410 4TH AVE N.PDF - LEGACYlill 11111111
5035
410 4TH AVE N
N_+
. The Herald/DREW PERINE
A cross section of a piece of the SmartCelis basketball floor
shows the integrated air cells (black columns), which are
made in part from granulated shods and tires.
FLOOR,
-Of THE_
FUTURE
The Herald/MICHAEL OILEARY
Jalen Rose of the Indiana Pacers sits on the basketball floor at Puget Sound Christian College
and fills out an evaluation form after the NBA team held a practice at the Edmonds school.
Puget Sound Christian College in Edmonds
has captured the interest of the NBA, where
*teams come to practice andfield test the
SmartCells floor, a synthetic basketball surface
By RICH MYHRE 7
Herald Wrfter
EDMONDS — Professional basketball players
are not an easy bunch to impress. After all,
�,hey usually raise the eyebrows of others.
ey soar and they slam, and the fans who pay big
d ll�A to watch such heroics are left to gasp with
wonder and delight.
It t�kes a pretty good show to dazzle an NBA
athlete, but Tom Vaux of Kirkland has managed
the tri'ck. All for the price of a beer bottle.
Have you ever seen children at a school car-
nival, grinning as a magician makes a quarter
appear from behind some kid's ear? Those are the
same wide-eyed expressions Vaux gets when he
introduces NBA players to his new synthetic bas-
ketball surface, the SmartCells floor, that is the
creation of Seamless Attenuating Technologies,
Inc., or SATECH, of which Vaux is the president.
If the promise of fewer injuries and a poten-
tially longer playing career doesn't nab the atten-
tion of the athletes, the beer bottle does.
The SmartCells floor, which by appearance is a
dead ringer for a shiny hardwood basketball court,
is a slightly cushioned surface that is comprised
of, among other ingredients, ground up sports
shoes and automobile tires. It is intended to lessen
the shock to an athlete's body from running,
leaping and landing, and the occasional tumble.
. To demonstrate the softening quality of the
floor, Vaux offers guests a brief performance. He
heaves an ordinary beer bottle well into the air
and lets it fall. The bottle would easily shatter on a
hardwood floor. On the SmartCells floor the bottle
lands intact, fit for use in future demonstrations.
Vaux has been conducting these presentations —
or what he calls, in the language of the laboratory, a
specialty underlayment hardness resilience equa-
tion test — at Puget Sound Christian College, where
the first SmartCells floor was installed last year.
It is an odd pairing, this state-of-the-art floor in
this dark and antiquated gymnasium, the home of
Edmonds High School in the 1940s and'50s. If
See FLOOR, Page I OC
A floor made
from tennis 'Shoes?
By, RICH MYHRE
Herald Wr�er
What is the SmartCell� floor?
The top layer is composed of several. layers of urethane
'Compounds, which is like a liquid rubber and will stretch.- i
Beneath the upper layer is the rubber pad with integrated
air cells that look like black columns. It is the pad that is made
about 40 percent from granulated shoes and tires, with the
-remaining 60 percent from natural rubber' oils and other com-
ponents. This is the layer that gives the court its cushioned feel.
The white specks in the black layer are the ground up 1�
pieces of shoes. SATECH uses all of the shoes, removing
only the metal eyelits around the 'holes for the laces.
sphalt. concrete or
The bottom of the floor is bonded to a
wood.
When the floor is inp1ace, it can be painted to give it the,
ap, I pearance of a hardwoo floor, comDlete with the wood
grain and seams. The appearance is so realistic it is difficult
t6 distinguish from a hiWdwo6d fi6or,even by kneeling -for a
closer look.
A SmartCells floor probably costs about four times as
much as a wood floor, accordingto SATECH preg ' Wht'Torn
Vaux, but the lifespan is probably twice that of a wood floor
and with less maintenance.
16C Su* hday, JanuAry 19,1997 The HerAd
FLOOR
from Page I C
Hollywood ever wants a remake
of "Hoosier" or any other film
about high school basketball of'a
generation ago, this would be the
place.
An agreement was reached in
1995 between the college, which
offers a - curriculum of biblical
studies to a student body of
almost 400, and SATECH. The
students would help collect used
athletic shoes —' almost 15,000
shoes were used — and the col-
legemould give up its gym for one
season. In return, the college
would keep'the new floor.
Part of the deal, too, was that
the court would be available for
inspection by prospective cus-
tomers. Now, NBA teams in town
to play the Seattle SuperSonics
have been busing out to Edmonds
on off days to experience the
SmartCells floor.
Lenny Wilkens coached the
Sonics to their only NBA champi-
onship in 1979 and today is coach
of.the Atlanta Hawks. He brought
his team to Edmonds in
November to work out on the
court. The Miami Heat visited thel
gym earlier this month. A week
later, the Indiana Pacers held a
-practice there. ,
The sessions begin with the
presentation from Vaux. He starts
with a standing knee drop. That is,
from a standing position he drops
with his full weight to his knees.
Try that on a regular floor, basket-
ball or other, and you may need a
sin-geon. Vaux: hops back up,
unhurt.
Then Vaux uncorks a toss with
the beer bottle. The players watch
the bottle. He watches them.
"Their eyes are bugging out,"
Vaux said. "When you throw the
beer bottle. all the way to the
rafters and it doesn't break, that
gets their attention."
Soon the players are on* the
court, giving the floor their own
systematic examination. They
dribble, seeing if the ball bounces
back in the correct way while lis-
tening for the proper sound. As
they dribble, they look for dead
spots and other imperfections.
Then they shoot jump shots, eval-
uating the floor for its spring.
The real test, of course, is an
energetic game or practice. Troy
McNichols, coach of the Puget
Sound Christian College team,
says most players are dubious
when they first walk onto the
court. "There is this idea that, "Oh,
this isn't wood.' But after about
five minutes of playing on it, you
don't even notice the difference,"
McNichols said. 'We like it and
we've enjoyed playing on it. And
teams that have come in and
played us seem to like it as well."
Wilkens is on SATECH's bas-
ketball advisory board, as is
former Sonic Jack Sikma. Both
Wilkens and Sikma told Vaux that
for a synthetic floor to be suc-
cessful, it had to resemble genuine
hardwood in every detail.
"The perception of the floor is
part of the game,". Sikma said.
"The look of the floor, the sound
of the ball bouncing, the squeak of
the shoes. You're trying to, help
people get over the hurdle of,
'Hey, this is different than I am
used to.' I
"You may be a little cautious at
first, but then your body under-
stands that it's OK," said Sikma,
who has played 3-on-3 on the
floor. "Once you get over that and
get into the heat of the game, you
don't think about it anymore."
Vaux is frequently asked if the
SmartCells floor is similar to the
Tartan synthetic floors that were
introduced in the late 1960s and
early '70s. That was one of the
first questions from NBA Vice -
President of Operations Rod
Thom, who came to Edmonds to
inspect the court. Wilkens, who
remembers the hard and rubbery
Tartan floors with distaste, won-
dered the same thing.
"I knew if (SmartCells) was
anything like Tartan, they could
forget it," he said. "They would
not even get a sniff from players.
But this is not at all like Tartan.
What I like about (SmartCells) is
that first of all, you still have a
wood feeling. The ball comes up,
it bounces true, you can hear it. It
has all. those things."
Perhaps the major selling point
for a SmartCells floor, and cer-
tainly the reason that NBA teams
are studying the product closely,
is that it purportedly will reduce
injuries, both periodic and
chronic. As a result, playing
careers should be extended and
this would be a huge benefit to
professional teams that have
invested millions of dollars in their
athletes.
Some of this is educated con-
jecture, of course. There is no data
of athletes playing full NBA
careers on SmartCells courts to
compare with those who have
played on hardwood. Sikma, who
'retired after 14 NBA seasons in
part due to back pain; says he
cannot be certain he would have
played longet had his career been
spent on a SmartCells floor.
"I can't make that leap (of rea-
soning) in the sense that no-one
can," Sikma said.
Sikma, though, believes the
theory that a cushioned floor will
-be less abusive to an' athlete's
body. "If you're on a basketball
floor 240 straight days (for prac-
tices and games in an NBA
s6�son), doing the same thing
every day, yes, that's the premise
here. And there is some scientific
analysis backing it up."
That testing was done by the
University of Michigan, the
Detroit Testing Lab, and
researchers from the athletic
footwear industry, and it com-
pared the SmartCells floor to a
hardwood floor. There were tests
for impact, fatigue, running speed
and friction testing.
The data indicated that there
was no difference *in running
speed and that athletes showed
only a very slight improvement in
jumping on a SmartCells floor.
The significant difference was in
impact. In those tests, Vaux, said,
"there was no comparison."
After each NBA workout, Vaux
collects questionnaires from the
players. The results, he said, are
conclusive. Athletes who train on
a SmartCells.' floor "feel less
fatigued and less sore afterward,
and thenext day they will feel sig-
nifitantly less fatigued and sore,"
Vaux said.
And that's just the absorption
from regular running and
jumping. How. about the basket-
ball player that is upended, and
lands with full force on, say, his
knee?
,!If you fall and land on your
knee, (the SmartCells floor)
absorbs it," Wilkens said. "For
athletes, that's a great character-
istic.
I "Players today are so athletic,"
added Wilkens. "They are
jumping, dunking, coming down,
and certainly that jolts your body.
Guys have back problems. They
have problems with ankles and
knees, and through all the
r�search that Tom has done, it
does show that there is less wear
and tear on the knees and ankles."
Because Wilkens is a believer,
Atlanta may be SATECH's first
NBA customer. The Hawks ate
preparing to build a new practice
facility - and Wilkens has already
spoken to team president Stan
Kasten. "Hopefully we will have
one of those floors," Wilkens said.
Vaux predicts that other NBA
teams will begin lining up to buy
SmartCells floors — which sell
today for $40 a square foot, of
about $200,000 for a full court —
for their practice facilities. In time,
he said, some NBA game courts
may also have SmartCells floors.
Then there will be colleges that
are interested and maybe high
schools, and there would certainly
be a lucrative overseas market,
too.
,'We're always looking for ways
to improve the game," Wilkens
said. "If there is anything that will
help cut down on injuries -and
stuff like that, we have to be inter-
ested."
ADDRESS:
TAX ACCOUNTIPARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETERMINATION: El Conditional Waiver E] Study Required 00-aiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: c
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR: —
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: -21,-&IZ21��
SEWER LID FEE $:
SHORT PLAT FILE: LOT: -
SIDE SEWER AS BUILT DATED: 490
SIDE SEWER PERMIT(S) #:
SOILS REPORT DATED: &-46- Z2;Z
STREET USE / ENCROACHMEZT PLIT #:
WATPR MPTFR TAP CARD T)ATFn-
LID
BLOCK:
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BUSH, ROED & HITCHINGS JCM opy SEWER LINE REVISIO
CIVIL ENGINEERS & LAND SURVEY�R
2009 MINOR A VE. EAST, SEATTLE, WA 98102
(206) 323- 414 4 FAX (206) 323-7135 EDMONDS CENTTR
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< EDMONDS WASHINGI?L_j
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BUSH, ROED & HITCHINGS, INC.' REVISED SEWER PROFILE
CIVIL ENGINEERS & LAND SURVEYORS
2009 MINOR AVE.
EAST, SEATTLE, WA 98102
(0 (206) 323-4144
FAX (206) 323-7135 EDMONDS CENTER OF THE ARTS
LEWKS 121171 oco
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PAGE 2
El
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U:\lddX2003019\dwgXxe-GRD.dwg, 01/06/2006 01:23:34 PM
The City of Edmon&
"PL( MON
for
SEDE SEWER PERMIT
OUTSIDE [I INSIDE [3 REPAIRS 0
..WAM # I - f2
OWNER .....
.... ....... .......... ............... Ci
HOUSE No . .................................................. -" 6i-rl S,
................................................................. A
N
7 lq" 4ram -to 5*4�
It" .,ft 'aph... I I
CARD No. ---� .......
EASEMENT No . ..................
Aujuvlw ........... .............. q. Q-T .... (AZV-4 . . . .. ............... ....... PERMIT No . .........
T
JE LOT No . ............................................ BLOCK No
.............. .......... . ..................... ................ ..........
ADD............... ..........
/lid k A 0/e,
Date Approved:
BACKFILL WORK ORDER ISSUED .......................................... - DEPOSIT, $ ...............
................ ..... ................
SEWER WORK ORDER ISSUED ......... ..... ........................ ....... DATE .... .............................. .......... ....... BY ............
City 01 Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771'.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical 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).
Date Received: I -11P
City Receipt#: I
Critical Areas File M -2:CC34-
Critical Areas Checklist Fee: $1,36.00
Date Mailed'to Amalicant- 1 7Z 1 /A a
A property owner, or his/her authorized 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 form. In
addition, the applicant shall include other pertinent
information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its; heirs, and assigns, in consideration on the processing of the application agrees
,to release, inderrinify, defend and hold the City of Ednionds; harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or
incomplete information fumished by the applicant, his/her/its agents or employees.
By my signature, I cer* that the information and exhibits herewith subiriitted. are true and correct to the best of my
knowledge and that I am authorized to file this application on the behalf of the owner as listed below.
SIGNATURE OF APPLICANTIAGENT DATE 14/�V v3
Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspectiorf and posting .4ttendant to this application.
SIGNATURE OF OWNER DATE 0
PLEASE PRINT CLEARLY
Owner/Applicant: Applicant Representative:
'214MONDS MAC MamfS Pismicr LIANI AI.CWTE-CLY , ditEMiLa-, MIE&
Name Name
M. i 6n+. Ave - Nip
Stmet Address
E5P M 040S wA 19OZO
city State zip
Telephone: 4u5 - 77 6 - Z -7 2+
Email address (optional): CA"R Cj,PdYnprJS.
Wa I US
AQI MCbb1J) ANIL -
Street Address
ahiTl.t VyA
city State zip
Telephone: St to Q
Email Address (optional): _J`rA%JerS Ql) 1MV1 a Y-0h;ft-A Cpv
Critical Areas Checklist.doc/4.22.2003
CA File No: OL4 A
Critical Areas Checklist
Site Information (soils/ topography/ hydrology/vegetation)
1. Site Address/Location:
2.
3.
4..
Property Tax Account N
Approximate Site Size (acres or square feet): ----2 Aefrf 4- SAL it-0 0-z�-L M
Is this site currentlydeveloped? _ yes; V no.
If yes; how is site developed? Oa CiMON19Y jt(6ftrqMX ffV)jPlj465
0 IdU,
5. Describe the general site topography. Check all that apply.
Flat less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: 0 Approx. Depth:
7. Site contai ns areas of seasonal standing water: 1�6 Approx. Depth:
What season(s) of the year?
8. Site is in the floodway floodplain of a water course'. NV
Af 0
9. Site contains a creek or an area where water flows acrossthe grounds surface? J�fio-�4 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: 0
City Staff Use Only
1. Plan Check Number, if applicable?
2. Site is Zoned?
3. SCS mapped soil type(s)?
. . Lo ja ^ I
,;,4 . C)
4. Critical Areas inventory or C.A. map indicates Critical Area on site?
5. Site within designated earth subsidence landslide hazard area?
DETERMINATION
STUDY REQUIRED WAIVER
--T
Da f I"
04_
Review eid br. e ��, -
Critical Areas Checklist.doc/4.22.2003
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'PPRUVP AS NOTED
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Permit N
City of Edmonds o:
RIGHT-OF-WAY CONSTRUCTIONTERMIT Issue Date: //7
A. Address or Vicinity of Construction: 410 4"rk AvF_ NJ N C A R. . E A S-r 5 10 E oF PRoP. V_-
B. Type of Work (be specific): Sr_-r- -rrmPORARY' 4-5' POLC AAlb 144 A(G PM-Tf
-r IZN s*J S rd R myE 9 RA WK FOR C_ONX-rAuc"r�ow- /?44 V ISAA/K
A- #4 N P0 L X A F'T� f R r- � 4S'7-R 0 Al 0 A4 P4 e"71"e 60L 9- 1W'I LL 9V 'SEr
C. Contractor: hjin , CO. PUb _L-4-0Tnfac1-_ 130 K4. K A. UE Y."
Mailing Address: 2 (0 1 A F6 G 14 WA Phone: 4:
C \^JA I
State License #: t-A - -t
City Business License #:
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable):
E. 1% Commercial 1" City Project EUC (PUD, VERIZON, PSE, COMCAST, OVWSD)
Subdivis'on
F1 Multi -Family E] Single.Tarr�ly F-1 Other
INSPECTOR:
F. PAVEMENT CUT: F1 YES NO G. SIZE OF CUT x
CONCRETE CUT: El YES NO
Call for Pickup
G. Mail Approved Permit F
APPLICANT TO READ AND SIGN
INDEMNITY. Applicant understands by his/her signature to this application helshe holds the City of Ed�onds harmless from
injuries, damages or�xlaims of any kind or description �hatsd�.ver,.Joreseen or unforeseen, that may be maddagainst the City of -
Edmonds or any of i'ts departments or empl�Y,9411,'Jnclu ding but hot,l . im ited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting thisp'ermit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITY, FORCE�,,A T. WHICH TIMEA DEBITOR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THEAPPLICANT.
* Traffic control and -public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required'training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit application
CALL DIAL -A -DIG (1-800-424-5555)fMOR TOPEGINNING WORK
I HA VE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature: 13011 Date:
(Contractor or Agent) I - I-C
J'.;
ht
A'pproved: b
y g 0.
--.Di "ti F
Time Authorized: V`oi d- After �s'rup' on-,,., gk/Fd#d%111;,
Special Conditions 'ea w'7n Jjkr' M��Ilgs#qtlon, Fee:045 *45v-')�M Ja
--nAt'll 11- J n A Ire. N - Alce--t- A i= Z.4 e Ac 6 i2xc_ I
REQUIRED INSPECTIONS: tR_At=JC'1r C j::2,-q 7'W--,Z-
Em A QCVV P,4::_<7—QP_A
Call 425-771-0220, Ext 1326for a 24-hour voice -recorded inspection request line.
FINAL APPROVAL OF PERMITTED WORK: t� DATE
i4sh, ector's Signature
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
CADocurnents and SettingsTurtisNy Documents\Fonns\Engnrng\ROWpermit_,doc Revised 10/01/03
a).
..: Ai
WORK IN TRAVEL LANE
(MAINTAINING TWO-WAY TRAFFIC, 35 MPH OR LESS)
W20-1
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SPEED
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SIGN
SPACING
A, B (FT)
SHIFTING
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BUFFER
(FT)
1 61 SHIFT
12'SHIFT
25
200
35
65
55
30
200
45'
90
85
35 t-
350
65
125
APPROVEED AS NOTED
BY ENGINEERING
r
Date:
24 HR. NOTICE REQ.
FOR INSPECTION
cy-
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N'\-CELL NAME: SRLI
OF I
TESTING LABORATORY, INC.
NO, 2657
TESTING & INSPECTION
McCASCADE
12919 N.E. 126TH PLACE
KIRKLAND. WASHINGTON 98034 (425) 823-9800
EVERETT (425) 259-0817 DATE FCE R IT. NO.
DENSITY FIELD REPORT
PROJECT
TO:— �ovf'a- SaOF-V 7 r
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SAMPLE DESCR.IPTION/SOURCE
ENGINEER
cp,qr,51-
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PLACEMENT AREA I e
ARCHITECT
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TEST METHOD
CONTRACTOR
ASTM D-2922 SOIL Ila- D-2950 ASPHALT 0
IQUIPMENT USED 1. D. '7�-Pxlev 'PY90
NUCLEAR DENSOMETER S/N# 1-5
#1
DSMPTION OF LOCAITON
PROBE
DEPTH
ELEVA'nON
IN FEET
WET
DENSITY,
MO TURE
CMENT,
DRY
DE�r
PROCrOR
VALUE,
OPTIMUM
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COMPACTION,
PCF
%
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--ILLU�TRATION OF SITE
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TEST OBSERVATIONS AND RffvIARKS:
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9,q,j e, d- r'r. L, v4 a,,, a. r P-a-s '4zs h J
INSPECTOR, NAME(S) PRINTED 7T Vq\ a
TEST RESULTS APPLY ONLY TO THE ITEMS
INSPECTOR SIGNATURE taA e't�
HEREIN TESTED. THIS REPORT SHALL NOT
BE REPRODUCED EXCEPT IN FULL, WITHOUT
THE WRITTEN APPROVAL OF CASCADE
TESTING LABORATORY, INC.
SIGNED
R evised 7-05.
COPIES TO: I- - -
7'; C�-& ��/- �
OV E L)Af
Un
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS,WA 98020
JtHONE: (425) 771-0220 - FAX: (425) 771-0221
*Pip WST BE POSTEDON JOBSITE*
STATUS: F-P I
med rSSU07T ENG20090324
RIGHT OF NVAY PERM IT (3-Cominercial)
Permit Number: ENG20090324 Expiation Date: 6/18/2010
Job Address: 410 4TH AVE N, EDMONDS Location:
APPLICANT CONTRACTOR
Public Facilities District EARTH -TECH DEVELOPMENT INC.
554 SEAMONT LN
EDMONDS, WA 98020-
EDMONDS, WA 98020-
(206) 300-9787 Ext.
LICENSE #: EARTHTDO03K4 EXP: 2/11/2011
Install storm drainage improvements on private property and connect to e)dsting City storm system in 6th Ave S.
DISRUPTION IN[, VHON
ASSESSED VALUE: $0.00 PROPERTYAREA: 0
SIDEWALK: (OXO DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: 0 x 0
PARKING: OXO DURATION IN MONTHS: 0 FEE: $0.00 YEAR OF OVERLAY: 0 FEE: $0.00
ALLEY: OX0 DURATION IN MONTHS: 0 FEE: $0.00
INDEMNITY- The Applicant has signed an application which slates helshe holds the City ofEdmonds harmlessfrorn injuries,
damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or
any ofils departments or employees, including but not limited to the defense ofany legal proceedings including defense. costs and
altorneyfees by reason ofgranting this permit.
THECONTRACTIOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OFONEYEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK
• Traffic Control and public safety shall be in accordance With City regulations as required by the City Engineer. Every flagger must
be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their
possesion.
• Restoration is to b e in accordance with City codes. All street -cut trench work shall be patched With asphalt or City approved
material prior to the end of the workday- NO EXCEPTIONS.
• Three sets of construction drawings of proposed work are required with the permit application.
CALL DL41,A-DIG (1-800-424-5555) BEFORE ANY EXCAVAT]ON
CALL FOR INS PECTION (425) 771-0220 EXT. 1326
24 HO UR NO-nC E RFJQ UIRED FO R ALL INS PECTIO N REQ UESTS
THIS APPLICATION IS NOT A PERNUTUNTIL SIGNED BY THE CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN
SPACE PROVIDED.
SED BY
Printed: Tuesday, December
DATE
g;_ECOPY �,*INS PECTOR CO E] APPLICANT COPY
r",#
STATUS: READY TO ISSUE
ENG20090324-
• Restore ROW to City standards
• Restore Landscape to like or better conditions.
• Call for locates of underground utilities prior to any excavation.
• Alert affected residents and/or businesses prior to work start.
• Conform to approved working drawings and Traffic Control plan.
• Public utilities maintain 5'separation fromCity Utilities.
• Utility patch restoration to be in accordance with Edmonds Standard detail E2.3
• Maintain erosion & sedimentation control. Keep street clean.
• Construction hours are Monday -Friday 7an-t-6pm and Saturdays 10an-t-6pm No work on Sundays or Federal Holidays.
• Call for required inspections as noted.
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project.
• Sound[Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding
Sundays'and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the
noise firnits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indernnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents , from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance fo this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance not limit ih any way the City's ability to enforce any ordinance
provision.
• E-Traffic Control
• E-Curb/Gutter Pre -Pour
• B-Sidewalk Pre -Pour
• EPavement Subgrade
• E-Pavement Compaction Test Report
• E-Pavement Striping
• E-Engineering Final
• E-Storm Main,Installation
• ECurb/Gutter Post -Pour
• E-Sidewalk Post -Pour
PARTIAL INSPECTION DATE: INITIAL:
PARTIAL INSPEC'1710N DATE: INITIAL:
FINAL INSPECTION APPROVED DATE: J7_1 10 IMTIAL;o�NAAJX_
-I. -I, k_-J I
NOTES:
NOTES:
ei
I
OCT-04-2005 09:04
P. 02/03
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A5 TX0WAf�014 OR// SuRve /V
1plzorlt.e vi-II&I Or 5�,X/-577 All ECEIVED
L o ojk lvd N OR-77/, OCT - 7 2005
Af 0 S c- A e- C- BUILDING DEPT.
STREET FILE
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IP C. 1 SW�
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website- www ci edmonds wa us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
August 26, 2004
Mr. Sherrill Myers, REBA
LMN Architects
801 Second Avenue, Suite 501
Seattle, Washington 98104
STREET FILE'
GARY HAAKENSON
MAYOR
RE: Edmonds Center for the Arts, Request for Alternate Design for Wheelchair Lifts
Dear Mr. Myers:
In response to LMN Architects' and Pielow Fair Associates' request for accessible alternate
design associated with the remodeling work at the Edmonds Center for the Arts Theater building;
as Building Official for the City of Edmonds I find that your firm has provided satisfactory
justification to demonstrate that the proposed lifts, used in limited areas, are an equivalent
alternate design and methodology that complies with the intent of the accessible codes in
International Building Code Chapters I I and 34. The lifts shall be used to provide access
between certain portions of the theater as described in the Pielow letter dated August 2, 2003 that
includes; the balcony level to the second floor administrative level, and from the lobby to the
dressing room area. Note, if during formal plan review, changes to the plans are required that
effect the lifts, the alternate design may be required to be altered. Further, review of accessibility
requirements other than the lifts providing path of travel approved under this alternate design,
will be done during the permit review process.
As a condition of approval, because the lifts may not always be attended by an operator, a user
annunciator system shall be provided at each lift (subject to review and approval by the Building
Official). It is important to note that all primary function areas of the theater (i.e., lobby, seating,
stage, etc.) shall be provided with full code complying accessibility via prescriptive code
methods (i.e., an elevator, ramps, grade level access, etc.).
Note, this request for alternate design is pursuant to the provisions of the International Building
Code (BBC) Section 104.11, (2003 edition effective 7/l/04) and is granted because the Architect
of record has provided sufficient evidence that the alternate lift method is equivalent of that
prescribed in the code in quality, strength, effectiveness, fire resistance, durability and safety.
Sincerely,
Jeannine L. Graf
Building Official, C.B.O.
