT= 8 MINUTES
YDROGRAPH SUM: PEAK-Q= .20 CPS
T-PEAX=
7.83 HRS
TOTAL UOLUME: 4241CU-FT
PECIFY: C - CONTINUE, N - NEWM
F - FILE.
P - PRINT,
8 - STOP
HTER [d:1[patblfilenauiel.ext3 FOR STORAGE OF COMPUTED HYDROGRAPH:
atOffEx.iO
I f
0 0
1 4-1
t-fo LA--5
TINE FOR ADDING HYDROGRAPHS
ER: ld:31-oath'ifilcoampl.ext] OF HYDROGRAPH I
[..wrEH: THAUFL TIME <MINUTES> OF HYDWRAPH 1.
ENTER: OF HYDROGRAPH 2
hNTER: THAUEI. TIME mwrno OF HYDWHAPH 2
0 v� 5 1 kle-
fbo -i f
-0
RTA PRINT --- OUT:
HYDROGRAPH I.- PEAK --- Q= .07 CPS T --- PEAK= 7.83 HH8 TT= 0 "INOTES
HYDROCIRAPH 2: PEAP ... Q= � 41. CPS T---PFAI(= 7.93 IIRS TT= 0 MINUTES
YDROGRAPH SUM: PEA](---Q= .40 CPS 7.93 IIRS
----------
TOTAL UOLUME: 9652CU ... FT
PECIFY: C --- CONTINUE, H ... HEWJOH, F -- FILE, P --- PRINT, S --- STOP
WER [d:')(pa.th]f-ilrnamr[.rxt] FOR STORAGE OF COMPUTED HYDROGiRAPH:
I OtExistl.@@
161
t
DUH/l.,'.CS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORM OPTIONS:
S.C.lt� TYPE--l.A
7 ... DAY DESIGN STORM
STORM DATA FILE
PECIFY STORM OPTION:
S-C.S. TYPE ---IA RAINFALL DISTRUMITION
ENTER: FRWYEAR). DURATIOWHOUR>, PRECIP(INCHES)
2 24
................................ ........ ..... ............
S.C.S. TYPE-1A DISTRIBUTION
2--YEAR 24-11OUR STORM *x-x-* 1.50" TOTAL PRECIP.
.................................................................................... .. . . ............................... . ........................ .. .. .. .. ......
TE',R: A(pERU), (I <pf
IN _RU), A(IIVERU). CN(IlIPERU), TC, FOR BASIN NO. 1
.Y.2
86 0.796 90 2.3
TA PRINT. -OUT:
ARE'.A(ACRES> PERU I OUS IMPERUIOUS T C < M I H I J T ES
A CIN A CIN
�2 86�0 .8 98.@ 2.3
T---PI;A)(,rIIRS) UOL<CIJ FT>
7.67 4133
ffEiR Ed;:j[patb]fiIcnaneE.ext*.l FOR STORAGE OF COMPUTED HYDROGRAPH:
ei-CL)
0
UH/SCS MHOD FOR COMPUTING RUNOFF HYDROGRAPH
OHM OPTIONS:
- S.C.S. TYPE-iA
- 7-DAY DESIGN STORM
- STORM DATA FILE
ECIFY STORM OPTION:
.C.S. TYPE -IA RAINFALL DISTRIBUTION
HTER: FREQ(YEAR), DURATION(HOUR), PRECIP<INCHES)
24
*-*� S.C.S. TYPE-iA DISTRIBUTION
ig-YEAR 24-HOUR STORM — 2.0011 TOTAL PRECIP. wwwwwwww*
TER: A(PERU), CH(PERU), A(IMPERU), CH(IMPERV), IC FOR BASIN NO. i
0.242 86 0.796 98 2.3
TA PRINT-OUT:
AREAWRES) PERUIOUS IMPERUIOUS TC<MINUTtS>
A CH A cm
1.0 .2 86.@ .8 98.0 2.3
PEAK-Q(CPS) T-PEAK<HRS) UOL<CU-FT>
7.67 5875
r
IfER Ed.-I[path1filenamel.ext] FOR STORAGE OF COMPUTED HYDROGRAPH
tained.10
81114/13CIS METHOD POR COMPUTING RUNOPP 11YUROGRAPH
TOR" OPTIONS:
S.C.S. TYPE --IA
?---DAY DI;SIGN STORM
... STORM DATA PI GE
PECIFY STORM OPTION:
13X.S. TYPI-.--,.l.A RAINFALL DISTRIBUTION
ENTER: PREQ(VEAR), DIJRATIOWHOIJR>� VR.FC'IP<INGHEG)
1.014 24 3.8
----------------------------------------------------------------------- ---------- — ---------- .T!i;.-� ---- ---- — --------
S.C.S. TYPr-.-lA DISTRIBUTION X. N **N
100-YEAR 24--H(XIR STORM — 3.00" TOTAL FRECIP.