0 Incoroorated Auaust 11. 1890 0
11
M
Apri129,1998
Ms. Jeannine L. Graf
Community Services Department
City of Edmonds
121 5hAvenue North'
Edmonds, WA 98020
RE: Gymnasium Floor Repair Permit #950736
Dear Ms. Graf
N-0
4p'p 3
114114 111AIG 'Sod
llepz-
Enclosed please find two test reports performed by US Testing on the SmartCells floor
assembly: (1) ASTM E-648-95a, "Standard Test Method for Critical Radiant Flux of Floor
Covering Systems Using a Radiant Heat Energy Source", and (2) ASTM D-2859-96,
"Standard Test Method for Ignition Characteristics of Finished Textile Floor Covering
Materials".
Please note that results of the ASTM E-648-95a test was an average Critical Radiant Heat Flux
of 0.36 Watt/crn�; the 1988 Edition of the NFPA "Life Safety Code" provides a CLASS II
classification for materials which have a minimum Critical Radiant Flux of 0.22 watts/cm�.
Results of the ASTM D-2858-96 were listed as follows: of the eight specimens submitted, 8
passed, 0 failed. Acceptance criteria for this test is that at least seven of eight specimens tested
shall pass the test criterion.
Please feel free to contact me should you have any questions.
TMV/sh
cc: Sheryl Criss
Adrian Jenkins
Sincerely,
Sean-Aess Attenuating Technologies, Inc.
-)O�,-, 07Vey 70, 644
Thomas M. Vaux
President
MICROFILM
F_ I
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L07s,
win
N
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ANI
01
Kid:
SGS U.S. Testing Company Onc.
5555 Telegraph Road
Los Angeles, CA 90040
Tel: 213 838-1600
Fax: 213 722-8251
CLIENT: SATECH
901 Kirkland Avenue
Kirkland, WA 98033
REPORT NUMBER: 740896
DATE: 10/2/97
PAGE: I OF 3
SUBJECT: CRITICAL RADIANT FLUX OF FLOOR COVERING SYSTEMS
REFERENCES: 1. Testing conducted on October 1, 1997.
2. Testing authorized by Thomas M. Vaux.
3. Test samples received on September 22, 1997.
SAMPLE ID: The Client submitted and identified the sample as:
Smart Cells Basketball Floor
TEST
PROCEDURE: The submitted sample was tested for flammability in accordance with the
procedures outlined in ASTM E648-95a, "Standard Test Method for Critical
Radiant Flux of Floor Covering Systems Using a Radiant Heat Energy
Source". The foregoing test procedure is comparable to NFPA No. 253.
PREPARED BY: SIGNEDJFOR COMPANY BY:
ft
Greg Banas Michael S. llio
Test Technician Manager/Fire Tech. Dept.
Member of the SGS Grow
ANALYTICAL SERVICES - PERFORMANCE TESTING - STANDARDS EVALUATION - CERTIFICATION SERVICES
SGS U.S. TESTING COMPANY INC. REPORTS ARE FOR THE EXCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE ADORESWD. ANYONE RELYING ON SUCH REPORTS SHOULD UNDER-
STAND ALL OF THE DETAILS OF THE ENGAGEMENT. REPORTS REFLECT RESULTS ONLY OF THE STANDARDS OR PROCEDURES IDENTIFIED TO THE TESTS CONDUCTED AND ARE LIMITED
TO THE SAMPLES TESTED. TEST RESULTS MAY NOT BE INDICATIVE OF THE QUALITIES OF THE LOT FROM WHICH THE SAMPLE WAS TAKEN. SGS U.S. TESTING COMPANY INC. HAS NOT
CONDUCTED ANY OUALITY CONTROL PROGRAM FOR THE CLIENT NEITHER THE NAME, SEALS, MARKS NOR INSIGNIA OF SGS U.S. TESTING COMPANY INC. MAY BE USED IN ANY ADVER.
TISING OR PROMOTIONAL MATERIALS WITHOUT T14E PRIOR WRITTEN APPROVAL OF SGS U.S. TESTING COMPANY INC. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WTTH
OUT THE WRITTEN PERMISSION OF THE SGS U.S. TESTING COMPANY INC. SAMPLES NOT DESTROYED IN TESTING ARE DISPOSED OF AFTER 30 DAYS.
0
"Am
N
I Ali
SM
*020 SGS U.S. Testing Company Inc.
REPORT NUMBER: 740896
DATE: 10/2/97
PAGE: 2 OF 3
CLIENT: SATECH
PREPARATION
AND CONDITIONING: The sample was submitted in three sections 10" wide by 42" long.
Prior to clamping the floor covering system in the mounting frame,
the specimens were conditioned at 21 :1: 30C and a relative humidity
of 50 ± 5% and allowed to reach moisture equilibrium.
TEST PROCEDURE: The test chamber was pre -heated for one hour and the radiant panel
black body temperature verified to be within 50C of the temperature
established during calibration. The pilot bumer was ignited and the
specimen inserted into the chamber. After a five minute pre -heat,
the pilot burner flame was placed in contact with the specimen for
five minutes, then removed. The test was continued until all flaming
ceased. The distance burned was measured and converted to
Critical Radiant Heat Flux at flame out.
TEST RESULTS: Sample: Smart Cells Basketball Floor
Specimen Burn Distance
Number Centimeters
1 47.5
2 48.5
3 51.0
Average 49.0
OBSERVATIONS: Charring and smoke evolution was noted.
Critical Radiant Heat
Flux, Watt/CM2
0.38
0.37
0.34
0.36
MIF%
10'�'OFILM
0
0
1 t7cf,pe.
Eli
11-2
1
MR
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1 0
AINE
NJ
N@
CWOUR 0 SGS U.S. Testing Company Inc.
CLIENT: SATECH
REPORT NUMBER: 740896
DATE: 10/2/97
PAGE: 3 OF 3
REQUIREMENTS: The 1988 Edition of the NFPA "Life Safety Code" provides the
following classification for regulating interior flooring materials in
specified occupancies:
CLASS I - Includes materials which have a minimum
Critical Radiant Flux of 0.45 watts/cM2.
CLASS 11 - Includes materials which have a minimum
Critical Radiant Flux of 0.22 watts/cM2.
Examples of the requirements for application of interior flooring
material in exits and corridors for specified occupancies are listed
below.
Health Care Centers
Class I in new facilities and for newly installed flooring materials in
existing facilities.
Child Care Centers
Class I or 11 in both new and existing facilities.
Hotels and Dormitories
Class I or 11 in both new and existing facilities.
ARartments
Class I or 11 in both new and existing facilities.
End of Report
0
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1 A
1jol
F�A;
'oil
lEffis"
5555 Telegraph Road
Los Angeles, CA 90040
Tel: (213) 838-1600
Fax: (213) 722-8251
SGS U.S. Testing Company 6nc.
CLIENT: SATECH
901 Kirkland Avenue, Suite 82
Kirkland, WA 98033
REPORT NUMBER: 752408
DATE: 10/20/97
PAGE 1 OF 1
SUBJECT: FLAMMABILITY OF SMART CELLS@ BASKETBALL FLOOR
REFERENCE: Client's letter dated 10/06/97 and confirmation dated 10/16/97 signed by
Thomas M. Vaux. SGS USTC Tracking No. 26771 dated 10/13/97.
SAMPLE ID: Eight (8) specimens of Smart Cells@ basketball floors received from GACO
Western on 10/13/97.
TEST PROCEDURES: Flammablilly per ASTM D 2859-96, "Standard Test Method for Ignition
Characteristics of Finished Textile Floor Covering Materials" and referenced
Code of Federal Regulations, Title 16, Chapter 11-CPSC (1-1-97 Edition), Part
1630.
TEST DATE:
RESULTS:
PREPARED BY:
Requirements:
Test Criterion:
Acceptance Criteria:
October 16, 1997
The charred portion of a tested specimen shall not
extend to within 2.54 cm. (1.0 inch) of the edge of
the hole in the flattening frame at any point.
At least seven of the eight specimens tested shall
meet the test criterion.
Flammabilfty per ASTM D 2859-96, Pill Test
No. of Specimens Tested: 8
No. of Passing: 8
No. of Failures: 0
Compliance: Pass
SIGNED FOR COMPANY BY:
M CU
Y. L. Yeung Norma G. I nnidad
Technician Manager
ljn Member of ft SGS Grow Material/Textiles Department
ANALYTICAL SERVICES - PERFORMANCE TESTING - STANDARDS EVALUATION - CERTIFICATION SERVICES
SGS U.S, TESTING COMPANY INC. REPORTS ARE FOR THE EXCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE ADDRESSED. ANYONE RELYING ON SUCH REPORTS S14OULD UNDER-
STAND ALL OF THE DETAILS OF THE ENGAGEMENT. REPORTS REFLECT RESULTS ONLY OF THE STANDARDS OR PROCEDURES IDENTIFIED TO THE TESTS CONDUCTED AND ARE LIMITED
TO THE SAMPLES TESTED. TEST RESULTS MAY NOT BE INDICATIVE OF THE OUALITIES OF THE LOT FROM WHICH THE SAMPLE WAS TAKEN. SGS U.S. TESTING COMPANY INC. HAS NOT
CONDUCTED ANY DUALITY CONTROL PROGRAM FOR THE CLIENT NEITHER THE NAME. SEALS, MARKS NOR INSIGNIA OF SGS U.S. TESTING COMPANY INC. MAY BE USED IN ANY ADVER-
TISING OR PROMOTIONAL MATERIALS WITHOUT THE PRIOR WRITTEN APPROVAL OF SGS U.S. TESTING COMPANY INC. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH-
OUT THE WRITTEN PERMISSION OF THE SGS U.S. TESTING COMPANY INC. SAMPLES NOT DESTROYED IN TESTING ARE DISPOSED OFAFTER 30 DAYS.
Floor made
from shoes
be ing
0
installed
at collltk�
By BILL SHEETS
EDMONDS — In the next few
months, NBA players will be lacing.
em up and running in Edmonds. '
No, the city has not been awarded
a franchise. No Edmonds Seagulls,
no Edmonds Beachcombers. -
But it's no joke, either. In March
and April, members of five to eight
National Basketball Association
teams, including the Seattle Super-
Sonics, will visit Edmonds to try the
new floor being installed at Puget
Sound Christian College.
The $160,000 "SmartBits" floor
is made of 15,000 old. sneakers and
525 scrap tires. The technology
combines safety --: extensive tests
have revealed it iseasier on the legs
than wood floors, according to the
company — and recycling.
But unlike the Tartan urethane
floors of the '70s, "it gives the same
friction and play as wood," said
Tom Vaux, president of SATECH
of Kirkland, which pioneered the
floor.
Puget Sound Christian College, at
.�i
Photo by Bill Sheets
New athletic shoes will run up and down a floor made from old
athletic shoes at Puget Sound Christian College.
410 Fourth Ave. N., was selected for
the installation of the very first
SmartBits floor because it is an i.so-
lated facility and "the college has a
real cooperative staff," said Vaux. �
The college was contacted by a
public relations person, said Dorral'
Campbell, PSCC's director of de-
velopment.
'They were looking for a gym to
do it in," he said. The college gets
the floor for free.
The floor is made from 40 percent
recycled sneakers and tires and 60
percent rubber, oils and
polyurethane. It is covered with a
simulated wood finish that gives it-
self away only on close inspection.
"It looks the same, the ball
bounces the same and sounds the
same," Vaux said,
The springiness comes partly
from the fact that it is not solid all
the way through, but instead con-
sists of thin layers connected by
many small, vertical pillars. The net
result, says Vaux, is 2 to 3 percent
less fatigue and fewer injuries, en-
abling players to sustain intense
levels of activity for longer periods
of time — both within a game and,
for frequent players, within a career
or a lifetime.'
. The.base layer for the floor is like
that used beneath playground equip-
ment for safety — SATECH's pri-
mary line of business. The company
survived a competitive - bidding
process to receive $70,000 in state
and federal money to conduct test-
ing on,the floor's technology before
it. was installed and for continued
testing . afterward. Installation at
PSCC is expected to be complete by
the end of February. -
The money is distributed through
Clean Washington Center, a sub-
sidiary of the state Department of
Community, Trade and Economic
Development. The center's role is to
promote use of recycled materials
by manufacturers, said Elizabeth
Burger, assistant marketing manag-
er. While recycling has boomed on
the collection end, companies' re-
luctance to spend money to convert
to equipment that accommodates re-
cycled materials has limited its use,
Burger said.
The company provides informa-
tional support, and in some cases,
technological, financial and market-
ing support to companies thinking
of converting.
VJD Lo
f+i!6r Akl�6n t�C-� 7-o 74- Pr�,5
W000p qrx- N 65WT-
,/T
STREET USE PERMIT APPLICATION
NAME OF APPLICANT: e� -5'at"flo
NAME OF BUSINESS: .
MAILING ADDRESS: Q - ILE - fi- 0600nD-S kJfi- 5�C—OOV --3J'7J
CONTACT PERSON AND PHONE
ADDRESS OF PUBLIC USE: %/0 q,&,gw
I er'
Describe the public place or portion of
p�klic space -to be utili
IF MAE
�Aff "M
�k
Specify the length of time for use: ' Y-16 —16 q — c;'9—'7,6
NOTE: The issuance of this permit is understood by the applicant to be of a temporary natureand that no vested right is
granted.
INDEVNITY. The applicant understands and by hislher signature to this application, agrees to hold the City ofE&nonds
harmlessfrom any injuries, damages or claims of any kind or description whatsoever. foreseen or unforeseen, that may
be made against the applicant or the City of Edmonds, or any of its departments or employees, including but, not limited
to the defense or any legal proceedings including defense costs, court costs and attorneyfees by reason ofgranting this
permit In addition, the application understands that the City shall be provided a Certificate of -Insurance to indemnity
and hold harmless the City of Edmondsfrom all claims andlor property damage, and naming the City of Edmonds as an
additional insured
CODEAPPLICATION. By signing the application below the applicant warrants that s1he has read or had the
opportunity to read Chapter 18 of the Edmonds Community Development Code and s1he understands that all terms of the
adopted ordinance are incorporated herein as ifselforth infull and this application andpermits therefore are subject to
the terms of that Chapter
GNA
TE
STRUSEHO.DOCJLG/2-95
NOI
0
10: L -ITE�- TEL `:47 02 970 P02
.HFV, - It: '9t. T UE I
.. . . .... .........
DATE IMMIDDrfV)
CGR No
CERTIFICATE OF INSURANCE, rw
FUQL -2 04/16L96
:PUCM THIS CERTIFICATE 19 ISSUED AS A MATTER OF INFORMATION
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
Assoc In* Broker, Inc HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR
P o Box 457 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.
Stanwood WA 98292 -- COMPANIES AFFORDING COVERAGE
COMPANY
Jim Jonson A Preferred Risk Insurance CO.
- 160-629-2103
NSURID MPANY
Puget Sound Christian Colle90 MPANY
Attn: Merle Beagle Flo, C
410 4th Avenue North COMPANY
Zdmonds WA 98020 D
.1 TH . I . S .. IS .. To CERTIFY THAT THE POLICIES OF INSURANCE LISIEO BELOW HAVE BEEN ISSUEO TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED, NOTWI TH STANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS.
EXCI USIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY H . AVE BEEN REDUCED BY PAID CLAIMS. 7----
POLICY NUNIBER �1POUCY1FFSCTIV1 POUCVILXPIPATION LIMITS
LTA I DATE IMM/D01YY1 DATI IMMfDDfYYI
CO Typg OF INsUPLAWCF I I
OINERAL UAINUTY
A X COMMERCIAL GENERAL L!ASILI--
CLAIMS MADE OCCU9
OWNER'S & f7 ()N T PACTOR'S PROT
AUTOMOBILE UABIUVV
ANY AUTO
ALL OV-
5C,
Oil ��": -�,
: I -
GARAGE UA1UUTY
—1 ANY AUTO
&xcus UAMUTv
UMBRELLA FoFtm
OTHER THAN UMBRELLA
WORKW9 COMPIIINSATION A
EMPCOYMS UADAIJTV
THE PROPRIETOR/ INCL
PARTNERS;fXECVTIV(
OFFICERS ARE: R EXCL
QfNeAAL AGGRCGATf Js 3,000,000
9620-698
10/01/951
10/01/96
t) 6 3,000,000
PERSONAL III ADV s 11000 000
EACH 0(,-CURH(NCE 2, 00,000
FIRE DAMAnE JAriy — ti,e)
t 50,000
MED 19P (A,%v o,w "np.n)
f 5,000
COMBINED SING� f LiMly
6
800ILY IN.IVRY
BOOILY INJL'kY
(PS, accldeM)
.ONLY EA A(
k AuTLJ CJ�,,,,Et4 T 6
01HEA YHAN AVTQ "IN,
1.
EA01 A(:( iPfN T r.
EACH OCrL)RRVN-k:F
AGGREGATE
STATUTORY LIMIT'>
EA17#4 ACGMEN't
DISEASE - POLICY LIMIT S
DiSEAS( EACH EMPLOI(FF I
WCWyION OF OPOkAT&OWWLDCATIONSIVLMrL9616veGI^L 13UMV
It is undqrptood and agreed that the City of Edmonds is named as Additional
Insured with respect to Construction Project oY-Puget Sound Christian
college
FIEFIT4140ATE HOLDER
City of Edmonds
building Division
250 5th Avenue North
Edmonds WA 98020
IcANctLLATION
EDM0002 SHOULD ANY OF THE ABOVE DL8CR)0XD POLICIES BE CANCELUD 13EFORE THE
tXPIPtATION DAY E THEREOF. YHE ISSUING COMPANV WILL ENDEAVOR TV MAIL
DAYS WRITTEN NOYICE TO THE CIEFITIRCATE HOUDER NAMED TO THE LEFT.
BUT FAILURE To MAIL SUCH NOTICE WALT, IMPOSE NO OBLIOATION OR UABIUTY
Of ANY KIND UPON VO4C COMPANY, ITS AOLNTS OR RtMESIENTATWES.
AUT040POZED REPRESENTATIVE
Jim JOBS
Guidant Of Insurance Company (GMI)'
The Guidant L.. - -nsurance Company (GLI)
dant Guidant Elite Insurance Company (GEI)
Guidanl Specialty Mutual Insurance Company (GSM)
G Guidant Lloyds Insurance Company (GLL)
Insurance Group Guidant America Insurance Company (GAI)
1111 Ashworth Road, West Des Moines, Iowa 50265-3538
ADDITIONAL INSURED
STATE OF POLITICAL SUBDIVISION
CITY OF EDMONDS. BLDG DIVISION
250 5TH AVE. NORTH
EDMONDS WA 98020
RESCINDING NOT71E�/
COMMEF
CIAL PACKAGE
POLICY NUM BER 9620-698
is FAMILY JACKET 009620698
ACCOUNT NUMBER 009620698-01
AGENT 46-896
THOMAS & ASSC INS BRKS INC
9715 271ST STREET NW
STANWOOD, WA 98292
(46) (360)629-2103
I
INSURED
PUGET SOUND CHRIS TIAN COLLEGE
410 4TH AVENUE
EDMONDS WA 98020
THE CANCELLATION NOTICE FOR NON-PAYMENT OF PREMIUM TO BE EFFECTIVE
04/25/99 IS RESCINDED AND CONTINUOUS COVERAGE IS PROVIDED.
IF THERE IS A BALANCE DUE ON THIS ACCOUNT, IT WILL BE INCLUDED
IN YOUR NEXT INVOICE.
MEMORANDUM COPY
SYyz e-,,-(
71� / e-
040899
USCLU
Guidant h * Insurance Company (GMI)
'The Guidant L. 5surance Company (GLI)
Guidant Elite Insurance Company (GEI)
Guidant Specialty Mutual Insurance Company (GSM)
Guidant'" Guidant Lloyds Insurance Company (GLL)
Insurance Group Guidant America Insurance Company (GAI)
1111 Ashworth Road, West Des Moines, Iowa 50265-3538
ADDITIONAL INSURED
STATE OF POLITICAL SUBDIVISION
CITY OF EDMONDS. BLDG DIVISION
250 5TH AVE. NORTH
EDMONDS WA 98020
FAMILY JACKET 009620698
ACCOUNT NUMBER 009620698-01
AGENT 46-896
THOMAS & ASSC INS BRKS INC
9715 271ST STREET NW
STANWOOD, WA 98292
(46) (360)629-2103
INSURED
PUGET SOUND CHRISTIAN COLLEGE
410 4TH. AVENUE
',Eb'MONDS WA 98020
41�-1 [ ,
.... ........
00�TICOF CANCELLATION
1--r�OMM-EFC61AL PACKAGE
POLICY NUMBER 9620-698
OUR RECORDS INDICATE THAT YOUR PREMIUM PAYMENT WAS NOT RECEIVED BY THE DUE DATE.
THE POLICY DESCRIBED HEREIN IS CANCELED FOR NON-PAYMENT OF PREMIUM EFFECTIVE 12:01 A.M.
STANDARD TIME ON 04/25/99.
HOWEVER, YOU MAY CONTINUE YOUR POLICY WITHOUT INTERRUPTION. THE MINIMUM PREMIUM DUE
MUST BE RECEIVED BEFORE THE CANCELLATION DATE.
WE APPRECIATE YOUR BUSINESS AND UNDERSTAND THAT OVERSIGHTS CAN OCCUR. HOWEVER A $25
LATE CHARGE WILL BE INCLUDED IN YOUR NEXT STATEMENT.
IF YOU HAVE ANY QUESTIONS, PLEASE CONTACT YOUR AGENT LISTED ABOVE.
POLICIES INCLUDED WITHIN THIS ACCOUNT ARE -
MEMORANDUM COPY
3909-139 9620-698
040599
UBCL92
CITY OF'EDMONDS
CIVIC CENTER - EDMONDS, WA 98020 - (206) 771-0247 - FAX (206) 771-0252
OFFICE OF THE MAYOR
1 8 9 0 - 199 -
July 24, 1996
R- Allan Dunbar
President
Puget Sound Christian College
410 4th Avenue North
Edmonds, WA 98020
Dear President Dunbar:
BARBARA FAHEY
MAYOR
dl/j Z'o
'P,4&�!:.
IV ',996-
46 44pr.
As promised, I did some checking on parking requirements. Enclosed is a copy of the ordinance
as it relates to the College.
You are a nonresidential college since you have no living quarters (dormitories) within the
building in question. Any apartments for student residences would have parking assigned to
them. The ordinance requirement for the College is one space per employee.
I asked about the auditorium and was told as long as all remodeling was inside and seating was
not significantly changed no additional parking requirements would be made. We could move
forward with a remodel without having to address that issue.
I feel better about the project with these concerns put to rest.
Let me know if I can provide any future assistance.
Sincerely,
Barbara F ey
Mayor
BF/dm
Enclosure
c: Community Services Director
Planning Manager
WmWord6\CS96\Dunbar
* Incorporated August 11, 1890 *
Sister Cities International — Hekinan, Japan
IT.50.030
a. The type of storage facility (moor-
age, dry storage, trailer parking) and intended
use (sailboats, fishing boats, leisure boats),
b. The need to accommodate over-
flow peak parking demand from other uses
accessory to the marina,
c. The availability and use of public
transit;
18. Storage warehouse: one space -per
employee;
19. Wholesale warehouse: one space per
employee.
C. Community Facilities.
1. Outdoor places of public assembly,
including stadiums and arenas: one space per
eight fixed seats, or per 100 square feet of
assembly area, whichever is greater;
2. Theaters:one space per five seats;
3. Indoor places of public assembly,
including churches, auditoriums: one space
per four seats or one space per 40 square feet
of assembly area, whichever is greater;
4. Elementary schools, junior high
schools, boarding schools (elementary through
senior high), residential colleges and universi-,
ties: six spaces per classroom, or one space per
daytime employee, whichever is greater;
5. Non-residential colleges and univer-
sities: one space per daytime employee;
6. High schools (senior): one space per
daytime employee;
7. Museums, libraries, art galleries: one
space per 250 square feet;
8. Day-care centers and preschools: one
space per 300 square feet, or one per
employee, plus one per five students, which-
ever is larger;
9. Hospitals: three spaces per bed;
10. Maintenance yard (public or public
utility): one space per two employees. [Ord.
2352 § 9, 19831.
17.50.030 Calculations.
A. Square Feet. Unless otherwise specified,
square feet refers to the gross building square
footage, including outdoor areas used for the
same use (such as an outdoor eating area for a
restaurant).
B. Combination of Uses. Combination of
uses shall meet the requirement based on the
sum of all the uses reduced by any applicable
joint use provisions (see ECDC 17.50.060).
Examples of such combined uses are: a furni-
ture store with a retail display area and
attached storage warehouse, a storage ware-
house with attached office, a church with a
parochial school, and so forth.
C. Different Uses on Same Site. The
requirement for different uses on the same site
shall be the sum of all requirements for the
individual uses, reduced by any applicable
joint use provisio ns.
D. Uses Not Specified. Any use not listed
above shall meet the requirements of the most
similar listed use as determined by the commu-
nity development director.
E. Fractions. When the requirements of this
chapter result in a fractional number of parking
spaces, one space shall be provided for a frac-
tion of one-half or more, and no space shall be
required for a fraction of less than one-half.
17.50.040 Location.
A. Perrriitted Uses in Residential Zones.
Off-street parking shall be located on the same
lot and within 100 feet walking distance of the
use for which it is required.
B. All Other Uses. Off-street parking shall
be located within 300 feet walking distance of
the use for which it is required, except that the
only requirement of the location of off-street
parking required for a use in the downtown
business area shall be that such parking be
located within the downtown business area
that is zoned for commercial business (BC). If
the * off-street parking is not on the same lot as
the use for which it is required, the owner or
lessor shall provide to the city for recording
with the county auditor an agreement specify-
ing:
1. The location, by legal description or
survey, of the off-street parking and the use for
which it is required;
I
17-12
RECEIVED,
SEP 2 2 2000
BUILDING DEPT.
A N N U A L R E N E W A L C E R T I F I C A T E
POLICY NO. 9620-698
NAMED INSURED PRODUCER NAME AND ADDRESS
PUGET SOUND CHRISTIAN COLLEGE THOMAS & ASSC INS BRKS INC
9715 271ST STREET NW
410 4TH AVENUE STANWOOD WA 98292
EDMONDS WA 98020 46-896 (46 (360)629-2103
ADMIN. 14-666
RENEWAL PERIOD: FROM 10/01/00 TO 10/01/01
VALUABLE - ATTACH THIS CERTIFICATE TO YOUR POLICY.
IN RETURN FOR THE PAYMENT OF THE TOTAL PREMIUM SHOWN ON THE COMMON
POLICY DECLARATIONS, AND SUBJECT TO ALL THE TERMS OF THIS POLICY, THE
ABOVE NUMBERED POLICY IS RENEWED FOR THE PERIOD SHOWN ABOVE. THE POLICY
IS BEING RENEWED IN ACCORDANCE WITH RATES AND RULES IN EFFECT ON THE
DATE OF RENEWAL.
ATTACHED TO AND MADE A PART OF THIS CERTIFICATE ARE COMMON POLICY
DECLARATIONS AND CONDITIONS, APPROPRIATE COVERAGE PART DECLARATIONS AND
SUPPLEMENTS, AND CURRENT EDITIONS OF FORMS IF EARLIER EDITIONS WERE
REVISED DURING THE PREVIOUS PERIOD. THIS CERTIFICATE HAS THE SAME
EFFECT AS WRITING A NEW POLICY WITH THE SAME PROVISIONS, CONDITIONS AND
INSURING AGREEMENTS. COVERAGE PARTS OF THIS RENEWAL WILL BE BROADENED
IN ACCORDANCE WITH THE LIBERALIZATION CONDITION APPLYING TO THOSE SAME
COVERAGE PARTS OF THE POLICY BEING RENEWED.
INFORMATION SUCH AS CLASSIFICATIONS, LIMITS OR EXPOSURES IS
THE SAME FOR THIS RENEWAL PERIOD AS FOR THE PREVIOUS PERIOD UNLESS
OTHERWISE SPECIFIED. CHANGES, IF ANY, ARE SHOWN ON THE ATTACHED
COVERAGE PART DECLARATIONS OR SUPPLEMENTS.
0
GuideOne Insurance GuideOne Mutual
1111 ASHWORTH ROAD Insurance Company
WEST DES MOINES, IOWA 50265-3538
X
og/18/oo MEMORANDUM COPY PJDL 71 01 07 89
GOECO032
0
0
C 0 M M 0 N P 0 L I C Y D E C L A R A T 1 0 N S
POLICY NO. 9620-698 RENEWAL
NAMED INSURED PRODUCER NAME AND ADDRESS
PUGET SOUND CHRISTIAN COLLEGE THOMAS & ASSC INS BRKS INC
9715 271ST STREET NW
410 4TH AVENUE STANWOOD WA 98292
EDMONDS WA 98020 46-896 (46 (360)629-2103
ADMIN. 14-666
POLICY PERIOD: FROM 10/01/00 TO 10/01/01
AT 12:01 A.M. STANDARD TIME AT YOUR MAILING ADDRESS SHOWN ABOVE.
IN RETURN FOR THE PAYMENT OF THE PREMIUM, AND SUBJECT TO ALL TERMS OF THIS
POLICY, WE AGREE WITH YOU TO PROVIDE THE INSURANCE AS STATED IN THIS POLICY.
-----------------------------------------------------------------------------
THIS POLICY CONSISTS OF THE FOLLOWING COVERAGE PARTS FOR WHICH A
PREMIUM IS INDICATED. THIS PREMIUM MAY BE SUBJECT TO ADJUSTMENT.
COMMERCIAL PROPERTY COVERAGE PART
$
3,952.00
FORMS APPLICABLE:
SEE COMMON POLICY DECLARATIONS SUPPLEMENT
----------------------------------------------------------------------------
COMMERCIAL GENERAL LIABILITY COVERAGE PART
$
5,102.00
FORMS APPLICABLE: CGO18i/ol96 *CG2011/ol96
CG2028/i185 *PCG351o/o8gg PCG75o6/oigi
PCG75o8/o885 PCG7547/0590 PCG7563/0794
----------------------------------------------------------------------------
COMMERCIAL CRIME COVERAGE PART
$
.00
FORMS APPLICABLE:
----------------------------------------------------------------------------
COMMERCIAL INLAND MARINE COVERAGE PART
$
.00
FORMS APPLICABLE:
----------------------------------------------------------------------------
MECHANICAL, ELECTRICAL AND PRESSURE EQUIPMENT COVERAGE PART
$
.00
FORMS APPLICABLE:
----------------------------------------------------------------------------
FORMS APPLICABLE TO MORE THAN ONE COVERAGE PART:
IL0003/0498 IL0146/0488 IL0198/1098
PIL3200/1298 PIL7209/0790
TOTAL PREMIUM OF $9,054.00.
COUNTERSIGNED 09/18/00 BY
ADATE) (AUTHORIZED REPRESENTA_T1V`E__
GuideOne Insurance GuideOne Mutual
1111 ASHWORTH ROAD Insurance Company
WEST DES MOINES, IOWA 50265-3538
(515)267-5000
. .. ...... .
..... . .......
09/18/00 MEMORANDUM COPY PJDL 71 00 07 89
GOECO040
9
C 0 M M 0 N P 0 L I C Y D E C L A R A T 1 0 N S
S U P P L E M E N T
---------------------------------------------------------------------------
POLICY EFFECTIVE 10/01/00 POLICY NO. 9620-698
NAMED INSURED PUGET SOUND CHRISTIAN COLLEGE
---------------------------------------------------------------------------
COVERAGE PART FORM SCHEDULE
---------------------------------------------------------------------------
COMMERCIAL PROPERTY COVERAGE PART
FORMS APPLICABLE: CP003o/o695 CP0126/o695
CP1218/o888 CP1525/o695 IL0157/0489
IL0173/0193 PCP3310/0396 PCP3311/1098
PCP3312/0396 PCP73o6/o885 PCP7307/o885
PCP7352/ioq8 *PCP7357/o600
. .........
og/18/oo MEMORANDUM COPY PJDL 71 00 07 89
GDECO040
C 0 M M E R C I A L P R 0 P E R T Y C 0 V E R A G E P A R T
9 D E C L A R A T 1 0 N S P A G E
0
0
POLICY EFFECTIVE 10/01/00 POLICY NO. 9620-698
NAMED INSURED PUGET SOUND CHRISTIAN COLLEGE
---------------------------------------------------------------------------
BLANKET SCHEDULE
---------------------------------------------------------------------------
BLANKET NUMBER 001
BLANKET LIMIT OF INSURANCE FOR INCLUDED PROPERTY PER SCHEDULE IN
COMPANY FILE IS $8,894,520. BUILDING AND PERSONAL PROPERTY BLANKET
VALUE PERCENTAGE IS 90%.
AGREED VALUE LIMIT OF INSURANCE IS THE BLANKET LIMIT AMOUNT SHOWN
FOR ALL BUILDINGS AND PERSONAL PROPERTY INCLUDED IN THE BLANKET.
RISK
PREMISES
BUILDING
001
001
001
001
001
002
001
001
003
004
001
004
005
001
005
oo6
001
006
007
001
007
007
001
oo8
007
001
009
09/18/00 MEMORANDUM COPY PCP 73 00 07 89
GOECO060
COMMERC I AL PROPERTY C 0 V E R A G E P A R T
9 D E C L A R A T 1 0 N S P A G E
POLICY EFFECTIVE 10/01/00
POLICY NO. 9620-698
NAMED INSURED PUGET SOUND CHRISTIAN COLLEGE
---------------------------------------------------------------------------
DESCRIPTION OF PREMISES AND COVERAGES PROVIDED
THIS POLICY COVERS THE PROPERTY LISTED BELOW.
---------------------------------------------------------------------------
RISK NO. 001
PREMISES NO. 001 BUILDING NO. 001 ADDITIONAL
INTEREST APPLIES
CONSTRUCTION J MASONRY / SPKLD
OCCUPANCY MAIN BUILDING
PREMISES ADDRESS
(CLASS, GYM AUD, & CAFETERIA)
410 4TH AVENUE
EDMONDS SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE INCLUDED
INCLUDED
CAUSE OF LOSS FORM BASIC
BASIC
COINSURANCE go%
go%
DEDUCTIBLE $5,000
$5,000
OPTIONAL COVERAGES AGREED VALUE
AGREED VALUE
INFLATION PROTECTION
INFLATION PROTECTION
REPLACEMENT COST
---------------------------------------------------------------------------
REPLACEMENT COST
RISK NO. 001
PREMISES NO. 001 BUILDING NO. 002 ADDITIONAL
INTEREST APPLIES
CONSTRUCTION FRAME / SPKLD
OCCUPANCY PHILLIPS MUSIC
PREMISES ADDRESS
BUILDING
410 4TH AVENUE
EDMONDS SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE INCLUDED
INCLUDED
CAUSE OF LOSS FORM BASIC
BASIC
COINSURANCE go%
go%
DEDUCTIBLE $5,000
$5,000
OPTIONAL COVERAGES AGREED VALUE
AGREED VALUE
INFLATION PROTECTION
INFLATION PROTECTION
REPLACEMENT COST
---------------------------------------------------------------------------
REPLACEMENT COST
RISK NO. 001
PREMISES NO. 001 BUILDING NO. 003 ADDITIONAL
INTEREST APPLIES
CONSTRUCTION FRAME
OCCUPANCY ANCHOR HOUSE
PREMISES ADDRESS
(WOMEN'S DORM)
6oi 6TH AVENUE
EDMONDS SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE INCLUDED
INCLUDED
CAUSE OF LOSS FORM BASIC
BASIC
COINSURANCE go%
go%
DEDUCTIBLE $5,000
$5,000
OPTIONAL COVERAGES AGREED VALUE
AGREED VALUE
INFLATION PROTECTION
INFLATION PROTECTION
REPLACEMENT COST
REPLACEMENT COST
X.
.�.ONTINUED ON JOE NEU. PAGE
og/18/oo MEMORANDUM COPY
PCP 73 00 07 89
GDEC0060
C 0 M M E R C I A L PROPERTY COVERAG E P A R T
9 D E C L A R A T 1 0 N S P A G E
POLICY EFFECTIVE 10/01/00 POLICY NO. 9620-698
NAMED INSURED PUGET SOUND CHRISTIAN COLLEGE
---------------------------------------------------------------------------
DESCRIPTION OF PREMISES AND COVERAGES PROVIDED
---------------------------------------------------------------------------
RISK NO. 004
PREMISES NO. 001 BUILDING NO. 004 ADDITIONAL INTEREST APPLIES
CONSTRUCTION JOISTED MASONRY
OCCUPANCY LIBRARY
PREMISES ADDRESS
615 GLEN STREET
EDMONDS
SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE
INCLUDED
INCLUDED
CAUSE OF LOSS FORM
BASIC
BASIC
COINSURANCE
go%
go%
DEDUCTIBLE
$5,000
$5,000
OPTIONAL COVERAGES
AGREED VALUE
AGREED VALUE
INFLATION PROTECTION
INFLATION PROTECTION
---------------------------------------------------------------------------
REPLACEMENT COST
REPLACEMENT COST
RISK NO. 005
PREMISES NO. 001 BUILDING
NO. 005
ADDITIONAL INTEREST APPLIES
CONSTRUCTION FRAME
OCCUPANCY WHITE
HOUSE AND
PREMISES ADDRESS
DALEY HOUSE/ (MEN'S
DORM - 16 BED)
305 4TH AVENUE
NORTH & 316-322 DALEY
ST
EDMONDS
SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE
INCLUDED
INCLUDED
CAUSE OF LOSS FORM
BASIC
BASIC
COINSURANCE
go%
go%
DEDUCTIBLE
$5,000
$5,000
OPTIONAL COVERAGES
AGREED VALUE
AGREED VALUE
INFLATION PROTECTION
INFLATION PROTECTION
---------------------------------------------------------------------------
REPLACEMENT COST
REPLACEMENT COST
RISK NO. oo6
PREMISES NO. 001 BUILDING
NO. 006
ADDITIONAL INTEREST APPLIES
CONSTRUCTION FRAME
OCCUPANCY GREY HOUSE
PREMISES ADDRESS
325 4TH AVENUE
NORTH
EDMONDS
SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE
INCLUDED
INCLUDED
CAUSE OF LOSS FORM
BASIC
BASIC
COINSURANCE
go%
90%
DEDUCTIBLE
$5,000
$5,000
OPTIONAL COVERAGES
AGREED VALUE
AGREED VALUE
INFLATION PROTECTION
INFLATION PROTECTION
REPLACEMENT COST
REPLACEMENT COST
CONTINUED ON THE NEXT PAGE
og/18/oo
MEMORANDUM COPY PCP 73 00 07 89
GDECO060
C 0 M M E R C I A L P R 0 P E R T Y C
0 V E R A G E P A R T
D E C L A R A T 1 0 N S
P A G E
POLICY EFFECTIVE 10/01/00
POLICY NO. 9620-698
NAMED INSURED PUGET SOUND CHRISTIAN COLLEGE
---------------------------------------------------------------------------
DESCRIPTION OF PREMISES AND COVERAGES PROVIDED
---------------------------------------------------------------------------
RISK NO. 007
PREMISES NO. 001 BUILDING NO. 007
CONSTRUCTION FRAME
OCCUPANCY STUDENT HOUSING
PREMISES ADDRESS
(3 BED)/BLUE HOUSE
315 3RD AVENUE NORTH
EDMONDS SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE INCLUDED
CAUSE OF LOSS FORM BASIC
COINSURANCE go%
DEDUCTIBLE $5,000
OPTIONAL COVERAGES AGREED VALUE
INFLATION PROTECTION
REPLACEMENT COST
---------------------------------------------------------------------------
RISK NO. 007
PREMISES NO. 001 BUILDING NO. oo8
CONSTRUCTION FRAME
OCCUPANCY GARAGE/STORAGE/
PREMISES ADDRESS
STUDENT HOUSING
REAR 315 3RD AVE NORTH
EDMONDS SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE INCLUDED
CAUSE OF LOSS FORM BASIC
COINSURANCE go%
DEDUCTIBLE $5,000
OPTIONAL'COVERAGES AGREED VALUE
INFLATION PROTECTION
REPLACEMENT COST
----------------------------------------------------------------------------
RISK NO. 007
PREMISES NO. 001 BUILDING NO. 009 ADDITIONAL INTEREST APPLIES
CONSTRUCTION FRAME
OCCUPANCY STUDENT HOUSING
PREMISES ADDRESS
(4 BED/RED HOUSE)
311 3RD AVENUE NORTH
EDMONDS SNOHOMISH
WA 98020
BUILDING
PERSONAL PROPERTY
LIMIT OF INSURANCE INCLUDED
CAUSE OF LOSS FORM SPECIAL INCLUDING THEFT
COINSURANCE go%
DEDUCTIBLE $5,000
OPTIONAL COVERAGES AGREED VALUE
INFLATION PROTECTION
REPLACEMENT COST
....
..... .
09/18/00 MEMORANDUM COPY
PCP 73 00 07 89
GDECO060
0 0
0
1�1
9
C 0 M M E R C I A L P R 0 P E R T Y C 0 V E R A G E P A R T
D E C L A R A T 1 0 N S P A G E
POLICY EFFECTIVE 10/01/00 POLICY NO. 9620-698
NAMED INSURED PUGET SOUND CHRISTIAN COLLEGE
---------------------------------------------------------------------------
OPTIONAL COVERAGE FORMS
---------------------------------------------------------------------------
FORM CP0030/0695
BUSINESS INCOME (AND EXTRA EXPENSE) COVERAGE FORM
SCHEDULE
LIMIT OF INSURANCE IS $300,000 WITH
COINSURANCE OF 50%.
THIS FORM APPLIES TO THE FOLLOWING PREMISES AND BUILDINGS:
SEE THE COMMERCIAL PROPERTY COVERAGE PART DECLARATIONS PAGE.
OPTIONAL COVERAGES (IF ANY) ARE INDICATED BY AN "X" BELOW:
1. MAXIMUM PERIOD OF INDEMNITY.
2. MONTHLY LIMIT OF INDEMNITY FRACTION IS
3. AGREED VALUE Is $
4. EXTENDED PERIOD OF INDEMNITY IS DAYS.
5. BUSINESS INCOME INCLUDING RENTAL VALUE.
6. BUSINESS INCOME OTHER THAN RENTAL VALUE.
7. RENTAL VALUE.
FORM CP1525/0695
BUSINESS INCOME CHANGES - EDUCATIONAL INSTITUTIONS
SCHEDULE
PREMISES BROAD LIMITED
NO. COVERAGE COVERAGE
1-1 X
...... .......
. ...........
09/18/00 MEMORANDUM COPY PCP 73 00 07 89
GDECO060
C 0 M M E R C I A L P R 0 P E R T Y C 0 V E R A G E P A R T
D E C L A R A T 1 0 N S P A G E
POLICY EFFECTIVE 10/01/00 POLICY NO. 9620-698
NAMED INSURED PUGET SOUND CHRISTIAN COLLEGE
---------------------------------------------------------------------------
ADDITIONAL INTERESTS - MORTGAGE HOLDERS/LOSS PAYEEADDITIONAL INSURED
---------------------------------------------------------------------------
RISK PREM. BLDG. MORTGAGE HOLDERS NAME AND MAILING ADDRESS
MORTGAGEE
001 1 1 FRONTIER BANK
001 1 2 PO BOX 70
001 1 3
004 1 4 EDMONDS WA 98020
005 1 5
oo6 1 6
MORTGAGEE
007 1 9 CHRISTIAN DEVELOPMENT FUND INC
io65 N PACIFICENTER DR
ANAHEIM CA 928o6
FORM CP1218/0888
LOSS PAYABLE PROVISIONS - WASHINGTON
SCHEDULE
THE LOSS PAYMENT LOSS CONDITION IS INDICATED BY AN
"X" BELOW FOR THE DESCRIBED PROPERTY:
X LOSS PAYABLE
CONTRACT OF SALE
PREMISES -
BUILDING DESCRIBED LOSS PAYEE
NUMBER PROPERTY NAME AND ADDRESS
TRANS LEASING INTERNATIONAL
LEASE #12-4378--;il--2536----
3000 DUNDEE ROAD
NORTHBROOK IL 60062
............
09/18/00 MEMORANDUM COPY PCP 73 00 07 89
GDEC0060
STREETTILE
CITY OF EDMONDS LARRY S. NALIGHTEN
250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-3202 MAYOR
COMMUNITY SERVI CES: PETER E. HAHN
Public Works * Planning e Parks and Recreation * Engineering DIRECTOR
, 8 9 0 . 19 C� -
February 27, 1990
Puget Sound Christian College
410 - 4th Avenue North
Edmonds, WA 98020
Attention: John Roberts
Dear Mr. Roberts:
The backflow prevention devices in your building were recently tested
with passing results. I noticed by the test reports that the device
which was previously installed for the boiler makeup line has been
replaced but not with the type required to adequately protect your
water supply. The double check valve assembly must be replaced with a
reduced pressure principal assembly. The same type of device which was
there before. Please have this installed and tested within 60 days.
Sincerely
Z144, �i4l
Scott Highland
Lead Person
SH/lk
PSCB/TXTWATER
.. * Incorporated August 11, 1890 a
Sister Cities International — Hekinan, Japan
STREET FILE is
M E M 0 R A N D U M
May 16, 1990
TO: Mayor Larry S. Naughten
VIA: Bob Alberts, City Engineer
FROM: Gordie Hyde, Engineering Coordinator
SUBJECT: NEIL MACKINNON COMPLAINT
1� / -7 - V4-� Aj -
Over the past six months, I have had numerous telephone conversations
with Mr. MacKinnon. I have made site inspections and have met with Mr.
MacKinnon on the site..
The basic problem on 4th Ave. N., between Daley and 3rd Ave., is that
visitors -at Puget Sound College park on both sides of a narrow, curved
street, which limits visibility from the two driveways that enter 4th
Ave. N. in that section. The problem is compounded by the vehicles
parked illegally within five feet of the curb cuts for these driveways
and the alley. I have reported this condition to the Police Department
on several occasions and have suggested to Mr. MacKinnon that he do the
same.
Mr. MacKinnon initially came to me with this problem and also
complaining that people were turning around in his driveway. I have no
power to control this situation. Mr. MacKinnon proceeded to place
temporary barricades across his driveway entrance, which seems to be an
effective, though inefficient, solution.
I have investigated solutions through code enforcement and police
enforcement. We seem somewhat restricted in what we can do. The only
long-term solution that I can see is to have the college provide
off-street parking. I do intend to take this to the Traffic Safety
Committee to seek solutions from police and other department
representatives.
I hope that this clarifies the situation, which I feel can be greatly
improved through police enforcement. If you have further questions,
I'll be glad to help.
GCH/sdt
MCKINNON/TXTST530
0
0
Nbyor L.S. Naughton
City of Edmonds.
505 Bell Street, Edmonds 'Nash 9702
Deart%tyor Naughton:
417 4th Avenue North
Edmonds, Washington 98020
(206) 775-5644
April 3rd,1990
C
APR 2 1990
Exea&a Offices
APR 19 1990
ENC)INFFRIN17,
I want to bring to your attention traffic problen-Ls that exist and
are growing on 4th Avenue North, in the area of the Puget Sound
Christian College.
One of the probleins is that young children often dash across the
road frorn between parked cars to reach their parents on the
opposite side.
A few days ago, a young child about 4 years of age dashed from
behind a large van to reach her parent on the other side of the
street and was almost killed by a car wbich came to a stop, no
more than 2 feet away.
Another problem ve have is the number of cars parking on the bend
that completely block our view when we come out of our driveway.
We are virtually blind until we- are in the traffic path.
I feel certain that no-one else is aware of the danger potential
created over a period of time on a street that often seems quiet
and deserted. I am aware of it because I overlook the scene.
I would appreciate it if you had someone look into it and become
aware of the problem before a tragic accident occurs.
9 Yours F
NeilG. ckinnon
STREET FILE
File No. 01.1.12
Street File
September 28, 1984
MEMO FOR RECORD
SUBJECT: EDMONDS BIBLE COLLEGE - 410-4TH AVE. N.
On September 17, 1984 at 2:00 p.m., Jim Jensen and I received
a call from Unit #65 regarding a plugged sewer and high water
flow problem at 4th & Daley. Upon our arrival at this location,
we met with the employees of the Edmonds Bible College who
showed us the problem. We found backed up floor drains for
showers in the locker rooms and water backed up into an office
room that is also located off the locker rooms in the new
addition of the school. They asked us if the problem could
be caused by too much flow into these lines because of broken
urinals that were not shutting off and running continuously.
We told them no.
We went to the Engineering Department and looked up any as-builts
we could find on the old school and found a location of the
school's sewer lines coming out of the building. We returned
to the job site and located where water was coming from the
building and walked off the distance to a manhole that was
shown on the as -built drawing. We found a manhole in the grass
that was backed up to the top.
To determine whether this was sewage or not, we ran from our
manhol'e at 4th & Daley with #24 and hit an obstruction at
approximately 50' from the manhole. We proceeded in to approxi-
mately 130' and pulled back. Again, when we got back to around
50', we broke loose a heavy accumulation of grease by breaking
the plug and dropping the flow in the manhble;in the,grass;in
front of the school on the 4th Ave. side. We then returned to
the shop.
RONNY.A.-HOLLAND
Watg�OSewer Division
RDH/ml
9-29)
1,r_1 84 C>A) /-OZA�
BRENA /DT HIGHLAND DT MARCH ' / ' 5—T MILLS ST
STRE5'FILE 09
HARVE H. HARRISON
C I T Y 0 P E 0 M 0
200 DAYTON ST. EDMONDS, WASHINGTON 98020 (206) 175-25,:" 1 MAYOR
DEPARTMENT OF PUBLIC WORKS
March 16, 1981
Dear Resident:
On February 17, 1981, the Edmonds City Council passed
Resolution 488 for construction, reconstruction a6u, repair
of deteriorated sidewalks. A Public hearing will be held
in the Council Chambers at the*Civic Center on April 21,1981
at 7:30 P-M..,..Jou are heAj�i.nq_for —
discussing repair of po.rti6ns,,of. det.6riora'ted-...".-".,��id('-
abuttinq U� property.--- "' ' 1-41�i; .
. yo The�--ir��r6v'c'nit'�ii"L-'�o—f-�-�sidewalks in
need of repair at the expense of the abutting property
owner is provided by City Ordinance, Chapter 7.20 and.
Revised Code of Washington, Chapter 35.68.
The areas needing repair have been marked in paint on
the sidewalk adjoining your property. Reconstruction -and
repair of these sidewalks Must be C0111ploted on or beEore
September 1, 1981. In the event improvements are not
completed within the above specified time, the City.will
perform and complete the impr'ovements at'. the expense of the
abutting property owner.
This action is in response to many citizen requests
and pedestrian falling accidents which have been increasing
in recent years as a result of sidewalk deterioration and
increased pedestrian traffic.
Sincerely,
FRED F.-. HERZBERG 'I
Director of Public 'Works
hL I') L M I fiLl 1 L � i
'JANUARY 30 APPROVAL
Kir-IEET FILE
EDMONDS CITY COUNCIL MINUTES
January 23,'1979
The regular meeting of the Edmonds City Council was called to order at 7:35 p.m.
by Mayor Harve Harrison in the Council Chambers of the Edmonds Civic Center.:
All present joined in the flag salute.
PRESENT ABSENT STAFF PRESENT
Harve Harrison, Mayor Phil Clement Charles Dibble, M.A.A.
Mike Herb Leif Larson, Public Works Director
Katherine Allen John LaTourelle, Community Develop. Dir.
John Nordquist Irene Varney Moran, City Clerk
Ray Gould Art Housler, Finance Director
Tom Carns Noelle Charleson, Asst..City Planner
Larry Naughten Fred Herzberg, City Engineer
John Wallace, City Attorney
Jackie Parrett, Deputy City Clerk
CONSENT AGENDA.
MOTION: COUNCILMAN NAUGHTEN MOVED, SECONDED BY COUNCIL14AN NORDQUIST, TO APPROVE THE
CONSENT AGENDA. MOTION.CARRIED. The Consent Agenda in.cluded the following:
(A) Roll call.
(B) Approval of Minutes of January 16, 1979.
(C) Acknowledgment of receipt of claim for damages from Richard L. Mooney
in the amount of $3,000.
L/ (D) Acceptance of Quit Claim Deed in conjunction with short subdivision
(Staton). (File S-50-78)
(E) Authorization for Mayor to sign Building Use Agreement for Puget Sound
College of the Bible.
(F) Passa ge of Resolution 422, transferring funds from Contingency Fund to
Capital Improvement. Fund for rehabilitation of the Edmonds Museum.
COUNCIL
Councilman Gould noted that the monthly municipal news bulletin had been renamed
"Sound Views" which he fel:t was a very appropriate name. He had an inquiry about
a charge on recent utility bills stated as "Inclement Weather." Public Works
Director Leif Larson explained that during the recent cold vreather when many
people had frozen pipes they hooked up to their neighbors' homes for water
and such neighbors were being billed this month only for minimum water usage.
/ ouncilman Naughten inquired as to what part of the Senior Center was being
�reroofed. Public Works Director Leif Larson responded that the south build . ing
(the large concrete building) was the one to be reroofed. Ile said the original
roof is 15-20 years old, and a topcoat was put on 4-5 years ago but the insulation
has deteriorated and there has been considerable patching. Ile said it was
recommended that the whole roof be replaced rather than continue to patch it.