'NTER: A<PERU), CWPERU), A<JtlPEl0J), CHUMPIM), TC FOR BASIN W
l..? 2.3
86 8:796 98
DATA PRINT ... OUT:
AREA(ACRES> PERUIOUS IMPERUIOUS T('.(HINUTFS)
A CN A CN
1.0 .2 86.0 .8 96.0 2.3
PEAK .. Q<CFS) T--PEAK(HR.9> UOI,(('Al--FT)
.:112 7.67 9462
NrTER I'd., lI'pathJEilenaneI:.extl FOR STORAU OF COMPUTED HYDROGRAI'll:
i
2-M
HlJlf/SC,C METHOD FOR COMPUTING HUNOFF HYDROGRAPH
TORM OPT I ONS
S.C.S� TYPE--lA
7--DAY DESIGN STORM
STORM DATA FILE
PECIFY STORM OPTION:
S.C.S. TYPE-40 RAINFAIJ, DISTRIBUTION
ENTER: FRFQ<YEAR). DURATION01OUR>, PRECIP0WHES)
24 1.5
vn.�
. . ................... ..... .. ..... ........ .................... ....... ... ..
S.C-S. TYPE-40 DISTRIBUTIOk
2-YEAR 24-41OUR STORM x-x-- 1.5011 TOTAL PHECIP.
.. ...................................................................................... .............. .. ........................- . ........... ........... I ........................... ... ............ ...
4TER". A(PER0. CN(PERU>, AUMPERU>� CH(IMPERU>, TC, FOR BASIN No.
Si 0.0 99
iTA PRINT --OUT:
AREA<ACRES) PFRUIOUS IMPFRUIOUS UXHINUTES)
A CN A CN
�4 .4 St.@ �o 98.0 11-7
FEAR--Q<(',FS) T-PEAHUHS > UOL<(,I)---FT>
.01 7.83 44.4
HIER Ed.-Hpathlfilroamcl-extl FOR STORAGE OF COMPUTED HYDROGRAPH,
0
sL Q
/ C) -1 ') k/
BUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORN OPTIONS:
— S.C.S. TYPE —IA
— ?—DAY DESIGN STORM
— STORM DATA FILE
PECIFY STORM OPTION:
D `21
.C.S. TYPE —IA RAINFALL DISTRIBUTION
HTER: FREQ(YEAR)., DURATION<HOUR>, PRECIP<INCHES>
10 24 2.8
-------- — -----
S.C.S. TYPE—iA DISTRIBUTION
10 ... YEAR 24—HOUR STORM — 2.00" TOTAL PRECIP.
qTigi: A<PERV, CN<PERU>, A<]M"FJW>, (:N<IMPERU>, TC FOR BASIN NO.
0.389 81 0.8 98 11.7
RTA PRINT —MIT:
AREA (0(',RF—'-*,> PERUIOUS IMPERUIOUS
A cm A Cm
.4 .4 81.0 .0 98.0 11.9
PEAK --- Q(CPS > T—PEAK(HRIV uOl,(CU_FT >
.04 7.93 952
NTER E&ILpattlilfilenamel.ext] FOR STORAGE 012 CkMPUTED HYDROGRAPH:
ff Dev.18
1.
bQL)
P7
10-0- —�) V/
BUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORN OPTIONS:
- S.C.S_ TYPE-iA
- 7-DAY DESIGN STORM
- STORM DATA FILE
PECIFY STORM OPTION:
.C.S. TYPE-iA RAINFALL DISTRIBUTION
4TER: FIRWYEAR), DURATIOWHOUR), PRECIP<INCHES)
i0o 24 3.0
S.C-S. TYPE -IA DISTRIBUTION
100-YEAR 24-HOUR STORM w*w* 3.@@tp TOTAL PRECIP_
TER: A(PERU), CN(PERU), A(IMPERU), CN(IMPERU), TC FOR BASIN NO. I
0.389 81 0.0 98 11.7
TA PRINT-OUT:
AREA<ACRES) PERUIOUS IMPERUIOUS 'TC<MINUTES)
A CN A CN
.4 .4 81.0 .0 98.0
PERM-Q(CFS) T-PEAH<HRS> UOL(CU-FT>
7.83 1852
ITER Ed:11path3filenanel-ext] FOR STORAGE OF COMPUTED HYDROGMPH:
f
t \o e t,,
o
TINE FOR ADDING HYDROGRAPHS
ER: [d;1[patblfileoame[.ext3 OF HYDROGRAPH i
4TER: TRAUEL TIME <MINUTES) OF HYDROGRAPH I
.0
HTER: td-.1[pattalfilonatrial.ext] OF HYDROGRAPH 2
atalned.2
HTER: TRAUEL TIME <MINUTES) OF HYDROGRAPH 2
.0
nTA PRINT-OUT-.