Councilman Nordquist noted that a letter had been received from Curtis P. Thomson,
attorney for LaPierre Industries, Inc. , in which it was indicated that they would
not proceed with their petition to be exempted from the in -lieu park fee on their
MOTION:, development at 212th St. and 72nd Ave. COUNCILNIAN NORDQUIST MOVED, SECONDED BY
COUNCILMAN GOULD, TO REMOVE THE LaPIERPE INDUSTRIES, INC., PETITION FROM THE
FEBRUARY 6, 1979 AGENDA. MOTION CARRIED.
** STREET FILE
CITY OF EDW-IRIDS
CIVIC CENTER - EDMONDS, WASHINGTON 98020 -, (206) 775-2525
D�PARTMENT OF PUBLIC WORKS
Mr. Merl Beagle
Puget Sound College of
the Bible
410 4th Avenue North
Edmonds, Washington 98020
Dear Mr. Beagle:
HARVE H. HARRISON
MAYOR
January 25, 1978
In reference to our letter dated September 16, 1977, a
follow-up inspection was made by Ken Kukuk, Cross Connection
Control Specialist for the City of Edmonds, and the following
discrepancies were noted during that inspection:
Restrooms - All toilets must be equipped with
pressure vacuum breakers between the flushometer
and the fixture.
We appreciate the expedient effort on your part regarding
the other four discrepancies that have*been corrected.
As stated in the City of Edmonds Ordinance #1711 requiring
the installation of backflow prevention devices, the reduced
pressure backflow preventor will have to be tested on an annual
basis. Attached please find a copy of the report that was
completed on December 27, 1977.
We request that this last
thirty days. If there are any
please feel free to contact the
extension 226.
KKK: j ac
Attachment
discrepancy be corrected within
questions regarding this matter,
Water/Sewer Division at 775-2525,
Yours very truly,
LEIF R. LARSON, P.E.
Director of Public Works
0
RVEIPT FOR CERTIFIED MAIL-30� (plus postage)
S, L STMARK
.-Me��e Beagle, P.S. Colleae o "BNfe
ob STREET AND NO.
Cr) 410 4th A,�7o-nu&'N-
P.0 STATE AND ZIP CODE
co --�dmonas, Washington 98020
I:= OPTIONAL SERVICES FOR ADDITIONAL FEES
RE 1 shows to whom and date delivered ............ 150
TUR With delivery to addressee only ............ 650
RCCEIPIT �1' 2� Shows to whom, date and where delivered . 350
SERVICES With delivery to -addressee only ............ 850
DELIVER TO ADDRESSEE ONLY . . ...... 50d
SPECIAL DELIVERY (extra fee required) -
PS Form NO INSURANCE COVERAGE PROVIDED— (See other side)
Apr. 1971 3800 NOT FOR INTERNATIONAL MAIL QP0: 19700-397-400
*0
*0
HARVE H. HARRISON
CITY OF EOMC31MOS MAYOR
CIVIC CENTER - EDMONDS, WASHINGTON 98020 - (206) 775-2525
DEPARTMENT OF PUBLIC WORKS
May 22,.1978
;--Mr. Merl Beagle
Puget Sound College of the Bible
410 4th Avenue North
Edmonds, Washington 98020
Dear Mr. Beagle:
Please refer to our letter of January 25, 1978,wherein
we requested immediate correction on certain discrepancies
noted during inspection of your building. As of this date
there have been no corrections made.
The Municipal Code of Edmonds Section 6.16.250 (2) states
that installation of backflow preventors will be made within
a thirty (30) day period. This time period has passed since
our initial communication with your office. It would be appre-
ciated if you would expedite this matter. If the connection
is not made within fifteen (15) days, we will terminate water
service to the building as required in Section 6.16.250 (3) of*
the Edmonds Municipal Code.
If you have any questions regarding this matter, please feel
free to contact Ken Kukuk, 775-2525, extension 223.
Yours very truly,
LEIF R. LARSON, P.E.
Director of Public Works
KKK: j ac
'312, az �q 51. z 317, F
W I-eadmar Dt. W4,'-S Supt. DT. I ec.1 Dt.
STREET FILE
040
STREET FILE
CITY OF EDMI-31MOS
CIVIC CENTER - EDMONDS, WASHINGTON 98021) - (206) 775-2525
DEPARTMENT OF PUBLIC WORKS
Mr. Merl Beagle
Puget�-Sound. College of
,-the Bible,'.
410 4th Avenue North
Edmonds, Washington 98020
Dear Mr. Beagle:
HARVE H. HARRISON
MAYOR
January 25, 1978
In reference to our letter dated September 16, 1977, a
follow-up inspection was made by Ken Kukuk, Cross Connection'
Control Specialist for the Ci.ty of Edmonds, and the following
discrepancies were noted during that inspection:
Restrooms - All toilets must be equipped with
pressure vacuum breakers between the flushometer
and the fixture.
. We appreciate the expedient effort on your part regarding
the other four discrepancies that have been corrected.
As stated in the City of Edmonds Ordinance #1711 requiring
the installation of backflow prevention devices, the reduced
pressure backflow preventor will have to be tested on an annual
basis. Attached please find a copy of the report that was
completed on -December 27, 1977.
We request that this -last discrepancy be corrected within
thirty days. If there are any questions regarding this matter,
please feel free to contact the Water/Sewer Division at 775-2525,
extension 226.
Yours very truly,
LEIF R. LARSON, P.E.
Director of Public Works
KKK: j ac
Attachment
0
WaterLeadman Dt. W/SS_Zpt. Dt NeL Dt.
('00 STREET FILE
CITY of EDMONDS
e�� Q_i- / �-
200 Dayton Street - Edmonds, Washington 98020 - Telephone (206) 775-2525
Department of Public Works
September 16, 1977
Mr. Merl Beagle
Puget Sound College of
the Bible
410 4th Avenue North
Edmonds, Washington 98020
Dear Mr. Beagle:
On May 21, 1977, Ken Kukuk and Lee Willeiksen, Cross -
Connection Specialists for the City of Edmonds, 'Conducted a
cross -connection inspection of the Edmonds Junior High School.
Attached please find (a) a report of deficiencies and
corrections required to eliminate potential and/or actual back -
flow into the potable water supply. Also attached, please find
(b) excerpt from the "Accepted Procedure and Practices in Cross -
Connection Manual." which will indicate proper installation
procedures;,(c) the April, 1977, copy of the "Approved Cross -
Connection Control Devices" accepted by the State of Washington,
Department of Social Health Services and the City of Edmonds;
and., (d) a copy of the City of Edmonds Ordinance #1711, requiring
the installation of backflow prevention devices. If these back -
flow prevention devices cannot be obtained or installed within
the thirty -day period,' we would appreciate being advised on the
probable installation date of each device.
Mr. Kukuk will be making final inspection of each backflow
preventor or other corrections as they are completed. At the
time of inspection, each backflow prevention device will be tested
and must meet the specifications for the City regulations.
If there are any questions concerning these corrections,
please contact the Water/Sewer Division, 775-2525, extension 223
or 226.
KKK: j ac
Attachments
ez,�� 9-14--79
K.K.Kukuk DT.
Yours very truly,
SIGNED *
LEIF R. LARSON, P.E.
Director of Public Works
9'- Z 6, - 7 �// t, /7 -7
&r5 Supr. z DT. ec. f ` ' "DT.
APO
ATTACHMENT "All
Boiler for Hot Water Heating System: A reduced pressure
backflow preventor is required on the cold water make-
up feed line prior to any branching or bypass arrangements.
Kitchen: The water line serving the spray hose used for
tray cleaning must be equipped with a Watts NLF-9 or Nidel
atmospheri c vacuum breaker.
/3. Restrooms: All toilets must be equipped with
vacuum breakers between the flushometer and the fixture.
4.j Room 1, 2, 3: All sinks equipped with serrated nozzles must
be equipped with atmospheric vacuum breakers.
E5�.3 Drinking Fountain: All.fountains with a below the flood
rim spout must be replaced with a fixture -that provides
an air gap separation of at least 1".
14PICAL INSTALt4kTIO'N",-OF
DOUBLE CHECK,VALVE ASSEMBLY
IN BUILDING
7OR
D
RY
/ICE
-24-
DEPARTMENT OF SOCIAL AND HEALTH SERV
HEALTH SERV10ES DIVISION
WATER SUPPLY AND WASTE SECTIONOO RECFivrn
Mail Stop 4-1
Olympia, Washington 98504
Telephone: (206) 753-0171
(206) 75373466
7P porms It .. vt.
APRIL, 1977
"APPROVED CROSS -CONNECTION CONTROL DEVICES"
(Replaces December, 1976 Listing and All
Previous Listings)
The Rules and Regulations of the State Board of Health regarding Public Water
Supplies relating to cross -connection control require the installation of cross -
connection control devices under certain conditions (WAC 248-54-470, WAC 248-54-480,
WAC 248-54-500). The Regulations require that the devices used for service
protection must be approved by the Secretary, Depa I rtment of Social and Health
Services.
Effective July, 1971, the Department of Social and Health Services approves only
those devices which have satisfactorily passed an approved testing program.
Questions concerning the testing program should be directed to this office.
This list will be updated periodically as new devices are approved. Devices most
are underlined.
Reduced Pressure Principle Devices (RPPD) Double Check Valve Assemblies (DCVA)
COMPANY MODEL SIZE COMPANY MODEL SIZE
BADGER No. One 3/411, 111, 1 1/411, BEECO VC. 2", 3", 4"
1 1/2",' 211. F-72 2", 3", 411, 61-
BEECO #6 2", 2 1/2", 311, 4", 6." FDC 3/41'
8", 10"
#6C 119, 1 1/.2t!, 211, 2 1/2" CLA-VAL D 1", 2;', 2 1/211,
3-1, 4", 6", 8",
311, 41t, 61;, 8fl, 101t 101.
#10 1", 1 1/4", 211, 311, 41'
#10L 2tl FEBCO 805 3/4", 1", 1 1/2",
2", 3", 4"
#12 3/411
#14 3/4", 1", 1. 1/211, 2" GRINNELL B-1 411, 611, 811
2 1/2", 3", 41;, 6" B-2 4", 611, 811, 10"
FRP 3/4", ill HERSEY #1 2", 3". 4", 6",
1 814, loll
CLA-VAL RP 2", 2 l/ 2", 411, 6';, 8"
1011 NEPTU14E 550 3/4", 111, 1 1/4",
RP-1 2", 2 1/211, 3", 4", 6-1 1 1/2", 211
811, 10" RICHWELL DC 3/4", 1", 1 1/4",
i i / 211 2 t:--
RP-2 3/4", 1", 1 1/4", 1 1/211 SMR DHC I " ?
CRAIIELINE A 1", 1 1/2". 2", 2 1/2", TORO 9-2780 11;
3", 41;, 6-1, 8", 101,
30-0060 3/4"
FEBCO 825 1 1/2", 2", 2 1/2", 3" 9-2930 211
4-1, 6", 811
80-0070 1 1/2"
NEPTUNE 575 3/4", 1", 1 1/4',
1 1/211, 211 NOTE: A detector check made of two
RAINBIRD RP 3/4", Ill, 1 1/4", 1 1/2" approved DCVA's in parallel will
211 be considered adequate backflow
protection on a fire line re-
RICH14ELL BF 3/4", 111, 1 1/411, 1 1/2", quiring a DCVA.
2"
ROCKWELL 701 411
TORO 9-2770 ill
92929 211
30-0059 3/41?
80-0069 1 1/2"
14ATTS 900 3/4", 1", 1 1/4", 1 1/211
06
ORDINANCE NO. 1711
A14 ORDINANCE OF THE CITY OF EDMONDS, WASHINGTON,
AMENDING CHAPTER 6.16 OF THE.EDMONDS CITY CODE,
DECLARING CROSS CONNECTIONS WHICH ENDANGER WATER
QUALITY UN LAWFUL AND REQUIRING THE INSTALLATION OF
BACKFLOW PREVENTION DEVICES; REQUIRING PRIVATE
WATER SUPPLY SYSTEMS TO CONFORM WITH APPLICABLE
ORDINANCES OF THE CITY OF EDMONDS; ADOPTING STATE
STANDARDS FOR WATER SUPPLIES AND CROSS CONNECTION.
CONTROL REGULATION; DECLARING EXISTING UNLAWFUL
CROSS CONNECTIONS TO BE PUBLIC NUISANCES AND
PRESCRIBING A PROCEDURE FOR ABATEMENT OF SAID
NUISANCES.
WHEREAS, the City Council of the City of Edmonds, Washington,
has determined that certain cross connections in the public water
supply pose a potential hazard to water quality within said city,
and
WHEREAS, the installation of backflow prevention devices
to counteract back pressure or prevent back siphonage into the
public water system are necessary for the public health, welfare
and safety, now, therefore,
THE CITY COUNCIL OF THE CITY OF EDMONDS, WASHINGTON, DO
ORDAIN AS FOLLOWS.:
Section 1. Chapter 6.16 of the Edmonds City Code is
hereby amended by adding to said chapter, the following sections:
Section 6.16.200 Definitions:
1. Backflow: A flow, other than the intended direc-
tion of flow, of any foreign liquids, ga§es, or
substances into the distribution system of a
public water supply.
-2. Backflow Prevention Device: A device approved
by the State of Washington, Department of Social
and Health Services'or such other state depart-
ment as shall have jurisdiction over the subject
matter, and by the American Water Works
Association, used to counteract back pressure or
prevent back siphonage into the distribution
system of a public water supply.
3. Cross -Connection: Any physical arrangement
whereby a public water supply is connected,
directly or indirectly, with any other water
supply system, sewer, drain, conduit, pool,
storage reservoir, plumbing fixture, or other
device which contains or may contain contaminated
waterr sewage? or other wastes or liquids of
unknown or unsafe quality, which may be capable
of imparting contamination to a public water
supply as a result of backflow.
Section 6.16.210 Cross -Connections Declared Unlawful:
The installation or maintenance of a cross-conH-eEtion,
which in the opinion of the Mayorls.Administrative
Assistant or any staff member that lie shall designate
who is qualified in protection of municipal water
quality, will endanger the water quality of the potable
water supply of the City of Edmonds, is hereby declared
to be unlawful.
Section 6.16.220 Backflow P2�evention Devices to be
Installed: Backflow prevention devices, when required
to be alled in the opinion of the Mayor's Adminis-
trative Assistant or his designated representative
shall be installed and maintained by the service
customer on any service connection to the City of Edmonds
water supply system where said backflow prevention
devices are necessary for the protection of the City
of Edmonds water supply.
Section 6.16.230 Regulation of Private Water Supplies:
Use or operation of a private water supply system,
contrary to the provisions of the ordinances of the
City of Edmonds, or the Laws of the State of Washington
or the rules and regulations of the State Board of -
Health regarding public water supplies where said
private system is served by the City public water
supply are hereby declared to be unlawful.
Section 6.16.240 Adoption of State -Regulations: Rules
and regulations of the State Board of Health re-garding
public water supplies-, entitled "Cross -Connection
Control Regulation in Washington State" WAC 248-54-250
through WAC 248-54-500, and the American Water Works
Association, Pacific Northwest Section's Second Edition
of "Accepted Procedure and Practice in Cross -Connection
Manual" as they presently exist and as they may, from
time to time, be amended in the future, are hereby
adopted by this reference as if set forth in full.
Section 6.16.250 Abatement of Unlawful Cross -Connections
and Installation of Backflow Prevention Devices --
Procedures: Cross -connections declared in tKi-schapter
I
140
00
to be unlawful whether presently existing or herein-
after installed and/or services requiring backflow .
prevention devices and/or unlawful use or operation*
of a private water supply system served by the City
public water supply system are hereby declared to be
public nuisances, and in addition,to any other pro-
visions of the Edmonds City Code or the ordinances of
the City of Edmonds where abatement of public nuisances,
shall be subjed't to abatement in accordance with the
following procedure:
1. In the event that the M.A.A. or his designee
determines that a nuisance as herein provided does
exist, written notice shall be sent to the person in
whose name the.water service is established -under the
records of the City of Edmonds Water Department, or
alternatively, a copy of such written notice shall be
posted on the premises served.
2. The notice shall provide that the nuisance
described herein shall be corrected within thirty days
(30) of the date said notice is mailed or posted on
the premises.
3. In the event said nuisance is not abated
within the prescribed time, water service to said
premises shall be discontinued.
4. In the event that the nuisance, in the*opinion
of the M.A.A., or his designated representative,
presents an immediate danger of contamination to the
public water supply, service from the City water supply
system to the premises may be terminated without prior
notice, provided, however, notice will be posted on
the premises in the manner heretofore provided at the
time said service is terminated.
Section'6.16.260 Penalties: In addition to the remedies
set forth herein, any person found.guilty of violating
any of the provisions of this chapter shall be subject
to the penalties as set forth in Section 5.12.170 of the
Edmonds City Code.
APPROVED: *
A
MAYOR
.ATTEST:
CITY CLERK
Passed by the City Council: May 21, 1974
Filed'with the City Clerk: April 18, 1974
Published: May 29, 1974
iblic' instruction
By Bill Sheets
Enterprise editor
EDMONDS — Puget Sound Christ-
ian College, which has called Edmonds
home since 1977, will move just across
the city line into Mountlake Terrace.
The college, which put its current
campus at 410 Fourth Ave. N. in down-
town Edmonds up for sale a year ago,
will move to the former Lake Ballinger
Elementary School at 6911 226th Pl.
SW. in August. Puget Sound Christian
:Teeling , - -
their Way-:..',
Braille trail will
Fron'trunners
Warrior b6�s, girls
Win-in'track ''
.be.speuced up.
Page 29
Page 19
ENTERPRISE
CLASSIFJEDS
Pullout section
0
move to Terrace
College President Allan Dunbar The college has received numerous ;0
'for the current. property - so �p
announced the upcoming move at the suitors took it off the mar- 0
college's graduation ceremony May 5. numerous thAt PSCC 00
.The former Lake Ballinger school ket until the college was able to find a
and accompanying 10 acres have,been new location for itselfi Luce said. Now,
owned by the Sun Health organization the property. will -be put back on the
for the past decade or so and occupied market in a -formal bidding process
until last year, said Bill Luce, director of beginning in June, he said.
development at PSCC. Most of the prospective buyers have
The college is buying the land and proposed turning the five -story college
existing facilities for $1.8 million in what building into upscale condominiums,
Luce described as a "bankruptcy fire Luce said, with one bid reaching in
sale."
V "See,PSCC, Page 14,,.,. -
ing out to all ages in. ,the
Edmonds community. � -
Third, Pine
be . ing repaved
3 The Washington State
ii Department of Transporta-
r- tion (WSDOT) is adminis-
's
tering an asphalt overlay of
i, Third Avenue from Main
d Street to Pine Street, and
Pine
Street from Third
)0 Avenue to Highway 104.
m Work was scheduled to
,a- begin May 7 and end June
ie 11. All operations are con-
�- tingent upon weather condi-
e tions, which could affect the
�r- beginning and. completion
r of construction.
Temporary traffic delays
ee may occur during the pro-
1i: ject. Construction crews -will
e implement traffic control
st measures to assure that
b- continued vehicle access is
maintainedi,et during con-
struction, single lane clo-
sures will occur from 7 a.rn '
to 4 p.m., Monday through
Thursday, and 7 a.m. until I
p.m. on Fridays. Parking oil
the street will not be
allowed in the vicinity of the
work. Informational barri-
cades will , be posted to
advise of specific dates and
locations of parking restric-
tions. WSDOT inspectors
will be on site during con-
struction to address specific
needs, such as access to dri-
veways, that may arise.dur-
ing construction,
. For more information
contact Pat McCormick,
WSDOT Project Engineer,
or his staff at 206-368-4493.
Both WSDOT and the city
of Edmonds apologize for
any inconvenience that this
work may cause to daily
activities.
Recycling works!
re
adin,
:3 Directory
Ad in the
,e Directory
F
ou AH This....
ge and update your
rtise your special
?en every week by
ise the format that
get . I
MCC
Continued from page I
excess of $7 million. Most of
these scenarios would likely
involve gutting the auditori-
um — which has served as a
location for community
events — and converting it
into residences or associated
space, lie said.
'Me other offer received
was from a company interest-
ed in turning the property
into a destination resort,
Luce said.
ne building is listed on
the state Register of Historic
Places. The, original, brick
part of the PSCC building
was constructed in 1909 as
Edmonds High School, the
first high school between
Seattle and Everett. It was
expanded in 1921 and the
gym and auditorium were
added in 1939 under the aus-
pices of the Works Progress
Administration, in the "art
moderne" style characteristic
of the 1930s.
The building served as the
city's high school until 1958
and as Edmonds Junior High
School until 1975. Puget
Sound Christian College
moved to the location in 1977
after operating for 27 years at
three locations in Seattle.
The PSCC auditorium has
served as a venue for the
Olympic- Ballet Theatre and
the now -defunct Cascade
Symphony Orchestra. .
Me college plans to
require that the downtown
Edmonds buildings and audi-
torium, per terms of sale, be
kept open for a year for
rentals and lease, Luce said.
While the city of Edmonds
has right of first refusal, it
would have to match the
highest bid, he said.
The college decided to
move after merging with two
other small, non -denomina-
tional Christian colleges,
Pacific Christian College in
Fullerton, Calif. and Min-
nesota Bible College in Min-
neapolis. Puget Sound Chris-
tian will expand its curricu-
lum and offer masters,
torate and research pro-
grams beyond its current
undergraduate courses. The
college expects to expand its
student body from 250 to 700
in the next few years and
eventually to 5,000.
Ile merged entity will
adopt the name of Hope
International University, or
"Hi U." Each of the colleges
will maintain its own branch
and name, but will be part of
the university as well, accord-
ing to Luce.
Puget Sound Christian
had a long-term goal of stay-
ing in Edmonds, ideally on
the hillside portion of what is
now the Unocal tank farm,
Luce said. But that site car-
ried "too many unknowns, ,
he said. Last fall, PSCC offi-
cials began negotiating with
Sun Health, he said. The new
location will still be in the.
community, he pointed out.
'Ile city line is right on the
edge of this property," he
said.
The 10 acres, plus some
open adjacent property,
offers the college the oppor-
tunity for expansion, Luce
said, compared to the two
acres of the current campus.
The college will at first use
only the former school,
which bad been remodeled
by Sun Health first into a cen-
ter for head -injury patients
and then into a center for
troubled youth, according to
Luce. The eventual plan calls
for a new gymnasium and
dormitories to be built on the
hillside along the eastern
edge of the property. A large
grass field on the north end
will be converted into a foot-
ball -soccer field, Luce said.
Concerns about traffic and
parking were raised at com-
munity 'meetings. The col-
lege's response was that
PSCC will provid ' e on -site
c %,
parking, its traffi will be
spread throughout the day
and it will create less of an
effect than Sun Health before
it, Luce said.
fOR [LEAH BIR
Sponsors Wanted.
Corporate * Individual
AMERICAN LUNG ASSOCIATION@
t email: climb4cleanair@yahoo.com
Forinforall 20GA98-9590 & Mailing Adflwss i% UAW do Ron S1111d
PO Box 144, Lpinwood, WA 98016
DATE RECEIVED
I
PERMITEXPIRES
USE PERMIT
CITY OF EDMONDS
ZONE NUMBER Z2�!�
CONSTRUCTION PERMIT APPLICATION
OB SUITE/APT#
ADDRESS fiz5e__ L
OWNER NAMEMAME OF BUSINESS
EDMotN/j),TfVb1-IC FACIwIJE7T PIST)',10-
PLAT NAME/SUBDIVISION NO.
LOT NO.
LID NO.
MAILING ADDRESS NJ I)( cfJ Z_
LID FEE $
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Approve
RW Permit Raq'udired
CITY ZIP
TELEPHONE
EXISTING — _**1
PROPOSED
Street Use Permit Req'd
Inspection Required
Sidewalk Required 13
F,-DM,0WPS <3,0 ?_ 0 1
0-V - T7 5 77 2.�t
REQUIRED DEDICATION FT
Underground
Pring required,
NAME
METER SIZE LINE
SIZE
NO. OF FIXTURES
PRV REQUIREff
LMN ARC1iTT_:-cF5
11121, Immufj
I
YES 13 NO C]
cc
REMARKS
W
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ADDRESS
1910 f 5 E F, -
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE
I
CITY ZIP
J'�/AlTa 8'10
TELEPHONE
-2 0L - 0 2- 0
NAME CBL#
�'EL 64, --- 1�
BY
ADDRE ss�-'27
ENG_1rE9_RI;G REVIEWED DAJE Ile
W�5Vict Mfl, *f4#,
R 0-1-11y"111;
Fit) - 60Y, 917 0 \`�I, Y
D BY( DATE
W
CITY zl��
TELEPHONE
STATE LICENSE NUMBER EXPIRATION,'DAT.E,�.
CHECKED BY',
'VIA ANCE oILC
1;,SHO�ELINE Cf��oS
INSPEC TION
f REQ'D
BOND
POSTED
72 tic),
0 ES ONO
$
A R
SEPA REVIEWW-
:,'COMPLETIE ;', - EXEMPT`.,"
�SIGN AREA 4"
.'ALLOWED.-, PROPOSED
HEIGHT
��ALLOWED PROPOSED
PROPERTY TAX ACCOUNT'PARCELjNO.
17 0 3 7- 0/0 -Z_ 0 T: 1'� ov
EXP
F1 NEW
RESibENTIAL
Mr rPLUMSIN�)Poe&��'
-LOT.COVERAGE;
ALLOWED
RtSQ)RED�SETSACKS (FT.)
FRO_hl�, SIPE REAR
PROPOSED SETBACKS (FT.)
FRONT LJR SIDE REAR
COMPLIANCE OR
PROPOSED
60�nmc,
DDITION
eCOMMERCIAL
CHANGEOFUSE
AlTgdvt-� 3YW
J-M,577 &e-L,
C�rREMODEL
E3 - MULTIFAMILY
C3 S IGN
PARKING;V -
REO'D PRC 6ED
LOT, AREA',�
ly
hANNIING REVIEWEb1dV DATE
z
I
3
GRADING - FENCE--.
REPAIR CYOS
FT)
REMARKS
DEMOLISH OTANK OTHER11".
GARAGE RETAMING �ALL, FIRE SPRINKLER -
CARPORT ROCKE ) KL-fAl g., FIRE ALARM
[Er
'P(, w4m_ 7_,!:)o T:� Ei A�-_ n c) f 4
PA 5 b,,W
(TYPE OF USE. BUSINESS QR-ACTIV" EXPLAIN:
t-4-
TYPE 0
CHECI(Ep BY' F CONSTRUCTION. .
CODEi
OCCUPANT
ijr J3, �MA&
GRO
NUMBER
NUMBER OF
CRITICAL
_a
OF 2-
[DWELLING
AREAS
SPECIAL INSPECTION,
OCCUPA14T
ST RIES
UNITS
j
NUMBER
REOUIREDA YES'
JAREA
Aa I
-7 r"; 3 9_5
LOAD
;?_1 0�;
DESCRIBE WORK TO BE DONE
It
REMARKS
F\�:A,0\160N
PROGRESS INSPEC71ONS PER UBC108/IBC109'/IRC109 FINAL INSPECTION REEG LP
Ll- Lvic
.7r(06 VMM& 9 0' AVD 0N
A
VALUATION
E_�il)g244
$ 77M,
ALHAII., A5402db?�
DescrIption I
--N�
escription
FEE
HEAT SOURCE
,GLAZING%
%tCZMjJ 6
'LOf'SLOPE %
A�
llt:�e
',,,�,Bullding Pp�rmit
City Surcharge
PLAN CHECK NO-
VESTED DATE
��01umbikg-'
Base Fee
Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
I=
2
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBUC
Grading
3
DOMAIN (CURDS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
1=
SEPARATE PERMISSION.
Engr. Review
W
PERMIT APPILICATION: ISODAYS
IL
PERMIT UMI1'1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
Fire Review
Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFX DEFEND AND HOLD HARMLESS THE CITY OF
'i"',
_r05 I
2
EDMONDS, WASHINGTON. ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Inspection
Me
Rlaceipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
Landscapelnsp.
Total Amt. Due
X01
NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
I
Recording Fee
I
Receipt #
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
APPLICATION
APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FORINSPEC TION
receipt Is acknowledged in space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
anip __
SIGNATUREI (OWNER OR CG&Tf
DATE SIGNED
(425)
0 )IMAT ATE
I
771-0220
RELVaED BY fAf-E
A17ENTION
EXT 1333
�//, /0
ITIS UNLAWFULTO USE OR OCCUPYABUILDING OR STRUCTURE UNTILAFINAL
INSPECTION HAS BEEN MADE AND APPROVALOR A CERTIFICATE OF OCCU-
OF
PANCY HAS BEEN GRANTED. UBC109/IBC110/IRC110.
ORIGINAL -FILE - YELLON- INSPEOO(OR
PINK -OWNER - GOLD -ASSESSOR
nq/n.,4 .. . __ .. . __ a. . .
Permit No
Citv of Edmonds
A. Address or Vicinity of Construction:4 (0 1417 (Avt- N
B. Type of Work,(be specific): �l U 11 VNI
C. Contractor: _-5 e'z1_4g!;V
Mailing Address:
State License J-74 1JV
City Business License #:
D- Building Permit # (if applicable) d779
Phone:
Liability Insurance: Bond: $
Side Sewer Permit # (if applicible):
E. F-1 Commercial El Subdivision City Project F
V ] EUC (PUD, VERIZON, PSE, COMCAST, OVWSD)
El Multi -Family El Single Family Other
INSPECTOR:
F. PAVEMENTCUT: CIYES El NO G. SIZE OF CUT x
CONCRETE CUT: F1 YES El NO
G. F] Mail Approved Permit F� Call for Pickup
APPLICANT TO READ AND SIGN
4 "t
INDEMNITY: Applicant understands by his/her signature to"'this application helshe holds the City of Edmonds harmless from
injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK., ESTIMA TED RESTORA TION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS
COMPLETED B Y CITY FORCES, A T WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
+ Traffic, control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
.Aagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required train.ing in their p6'ssession.
+ Restoration is to \ be in accordance with City codes. All street -cut trench work, shall be patched with asphalt or City -
approved material,prior to the end of the workday — NO EXCEPTIONS.
* Three sets of construction drawinis ofiproposed work are required with the permit appl-kation.
CALL DIAL -A -DIG (1 1800-424-5555) PRIOR TO BEGINNING WORK
I HA VE READ THE ABO VE STA TEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNO WLEDGE
THAT I MUS�MAKE THE PINK THE PERMITAVAILABLE ON SITE A TALL TIMES FOR INSPECTIONS
Date: 9 2 - C' 16
�60�tractor or Ag, nt),
T' ) , ''.
va, AA_ lt�L Of w"
U e
d
REQUIRED INSPECTIONS:
Call 425- 771-0220,. Ext. 1326for a 24-hour voice -recorded -insnection-request line.
F I I
NAL APPROVAL OF PERMITTED WORK: DATE. -
I* ctor's Signature
CADocurnents and Settings\CunisNy Documents\Fonm\Engnrng\ROWpermit_.doc
Rcvised 10/01/03
, . j�. � I— i� . .1
C�_
PUBLIC UTILITY DISTRICT NO.1 OF SNOHOMISH COUNTY
LOCATION 410 4th Ave N Edmonds, WA 98020 South County ARE
POLE NO. NW 1/4S 24 T 27 R 03 DATE 5/27/05 W.O. NO. 346996-03
REASON FOR WORK Install and rerriove temp ENGINEER Kdkalev TASK 346996-09
pole ar�d 3-phase bank for DRAFTER U.C. NO.
Sellen 290kW SCALE nts
DATE WORK COMPLETED APPROVED
& DATE PRINTED
FOREMAN
FEES REQ'D 0 YES 0 NO
PRIMARY OVERHEAD
• RESIDENTIAL
• COMMERCIAL
LEO NO.
I es .=$
SECONDARY OVERHEAD
BASIC FEE S
METER/CONV.POLE
PRIMARY UNDERGROUND
• RESIDENTIAL
• COMMERCIAL
BASIC FEE S
LEU NO.
@S
SECONDARY UNDERGROUND
BASIC FEE S
@S 1=8
UNDERGROUND PLAT
BASIC FEE S
(L FT.0 I=$
STREET LIGHTING
q- FT.0
WORK IN RIGHT OF WAY
0 PRIMARY
0 SECONDARY
�q_ FT.0
MISCELLANEOUS FEES
VAULT S
PERMIT S
-job cost 6488.0
S
TOTAL DUE S 6488.00
DATE PAID
RECEPT NO.
SERVICE ORDER NO.
LEGEND:
ENVIR6NMENTAL ANALYSIS
N EXEMPT 0 NOT EXEMPT
PARA. 18 ITEM C=
O.H. U.G. COND. KV
ADD CKT. FT. PH
REM CKT. FT. PH
NET CKT. FT.
O.H. U.G. COND. KV
ADD CKT. FT.-- rN
REM CKT. FT. PH
NET CKT.FT.
PERMITS (DATE GRANTED)
0 TREE TRIM
0 STATE
0 COUNTY
E CITY
0
EASEMENTS
0 REQUIRED E NOT REQUIRED
DATE RELEASED
FOREIGN CONTRACTS
• VERIZON JPN NO.
• CATV JPN NO.
0 JOINT TRENCH VERIZON & CATV
0 JOINT BORE VERIZON & CATV
0
.POLE STENCILING
FROM . TO
TAKE OFF POLE
PRE-CONST. REQUIRMENTS
0 TREE TRIM 0 PUD LOCATOR
* BACKHOE 0 FLAGGING
* ONE CALL DATE
No. on f orm
READY
PHASING
GIS
WORKING
1 LINE
FINISHED POLE/
XFMR
IJOINT USE
[7LOCATION MAP PAGE 454F-5
0 EXISTING POLE
X EXISTING POLE -TO BE REMOVED
* NEW POLE
X NEW POLE TO REPLACE EXISTING POLE
DATE
SUBSTATION 5 Corners
CIRCUIT NO. 12-1283 PHASE 123
ENGR'S TEL. *
F425-670-3214 I
ENGR'S PAGER *
11425-787-752:31�
BLOW-UP
0 F AK
A
curb
_j
LIJ
Set 45" pole 45' S of stop':91gh at SE corner of
Td,sk 03 Frame per Const. Assemblies 12F301 and 12F601
Hong 150kVA( 3 0 50kVA 277/480V 3-phase xf Mr -
bank per Const. Std. 4-13-9.0
Dist 50-
Ser
Dist 50-
Ser
Dist 50-
Ser
Voltage
Tnsk
w
intersection I
Run - 80' of 4/0 Al quad-plex to customer's temp meter pole
Rmv 150kVA
Dist 50-
Ser
Dist 50-
Ser
Dist 50-
Ser
Rmv 80'of
Strip and
277/480V 3-phase xfmr bank
4/0 Al quad-plex from pole to meter pole
rmv 45' pole and restore planter stri
SL-2439-D
50-5304. 2-117 FU65 2-IG5854
VAULT ROOM U2 50-7GI2
0 50-5324
. A-4432
E
mw =__ at
q2
20-20-20102
e *1A
PUGET-SOUND CHRISTIAN
Z
customer's
temp meter pole -P
W
Glen St
)�D
HANG/ RN
50-
50-
50--
SHEET 1 OF 1
C
cn
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02
LO
00
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.:� r�
December 2000 Page 611-41
Figure 611-18. Lane Closure on Minor Street (TA-18)
1: 800 Tables 6H-2 and 61-1-3
for the meaning of the
sYmbols-andfor letter
codes used In this figure.
le(optlonal]l
Aed Aftenualor (optional)
Buffer Space
(optional)
ft) max.
Typical Application 18
Sm. 61tol
Page I of I
Darryll Nestor
To: Scott Bastiani
Subject: Street Closures
1. Storm outfall - 4th Ave. NW corner. 6' deep excavation. Signage both ways on 3rd Ave. Signage
on 4th Ave. per Edmonds TCP Figure 6H-18 ( TA - 18 ). One lane closure at a time. 12/05 timing.. 5
day duration.
2. H20 Assembly @ SW Daley St.. Caution signage on 4th. Daley St. signage per Edmonds TCP
Figure 6H - 18 (TA - 18 ). One lane closure. 12/05 timing. 8 day duration.
3. H20 Assembly @ 6th Ave. & Glen St. NE corner. Caution Signage on 6th and Glen ST.. Glen St.
& 6th Ave. signage per Edmonds TCP Figure 6H - 27 ( TA - 27 ). 3/06 timing. 10 day duration.
DarTyll Nestor
Superintendent
SeRen Construction Company
w. www.sellen.com
t. 206.805.7171
f. 206.521.9288
c. 206.786.2523
e. daMllnestor@sellen.com
8/31/2005
11141
Mil
3
C'�-LL 6on(l(!(!f +
-1
ZZ
3
�)Lx�ct o,o- Law— C-1
/5"'
0
+
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7
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0 0 0 0
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6
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. . . . . . . . . . . .
JJ
GENERAL 3TE NOTES
1. NOTE AT TRAILER AREA THAT DURING PAVING
RELOCATION MAY BE NECESSARY. TIMING
PAVING WILL OCCUR AROUND 07/06.
2, MAIN ACCESS TO AND FROM
SITE VIA 6TH AVE ACCESS.
3, THE DELIVERY ROUTE SHALL BE SR104 TO DAYTON
STREET TO 6TH AVE S, TO GLEN STREET, TO THE
SITE, AND RETURN THE SAME ROUTE.
EXISTING
INFORM,AT21\1 SIGNAd---"�
UeM
DA Lg�; ST
MUSIC BUILDING
( TA- 2:7)
�tzc:) 1-,A I
f � L
EACYI-Dlz�S LC'�'
N
01 10
SITE CONSTRUCTION COORDINATION PLAN [s�
r) Q1 1 7,), A P'
SCALE: UNKNOWN
APPHOVED ASNOTED
----BY. EN"EER'Il'G;--,
A QMM�
- - /I 1240,v-
Date:
r"Z,
6TH �VE.
Avull I lq��
LEGEND
PROPERTY LINE
SETBACK05
EXISTING TO BE REMOVED
(AS NOTED)
CONSTRUCTION FENCE
INFORMATION SIGNAGE
CLOSED SIDEWALK
RESUB
AUG 3 12005
BUILDING DEPARTMENI
CITY OF EDMONDS
STREET FILE
801 SECOND AVENUE SUITE 501
SEATTLE WASHINGTON 98104
206.682.3460 FAX 343.9388
EDMONDS
CENTER
FOR THE
ARTS
1�-F-10 - 2-77)
PROJECT SITE
SETUP FROM
2/30/05 THRU
9/12/06
REGISTERED
ARCHITECT
�TATE OF WASHINGTON
REVISIONS
NO DATE BY DESCRIPTION
TITLE
SITE CONSTRUCTION
COORDINATION PLAN
DESIGNED DN'
DRAWN GC
CHECKED
DATE 07/24/05
CADD FILE SEL002
JOB NUMBER
SEL002
AUG 3 12005
SWIDMG DEPART ENT
Clr
'r OF EDMOlVMDS
STREET FILE
STORM DRAINAGE CALCULATIONS
For
Edmonds Center For The Arts
Located in
Edmonds, Washington
�Vj��
BUSH, ROED & FUTCHINGS, INC.
2009 Minor Avenue East
Seattle, Washington 98102-3513
phone: (206) 323-4144
fax: (206) 323-7135
contact: Brent Cummings, P.E.
BRH Job No. 2003019.01
Date: June 29, 2005
Revised: August 30, 200.5
RESUB
AUG g 12005
BUILDING DEPARTMENT
cITY OF EDMONDS
NEW-P.-M
F - -1
STORM DRAINAGE CALCULATIONS
For
Edmonds Center For The Arts
Located in
Edmonds,, Washington
BUSH, ROED & FUTCHINGS, INC.
2009 Minor A�enue East
Seattle, Washington 98102-3513
phone: (206) 323-4144
fax: (206) 323-7135
contact: Brent Cummings, P.E.
BRH Job No. 2003019.01
Date: June 29, 2005
Revised: August 30, 2005
FRESUR
AJ6 3 12005
BUILDING DEPARIMENT
CITY OF EDMONDS
STREET FILE
a
PROJECT LOCATION:
Pro*ect Overview Narrative
Ci Biookme!e-St
st Caspers S.t.
Giftnet Ln Vista Pi Oountain
Aloha Way Aloha St W
EF
Glen St 81h Ave N <
d;
Daley St z
spra" St
r
t4monds St.:
Ben St
main SOF
W Dayton St Li se Dayton St.
Park.'
Mahle st: M)
>
W
Aide! St
Beek Ln
:(A >
Walnut St
Holly Dr C.Pdxr R1 M
PROJECT DESCRIPTION:
The proposed site is located north of Daley Street between 4'h Avenue North and 6 1h Avenue
North in downtown Edmonds. Presently the site is fully developed with a 56,622 sq.ft. multi-
story masonry building and associated paved parking and landscape areas. The project proposes
to demolish approximately 23,700 sq. ft. of the north half of the existing building and the
construction of a paved parking lot in its place with access to both 4h and 6h Avenues. A 2,970
sq. ft. addition is also proposed on the north side of the remaining structure. A new stormwater.
detention and water quality system will serve the new structure and parking lot as well as the
existing 0. 15 acre parking lot in the northeast comer of the property. The south portion of the
site will remain unchanged with the exception of improvements to an existing concrete
pedestrian path on the west side of the existing building as well as new water and sanitary sewer
service for the proposed 2,970 sq. ft. addition and the existing buildings.
NORTH LOT
_q
kar.
:7,
1WPCL15TfRe
Ap,
6. 50
t -64 50
I �IDil
40 -64.40 -64.75 -69.15
01.
A
F'oop
ul �k I
ao
�64,90 64.75. 64.25 -64.40 BUILDING -TO BE
-64.55 64�55 DEMOLISHED
Tc PREDEVELOPMIN
FN� r�oc�.
t..L Y�01E
FLOWPATH
64.20
ir 371 FT
6010 - 61 99 .64M
;A .
66 771 .8.90,
m ;k670 .6 70
14
ih
6'tw
56 3'
46.80
L
NEW ADDITION
MAIN, L(J T -j�*_jdj 71 LOCATION
P-7
NUI
61164
<
v4'
68.50
Tc PREDEVELOPMENT
Sheet Flow: 150' el. 71.0 el. 68.6
=150' @ 1.6%
EXISTING AREAS: W DE� Shallow Flow: 159' el. 68.6 — el. 58.0
=159' @ 6.7%
NORTH LOT BYPASS�.
Shallow Flow: 61' el. 58.0 el. 49.6
6,554 SF TOTAL =61' @ 13.8%
5,675 SIF IMPERVIOUS,
879 SF PERVIOUS
MAIN LOT:
45,960 SF TOTAL ijVorc:
45,960 SF PERVIOUS
0 SF IMPERVIOUS-1
NEW ADDITION LOCATION-
2,970 SIF TOTAL
0 SF IMPERVIOU Flo�15S� FL
S i
j:
:J.
T;
lit I
FLWP
A',
16" DEC
T
�'T
bh,
JOB NO 2003019
KALE 1'=50*'
DPAWN P mc
A CHECI��El, BDC
[,ATE s"_117J/0
BUSH, RCIED & HITCHINGS, INC. PREDEVELOPMENT (__,�(DNDITION
CIVIL ENGINEERS & LAND CURVEYORS --E[,JTEP FOR, THE 'ARTS
S T,
2009 MINOR AVE. EA I SEATTLE, WA 911iru?
(206) 323-4144 FAX (206) 32371Y5
EDMOMDS WASHINGTON
1-800--_935-0508 E—MAIL. INF0@13PHINIC COM
C) A
NORTH LOT
1%
Ile
-7- 77
64
7
�Ek P 3PIG, RA
'upt
4"
lb
x
A
A
%
j
0
---n NEW ADDITION
LOCATION
MAII) 'LOT ' I - !'M
r-t--s.
�l P E L
PROPOSED AREAS
NORTH LOT BYPASS:
ti
6,554 SF TOTAL
5,675 SF IMPERVIOUS
879 SF PERVIOUS
MAIN LOT:
45,960 SF TOTAL
30,876 SIF IMPERVIOUSi
15,084 SF PERVIOUS d.
NEW ADDITION:
2,970 SF
v
t. 613ct,- JOB [110 2003019
S (' AL E I "= 50
DRAWN I'mc
D-ALEY---,STREE'T , CHECKED BDC
1, -,8 , n,
[,a TE
BUSH, ROED & HITCHINGS,, INC. PROPOSED CONDITION AREA EXHIBIT
CIVIL ENGINEERS & LAND SURVEYORS EDMONDS (--.E[\JTER FOR THE ARTS
2009 MINOR AVE. EAST, SEATTLE, WA 98102
(206) 3-2-3-4144 FA'- (206) 7'7,--7135
1-800-935-0508 E—MAIL- lNF(-)16-)BRHlN(-- (-'(-)M EDK40NJDS WASHINCTO113
ID A (' �-
E)GSTING DRAINAGE:
Existing stormwater runoff from the area of new construction predominantly flows west toward
4 th Avenue North. Approximately 0. 16 acre of impervious area in the 1.27 acre site is collected
at either a catchbasin located in the north lot (see Predevelopment Condition exhibit) or in the
gutter of 6th Avenue North.
Runoff to the west is allowed to sheet flow to the 4 th Avenue North gutter. Gutter flow in 4th
Avenue North heads north until reaching the catchbasin at the intersection of 3rd and 0, -
Avenues. This catchbasin drains to the 15" storm drain located in 3 rd Avenue North. The 3 rd
Avenue North stormdrain then continues to Caspers Street and flows east before reaching oLitfall
at Shell Creek. Collected runoff to the east is conveyed to the 12" storm drain in 6 1h Avenue
North before eventually reaching outfall at Shell Creek and then to Puget Sound..
Stormwater from the southern portion of the property is also collected in the gutters of 4h and 6 1h
Avenues similarly to the north portion of the property. Additional runoff is picked up along the
south edge of the property by a catchbasin at the comer of Daley Street and 4th Avenue and
conveyed to the 12" storm drain in the south side of Daley Street.
PROPOSED DRAINAGE:
All runoff from the new structure and parking areas will be collected by a new drainage system
consisting of catchbasins, a roof drain and a trench drain. This area is noted in the Proposed
Condition Area Exhibit as the Main Lot. Additional flows from the area noted in the exhibit as
the North Lot will also be collected. Stormwater will be conveyed to a CSR Stormcept6r 2400
for water quality treatment and then to an on -site detention facility. The detention facility outlet
will then convey flows to a new catchbasin in 4h Avenue and finally to the existing 15" storm
drain in 3 rd Avenue. The detention facility will handle 1.27 acres.
Surface runoff from the new pedestrian path to the west side of the remaining Center for the Arts
structure will sheet flow to a through -port gutter located to the west of the pedestrian path. The
gutter will be integral to a seatwall design proposed by the architect. The through -port gutter
will be fabricated with I I" long openings every six feet of the gutter's length in order to allow
unconcentrated flow of stormwater to pass through the seatwall and onto the grass area west of
the path. By doing this, we intend to most accurately reproduce the existing flow patterns in this
area.
All other areas in the south of the property have existing drainage patterns that keep runoff
separate from the proposed stormwater system. See the Predevelopment Condition figure for
existing topography. Existing stormwater systems and drainage patterns in areas to the east and
south of the pedestrian path will remain undisturbed and unchanged from their current condition.
Criteria for the design of the proposed detention facility is as follows -
Per agreement with Don Flene of the City of Edmonds Engineering Division, predeveloped land
cover was assumed to be meadow in all areas except for the north parking lot located in the
northeast comer of the property. Land cover input for the SBUH analysis for predevelopment
conditions was therefore 1. 14 acres of meadow and 0. 13 acre of impervious. Under proposed
conditions, land cover in disturbed areas included 0.91 acre of impervious and 0.37 acre open
space.
Hydrologic soil group classification of (C) was assumed for this analysis. Pervious areas were
modeled with curve numbers (CN) of 85 corresponding to meadow for predevelopment
conditions and 86 corresponding to open space. for proposed conditions. Impervious areas were
modeled with a curve number of 98 in all cases.
Time of concentration, T, of 35.85 minutes is used for,watershed modeling purposes in
predevelopment and 6 minutes is used in proposed conditions. See Storm Drainage Calculations
section for the determination of T..
The 24 hour rainfall depths are from the. Stormwater Management Manual for the Puget Sound
Basin isopluvial maps:
50% of 2- year 24 hour storm
0.99 inches
2- year 24 hour storm
1.5 inches
10- year 24 hour storm
2.0 inches
100- year 24 hour storm
3.0 inches
Hydrographs were produced using the SCS Type IA storm.
Detention volume and drainage flow control were determined with Santa Barbara Urban
Hydrograph methodology. The following is a summary of our analysis results.
Pages 7 through 15 of the attached Storm Drainage Calculations show our results for peak flow
rates.for 50% of the 2, 10 and 100 year events as well as the hydrographs for each event over the
1.27 acre site under existing conditions. Summary of hydrograph data for each event under are
shown on Page 9 with peak flows as given below:
50% of 2- year 24 hour storm 0.023 cfs
10- year 24 hour storm 0.151 cfs
100- year 24 hour storm 0.322 cfs
Analyzed vault dimensions are given in Stage Storage Table on page 16 as 33 feet by 18 feet.
The Stage Discharge Table on page 18-gives discharge for orifice sized to 0.56 inches at
elevation 46.00. Design details and stage discharge for weir are provided on page 18 with the
combined stage discharge for orifice and weir provided on page 19. Page 20 shows the Level
N
Pool Table Summary with vault outflow matching peak runoff rates for each event as shown
above and in the Hydrograph Summary on page 9.
PROPOSED WATER QUALITY TREATMENT -
The water quality design storm, 6-month, 24-hour event, was calculated as 64% of the 2-year,
24-hour storm event per the Stormwater Management Manual for the Puget Sound Basin
isopluvial maps:
6-month, 24-hour event = 64% x 1. 5 inches = 0. 96 inches
Peak flow for the 6-month event was calculated as 0. 18 cfs. See Storm Drainage Calculations.
Based on the peak flow requirements of 0, 18efs and the 90% annual flow treatment requirement
the CSR In -line Stormceptor 2400 was selected for this water quality application. Expected
performance for this system includes:
* Max. Flowrate Treatment = 1.06 cfs
80% TSS Removal for 1.65 acres of impervious area
Greater than 90% treatment of annual flow for this project's 0.91 acre of impervious area
See excerpts from the CSR Technical Manual included in the Storm Drainage Calculations for
manufacturer performance specifications.
EROSION & SEDIMENTATION CONTROL:
Erosion control will consist of silt fences along the edge of the site abutting public right-of-way.
The fence will be placed behind the back of curb or, in the case of an attached sidewalk, behind
the back of walk. Inlet protection, consisting of filter fabric, gravel filters and/or straw bale
barrier shall be used for all existing and proposed inlets until disturbed areas are paved or
landscaping is established. The contractor is required to use vehicle-� tracking control where
vehicles enter and exit the site from public right-of-way. The contractor shall keep the right-of-
way clean of all construction debris. If these measures are taken and monitored by the city no
impact should be felt to the downstream system during and after construction.
Also, two Baker Tanks will be used to settle out sediment laden runoff prior to being discharged
6om the site. See the Erosion Control Plan for details. The design criteria for sizing the tanks
will be per the section on Sediment Traps in the 1992 D.O.E. Stormwater Management Manual
for the Puget Sound Basin. The volume is the detention volume required for the 2-year, 24-hqK
design storm (see Sediment Facility sizing, page 28.