HYDROGRAPH 1:
PEAK-Q=
.61 CFS
T-PEAX=
7.67 HES TT= 0 MINUTES
HYDROGRAPH 2:
PEAH-Q=
.36 CPS
I-PEAX=
7.67 HRS TT= 0 MINUTES
YDROGRAPH SUM:
PEAH-Q=
.37 CPS
T-PEAX=
7.67 HRS
TOTAL UOLUME:
4644CU-PT
PECIFY: C-- CONTINUE, N
- NEWOB,
P - FILE.
P - PRINT. S - STOP
ENTER Ed.-Ilpathlfilenamel-ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
Design 2
:_- - �-a ' ' ' �-
Cc,, De s
OUTINE FOR ADDING HYDROGRAPHS
,NTER: Ed-.Hpathlfilenamel-extl OF HYDROGRAPH 1.
10
ff V.10
rpAU
E. R
-HIER: TRAUEL TIME (MINUTES> OF HYDROGRAPH I
rd:lQmtth*lFiIenamel_extl OF HYDROGRAI'll 2
t�taincd. - 10 "1
RTER: TRAVEL TIME 4MINUTES> OF HYDROGRAPH 7
.0
RTA P.HINT011T:
HYDROGRAPH I: FFAR---Q= .04 CFS I'--PEAH- 7.03 RES TT= 0 MWYM
HYDROGRAPH 2: PEAK Q= Lil, CPS 7.67 ORS TT= 0 MINUTES
eDROGRAPH SUM: PEOH---Q.-. S4 CPS r PEAK= 7.67 ORS
TOTAL VOLUME: 6816CH PT
PECIFY: C CONTINUE. N NEW.10D. F .-- PI LE. P PRINT, 8 ... STOP
'NTER Td.-Hpath3filenamer.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
Oe ca", Z.'v
Lb o - ) tf'
DUTINE FOR ADDING HYDROGRAPHS
HTER: 1d:lfpathlfilenanel.oxt3 OF HYDROGRAPH I
FfDov.100
HTER: TERUEL TIME <MINUTES) OF HYDROGRAPH I
.0
TER: (d:1[pathlfilenancl.cxt1 OF HYDROGRAPH 2
TER: TRAVEL TIME <MINUTES) OF HYDROGRAPH 2
ATA PRINT --OUT:
HYDROGRAPH 1:
PFAX--Q= 1.1. CPS
I PEAH=
7.83 ORS TT= 0 MINUTES
HYDROGRAPH 2-
PEAX--Q=' .82 CPS
T ... PFAH=
7.67 HHS TT= 0 MINUTES
YDROGRAPH SUM.-
PEAR ... Q= .91 Cps
T ... PEAR=
7.67 Iflitt
TOTAL UOLUME:
11220CU ... FT
PE,CIFY: C --- CONTINUE, N -- HEI-IJON,
F --- P I LE,
P ... PRINT, S STOP
NTER W:l(pathifilenanel.ext) FOR STORAGE OF COMPUTED HYDROGRAPH:
:/D FACILITY DESIGN ROUTINE
'PECIFY TYPE OF R/D FACILITY --
POND 4 --- INFILTRATION POND
TANX 5 ... INFILTRATION TANX
041ILT 6 ... GRAVEL TRENCH/RED
4TER: TANF DIAMETER <ft), EFFECTIUE STORAGE DEPTH <Et)
4.0
SIGN INFLO11 "VDROGRAPH:
,4TER ld-.31pathifilenampt.ext] OF PRIMARY DE.
F-t i on 1 AR
RIMARY DESIGN INFLOW PEAK .91 CFS
HIER PRIMARY DESIGN RELEASE RATE(rfs>:
.49
NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE <5 MAXIMUM>:
[d.-Ilpath3filenamel-ext) OF HYDROGRAPH 1:
161
TARGET RELEASE RATE<cfs>:
Ed.-][patJ31filenameE_extI OF HYDROGRAPH 2.-
.Z-
fARGET RELEASE RATE<cfs)-'
ER: NUMBER OF ORIFICES. RISER-HEAD(ft>,
2 3.S
BOTTOM ORIFICE: WER'Q-N69(cfs>
0.079
DIA-= 1.25 INCHES
TOP ORIFICE: ENTER HEIGHT(ft)
1.98
IA.� 3.46 INCHES
PERFORMANCE. INFLOW TARGET -OUTFLOW
DESIGN HYD: .91 -48
TEST HYD Iz S4 .20
�TEST HYD 2: .37 .85
RISER-DIAMETER(in>,"�
ACTUAL -OUTFLOW
PK-STAGE
.48
3.49
-20
2.17
.06
1.98
DATA: R/D TANK
(FLAT GRADE>
f'TRUCTURE
.ISER--HEAD TANK -DIRK STOR-DEPTH
TANK -LENGTH
STORAGE--UOLUME
3.50 FT 4.00 FT
3.S@ FT
188.2 FT
2192 CU-FT
OUBLE ORIFICE RESTRICTOR:
DIA(INCHES)
HT<FEET)
Q-MAX<CFS)
BOTTOM ORIFICE:
i.2s
.00
�0?9
TOP ORIFICE:
3-46
1.99
.401
ROUTING DATAt
STORAGE
2192
i5oo
1370
crx - Z1,98
'4F '
�_ v e_'A'(e
GTAGE(FT)
DISCHARGE<CPS) STORAGE<CU--FT)
PERM-AREA<SQ-FTA
.00
.80
.0
.0
.35
-02
196�5
.@
.70
.04
426.1
.8
t�els
- 04
676.0
.0
1.40
.0s
936�fi
.0
1.75
.06
1199.5
.0
1.98
.06
1369.7
.0
2.1@
17
1456.6
.0
2.45
.29
ifi99-1
.0
2.89
.37
1916.3
.0
3.15
.43
2093.1
.0
3.50
.48
2194.3
.0
3.60
2194.3
.0
3.70
1.09
2194.3
.0
3.80
1.44
2194.3
.0
3.90
1.60
2194.3
.0
4.00
1.74
2194.3
.0
OVERAGE VERTICAL PERMEABILITY:
.0 MINUTES/INCH
9PECIFY:
F - FILE, N - HE JOB�
P - PRINT
IF/OF. R - REVISE, 8 STOP
�W
VO ecX_ 44
15-
Vo
c r-
V e- vL e
V A(l X 17 7-
-T-0 TAr
L) 0 /V H
-4-A tO V7- >
/3;29 f-jE&I�-
Ims
3��, 7
f;,/ 9
Z-06
I- -F
4)7
I ESE
PECT
.7
PECIFY Ed.-IlPa-th3filenamel-ext] OF ROUTING DATA
I
DISPLAY ROUTING DATA <Y or N)?
ENTER ld:11path3filenamet.ext] OF COMPUTED UVDROCRnPH:
Design.2
INFLOW/OUTPLOV) ANALYSIS:
PEAH-INPLOW<CPS> PEAN-OUTPLOWCCPS> OUTFLOW-UOL<CU-PT)
.37 .06 4597
INITIAL-STAGE(FT) TIME-OF-PERX(HRS) PEAK-STAGE-ELEU<FT>
.@@ 12.67 1.95
PEAK STORAGE: 1340 CU-FT
ENTER Id:11path1filenamel.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
I - -
RVOIR ROUTING INFLOW/OUTFL W ROUTINE
IFY ld:31path1filenairsel.ext] OF ROUTING DATA
PLRV ROUTING DATA <Y or N)?
HTER Ed:][-pa.thlfilcname[.cxt] OF COMPUTED HYDROGRAPH:
De3ign.iO
INFLOW/OUTFLOW ANALYSIS:
PEAR--- I NFI,OW<CFS) FEAK---OUTFI,OW<CF8) OIJTFLOW---UOI,<CU ... FT)
.S4 .20 6769 -
INITIAL-STAGE(FT) PEAK -STAGE ... ELEU(m)
.88
PEAH STORAGE: j.5j.o
lT;N`rFR rd.-Hpath3filenamer.ext) Pon s*roRA(,,F OF COMPUTED HYDROGRAPH:
Fit . 114,
.... . ......
100 V,
ERUOIR ROUTING INFLOW/OUTFLOW ROUTINE
CIFY Ed--I1Pathlfilenae--tel,ext1 OF ROUTING DATA
k----
SPLAY ROUTING DATA (Y or N>?