Storm Drainage Calculations
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
I I
rw
OR
BIG
EL
21
I )f;o
Is
26
�"%ZqR (
20 c,,-
45 Y.) I n Q N �\\V, <
50� — - \ 5
4 ;1,- 3$ C
�11 S 2b
45 S AT
40� 3
35 20
-V
3 45 3 ,
40
35 COMA
42
3
AB RDE N
30
zn5 25 3 13
CENT
20
10 YAKi
30
20
45' 40-1—
M
35 3 ADA—/ H 3
55 45,
1A 3 25
WASHINGTON 8 K
RA>L
1 0 0 10 20 30 40 - E N E
— — — MILES 20 —2 15
0
Figure 25
NOAA ATLAS 2, Volume IX
ISOPLUVIALS F 2-YR 24-HR PRECIPITATI N IN Prepared by U.S. Department of c( mm rce
TENTHS OF A INCH National oceanic and Atmospheric A Iministration
National weather Service. Office of Hydrology
Prepared for U.S. Department of All ricuiture
Soil Conservation service, Engineer 39 Division
124 12i— 122 121
111-1-44 FEBRUMiy, 1-992
70
80.,
4 8 IL 75�
75
80
90\,
1 OT
90
47�--
STORMWATER MANAGEMENT MANUAL FOR THE.PUGET SOUND BASIN
124
1�3 122
45
45
2
— AlUlggp
' 42�'
45
A
Q 55
Q Z_J\--
r H A R1 T A
—N
11MOF-111lu I U11
10 0 10 20 30 40
MILES 40
Figure 30
ISOPLUVIALS F L100-YR 24-HR PRECIPIT4TION 4
I IN TENTHS OF N INCH
124 123
uceanic and Atmospheric Ajjr
National Weather Service ' Of1i - 0 f;H
;7Pr pared for U.S. De - -ent ;'f A ii
.1 Conservation Sepr,',irrte. Engineer 1
122 . 12i
!2
940
41�
111-1-46 FEBRUARY, 1992
4
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table 111-1.3 SCS Western Washington Runoff Curve Numbers
(Published by sCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
lAnd iiam fe%v- P"� in U
LAND
USE DESCRIPTION
CURVE
NUMBERS BY
HYDROLOGIC
SOIL GROUP
A
B
C
D
Cultivated land(l):
winter condition
86
91
94
95
Mountain open areas:
low growing bru sh & grasslands
74
82
89
92
Meadow or pasture:'
1
65
78
R
89
Wood or forest land:
undisturbed
42
64
76
81
Wood or forest land:
young second growth or brush
55
72
81
86
Orchard: . -
'with cover crop
81
88
92
94
pen spaces" lawns, parks, golf co urses, cemeteries,
.landscaping:
Good condition:
grass cover on �:75% of the
68
80
90
area
Fair condition:
grass cover on 50-75% of
77
85
90
92
the area
Gravel roads & parking
lots:
76
85
89
91
Dirt roads & parking lots:
72
82
87
69
Impervious surfaces, pavement,
roofs etc.
98
98
e=*N
W
98
Open water bodies:
lakes, wetlands, ponds etc.
100.
100
100
100'
Single family re sidential(2):
Dwelling Unit/Gross Acre
%Impervious(3)
Separate
curve
number
1.0 DU/GA
is
shall
be
selected
for
1.5 DU/GA
20
pervious
& impervious
.2.0 DU/GA
25
portions
of t-he
site
2.5 DU/GA
30
or basin
3.0 DU/GA
34
3.5 DU/GA
38
4.0 DU/GA
42
4.5 DU/GA
46
5.0 DU/GA
48
5.5 DU/GA
so
6.0 DU/GA-
52
6.5 DU/GA
54
7.0 DU/GA
56
PUD's, condos, apartments,
%impervious
commercial businesses &
must be
industrial areas
computed
(1) For a more detailed description of agricultural land.use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed.into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
111-1-12 FEBRUARY, 1992
,5-
BUSH, ROED & HITCHINGS, INC.
CIVIL ENGINEERS & LAND SURVEYORS
2009 Minor Avenue East
Seattle, WA 98102
(206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
JOB * sno So le-1
SHEET NO. I — OF
CALCULATED BY
CHECKED BY
Qr'.Al r
4,r
DATE
DATE
FRUE11,111 204-1 (Single Sheets) 205-1 (Padded)
BUSH, ROED & HITCHINGS, INC.
CIVIL ENGINEERS & LAND SURVEYORS
2009 Minor Avenue East
Seattle, WA 98102
(206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508 '
PRODUCT 204-1 (Single Sheets) 205-1 (Padded)
JOB
SHEET NO. —
CALCULATED BY
CHECKED BY —
SCALE
OF
DATE
DATE
BUSH, ROED & HITCHINGS, INC.
CIVIL ENGINEERS & LAND SURVEYORS
2009 Minor Avenue East
Seattle, WA 98102
(206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
JOB Zc>c> 30NCI
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
.qr.Al F
C -r0c,
S-.rc) I(L Y-) )0 (4, A� C'7 CL� CIA
C., S
A'1z:e."4 Tc�
-r-LI
S -T
I L k—
tj0yz'_7*v.� tj-r A 12 L-,, P
t-1 (�?ew 0 L-k
S
e*�A, Oit�UeGUF�1�19 cw-v.�
r') yz 0 1
2)7ci .5 v- z
15S 4-
Ayte-A tj&w L-Y oe;-
'A-: '6\
4 /A r- f- a7r' 6UA_i-_11Lc-
c
.0 Tl 0 "'�'j 0 ou_�)�
f�D' S ip
1) ao (9 0 C"e Q ,4 Y5 1"o (:f K.) Z ��jb 0 60
a T-A 4-b,1 3 b 173
-roTAL
0 YZ 0e76�Xr"'Ok-> 51t)NL" f�uyz e_k !ST i PG� CO.W 0 T 1.0
9 ?-1
d. N ell S A YZ1E )4-3
PO 0,T H 07 A,
04 c,
cw U �-k b r
0., OZ
?xo.) b.7,c,
K) e6o PN rz 1c, f, Q("\ L_ S A. 10 r6uo-I)jQ(�', A-VY)ITI
LK�rT
b.
U-) F
r r
0,77-7.
c C)b+ 5r-
Pt70070" ev 4z�' �L� t) 4, z; 7-1 ro
'W)
7
PRODUCT 204.1 Gnale Shtelsi 205 1 nddmi
b/30/05 12:39:28 am . Bush,
Roed & Hitchings, Inc
page 1
.Edmonds Center for the Arts
Detention Vault Calculations
Revised.per City Review
BASIN
SUMMARY
BASIN ID: dev10-2
NAME: Developed 10yr
SBUH METHODOLOGY
TOTAL AREA ........ :
1.27 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
2.00 inches
AREA..: 0.37 Acres
0.91 Acres
TIME INTERVAL .... :
10.00 min
CN.... 86.00
98.00
TC.....: 6.00 min
6.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.43
cfs VOL: 0.16
Ac-ft TIME: 480 min
BASIN ID: dev100-2
NAME: Developed 100yr
SBUH METHODOLOGY
TOTAL AREA ........ :
1.27 Ac res
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
3.00 inches
AREA..: 0.37 Acres
0.91 Acres
TIMEINTERVAL .... :
10.00 min
CN .... : 86.00
98.00
TC .... : 6.00 min
6.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.70
cfs VOL: 0.26
Ac-ft TIME: 480 min
BASIN ID: dev2-2
NAME: Developed
2yr
SBUH METHODOLOGY.
TOTA-L AREA ....... :
1.27 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
tYPE1A
PERV *
IMP
PRECIPITATION .... :
1.50 inches
AREA..: 0.37 Acres
0.91 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 86.00
98.00
TC .... : 6.00 min
6.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.30
cfs VOL: 0.11
Ac-ft TIME: 480 min
BASIN ID: ex10-2
NAME: Existing
10yr
SBUH METHODOLOGY,
TOTAL AREA ....... :
1.27 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
2.00 inches
AREA..: 1.14 Acres
0.13 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 85.00
98.00
TC .... : 35.85 min
35.85 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.15
cfs VOL: 0.09
Ac-ft TIME: 490 min
I
8/30/05 12:39:28 am Bush, Roed & Hitchings, Inc page 2
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
BASIN SUMMARY
BASIN ID: ex100-2
NAME: Existing 100yr
SBUH METHODOLOGY
TOTAL AREA ....... :
1.27 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
PRECIPITATION .... :
3.00 inches
AREA..:
1.14 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
85.00
TC .... :
35.85 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.32
cfs VOL: 0.18
Ac-ft TIME: 490 min
BASIN ID: ex2-2
NAME: Existing 1/2-2yr
SBUH METHODOLOGY
TOTAL AREA ....... :
1.27 Acres
BASEFLOWS:.
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
PRECIPITATION .... :
0.99 inches
AREA..:
1.14 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
85.00
TC .... :
35.85 min
ABSTRACTION COEFF:'
0.20
TcReach - Sheet
L:
150.00 ns:0.2400
p2yr: 1.50
s:0.0160
TcReach - Shallow
L:
159.00 ks:3.00
s:0.0670
TcReach - Shallow
L:
61.00 ks:3.00
s:0.1380
PEAK RATE: 0.02
cfs
VOL: 0.02
Ac-ft TIME:
490 min
IMP
0.13 Acres
98.00
35.85 min
IMP
0.13 Acres
98.00
35.85 min
1*1
8/30/05 12:39:28 am Bush, Roed & Hitchings, Inc page 3
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.023
490
1070 cf
1.27
2
0.151
490
4136 cf
1.27
3
0.322
490
7896 cf
1.27
11
0.021
1460
2929 cf
1.27,
12
0.081
970
4757 cf
1.27
13
0.362
5�O
9104 cf
1.27
,20---
-0,129
80,0�-
-1-r-3-0
FA
I
8/30/05 12:39:29 am Bush, Roed & Hitchings, Inc page 4
1 1 Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 11
Peak runoff: 0.0212 cfs Total Vol: 0.07 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (Cfs) (min) (Cfs) (min) (cfs) (min) (cfs) (min) (Cfs)
10 410 0.0086 810 0.0183 1210 0.,0205 1610 0.0207
20 420 0.0088 820 0.0184 1220 0.0205 1620 0.0207
30 430 0.0091 830 0.0184 1230 0.0206 1630 0.0206
40 440 0.0094 840 0.0185 1240 0.0206 1640 0.0206
50 450 0.0098 850 0.0186 1250 0.0206 1650 0.0206
60 460 0.0104 860 0.0186 1260 0.0207 1660 0.0205
70 470 0.0110 870 0.0187 1270 0.0207 1670 0.0205
80 480 0.0118 880 0.0188 1280 0.0207 1680 0.0204
90 490 0.0126 890 0.0189 1290 0.0208 1690 0.0204
100 500 0.0133 900 0.0189 1300 0.0208 1700 0 .0204
110 0.0001 510 0.0138 910 0.0190 1310 0.0209 1710 0.0203
120 0.0002 520 0.0141 920 0.0191 1320 0.0209 1720 0.0203
130 0,0004 530 0.0144 930 0.0192, 1330 0.0209 1730 0.0203
140 0,0007 540 0.0147 940 0.0192 1340 0.0210 1740 0.0202
150 0 ' 0010 550 0.0150 950 0.0193 1350 0.0210 1750 0.0202
160 0.0015 560 0.0152 960 0,0194 1360 0.0210 1760 0.0202
170 0.0019 570 0.0154 970 0.0195 1370 0.0211 1770 0,0201
180 0.0024 580 0.01�6 980 0.0195 1380 0.0211 1780 0.0201
190 0.0028 590 0.0157 990 0.0196 1390 0.0211 1790 0.0200
200 0.0030� 600 0.0159 1000 0.0196 1400 0.0211 1800 0.0200
210 0.0033 610 0.0161 1010 0,0196 1410 0.0211 1810 0.0200
220 0.0035 620 0.0162 1020 0.0196 1420 0,0212 1820 0.0199
230 0.0038 630 0.0164 1030 0.0197 1430 0.0212 1830 0.0199
240 0.0040 640 0.0165 1040, 0.0197 1440 0.0212 1840 0.0199
250 0.0043 650 0.0167 1050 0.0197 1450 0.0212 1850 0.0198
260 0.0045 660 0.0168 1060 0.0198 1460 0.0212 1860 0.0198
270 0.0047 670 0.0169 1070 0.0199 1470 0.0212 1870 0.0197
280 0.0050 680 0.0171 1080 0.0199 1480 0.0212 1880 0.0197
290 0.0052 690 0.0172 1090 0.0200 1490 0.0212 1890 0.0197
300 0.0055 700 0.0173 1100 0.0200 1500 0.0211 1900 0.0'196
310 0.0057 710 0.0174 1110 0.0201 1510 0.0211 1910 0.0196
320 0.0059 720 0.0175 1120 0.0201 1520 0.0210 1920 0.0196
336 0.0062 730 0,0176 1130 0.0202 1530 0.0210 1930 0.0195
340 0.0066 740 0.0177 1140 0,0202 1540 0.0210 1940 0.0195
350 0.0069 750 0.0178 1150 0.0202 1550 0.0209 1950 0.0194
360 0.0072 760 0.0179 1160 0.0203 1560 0,0209 1960 0.0194
370 0.0075 - 770 0.0180 1170 0.0203 1570 0.0209 1970 0.0194
380 0.0078 780 0.0181 1180 0.0204 1580 0.0208 1980 0.0193
390 0.0081 790 0.0182 1190 0,0204 1590 0.0208 1990 0.0193
400 0.0083 800 0.0182 1200 0.0204 1600 0.0207 2000 0,0193
a
8/30/05 1-2:39:29 am Bush, Roed & Hitchings, Inc page 5
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 11
Peak
runoff:
0.0212
cfs
Total Vol:
0.07 ac-ft
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
RUNOFF
RUNOFF
RUNOFF
RUNOFF.
RUNOFF
(min)
(cfs)
(min)
(cfs)
(min)
, (cfs)
(min)
(cfs)
(min)
(Cfs)
2010
0.0192
2210
0.0185
2410
0.0177
--------------
2610
0.0170
2810
0.0162
2020
0.0192
2220
0,0184
2420
0.0177
2620
0.0169
2820
0.0162
2030
0.0191
2230
0.0184
2430
0.0177
2630
0.0169
2830
0,0162
2040
0.0191
2240
0.0184
2440
0.0176
H40
0.0169
2840
0.0161
2050
0.0191
2250,
0.0183
2450
0.0176
2650
0.0168
2950
0.0161
2060
0.0190
2260
0.0183
2460
0.0175
2660
0.0168
2860
0.0161
2070
0.0190
2270
0.0183
2470
0.6175
2670
0.0168
2870
0.0160
2080
0.0190
2280
0.0182
2480
0.0175
2680
0.0167
2880
0.0160
2090
. 0.0199
2290
0.0182
2490
0,0174
2690
0.0167
2890
0.0159
2100
0.0189
2300
0.0181
2500
0.0174
2700
0.0166
2900
0.0159
2110
0.0188
2310
0.0181
2510
0.0174
2710
0.0166
2910
0.0159
2120
0.0188
2320
0.0181
2520
0.0173
2720
0.0166
2920
0.0158
2130
0.0188
2330
0.0180
2530
0.0173
2730
0.0165
2930
0.0158
2140
0.0187
2340
0.0180
2540
0.0172
2740
0.0165
2940
0.0158
2150
0.0187
2350
0.0180
2550
0.0172
2750
0.0165
2950
0.0157
2160
0.0187
2360
0.0179
2560
0.0172
2760
0.0164
2960
0.0157
2170
0.0186
2370
0.0179
2570
0.0171
2770
0.0164
2970
0.0156
2180
0.0186
2380
0.0178
2580
0,0171
2780
0.0164
2980
0.0156
2190
0.0185
2390
0.0178
2590
0.0171
2790
0.0163
2990
0.0156,
2200
0.0185
2400
0.0178
2600
0,0170
2800
0.0163
3000
0.0155
2210
0.0185
2410
0.0177
2610
0.0170
2810
0.0162
8/30/05 12:39:29 am Bush, Roed & Hitchings, Inc page 6
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 12
Peak runoff: 0.0810 cfs Total Vol: 0.11 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
�min) (cfs) (min) (cf s) (min) (cfs) (min) (cfs) (min) (cfs)
10 410 0.0108 810 0.0402 1210 0.0584 1610 0.0218
20 420 0.0111 820 0.0478 1220 0.0587 1620 0.0217
30 430 0,0114 830 0.0556 1230 0.0588 1630 0.0217
40 440 0.0118 840 0.0676 1240 0.0585 1640 0.0217
50 450 0.0123 850 0.0684 1250 0.0588 1650 0.0216
60 460 0.0129 860 0.0709 1260 0.0589 1660 0.0216
70 470 0.0137 870 0.0763 1270 0.0586 1670 0.0215
80 480 0.0146 880 0.0798 1280 0.0589 1680 0.0215
90 490 0.0156 890 0.0801 1290 0.0590 1690 0 .0215
100 0.0003 500 0.0164 900 0.0802 1300 0.0587 1700 0.0214
110 0.0005 510 0.0170 910 0.0806 1310 0.0590 1710 0.0214
120 0.0009 520 0.0174 920 0.0804 1320 0.0591 1720 0.0214
130 0.0013 530 0.0177 930 0.0804 1330 0,0588 1730 0.0213
140 0.0019 540 0.0180 940 0.0808 1340 0.0564 1740 0.0213
150 0.0025 550 0.0184 950 0.0906 1350 0.0520 1750 0.0212
160 0.0029 560 0.0186 960 0.0807 1360 0,0509 1760 0.0212
170 0.0033 570 0.0189. 970 0.0810 1370 0.0499 1770 0.0212
180 0,0036 580 0.0191 980 0.0735 1380 0,0492 1780 0.0211
190 0 .0040 590 0.0193 990 0.0576, 1390 0 .0487 1790 0 .0211
200 0.0043 600 0.0195 1000 0.0511 1400 0.0483 1800 0.0211
210 0.0046 610 0.0197 1010 0.0498 1410 0.0480 1810 0.0210
220 0.0049 620 0.0198 1020 0.0489 1420 0.0479 1820 0.0210
230 0.0052 630 0.0200 1030 0.0483 1430 0.0478 1830 0.0209
240 0.0055 640 0,0202 1040 0.0492 1440 0.0476 1840 0.0209
250 0.0057 650 0.0204 1050 0.0540 1450 0.0476 1850 0.0209
260 0.0060 660 0.0205 1060 0.0681 1460 0.0447 1860 0.0208
270 0.0063 670 0.0207 1070 0.0696 1470 0.0366 1870 0.0208
280 0.0066 680 0.0208 1080 0.0698 1480 0.0273 1880 0.0208
290 0.0068 690 0.0210 1090 0.0699 1490 0.0222 1890 0.0207
300 0.0071 700 0.0211 1100 0.0675 1500 0.0222 1900 0.0207
310 0.0074 710 0.0212 1110 0.0622 1510 0.0221 1910 0.0206
320 0.0077 720 0.0213 1120 0.0587 1520 0.0221 1920 0.0206
330 0.0080 730 0.0215 1130 0.0674 1530 0.0221 1930 0.0206
340 0.0084 740 0.0216 1140 0.0689 1540 0.0220 1940 0.0205
350 0.0088 750 0.0217 1150 0.0519 1550 0.0220 1950 0.0205
360 0.0092 760 0.0218 1160 0.0509 1560 0.0220 1960 0.0205
370 0.0095 770 0.0219 1170 0.0538 1570 0.0219 1970 0.0204
380 0.0099 780 0.0220 1180 0.0580 1580 0,0219 1980 0,0204
390 0.0102 790 0.0222 1190 0.0586 1590 0.0218 1990 0.0204
400 0.0105 800 0.0277 1200 0.0587 1600 0.0218 2000 0.0203
� 2.
8/30/05 112:39:29 am Bush, Roed & Hitchings, Inc page 7
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 12
Peak
runoff:
0.0810
cfs
Total Vol:
0.11 ac-ft
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
(min)
(cf s)
(min)
(cfs)
(min)
(cf s)
(min)
W s)
(min)
Ws)
2010
0.0203
2210
0.0195
2410
0.0188
2610
0.0180
2810
0.0173
2020
0.0202
2220
0.0195
2420
0.0187
2620
0.0180
2820
0.0173
2030
0.0202
2230
0.0195
2430
0.0187
2630
0.0180
2830
0.0172
2040
0.0202
2240
0.0194
2440
0.0187
2640
0.0179
2840
0.0172
2050
0.0201
2250
0.0194
2450
0.0186
2650
0.0179
2850
0.0171
2060
0.0201
2260
0.0193
2460
0.0186
2660
O.Oi79
2860
0.0171
2070
0.0201
2270
0.0193
2470
0.0186
2670
0.0178
2870
0,0171
2080
0.0200
2290
0.0193
2480
0.0185
2680
0.0178
2880
0.0170
2090
0.0200
2290
0.0192
2490
0.0185
2690
0.0177
2890
0.0170
2100
0.0199
2300
0.0192
2500
0.0185
2700
0.0177
2900
0.0170
2110
0.0199
2310
0.0192
2510
0.0184 '
2710
0.0177
2910
0.0169
2120
0.0199
2320
0.0191
2520
0.0184
2720
0.0176
2920
0.0169
2130
0 .0198
2330
0,0191
2530
0 .0183
2730
0 .0176
2930
0.0168
2140
0.0198
2340
0.0190
2540
0.0183
2740
0.0176
2940
0.0168
2150
0.0198
2350
0.0190
2550
0.0183
2750
0.0175
2950
0.0168
2160
0.0197
2360
0.0190
2560
0.0182
2760
0.0175
2960
0.0167
2170
0 .0197
2370
0.0189
2570
0.0182
2770
0.0174
2970
0.0167
2180
0.0196
2380
0.0189
2580
0.0182
2780
0.0174
2980
0.0167
2190
0.0196
2390
0.0189
2590
0.0181
2790
0.0174
2990
0.0166
2200
0.0196
2400
0.0188
2600
0.0181
2800
0.0173
3000
0.0166
2210
0.0195
2410
0.0188
2610
0.0180
2810
0.0173
17-1
8/30/05 12:39:29 am . Bush, Roed & Hitchings, Inc page 8
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH
No.
13
Peak
runoff:
0.3024
cfs
Total
Vol:
0.21 ac-ft
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
(min)
(Cfs)
(min)
(Cfs)
(min)
(cfs)
(min)
(cfs)
(min)
(Cfs)
10
410
0.0147
810
0,1194
--------------
1210
=========
0.0911
====
1610
= ======
0.0218
20
420
0.0151
820
0.1092
1220
0.0915
1620
0.0218
30
430
0.0154
830
0 .1078
1230
0.0916
1630
0.0217
40
440
0.0159
840
0.1077
1240
0.0912
1640
0.0217
50
450
0.0166
850
0.1077
1250
0.0916
1650
0.0216
60
460
0.0174
860
0.1114
1260
0.0917
1660
0.0216
70
470
0.0183
870
0.1199
1270
0.0913
1670
0.0216
80
0.0003
480
0.0194
880
0,1254
1280
0.0917
1680
0.0215
90
0.0007
490
0.0206
890
0.1258
1290
0.0918
1690
0.0215
100
0.0014
500
0.0217
900
0.1259
1300
0.0914
1700
0.0215
110
0.0022
510
0.0428
910
0.1265
1310
0.0918
1710
0.0214
120
0.0029
520
0,2912
920
0,1262
1320
0.0919
1720
0.0214
130
0.0033
530
0.3024
930
0.1262
1330
0.0914
1730
0.0213
140,
0 .0038
540
0.2796
940
0.1267
1340
0,0877
1740
0.0213
150
0.0042
550
0.2755
950
0.1264
1350
0.0796
1750
0.0213
160
0.0047
560
0.2518
960
0.1264
1360
0.0746
1760
0.0212
170
0.0052
570
0.2115
970
0.1270
1370
0.0735
1770
0.0212
180
0.0056
580
0.1941
980
0.1151
1380
0.073 3
1780
0.0212
190
0.0060
590
0.1917
990
0.0902
1390
0.0738
1790
0.0211
200
0.0064
600
0.1918
1000
0.0753
1400
0.0734
1800
0.0211
210
0.0068
610
0.1917
1010
0.0727
1410
0.0733
1810
0.0210
220
0.0072
620
0.1885
1020
0.0724
1420
0.0738
1820
0.0210
230
0.0075
630
0.1811
1030
0.0729
1430
0.0734
1830
0.0210
240
0.0078
640
0.1766
1040
0.0803
1440
0.0734
1840
0.0209
250
0.0082
650
0.1758
1050
0.0968
1450
0.0739
1850
0.0209
260
0.0085
660
0.1759
1060
0.1073
1460
0.0580
1860
0.0209
270
0.0089
670
0,1766
1070
0.1088
1470
0.0443
1870
0.0208
280
0.0092
680
0.1693
1080
0.1091
1480
0.0332
1880
0.0208
290
0.0096
690
0.1530
1090
0.1091
1490
0.0245
1890
0.0207
300
0.0100
700
0.1430
1100
0.1055
1500
0,0222
1900
0.0207
310
0.0103
710
0.1421
1110
0,0971
1510
0.0222
1910
0.0207
320
0.0107
720
0.1422
1120
0.0916
1520
0.0221
1920
0.0206
330
0.0111
730
0.1418
1130
0.1052
1530
0.0221
1930
0,0206
340
0.0116
740
0.1424
1140
0.1074
1540
0.0220
1940
0.0206
350
0.0121
750
0.1426
1150
0.0794
1550
0.0220
1950
0.0205
360
0.0126
760
0.1423
1160
0.0755
1560
0.0220
1960
0.0205
370
0.0130
770
0.1428
1170
0.0890
1570
0.0219
1970
0.0204
380
0.0135
780
0.1430
1180
0.0907
1580
0.0219
1980
0.0204
390
0.0139
790
0,1427
1190
0.0914
1590
0.0219
1990
L0204
400
0.0143
800
0.1355
1200
0.0915
1600
0.02 18
2000
0.0203
a
8/30/05 12:39:29 am Bush, Roed & Hitchings, Inc page 9
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
DETAIL HYDROGRAPH SUMMARY
HYDROGRAPH No. 13
Peak
runoff:
0.3024
cfs
Total
Vol:
0.21 ac-ft
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
TIME
DESIGN
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
(min)
(Cfs)
(min)
WS)
(min)
WS)
(min)
(Cfs)
(min)
WS)
2010
0.0203
2210
0.0196
2410
0.0188
2610
0.0181
2810
0,0173
2020
0.0203
2220
0.0195
2420
0.0188
2620
0.0180
2820
0.0173
2030
0.0202
2230
0,0195
2430
0.0187
2630
0.0180
2830
0,0172
2040
0.0202
2240
0.0194
2440
0.0187
2640
0.0180
2840
0.0172
2050
0,0202
2250
0.0194
2450
0.0187
2650
0.0179
2850
0.0172
2060
0.0201
2260
0.0194
2460
0.0186
2660
0.0179
2860
0.0171
2070
0.0201
2270
0.0193 ,
2470 '
0.0186
2670
0.0178
2870
0.0171
2080
0.0200
2290
0.0193
2480
0.0185
2680
0.0178
2880
0.0171
2090
0.0200
2290
0.0193
2490
0.0185
2690
0.0178
2890
0.0170
2100
0.0200
2300
0.0192
2500
0.0185
2700
0.0177
2900
0.0170
2110
0.0199
2310
0.0192
2510
0.0184
2710
0,0177
2910
0,0169
2120
0.0199
2320
0.0191
2520
0.0184
2720
0.0177
2920
0.0169
2130
0.0199
2330
0.0191
2530
0.0184
2730
0.0176
2930
0.0169
2140
0.0198
2340
0.0191
2540
*0.0183
2740
0.0176
2940
0.0168
2150
0.0198
2350
0.0190
2550
0,0183
2750
0.0175
2950
0.0168
2160
0.0197
2360
0.0190
2560
0.0183
2760
0.0175
2960
0.0168
2170
0.0197
2370
0.0190
2570
0.0182
2770
0.0175
2970
0.0167
2190
0.0197
2380
0.0189
2580
0.0182
2780
0.0174
2980
0.0167
2190
0.0196
2390
0.0189
2590
0.0181
2790
0,0174
2990
0.0167
2200
0.0196
2400
0.0188
2600
0.0181
2800
0.0174
3000
0.0166
2210
0.0196
2410
0.0188
2610
0,0181
2810
0.0173
8/30/05 - 12:.39:29 am Bush, Roed & Hitchings, Inc page 10
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. vault2
Description: Detention Vault
Length: 33.00 ft. Width: 18.00 ft. voids: 1.000
STAGE <
---- STORAGE ---- >
STAGE <
---- STORAGE ---- >
STAGE < ---- STORAGE ---- >
STAGE <
---- STORAGE ---- >
(ft) ---Cf
--- --
AC -Ft-
(f t) ---
cf ---
-- Ac-Ft-
(f t) ---
Cf --- --
AC -Ft-
(f t) ---
Cf---
--AC-Ft-
46.00
0.0000
0.0000
47.80
1069
0.0245
49.60
2138
0.0491
51.40
3208
0.0736
46-10
59.400
0.0014
47.90
1129
0.0259
49.70
2198
0.0505
51.50
3267
0 .0750
46.20
118.80
0,0027
48.00
1188
0.0273
49.80
2257
0.0518
51.60
3326
0.0764
46.30
178.20
0.0041
48.10
1247
0.0286
49.90
2317
0.0532
51.70
3386
0.0777
46.40
237.60
0.0055
48.20
1307
0.0300
50.00
2376
0.0545
51.80
3445
0 .0791
46.50
297.00
0.0068
48.30
1366
0.0314
50.10
2435
0.0559,
51.90
3505
0.0805
46.60
356.40
0.0082
48. 40
1426
0.0327
50.20
2495
0.0573
52.00
3564
0 .0818
46.70
415.80
0.0095
48.50
1485
0.0341
50.30
2554
0,0586
52.10
3623
0.0832
46.80
475.20
0.0109
48.60
1544
0.0355.