Ed.'llpath1filersanel.ext] OF COMPUTED HYDROGRAPH:
INFLOWOUTFLOW ANALYSIS:
PEAR-INFLOV<CFS) PEAK-OUTFLOV<CFS) OUTFLOW-UOVCU-FT)
.91 .48 11173
-r�
INITIAL-STAGE(FT) TIME-OF-PEAX<HRS) PE-AH-STAGE-ELEU<FT)
-00 8.00 3.49
PEAK STORAGE., 2190 CU-FT
NTER 1d:l[pathlfilenaRef.extj FOR STORAGE OF COMPUTED HYDROGRAPH:
� a/�,o Avee-.h
BUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORM OPTIONS:
- S.C-S. TYPE-1A
- ?-DAY DESIGN STORM
- STORM DATA FILE
PECIFY STORM OPTION:
,C�S� TYPE-1A RAINFALL DISTRIBUTION
NTER: FREVYEAR)� DURATIOWHOUR)� PRECIP(INCHES)
2 24 1�s
------------------ ----------
-3e� 8-C.S. TYPE—tA DISTRIBUTION
2-YEAR 24-HOUR STORM ***.* 1.504' TOTAL PRIECIP.
ENTER: A(PERU), CH(PERU), A(IMPERU), (.'N<IMPERU>, TC. FOR BASIN NO. i
�4 86 @." 98 2.0
DATA PRINT-OUT:
IMPERVIOUS TC(MINUTES)
AREA(ACRES) PERVIOUS
A cm A CH
-0 2.8
PEAK--Q(CFS) T-PEAK(HRS) UOL(CU --- FT>
.81 7-67 so
kNTER Ed-.I(pathIfilenar.seE.ext1 FOR STORAGE OF COMPUTED HYDROGRAPH,.
pass.2
E
DUN/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORM OPTIONS:
— S.C.S. TYPE-1A
— ?—DAY DESIGN STORM
— STORM DATA FILE
PFCIFY STORM OPTION:
.C.S. TYPE---lA RAINFALL DISTRIBUTION
HTER: FREQ(YEAR>. DURATION(HOUR>. PRECIP(INCHES)
I@ � 24 2�@
-------------------------------------------------
S.C�S. TYPE--lA DISTRIBUTION
10—YEAR 24—HOUR STORM vmpse 2.00" TOTAL PRECIP.
TER: A<PFRU), CWPERU), A(IMPERU), CWIMPERU), TC POE BASIN NO. 1.
0.04S 86 0.0 98 2.0
TA PRINT—OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS IC(MINUTES)
A cm A CH
-0 .0 sfi.0 .0 98.0 2.0
PEAK—Q(CFS> I—PEAK(ORS> QOL(CU—FT>
7.67 i3s
TER rd.,l[patlolfilenarsel.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
900/SC.9 METHOD FOR COMPUTING RUNOFF HYDPOGRAPH
rORM OPTIONS:
- S.C.S� TYPE -IA
- ?-DAY DESIGN STORM
-,STORM DATA FILE
PECIFY STORM OPTION:
,C-S. TYPE -IA RAINFALL DISTRIBUTION
HIER: FREQ(YEAR>, DURATION(HOUR>. PRECIP(INCHES>
too 24 3�@
------------------- --
mmxm3****w* S.C.S. TYPE-iA DISTRIBUTION w�l**WWW
100-YEAR 24-HOUR STORM � 3-00" TOTAL PRECIP.
----------- ____ -
wrim: A<PERU). CN<PERU), A<IMPERU), CH<IMPERU), TC FOR BASIN NO. 1
0.04S 86 8.0 98 2.0
ATA PRINT-OUT:
AREA(ACRES> PERIJIOUS IMPERQIOUS 7C("IHUTES>
A CH A CH
-0 �o 8fi.0 .0 98.0 2.0
PEAK--Q(CFS> I-PEAH(HRS> 0OL(CU-FT)
.@2 7.67 271
NTER [d.,l[path3filenamiel-ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
I
0
_Z_ _:) I/
C6 At fowc ue
TINE FOR ADDING HYDROGRAPHS
ER: ld:11path3filenamal-ext'l OF HYDROGRAPH i
HTER: TRAUEL TIME <MINUTES> OF HYDROGRAPH I
2.4
NTER: [d:1[pathlfilename[,ext3 OF HYDROGRAPH 2
ER: TRAUEL TIME (MINUTES) OF HYDROGRAPH 2
TA PRINT-OUT:
HYDROGRAPH 1:
PEAK-Q=
.06 CFS
T-PEAH=
8.83 HRS TT.- 22 MINUTES
HYDROGRAPH 2:
PEAK-Q.-.
.01 CFS
T-PEAX=
7.67 HRS TT= 0 MINUTES
DROGRAPH SUM:
PEAH-Q=
.06 CFS
T-PEAX=
8.83 HRS
TOTAL UOLUME:
4688CU-FT
ECIFY: C - CONTINUE. N
- NEIIJOB,
F - FILE,
P - PRINT, 9 - STOP
NIER [d:31path3filonamel.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
otal.2
IT
e.
A
J9.
Ao M[o
WQ0-
ITINE FOR ADDING HYDROGRAPHS
[ER-. Ed-.1[patillfilenameE.ext] OF HYDROGRAPH i
".ko
FER: THAUEL TIME (MINUTES) OF HYDROGRAPH i
:i.
rER-. Edc.irpatlilfilenanel.extl OF HYDROGRAPH 2
4TER.- TRAUEL TIME (MINUTES) OF HYDROGRAPH 2
.0
ATA PRINT-OUT^.
HYDROGRAPH i: PEAX-Q= .20 CPS T-PEAX= 8.50 HRS TT= 22 MINUTES
HYDROGRAPH 2: PEAX-Q= .61 CFS T-PEAX= 7.50 HRS TT= 0 MINUTES
YDROGRAPH SUM: PEA](-Q= T-PEAX= 8.50 HRS
TOTAL UOLUME: 6810CU-FT
PECIFY: C - CONTINUE, N - KEWJOB, F - FILE, P - PRINT, S - STOP
NTER Ed.-31Path]filenan8l-ext1 FOR STORAGE OF COMPUTED HYDROGRAPH:
o
L �e_
-7—
0
coy C",-�
loo - C)�
TINE FOR ADDING HYDROGRAPHS
ER: Ed".3[path3filonamel.ext] OF HYDROGRAPH I
[ENTER: TRAUEL TIME (MINUTES> OF HYDROGRAPH I
Id."llpath3filenamel.ext] OF HYDROGRAPH 2
: TRAUEL TIME <MINUTES> OF HYDROGRAPH 2
AIR PRINT-001;
CY
HYDROGRAPH i:
PEAR-Q=
.47 CFS
I -PEAR=
8.33 HRS IT=- 22 MINUTES
HYDROGRAPH 2:
PEAH-Q=
.02 CPS
T-PEAK=
7.67 HRS TT= 0 MINUTES
YDROGRAPH SUN:
PEAR-Q=
::18 CPS
, T-PEAK
8.33 HRS
TOTAL UOLUME:
11286CU-PT
PECIFY: C - CONTIHUE� N
- NEWJOB,
P - FILE,
P - PRINT. S - STOP
NTER Ed,-1[pathlfilcnamel.ext1 FOR STORAGE OF COMPUTED HYDROGRAPH:
otal.i@@
r ( � J� 6 Y�-O"V- �_ L, F to "-I'
%-A-_
BUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
TORN OPTIONS:
— S.C.S. TYPE —IA
— 7—DAY DESIGN STORM
— STORM DATA FILE
PECIFY STORM OPTION:
.C.S. TYPE -IA RAINFALL DISTRIBUTION
NTER: FREQ(YEAR), DURATIOWHOUR)� PRECIP(INCHES>
V,24 i.0
-------- S.C-S. TYPE -IA DISTRIBUTION
24-HOUR S
TORN o*;*Ase 1.00" TOTAL PRECIP.
b6tp,-Vl.' --------- --- — ----
NTER: A<PERU), CWPERU), A<IMPERU). CWIMPERU), TC FOR BASIN NO. i
0.242 86 0.796 98 2.3
ATR PRINT-OUT:
FIREA(ACRES) PERUIOUS IMPERUIOUS TC(MINUTES>
A cm A cm
1.0 .2 86.0 .8 98.0 2.3
PEAR-Q<CFS) T-PEAK(HRS) UOL<CU-FT)
ig—i 7.67 24S9
NTER Ed:l[patlilfilenancl-ext] FOR STORAGE OF COMPUTED HYDROGRRPH:
et.xined.6-
0
cc�_ 5. CIL d
1 6 f T r, J,41-
4� - V, C�, JL_
BUH/SCS METHOD FOR COMPUTING RUNOPP HYDROGRAPH
TORM OPTIONS:
- S.C.S. TYPE-iA
- 7-DAY DESIGN STORM
- STORM DATA FILE
PECIFY STORM OPTION:
.C.S. TYPE -IA RAINFALL DISTRIBUTION
4TER: PREVVEP DURAION<HOUR), PRECIP(INCHES)
W�-t C<- 24 1.0
Rs -----------------------------------------------------
4-HOUR STORM i.00" TOTAL PRECIP.