50.40
2614
0.0600
52.20
3683
0.0845
46.90
534.60
0.0123
48.70
1604
0.0368
50.50
2673
0.0614
52.30
3742
0.0859
47.00
594.00
0.0136
48.80
1663
0.0382
50.60
2732
0.0627
52.40
3802
0.0873
47.10
653.40
0,0150
48.90
1723
0.0395
50.70
2792
0.0641
52.50
3861
0.0886
47.20
712 .80
0.0164
49.00
1782
0.0409
50.80
2851
0.0655
52.60
3920
0.0900
47.30
772 .20
0.0177
49.10
1841
0 0423
50.90
�911
0.0668
52 .70
3980
0 .0914
47.40
831.60
0.0191
49.20
1901
0.0436
51.00
2970
0.0682
52.BO
4039
0.0927
47.50
891 .00
0,'0205
49.30
1960
0. 0450
51.10
3029
0.0695
52.90
4099
0.0941
47.60
950.40
0.0218
49.40
2020
0.0464
51.20
3089
0.0709
53.00
4158
0.0955
47.70
1010
0.0232
49.50
2079
0.0477
51.30
3148
0,0723
53.00
4158
0.0955
Ell
8/30/05 12:39:29 am Bush, Roed & Hitchings, Inc page
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. 2orifice
Description: orifice
Outlet Elev: 46.00
Elev: 46.00 ft Orifice Diameter: 0.5625 in.
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE ---
> STAGE
<--DISCHARGR --- >
(ft)
---cfs -- -------
(f t)
--- CfS -- -------
(f t)
--- CfS -- -------
(ft)
---cfs -- -------
46.00
0.0000
47.80
0.0115
49.60
0.0163
51.40
0.0200
46 .10
0.0027
47.90
0.0118
49.70
0.0165
51.50
0.0201
46.20
0.0038
48.00
0.0121
49.80
0.0167
51. 60
0.0203
46.30
0.0047
48.10
0.0124
49.90
0.0170
51.70
0.0205
46.40
0.0054
48.20
0.0127
50.00
0.0172
51.80
0.0207
46.50
0.0061
48.30
0.0130
50.10
0.0174
51.90
0.0209
46.60
0.0067
48.40
0.0133
50.20
0.0176
52.00
0.0210
46.70
0.0072
48.50
0.0136
50.30
0.0178
52.10
0.0212
46.80
0.0077
48.60
0.0138
50.40
0.0180
52 .20
0.0214
46.90
0.0081
48.70
0.0141
50.50
0.0182
52.30
0.0216
47.00
0.0086
48.80
0.0144
50.60
0.0184
52.40
0.0217
47.10
0.0090
48.90
0.0146
50.70
0.0186
52 .50
0.0219
47.20
0.0094
49.00
0.0149
50.80
0.0188
52.60
0.0221
47.30
0.0098
49.10
0.0151
50.90
0.0190
52.70
0.0222
47.40
0.0102
49.20
0.0154
51.00
0.0192
52.80
0.0224
47.50
0.0105
49.30
0.0156
51.10
0.0194
52 .90
0.0226
,47.60
0.0109
49.40
0,0158
51.20
0.0196
53 .00
0,0227
47.70
0.0112
49.50
0.0161
51.30
0.0198
8/30/05 12:39:29 am Bush, Roed & Hitchings, Inc page 12
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
STAGE DISCHARGE TABLE
COMBINATION DISCHARGE ID No.,combo
Description: Combination Discharge
Structure: 2orifice Structure:
Structure: weir Structure:
Structure:
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE ---
> STAGE
<--DISCHARGE --- >
(ft)
---cfs -- -------
(f t)
--- CfS -- -------
(f t)
--- CfS -- -------
(f t) *
--- CfS -- -------
46.00
0.0000
48.10
0.0124
50.20
0.0176
52.30
0.0216
46.10
0.0027
48.20
0.0127
50.30
0.0178
52 .40
0.0217
46.20
0.0038
48..30
0.0130
50.40
0.0180
52 .50
0.0219
46.30
0.0047
48.40
0.0133
50.50
0.0182
52.60
0.0221
46.40
0.0054
48.50
0.0136
50.60
0.0184
52.70
0.0222
46.5 * 0
0.0061
48.60
0.0138
50.70
0.0186
52.80
0.0522
46.60
0.0067
48.70
0.0141
50 .80
0.0188
52 .90
0.2256
46.70
0.0072
48,80
0.0144
50.90
0.0190
53.00
0.5626
46.80
0.0077
48.90
0.0146
51.00
0.0192
53.10
1.0879
46.90
0.0081
49.00
0.0149
51.10
0.0194
53.20
1.8245
47.00
0.0086
49..10
0.0151
51.20
0.0196
53 .30
2.7936
47.10
0.0090
49.20
0.0154
51.30
0.0198
53 .40
4.0147
47.20
0.0094
49.30
0.0156
51.40
0.0200
53 .50
5.5059
47.30
0.0098
49.40
0.0158
51.50
0.0201
53.60
7.2843
47.40
0.0102
49.50
0.0161
51.60
0.0203
53 .70
9.3660
47.50
0.0105
49.60
0.0163
51.70
0.0205
53.80
11.766
47.60
0.0109
49.70
0.0165
51.80
0.0207
53 .90
14.500
47.70
0.0112
49.80
0.0167
51.90
0.0209
54.00.
17.581
47.80
0.0115
49.90
0.0170
52 .00
0.0210
47.90
0.0118
50.00
0.0172
52.10
0.0212
48.00
0.0121
50.10
0.0174
52 .20.
0.0214
I b .
8/30/05 12:39:29 am Bush, Roed & Hitchings, Inc page 13
Edmonds Centerfor the Arts
Detention Vault Calculations
Revised per City Review
OVERFLOW WEIR ID No
Description: Weir
Ratio (h:lv): 3.2100
El: 52.75 ft.
STAGE DISCHARGE TABLE
weir
Weir length: 0.7000 ft.
Weir Increm: 0.10
STAGE
<--DISCHARGE ---
) STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft)
---cfs -- -------
(f t)
--- CfS -- -------
(ft)
---cfs -- -------
(f t)
--- CfS -- -------
52.75
0.0000
52.80
0.0299
52.90
0.2030
53.00
0.5399
8/30/05 12:39:35 am Bush, Roed & Hitchings, Inc page 14
Edmonds Center for the Arts
Detention Vault Calculations
Revised per City Review
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-) OUTFLOW STORAGE
< -------- DESCRIPTION --------- >
(cfs)
(cfs)
--id-
--id- <-STAGE> A
(cfs)
VOL (cf)
1/2 2yr dev ..................
0.02
0.30
vaulU
combo 52.12 11
0.02
3637.41 cf
10ex 10dev ...................
0.15
0.43
vaulU
combo 52.82 12
0.08
4049.07 cf
100ex 100dev .................
0.32
0.70
vaulU
combo 52.92 13
0.30
4112.14 cf
1z 0
SEMON 5.3 DETENTION FACILMES
Rectangular, Sharp -Crested Weir
The rectangular, sharp -crested weir design shown in Figure 5.3.4.E may be analyzed using standard weir
equations for the fully contracted condition.
FIGURE 5.3.4.E RECTANGULAR, SHARP -CRESTED WEIR
PLAN
fffs
SECTION
NTS
riser
Q = C (L - 0.2H)H3' (5-6)
where Q = flow (cfs)
C = 3.27 + 0.40 HIP (ft)
H,P are as shown above
L = length (ft) of the portion of the riser circumference as necessary not to exceed 50010 of
the circumference
D = inside riser diameter (ft)
Note that this equation accountsfor side contractions by sub tracting 0.]Hfrom Lfor each side of the
notch weir.
9/1/98
5-46
1998 Surface Water Design Manual
C,
93
Fage I ot 2
Appended on: 16:02:37 Tuesday, June 28, 2005
B-001 Event Summary L-AT&C &opiurl' 5TVILM CALCOL�enof.3
lPeak Q (c lPeak T (hrs])IHyd Vol (ac
--]F--YP--i-A
F6 --m—o—n —thl 1 0. 17 6 1 8.00 0.0625 F T2866-Ts—BUH T E
Record Id: B-001
IDesign Method I UH IFRainfall type IF TYPEIA
jHyd Intv 10.00 ing Factor 484.00
lAbstraction Coeff 0.20
--]FlPervious Area 0.37 ac DCU 0.91 ac
lPervious CN --]I 86-0-0--IFDC CN IF- 98.00
Fiervious TC 6.00 min DC TC 6.00 min
I Pervious CN Cale
Description
F SubArea
Sub c
Pervious =F
0.37 ac 86.00
Pervious Composited CN (AMC 2) 86.00�jj
Pervious TC Calc
Descr F Length F- TT
16.00 min
Pervious TC
6.00 ml
Directly Connected CN Cale
Description [7
SubArea
[—Sub cn
Impervious =F-
0.91 ac IF 98-oo
DC Composited CN (AMC 2) 98.00
Directly Connected TC Cale
Description Length TT
16.00 min
Direcfly Connected TC =F—
6.00min
file:/AL:\Job-nos\2003019\Engineering\Caics\Stormshed.htmI 6/28/2005
1
ZA
ZA
Technical Manual Page 12
Storniceptor units provide storage capacities (sediment and oil) from 108 ft' to
1000 ft' (Table 3). Table 3 also indicates the maximum treatment flow rate of the
various Stormceptor units. These flow rates indicate the threshold when
bypassing begins to occur. At flowrates greater than the maximum treatment
flowrate, treatment is still provided in the unit at 80% to 90% of the maximum
treatment flowrate.(NWRI, 1993). The treatment rate decreases once the unit
begins to bypass since the overflow creates a backwater on the outlet pipe (See figure
2, page 6).
Table 3 Stormceptor Capacities*
Model
Maximum
Treatment
Flowrate
(gal/min)*
Maximum
Treatment
Flowrate
.(ftl/sec)*
Orifice
Opening
(in.)
Sediment
Capacity
(ft')
Oil
Capacity
(gal)
Total Holding
Capacity (gal)
STC 900
285
0.635
6
75
280
950
STC 1200
285
0.635
6
110
280
123G
STC 1800
285
0.635
6
195
280
1830
475
("1-058-)
8.
180
880
2495
STC 3600
475
1. 58
8
345
880
3750
STC 4800
800
1.782
10
465
1025
5020
STC 6000
800
1.782
10
610
1025
6095
STC 7200
1110
2.473
12
725
1100
7415
* approximate, without by-passing �) cycc6t's 6-M0,-z4-%,L rr.AK- FLvW
(9 Ir 0. (6 CF6
Stormceptoil
0
Z.'�
Technical Manual
Page 16
Based on the performance relationship in Figure 5 (previous page), Table 5 provides rule of
thumb drainage area constraints for the Stormceptor models that are manufactured.
The STC in the model number refers to the precast concrete version of the Storniceptor.
The Storlinceptor System is manufactured under license of CSR Hydro Conduit or its
subsidiaries in all states except Colorado, Wyoming, Montana, Idaho, North Dakota,
South Dakota and Utah.
Table 5 indicates that there'are four design levels, for the Storniceptor. The first three design
levels are based on the classification of the receiving waters (river, watercourse). These design
levels are for stormwater management plans in which the Storinceptor is the pply stormwater
quality measure being implemented. The fourth design level is intended for situations in which
the Stormceptor is one of a number of stormwater quality control measures being implemented
on a site (i.e. the interceptor discharges to a perforated pipe, sand filter, infiltration trench, etc.)
Retrofit designs, in all likelihood, will not be able to meet the design guidelines in Table 5.
In these cases, the implementation of the Storniceptor is still applicable since it represents a
low cost measure to provide some degree of water quality enhancement (spills protection and
bedload removal).
Table 5. Maximum Impervious Drainage Area Guidelines (ac)
Stormceptor
Model
(STC)
Sensitive Area
(80% TSS Removal)
Standard Area
(70% TSS Removal)
Degraded/
Altered Area
(60% TSS Removal)
Treatment
Train
(50% TSS Removal)
Series 900
0.45
0.55
0.70
0.90
Series 1200
0.70
0.85
1.05
1.45
Series 1800
1.25
1.50
1.90
2.55
Series 2400
1.65
2.00
2.50
3.35
Series 3600
2.60
3.15
3.95
5.30
Series 4800
3.60
4.30
5.40
7.25
Series 6000
4.60
5.55
6.95
9.25
Series 7200
5.55
6.70
8.40
11.25
STC = Precast Concrete Materials of Construction
101/0 Te,5 ewiovk, FoA 0.51 Ae,463
or, jrjr6P-vt-ojS Ae�-A
Note: Please contact your local representative for more detailed local sizing information
where available.
D11
Stormceptor4
Z(O
Technical Manual Page 18
Based on API style calculations with 150 um (0.0059 in.) oil globule (rise velocity of 3.47
ft/min.), the oil will rise anywhere from 10 inches to 24 inches during peak flow conditions
in the separation chamber depending on the size of unit implemented. These distances are
based on the assumption that only half of the storage volume in the interceptor is used in
the flow through zone. As such, the calculations and laboratory tests indicate that oil will
be readily trapped since the outlet riser is the same elevation as the inlet riser.
Flow Treatment
A check was made on the sizing criteria provided in Table 5 (page'16) based on
modeling which was undertaken by Marshall Macklin Monaghan Limited (MMM,
1994). MMM continuously modeled 4 parking lots with various drainage areas
(1.2 ac, 2.5 ac, 7.4 ac, and 12.4 ac). The continuous flow series resulting from these
simulations were analyzed to determine the percentage of annual flow volume that
by-passed the Stormceptor. It was. assumed that the design treatment flow rate
remained the same during by-pass conditions for the determination of the volume
of stormwater that by-passed the interceptor (i.e. when a by-pass occurs water
which flows over the weir creates a backwater effect on the discharge pipe from
the treatment chamber which restricts the flow rate in the treatment chamber to the
design value). This is consistent with laboratory tests conducted at the National
Water Research Institute (Marsalek, 1994).
Table 6 shows the results of the modeled flow analysis. The table indicates that
the sizing guidelines provided in Table 5 will result in 80%+ of the annual flow
volume being treated by -the Stormceptor. Interceptor sizing for "sensitive area"
habitat results in approximately 90% of the annual flow volume being treated by
the Stormceptor
OV&& qo:/, -ra6kTr%6P-rF 6f, &PjWLArL_ F%-ULj
FOM 1K9&1LV%OJS AA-6A OF 0.11 &C-9-6.
Table 6. Percentage of Annual Flow Volume Treated by the Stormceptor
Impervious
Drainage Area (ac)
STC 900
STC 1200
STC 1800
STC 3600
STC 4800
STC 6000
STC 7200
1.2
89%
3 �01,
96%
98%
2.5
81%
87%
92%
95%
7.4
61%
72%
81%
85%
12.4
52%
65%
76%
82%
The designer must ensure that the unit is also properly sized for the spill potential
associated with the site (i.e. fuel truck, bus, cars, etc.).
Stormceptoe
ZT
BUSH, ROED & HITCHINGS, INC.
CIVIL ENGINEERS & LAND SURVEYORS
2009 Minor Avenue East
Seattle, WA 98102
(206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
PRODUCT iO4-1 (Sinale Sheels) 205-1 (Padded)
JOB
SHEET NO. OF —
CALCULATED BY
DATE
CHECKED BY
SCALF
DATE
BUSH, ROED & HITCHINGS, INC.
CIVIL ENGINEERS & LAND SURVEYORS
2009 Minor Avenue East
Seattle, WA 98102
(206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
JOB
SHEET NO. OF.'
CALCULATED BY ArL. DATE
CHECKED BY
U, Co, 4'1 <-
volo,,,-c (per
DATE
rmuumi im, �bmglemecisjzw-i immea)
4 r
(r--- L-G TOP VIEW
woml
PASSENGER VIEW
tt<UNI VILW DRIVER VIEW
DESCRIPTION
1 1 3 21' MA WAY
2 1 3-
3 1 2' VENT COUPLING WITH PLUG
4 1 4' WELD NE K AND BLIND FLANGE
5 1 8' BLAYLOCK MODEL LLID PRESSURE/VACUUM
6 3 4' BUTTERFLY VALVE
FRONT VIEW CLOSEUP
The informa n contained herein is proprieto to
B or fie . 'y " I
ak Torks old hall hot be reprod ... d or 3020 OLD RANCH PARKWAY
disclosed in whole or in part, or used for any
SPECIFICATIONS: d-ign or manufacture except when user obtains SEAL BEACH, CA 90740-2751
direct written outhorlZation from Baker Torks,
1) TANK CAPACITY: 19,194 GAL (457 BBL.)
2) TANK WEIGHT: 29,500 LBS. SCALE: SIZE ORIGINAL OWG. DAI
DO NOT SCALE B 11JUN02
NOTES: E DRAWN BY: JAPPROVED, BY: CAT/CLASS
1. THIS DRAWING IS A BASELINE REPRESENTATION FOR THIS MODEL TANK. VARIATIONS BETWEEN THE D PJB 110-1200
DRAWING AND THE ACTUAL EQUIPMENT IN THE FIELD CAN AND DO EXIST, PRIMARILY NITH APPURTENANCE
LOCATIONS, SIZES AND QUANTITIES. CONSULT YOUR LOCAL BAKER REPRESENTATIVE IF SPECIFIC NEEDS EXIST C TITLE ESP MFG, FIXED AXLE TANK SMEE71 OF 1
2. THIS TANK IS TO BE TRANSPORTED WHILE EMPTY ONLY. IT IS NOT DESIGNED TO TRANSPORT LOADS. B (RECESSED STAIRWAY VERSION)
3. MOST TANKS OF THIS TYPE HAVE AN INTERNAL LINING (COATING). I A DRAWING NO. REV.
I.REV, I DESCRIPTION DATE 13Y S-2-M0001-1- 0
V13
Technical Information Manual 2.3.1
GENERAL INFORMATION
This tank has a srhooth int&.rior Wall for easy cleaning,.
WEIGHTS AND MEASURES
457 BBL (19.194 gals.), or
Capacity:
471 bbl (19782 gals.)
10'- 31/2" (overall)
Height:
9'.2". (tank only)
8 .0" (overall)
or, Width:
T-51/2" (inside width)
46'0'* (overall)
Length:
.......
42'.7" (tank only)
Weight:
29.500 lbs
CTURAL DESIGN
"01 Floor:
....... �'4'* thick ASTM A36 carbon steel
Sides/Ends:
114" thick ASTM A36 carbon steel
Top Deck:
...... '14" thick ASTM A36 carbon steel
6"x3"x1/4" ASTM A36 formed channel on
Wall Frame:
...... 27" centers
Horizontal
1 114" ASTM A36 formed channels on 24"
Framing:
centers
InternalCross
f None
Bracing:
ACCESSORIES
Manifold:
...... : None
Electrical
..... Large 7-pin D.O.T. compliant
Plug.
Blaylock Model LL10. Buna-N seal. 16 oz.
Relief Valve:
....... Pressure setting, 0 4 oz. Vacuum setting
Fill Line:
3" sch. 40 pipe with cap & chain
Top Manway:
..... 22'1 D min. - flat steel with slotted
hinges
Front
22AD. min 1/2"flat steel with slotted
Manway:
hinges
Side Manway:
22* I.D. min. - 112" flat steel with slotted
..... :
i hinges
'01 Manway
Buna-N (thermally fused to tank)
Seals:
3/4"xl"x22"
...... Non -slip w/handrails & guardrails; OSHA
Stairway:
compliant. (three layc�uts)
ESPM FIXED AXLE TANK
(SMOOTH -WALL LODI VERSION)
ACCESSORIES - cont.
(2)Front & (I)Rear: Bray Series 30, 4"-
wafer butterfly valve. Cast iron body,
Valves:
Buna-N seat & seals, 316 SS stem, Nylon
11 coated ductile iron disk, with plug
and chain.
Rear Drain:
...... 4 150# FNPT flange
Front Drain:
..... 4"-150# FNPT flange
Main Rails
..... C I 2x2O 7 ASTM A36 steel channel
Level Gauge:
Ball float style, 2 8*'SS float-,
Tires:
...... ; I 1 00 x 22 5 Nylon tubeless
Stan ciard 22,500#, automatic slack
adjusters, cast drum and hub, 30 service
Axles:
....... chambers, outboard drums (Rockwell 5"
O.D x X." wall x 71.5" track wl oil seals)
Suspension:
..... Reyco 3 spring 22,500 lb Capacity
Brakes:
..... Air brake system
SURFACE DETAILS
Primer Carboline 890 Polyamide epoxy,
Exterior
...... color C703
Coating:
Paint* Carboline 1 34HS Polyurethane,
co-lor #.B756,Baker Warm Gray
Interior.
...... I Primer: Carboline 187, color 0500 Brick
Coating:
Red
Carboline@ Rustarmor 139 (safety
Safety Paint:
..... yellow) - handraifs, hatch covers and trip
hazard surfaces
Equipment
DW####SDL 6" numbers, front & rear
Number:
(DW = Double Wall, SDL = Safety Vapor
Lined, #### = tank sequence number)
2-bCLB: Property of Baker Tanks ...
1 -DCLD01: Danger -Do Not Enter ...
I DCLD03. Danger ..Confined Space
Decals:
..... I -DCLD04- Danger.Surface Slick
2-DCLE: Baker Tanks Rentals
1-DCLIC01 Warning. Coat Damage
1 - DCLW04 Warning -Do Not Move
o, Placard
Front and rear, as needed. minimum
Mounts:
48'*x48**
T . E . STS^/6ERTIFICATIO . N S
Test
...... .... -
Hydrostatic water test after construction
Performed:
and major repairs, Level 1. 11 and III
inspections on a scheduled basis
To the best of our knowledge the technical data contained herein are true and accurate at the date of issuance and are subject to change without prior
notice. No guarantee of accuracy is given or implied because variations can and do exist. NO WARRANTY OR GUARANTEE OF ANY KIND IS MADE
BY BAKER TANKS, EITHER EXPRESS OR IMPLIED.
3020 OLD RANCH PARKWAY - SUITE 220 e SEAL BEACH, CA e 562-430-6262
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BUSH,
ROED & HITCHINGS,
INC.
CIVIL ENGINEERS & LAND SURVEYORS
2009 MINOR
AVE. EAST, SEATTLE, WA 98102
(206) 323-4144 FAX (206) 323-71�5
1-800-935-0508
E-MAIL: INFO@BRHINC.COM
AASONARY BUILDING
4486 SbFT
SB'9'4 'C)5,W 5' .79'
ALE STRE-ET
7-
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.......... 2003019.0
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WPG
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IE 63,1(12"CMP W) STREET HIS
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SEWE LINE REVISIO
EDMONDS CENTER OF THE ARTS
EDMONDS -410 4-rc, (I) WASHINGTON
84.09.00 pi'll - -
l-' /Al l'-
D AS NOTED
E-NUGIINEERING
-- --------
Date:
80
4
80
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NOTE: IALL CLEANOUT TO, HAVE
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CHECKED BDC
1
DI V'SION
DATE 01/06/06
BUSH,
RCIED & HITCHINGS,
INC.'
REVISED
SEWER PROFIL�E
CIVIL ENGINEERS & LAND SURVEYORS
2009 MINOR
AVE. EAST, SEATTLE, WA 98102
(206) 323-4144
FAX (206) 323-7135
EDMONDS CENTER OF THE ARTS
1-800-935-0508
E-MAIL INFO@BRHINC.C:OM
EDMONDS
WASHINGTON
PAGE 2
UAldd\2003019\dwg\xe-GRD.dwg, 01/06/2006 01:23:34 PM
4
& - 100
CITY OF EDMONDS
BUIL_QING DCPARTMENT
5/ >
WOR 6A(e
ADDRESS -4ZO-2�t&jZ&Z
OWNER
APPROVED DATE
BLDG.OFFIC!AL
PERMIT NUMBER
PROJ ECT:
[Obtain Electri=cal�Permjt from -
a it f om
S ! L bor ��ndu7 CLIENT AGENCY:
n
State Labor & Industries
G E N E RAL CO NTRACTO R:
DESIGNER
?LAtjtjjNG
SIGNAGE CONTRACTOR:
city of El dmonds D'Iffld"aug Dapa. rtnn ent
02003 Editiod IRC w/WAC Amendments
132003 Edition EBC w/WAC Amendments
02003 Edition UPC w/WAC Amendments
and Appendices A, B, Q I
02603 Edition IMC wjWAC Amendments
02003 Edition EFGC w/WAC Amendments
02003 Edition 1FC w/WAC Amendments
132003 Edition VLAQ WAC 51-13
[3J004 F�- -tin" V.1'ZT7,r VIA r F. i - j
Edmonds Center for the Arts
410 4th Ave. N
Edmonds, WA 98020
Joseph Mclalwain
Edmonds Center for the Arts
121 5th Ave. N
Edmonds, WA 98026
425 275 4483
joegedmondscenterforthearts.org
Scott Bastiani
Sellen Construction
227 Westlake, Ave. N.
Seattle, WA 98109
206 805 7174
fax 206'623 5206
Tom Bender
Wpa, Inc.