— - — -- — ------------ — ---- — -
--------------
CN(PERV), a<IMPERU), CN(IMPERV), TC FOR BASIN No-
0.389 81 @.@ 98 11.7
TA PRINT—OUT:
AREA(ACRES> PERUIOUS IMPERUIOUS TC<MINUTES)
A CN A CN
.4 .4 81.0 .@ 98.@ 11.7
PEAX—Q(CPS) T—PEAH(HRS> UOL<CU—PT>
_: —0 _0 23.83 138
[TER Ed:lEpath3filenamel-ext] FOR STORAGE OF COMPUTED HYDROGNAPH"-
'fDev.6 __s
, . I 'o
0
0
UTINE FOR ADDING HYDROGRAPHS
Ed.-Irliath3filenamel.extl OF HYDROGRAPH I
4TER: TRAUEL TIME (MINUTESD OF HYDROGRAP0 I
.0
4TEH: rd-.11path1filanamel-ext] OF HYDROGRAPH 2
E�tained.6
HTER: TRAUEL TIME CMINUTE.S.> OF HYDROGRAPH 2.
.0 -
RTA PRINT ... OUT
HYDROGRAPH 1: FEAR ... Q= .00 Us T ... PEAX= .00 HRS TT= 0 MINUTES
HYDROGRAPH 2: .21 CPS T PERH= ?,;67 HRS TT= 0 MINUTES
YDROGRAPH SOM: PEA)(---Q= �21 CPS T---PE*AK= 7,67 ORS
TOTAL UOLUME: 2466CII PT
PECIFY: C --- CONTINUE, N --- NEW,100, F FILE, P -- PRINT, 8 --- STOP
'H OF COMPUTED HYDROGRAPH:
,NTER 1d.'3Qsatblfllename[.ext3 FOR STORAG
ll�Y6
* . 1 0
6 v,�J � 5-6 or �--
-f� cr U Pc— f -,-e�-kz &-L-,
SERUOIR ROUTING INFLOW/OUTFLOW ROUTINE
ECIFY Ed.-HpatIhIfilenanef.ext] OF ROUTING DATA
nlk
ISPLAY ROUTING DATA <Y op N)?
Ed--l[patiolfilenar-sel.ext] OF COMPUTED HYDROGRAPH".
[NFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOV(CPS) OUTFLOW-UOL(CU-FT)
.21 -01 2419
IN —
INITIAL-STAGE(FT) TIME-OF-PEAR02S) PEAR-STAGE�FLEU<FT>
.00 8.83 .92
PEAK STORAGE: 570 CU-FT
ENTER Ed.-1[pathlfilenaf3aE.sxt1 FOR STORAGE OF COMPUTED HYDROGRAPH:
)ut.6
BIOSWALE DESIGN
(Design Parameters)
L (Design Length)
200.00 ft
B (Bottom Width)
0.01 ft
A (Bottom Area)
2.00 sf
S (Transverse Slope)
0.02 ft/ft (Bioswale Design Slope)
H (Design Flow Depth)
0.3 ft (Rural Mix, Winter Conditions)
Manning's "n"
0. 3 5 (Bioswale Design Value)
Sideslope
3.00 H:V (Left Slope) 3.00 H:V (Right Slope)
P (Wetted Perimeter)
1.91 ft
a (Cross -sectional Area)
0.27 sf
r (Hydraulic Radius)
0.14 ft
Q Design (6-month Storm)
0.04 cfs
V (Velocity)
0. 164 fps
Q Actual
0.04 cfs
Residence time = L / V / 60 = 200 / 0.164 / 60 = 20.3 minutes
BIOSWALE DESIGN
(Actual Design)
L (Design Length)
123.00 ft
B (Bottom Width)
2.00 ft
A (Bottom Area)
246.00 sf
S (Transverse Slope)
0.0 1 ft/ft (Bioswale Design Slope)
H (Design Flow Depth)
0.148 ft
Manning's "n"
0. 3 5 (Bioswale Design Value)
Sideslope
0.00 H:V (Left Slope) 3.00 H:V (Right Slope)
P (Wetted Perimeter)
2.62 ft
a (Cross -sectional Area)
0.33 sf
r (Hydraulic Radius)
0.13 ft
Q Design (6-month Storm)
0.04 cfs
V (Velocity)
0.11 fps
Q Actual
0.04 cfs
Actual Residence Time = L / V / 60 = 123 / 0.11 / 60 = 20.8 minutes
Actual Residence Time in Upper 77 feet of Swale= L / V / 60 = 77 / 0.11 / 60 = 11.7 minutes
Actual Residence Time in Lower 46 feet of Swale= L / V / 60 = 46 / 0.11 / 60 = 7.0 minutes
PLANNING DATA I =FILE I
-- Signs --
Name:
Date
Site Address:
If, 6
Pan Check ff: BLD
7 7-1
Project Description: Tjtj
1V6,AJ
Reduced Site Plan Provided:
(YES / NO) Zoning:
Comprehensive Plan Designation: hS o 0- 1Vb o
U--^- C f A
Map Page:
rner Lot: KEB
[Co NO)
Flag Lot: (YES LCOJ
ADB File ff (or date waived):
7-07-AL Area "W of
y
Allowed in
Matrix
Allowed
TOTAL sign
area
Proposed
Type of Sign
zone?
conditions
area per
Unit
allowed for
sign area
met?
unit
this si(in
Example
WaY wlIntemal
Yes, wth
Yes
I sq. fflltneal
ft. attached
41 ff. attdd�ed
W3/1
41 square feet
20 square feet
Illumination
condilion5
Waff
Sign #I
WItf-
qe��' &j;T14
N A—
I /
-1) p T(o-4
t' (tiff L- Pi
WPL�%_-
Sol
P tTA e tieTtft.
Sign ff 2-
A L't—
Pr
/'g9
'�b - "�' 4 -t -
6A r
-r
A 1-1A COC-D
151)
A-TrAcrC'-1)
1A
Sign ff 3
TOTAL Sfyn Area for Tenaii4ISIte
Max Permitted: 0, 5q 70 1
Previous Total:
Proposed Total 1Z, 16 S9,P,,
5�q Height
Sign Type:
Max Permitted: 144 4P -t
Actual Height: Z_ 14 4 1-
Sign Type:
Max Permitted: + 4p
Actual Height: J'qr a I -
Sign Type:
Max Permitted:
Actual Height:—
Sign LightIng
Sign Type: til n t, L
Proposed:
Allowed in Zone:..--.
Sign Type: A (�L_
Proposed: 0�x Te_�At'o 0__
Allowed in Zone:
PLANNING DATA
---Sign5 --
T FILE
S-/gfl colors
Proposed:
Acceptable?
Requires ADB Approval?
Sign Location
If freestanding and 3-feet or over (unless a fence) meets setbacks?
gulred Setbacks
Street:
Side:
FSide-
Actual Setbaclts
Street:
Side:
7ide:
Rear:
Landscapog for Freestanding Signs
Size:
Location:
Critical Areas Determination
Study.Required
Waiver
Other
Plan Review By:
Bistro 76 - permit final.plt 2/23/2016 7:43:52 AM
Scale: 1:1.94 Height: 15.810 Length: 11.656 in
D<
0
M
M
6
CI) -0
0 RZI
C: rn rn
C).D
M NJ
Cn C=
M —
M
Cn
T
w
0
Ov 0 <
11 M
M M
> >
F7
6-� Z
C
z
M
Sign
B -
0 6:*
1 00
M M M
M 0171
r- 111
�324
z
G)O
a
MM
M Cl)
z
q I
Bistro 76
18401 7000"Ah Ave W
Edmonds, WA 98026
-`c'4-4�\Sign
Afp%� -
04Y A
ew D
t
N SCALE: 166 = 30'
31IJ - 1338 IS
West elevation showing existing signs
0-
A
Perrinville
Animal Hospital
12" x 96"
164 f t
rxw�
V%.4AFqW
EDO!
pw.
ALL GTOOWPOR DOOM 0 P"06
LND" At Oft' d""
"12 wm OLOM
Edward Jones
12" x 96"
FM I ". I I IV
\,,_ L 6AFMr C"M
RECEIVED
FEB 25, 2015
DEVELOPMENT SERVICES
COUNTER
Bistro 76 aftachment.plt 2/23/2016 8:37:37 AM Scale: 1:18.07 Height: 70.045 Length: 174.573 in
siding
.W' plywood sign
2 as top and bottom
&'stand off
/-5" stand off
Sign A
Sign Attachment
Sign B
Sign Construction
Signs will be .5" exterior grade plywood
Primed, painted and edge sealed
Face is a digital print with satin laminate.
All 3M Premium vinyl
d sN*os
Palnte�-�
S10810
.&' plywood
fastened by 4ea #10 x 7' dock $Crowe
2 on each end <
Sit
2 x 10 facla
RECEIVED
FEB 2 33 2015
DEVELOPMENT SERVICES
COUNTER