911 Western Ave.
Seattle, WA 98104
206 233 05 50
fax 233 0663
Marius Bernotavicius
DOTY + ASSOCIATES
2230 First Ave. South
Seattle, WA 98134
206441 9301
fax 206 441 9303
S :Z�l
T HEET 12
RECEIVED
SEP 0 5 2006
BUILDING DEPARTMENT
C4TY OF EDMONDS
At
N
74th Ave.
Doty + Asoociates of Washington, Inc
2230 First Avenue South Edmonds Center
Seattle, WA 98134 for the Arts
Property Line
Parking Lot
d ffib h d s,'.E,.6 n te rj oi�*-, -t 140'.--A
h-A. "'U N
4`1 GAt ven e.
�zEdrb6nds--MX*-9-8020
j
4
Existing
Music
Building
A
Daley St. I Sign E-
SITE PLAN
6th Ave. I
RESU13
SEP 2 0 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
i-
APPROVM AS NOTED
BY EiNGMEERING
Date: — 1ttfL2=,
616im To 8F, Ur-&Te�v 67IJ
)OP'mTe7 ~ew--ry
ALIGILIST 16, 2006
WEST ELEVATION
SCALE: 1/16"=V-0"
Doty + Asoociates of Washington, Inc
2230 First -Avenue S o u t h
Seattle, WA 98134
Edmonds Center
. fortheArts
E-1 WEST ELEVATION
epartme-M
dnal
ALIGIUST 16, 2006
RECEIVED
SEP 0 5 20066
BUILDING DEPARTMENT
CITy OF EDMONDS
SOUTH ELEVATION
SCALE: 1/16"=l'-O'
Doty + Asoociates of Washington, Inc
2230 First Avenue South Edmonds Center
Seattle, WA 98134 for the Arts
E-3 SOUTH ELEVATION
uepartment
i I ty of rag
AUGIUST 16, 2006
RECEIVED
I SEP 0 5 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
PLAN VIEW
....... . ..
69'- 6" (Total Arc Length of Curved Bar Below Letters)
EQ
EQ
EQ —Font Scala Sans LF, Bold. 681-Ill
18'-4 1/2" V-4 5/8' 14'-4 1/8- V-5 5/8- 6'-5 1/2- V-3 5/8- 6'-6 3/8- V-3 7/8- 8'-10 3/4-
1 T
_285 N.
7-
28t� 28.3c
:3
1/2" 7 /2"
7'-1/2" 7'-1/2" 7'- 7'-1/2"
CL CL ;t 2V CL V
101
T IT '7 101-011 7 7 7 7 101-011 '7 7 -011
91-611 101-01, ;m- 101-01, 101-01,
segment cuts
\--mounting plate locations
m (ant
rt
cityof
r4
j
. .........
7
. . ...... ^:,-_
............. . .....
MOUNTING ELEVATION. SIGN TYPE E-1
Location S.07
Scale: 3/16" = 1 '- 0" Power Use: 700 Watts (4 Transformers 1.4 Amps each)
Quantity 1 set
Doty + Asoociates . of Washington, Inc SIGN TYPE E-1 JUNE 15, 2006 RECEIVED
2230 First Avenue South Edmonds Center 4.1
Seattle, WA 98134 for the Arts SEP 0 5 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
65" 6511
47"
4711
2111 21
5.5"]t f5.5
351-011 30f-Off 20'-0" 10f-011 0 101-011 20'-01f 301-011 351-011
EXISTING ARC OF BUILDING FACADE
USE THESE COORDINATES TO ESTABLISH ARC OF MOUNTING CHANNEL FOR LETTERS
(caw 01 TA'64
MOUNTING ARC. SIGN TYPE E-1
Location S.07
Scale: 3/16" = 1'- 0"
Quantity 1 set
Doty + Asoociates of Washington, Inc SIGN TYPE E-1 JUNE 15, 2006 RECEIVED
2230 First Avenue S o u t h Edmonds Center 4.2
Seattle, WA 98134
for the Arts SEP 2006
BUILDING DEPARTMENT
9TY OF EDMONDS
UJI
LLI
I:
_J
LETTER ELEVATION AND SECTION. SIGN TYPE E-1
Location S.07
Scale:
Doty + Asoociates of Washington, Inc
2230 First Avenue South
Seattle, WA 98134
CL
if
LED lighting, secured to back 3
of letter 00
r
Sides and front of letters are
ers are
stainless steel sheet. Front of 4�'
UJ
letter is water -jet cut.
Stainless steel 304 wire cloth
5 mesh, 0.041 gauge
(manufactured by McNichols),
cut to shape of letters.
1/8" thick translucent white acrylic
laser cut to shape of letters.
Stainless steel wire cloth and acrylic
diffuser are held in place by stainless
steel tabs, screwed to sides of letter. Obta
St6h,
Back of letter is 1/4" thick aluminum
plate, water -jet cut.
Sides and front of letter are removable
for access to lighting. They are screwed
to tabs that are welded to back of letter.
CR
Wiring for lighting to run through wall to
tran s ormers located on other side.
Establish proper location for transformers
on site prior to fabrication. A
Inside faces of stainless steel letter to be
lined with 3M light enhancement film
#3635-100 (typ.)r
Stainless steel pipes, welded to back
of curved aluminum fabricated tube
with stainless steel skin, and welded
to pipe supports anchored to wall.
3" square aluminum fabrication -------- cy
LU
with stainless steel skin, curved
to match curve of wall.
Back of letter is welded to el 4
curved fabricated support bar.
.Stainless steel pipe support
and end plate, welded togeth t 3'
and anchored to wall. f
1/4"
LR.Iectr 1 PRI
- I
&
Q�
V 'i
i>
from
7
/2'.' H ilti Anchor with epoxy
securing end plate to wall.
Note: The wire cloth face to remain natural finish (unpainted). All other visible stainless steel components of sign, including
screws, are to be painted to match Matthews M P1 9891 Airstream Silver Metallic, topcoated with 6125SP tactile clear matte finish.
Edmonds Center SIGN TYPE E-1 JUNE 15, 2006 RECEIVED
for the Arts SEP 0 5 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
arm
7V
4.3
Thickness
of return
material.
Trim face
(with inside I
1-1/2"
Face
LETTER CONSTRUCTION DETAIL AND SECTION.
SIGN TYPE E-1
Location S.07
Inside return
1 -1 /') " A��M
The return is set in off the edge of trim
the thickness of the material.
NOTE: Trim face will be inserted to back
(cookie can style)
an face
Open
ack
lk
. . . . . . . . . . . . .
Backing Pan
CERdD`— L-,_ --l-auhig D t-�;Partm ent
'y ; c '�3
Doty + Asoociates of Washington, Inc SIGN TYPE E-1 JUNE 15, 2006
2230 First Avenue South Edmonds Center SEP 0 5 2006 4.4
Seattle, WA 98134 for the Arts BUILDING DEPAR . TMENT
CITY OF EDMONDS
LETTER MOUNTING RAIL DETAIL. SIGN TYPE E-1
Location S.07
Scale: 1:1
Doty + Asoociates of Washington, Inc
2230 First Avenue South
Seattle, WA 98134
Satin stainless steel cladding
on all sides
1/4" Aluminum plate bulkhead
FA
3"
1-f7 rt t
a
f
'ti
4,
w- gz�
44
...... .... . . .
'q.
%
-7-
1/4" Aluminum plate bulkhead
Fabricated aluminum 3" square tube
Edmonds Center
for the Arts
SIGN TYPE E-1
JUNE 15, 2006
RECEIVED
. SEP 0 5 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
4.5
41'
211
(i,
2 7/8"
21/2" 13/8"
Ln
C�
W
02
3/8" Aluminum plate with 1-1 /2" steel support pipe welded to
surface and hole drilled through which to run electrical wire
3/8" Hilti Anchor with epoxy
securing end plate to wall.
LETTER RAIL MOUNT DETAIL. SIGN TYPE E-1
Location S.07
Scale: 1:1
RECrmnir-m
Doty + Asoociates of Washington, In.c SIGN TYPE E-1 JUNE 15, 2006 6� a"o
14�s 2230 First Avenue S o u t h Edmonds Center SEP 0 5 2o06 4.6
'Seattle, WA 98134 for the Arts BUILDING DEPARTMENT
CITY OF EDMONDS
M
611
T
Ln
Walkway leading to street.
l'-6'1
side A& B
R. I
00
M
N.
Al I exposed faces of"'
aluminum to be
painted to match
Matthews MP 18249
Dark Metallic Pewter,
topcoated with 6125SP
tactile clear matte finish.
GYM DONOR RECOGNITION (Freestanding).
SIGN TYPE E-3
Location S.02
611
33/4-
B 1/8" thick aluminum
panel at top of tower
C 1-1 D welded to frame.
A
Inside faces of stainless
steel letter to be lined
side locations
with 3 M light enhancement
film #3635-100 (typ).
Waterjet cut 1/4" aluminum
plate bulkheads welded to 1 /8"
3/4"
wall square aluminum tubing
Cut is waterjet cut through
faces with 1/8" frosted clear
acrylic push-throughs
W with white acrylic diffuser..
Slimline Fluorescent lamps
side C & D
Power Use: 230 Watts (1 Transformer @ 1.75 Amps)
and ballast at base.
Two faces are removable
for servicing and
mounting to steel tube.
Hole in base plate for conduit.
Route power through concrete
base into the base pipe for the sign.
1/4" aluminum plates welded
to frame, aluminum
nut welded to plate \r
3-1 /2" square steel tube
welded to 1/2" thick 10" square
galvanized steel base,base plate.
4-3/4" Dia x 36" GalvanizedThreaded Rod.
Concrete footing is 12" dia. x 48" deep.
r�u
V C: U
Doty, + Asoociates of Washington, Inc SIGN TYPE E - 3 JUNE 15, 2006
230 First Avenue South
2 Edmonds Center S.EP o 5 2w 5.1
Seattle, WA 98134, for the Arts BUILDING DEPARTMENT
CITY OF EDMONDS
IEQ.IEQ-1
NEE
Continuous Slimline flourescent
lamps. Ballest at ends.
Countersunk flat head socket pin
screws, painted to match aluminum
panel. Tap hole in tube. .
1/8" thick aluminum panel.
(2) sides are removable for access
Panels on other (2) sides
are plug welded to frame.
Copy is waterjet cut into
aluminum panels on (4) sides
Fit flush push -through 1 /8" thick.
laser -cut acrylic letters (frosted)
into aluminum panels. Letters
are adhered to 1/8" thick continuous
acrylic backer sheet (translucent
white) with clear adhesive. Acrylic
backer is adhered to back of aluminum
panel with VHB tape.
3/4" x 3/4" x.1/8" aluminum tube,
typical at corners.
detail 3 Water*et cut 1/4" aluminum
plate gulkheads welded to 1/8"
wall 3/4" square aluminum tubing
GYM DONOR RECOGNITION SECTION DETAIL(Freestanding).
SIGN TYPE E-3
Location S.02
Scale 1:2
X
C
detail 4 0jftL--'
lot,
L15
1/8" thick aluminum panel.
(2) sides are removable for access
Panels on other (2) sides
are plug welded to frame.
HSS 3-1/2" x 3-1/2" x 3/8" steel tube
galvanized, capped at top.
3" wide x 1/4" thick aluminum flat bar
(typ.), welded to aluminum tube frame.
Bolt aluminum flat bars to steel
square tube with stainless steel
through bolts, (2) in each direction:
Aluminum nut welded to plate.
(City of Fd, pncn-ls Depcirtment
A\ i rl"D PLA H,
T�TROVEL�
Doty + Asoociates of Washington, Inc SIGN TYPE E-3 JUNE 15, 2006
2230 First Avenue South Edmonds Center 5.2
Seattle, WA 98134 for the Arts SEP a 5 2006
BUILDING DEPARTMENT
CITY OF EDMOND$
RESU13
SEP 2 0
Ilu 0 E P�A A �T&lhl
F ED
51�� 5
EMU HLE
RECEIVED
S.EP 0 5 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
I
*'STREET FILE
PLANNING DATA
SIGNS
SITE ADDRESS: 191,16 __Wk AVP-. &I ZONING: 1P
DATE: AN PLAN CHK#: I CY19
NAME OF.BUILDING PERMITAPPLICANT:
PROJECT DESCR IPTION:
r,-A-- *C---- 11-,_ - / _A - - _ _11N AA
ADB FILE #: PL.N--QocG-L-aY OR DATE WAIVED: /A
PLANS MATCH APPROVED, PLAN: AS
TOTAL AREA PER TYPE OF SIGN:
TOTAL
Sign area
Allowed
Matrix
Area
allowed
Type of
in-
Conditions
Allowed Per
for this
Sign
Zone?_—MetI.
Unit
Unit
sign
Example.
Wall, wl
Yes, wl
Yes
I sq. ft./ fin.
41 foot
41 squar'e
Intemal
cond.
ft. of
attached
feet
flium.
attached
waY
wall
SIGN 1
i4ervtA
Atlj&-
AIIA,
141A
(A I-,-,
SIGN 2
N3
TOTAL SIGN AREA FORSITE TENANT:
Maximum Allowed: Previous Totak
Proposed Total:
pe-e,, S b
43-7 10 '
ECK) C, I
YL16 C_ zzr\e-, zk-�A_n ;Z.,
C,.,A, (Ocz>cl
CAI
�e,
1A1ibrary\p1anning\fbrms & handjo�ut \staff re \A
-op . plandat SIGN.doc
Z W00C
"D LA_C_(_CXA^0/1j �� I
% �_ IL - , )
SIGN HEIGHT:
Sign Type: Lo-4
Maximum Allowed: Actual Height: L
Sign Type: RykorN
ol
Maximum Aflowed: t4 Actual Height:
f
Sign Type:
Maximum Allowed: Actual Height:
SIGN LIGHTING:
Sign Type: Lighting Proposed:
Allowed in this Zone:
kercyt,\ 'A CV-.%
SignType- 0 Cighting.Proposed. oc
Allowed in Zone:
Sign Type: -Lighting Proposed:
Allowed in this Zone:
SIGN COLORS:
Proposed:
Acceptable?
ADB Approval?
SIGN LOCATION:
Proposed: N/4
If Freestanding and 3 feet or over (unless on a fence) meets setbacks?_
Dc, Required Setbacks: . Rear:
$�O. 030. ID Front: Left Side:— Right Side:
Actual Setbacks:
Front: Left Side: —Right Side: Rear:
LANDSCAPING FOR FR7ESTANDI N,G SIGNS:
Size:
Location:
CRITICAL AREAS # (Freestanding Signs Only):
Waiver / Meets CA requirements
REDUCED'SITE PLAN (8.5X11) PROVIDED FOR STREET FILE? Ye—lz,
OTHER:
Plan Review By:
0 ko/qk
1Afibr.arY\p1anning\forms & handouts\staff rcports\^p1andat—S1GN.doc
11.4;
Edmonds Public Facilities District
Facility Use Clarifications
Prepared 1/20/2010
B y: Jeff Vaughan, Operations Manager
Orchestra Level Spaces:
Room 131: "Administration"; to remain as such unless and until future large scale development of alternate
office space on ECA campus.
Room 134: "Administration / Green Room Pantry"; Office supplies storage, employee "kitchen" with
refrigerator, microwave, sink, dishwasher. Prov . ides for storage and cleanup of green room catering supplies,
back stock of food and beverage for service to performers. Clothes Washer a nd Dryer for performer and facility
laundry.
Room 136: "Green Room"; Typical use for this room is an informal gathering space as accessory to the theatre
for performers. May also be used as dressing room. Prepared food and drink for performers is offered in the
green room. When not in use for theatre presentations, the room can host small business meetings with the
possibility of food and beverage.
Room 139: Ensemble Dressing Room Closet"; Storage Only
Room 140: "Ensemble Dressing Room"; Accessory space for theatre performances. Currently partitioned with
flame retardant theatrical drape to create two dressing spaces. Could have future potential as meeting space or
multi -purpose classroom space with foo d and beverage allowed.
Room 150; "Crew Room" "TD Office" and "Workroom" See revised diagram.
"Crew Room"; is a casual break room/office for working theatre technical crews and facility monitors. Max.
Occupancy 8.
"TD Office"; Office space for Technical Director. Max Occupancy 3.
"Workroom"; storage of theatre related equipment and materials with work benches for material preparation
and equipment repair. Can serve as prep and storage area as accessory space for gymnasium special events.
Max. Occupancy: 4.
Room 145; "Gymnasium" Most commonly used for sports practice with no use of bleacher seating.
Occasionally used for sports games, with spectators in bleacher seating. Occasionally used as additional dressing
room or holding area, as accessory space for theatre performances. Occasionally used as special event space:
Annual gala auction. Future potential for use -as exhibit space, dances, reunions, other special events with food
and beverage.
Max Occupancy: Floor Only: TBD Floor with Bleachers: TBD
Room 104; "Catering Pantry" Accessory to Lobby space. Storage of furniture, equipment, food and beverage for
service in Lobby. Gathering space for theatre ushers. Plating , presentation, and clean-up of food prepared off -
site. Future plans may include the addition of dishwasher, ice machine, 3 compartment sink as required for
expanded beverage service, as well as capacity to hold warm food with portable "hot boxI. Max Occupancy 15.
Auditorium Lobby: Should be A-2 Occupancy to be allowed service of food and beverage as needed. Note: This
space is used in conjunction with theatre events, and may be used (non -concurrently) as stand-alone special
event space. IFIECEIVED
S"T R E A'i, _-=7 F L E FEB 16 2010.
DEVELOPMENT SERVICES CTR.
PITV nr rru�
_VI
Edmonds Public Facilities District, Facility Use Clarifications, p.2
1/20/2010
Balcony Level Spaces:
Room 220; "ED Office". Office space for Executive Director. Occupancy: 2
Room 221: "North Classroom"; Multi -purpose meeting room. Meetings, receptions, dressing room, warm-up
space, rehearsal space, fitness classes, school testing, music classes, dance classes, business meetings, seminars,
workshops, training. Food and beverage service capable.
Room 225: "Center Classroom"; Multi -purpose meeting room. Meetings, receptions, dressing room, warm-up
space, rehearsal space, classroom functions, business meetings, seminars, training. Food and beverage service
capable.
Room 225 D: "Classroom Pantry"; Storage and preparation area as accessory to classroom use. Occupancy: 4
Room 225 E: "Projection / Control"; Storage and control of audio-visual functions for center classroom
Occupancy:2
Room 226: "South Classroom"; Multi -purpose meeting room. Meetings, receptions, dressing room, warm-up
space, rehearsal space, fitness classes, school testing, music classes, dance classes, business meetings,
workshops, seminars, Training. Food and beverage servic e capable. Potential B Office Lease?
Room 228: Storage Only
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APPLICABLE CODES:
2006 INTERNATIONAL BULD94G CODE (INCLUDING ACCESSIBILITY) Wlim
STATE AkIENDLfNTS
2006 INTERNATIONAL KIECHANICAL CODE (VICLUDING INTERNATIONAL
.FUEL GAS CODE) WITH STATE MENDMENTS
20D6 INTERNATIONAL FIRE CODE WITH STATE MNDVD9S
2006 UNIFORM PLLUGING CODE WITH STATE AMMUENIS
WASHINGTON STATE ENERGY CODE (WAC 51-11)
WASHINGTON STATE VENTILATION INDOOR AIR OUkIlY CODE IWAC 13)
IMAINISIAl 17.1-1998 ACCESSIBLE AND USABLE 13LIlDINGS AND FACILITIES
EDMONDS CONULIHITY DEVELOPIkHT CODE
OCCVANCY CLASSIFICATION: MIXED USE
. ...... . . ........
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Edmonds Public Facilities District/
Edmonds Center for the Arts
Notes on concurrent use as required for Change of Use permit
Prepared 2/10/10
By: Jeff Vaughan, Operations Manager
Background:
These notes are in response to COE Memo on proposed change of occupancy, dated September 1, 2009,
found under "General Comments" #8.
The identification of distinct zones in the first proposal by Grace Architects was an attempt to provide
clarity and demonstrate that at different times, different parts of the facility operate independently.
Based on the notes from the city, provided in their comments on the Memo, it Was more confusing to
separate the facility into zones. For the balance of our change of use submittal, we have removed the
delineation of zones and refer to each space by room number and purpose.
This document serves to illustrate relevant examples where more than one function is occurring
simultaneously (concurrent use) and how that use is managed.
Typical current facilitV use:
Theatre Events: The s�ale of events in the theatre varies, and the schedule of events is 100% demand —
driven and random. The majority of theatre events are on weekends. The majority of theatre events
utilize the "Green Room" and "Ensemble Dressing Room" as accessory support spaces for performers.
Additionally, the restrooms on the first floor hallway service the performers. As demand dictates,
occasionally some or all of the upstairs classrooms are also used as dressing rooms or warm-up rooms.
Conversely, there are a small percentage of performances where there is no need to utilize any portion
of the classroom wing, because all performers can utilize the dressing room facilities found within the
"new addition" portion of the building. The public enters for theatre events through the lobby doors.
Performers and event staff enter backstage through the stage doors.
Lobby -only Events: Clients can utilize our auditorium lobby to hold meetings, presentations, social
functions. We host less than six per year currently. We have established that we can seat 100 people.
theatre style, with reasonable room left for egress and room for display. The theatre is not occupied
during lobby -only rentals.
Classroom use: The type and duration of use of our multipurpose classrooms (221, 225, 226) varies
widely. We rent classrooms by the hour. Generally, individual renters only seek one, and not multiple
rooms. We have had on occasion different activities in different classrooms concurrently.
Accessible path of travel, if needed is provided through the theatre lobby, up to the theatre'balcony
level and utilizes our accessible lift, to get up to the level of the second floor classrooms. Restroom
access for the classrooms can be either the balcony level restrooms, or the first floor restrooms.
The majority of our classroom use is on.weekdays. Users of the classrooms are generally directed to the
Administrative entrance.
FEB 16 2010
STREET FILE DEVELOpMENT SENCES CTR-
C11Y of EDMONDS
Gymnasium use: Approximately 90% of the gymnasium use is occurring weekday evenings for sports
league practice. 10-20 participants are rotating through every hour or 90 minutes between 5prn and
9pm. We do host a limited number of after -school games 3:30pm-5:00pm, with small numbers (under
100) spectators in the bleachers. Users of the gym are directed to 6 th street doors as their main point of
entry.
Long-range facility hopes:
Theatre: Increased daytime activities servicing corporate clientele. Partnering with Edmonds
Conference Center. Expanded beverage service — mixed drinks. Further development of pantry space to
accommodate hot and cold food holding capability, commercial dish washer and ice machine.
Lobby: More frequent use of the lobby for suitable meetings and special events.
Classrooms: more frequent, recurring use of classroom spaces, hopefully arts based: music, dance,
drama. increased use of center classroom for business and civic meetings and social functions.
Gymnasium: Increased use of the space for special events: exhibition hall type functions, dances,
reunions.
Concurrent use determinations:
It is the responsibility of the Operations Manager to schedule all facility use and execute all facility rental
agreements. Additionally, the Operations Manager schedules facilities staff to monitor and support
non -theatre related events. Theatre related events are,managed by a team consisting of the Technical
Director/Stage Manager and the Patron Services Manager. The ability to host events is based on what
activities currently exist on the event calendar and if and how events can occur concurrently. When a
conflict is anticipated, priority for events is given to theatre events, in keeping with the mission of the
facility.
Possible concurrent use examples:
Offered here are some examples of different types of events that could occur simultaneously:
• Concurrent classroom use. Access to other portions of the building controlled by locking doors,
if needed.
• Classroom use and gymnasium use. Access to other portions of the building controlled by
locking doors, if needed.
• Lobby Only Event and Gymnasium or Classroom use: Separation of groups controlled by locking
of doors. Separate restroom facilities in use for each.
• Small-scale theatre performance (assumes limited number of perforrTiers and/or audience) and
Classroom use or gym use: would be allowable i f scope of classroom occupancy is small and
scope of performers is small. Access to theatre areas by classroom or gym users is controlled
using signage and staff supervision. It is important to note that it would almost never occur that
the various types -of use would occur at exactly the sometime for exactly the some duration. It
would be most common to consider the potential to host a short -duration classroom function
within a longer duration theatre event.
Sho-King Music Educators: Utilize all spa ces for one event concurrently, with carefully planned
and monitored paths of travel. Total occupant load among all spaces: 300
Prohibitive concurrent use examples:
Offered here are examples of different types of events that would not be able to occur simultaneously
based on the current facility configuration:
Large scale theatre event and large scale gymnasium special event with different patrons.
Prohibitive by virtue of parking capacity and a�cess to "backstage" dressing room and restroom
facilities by gymnasium or classroom users.
Large scale or high profile theatre event and small scale gymnasium or classroom events.
Prohibitive because of contractual agreement with performing artist to limit access to
"backstage". Example: Indigo Girls, Smothers Brothers.
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Geotechnical Engineering Design Study
Edmonds Center for the Arts
Edmonds, Washington
Prepared for
LMH Architects
May 21, 2003
7895
-vo
RECOVED
SEP - 3 2034
BUILDING DEPT.
b,'YRMET FLE
AM
ALIF
HA. RTCROWSER
Delivering smarter solutions
Geotechnical Engineering Design Study
Edmonds Center for the Arts
Edmonds, Washington
Prepared for
LMN Architects
May 21, 2003
7895
Prepared by
Hart Crowser, Inc.
NV A
WA�Y
W22
EXPIREP
Reda A. Mikhail, P.E.
Sr. Project Geotechnical Engineer
1970 Fairview Avenue last
Seattle, Washington 98102-3699
Fax 206.328.5581
Tel 206.324.9530
www.hartcrowsercom
Anchorage
Boston
Denver
Edmonds
Eureka
Jersey City
Juneau
Long Beach
ff�r e y� a g rn E.
Principal
Portland
Seattle
CONTENTS Page
INTRODUCTION
1
PURPOSE, SCOPE, AND LIMITATIONS OF THIS STUDY
I
Purpose
1
Scope of Work
I
Limitations
2
SITE AND PROJECT DESCRIPTION
2
SUMMARY OF CONCLUSIONS AND RECOMMENDATIONS
3
FIELD EXPLORATIONS AND LABORATORY TESTING
4
SUBSURFACE CONDITIONS
5
GEOTECHNICAL ENGINEERING CONCLUSIONS AND RECOMMENDATIONS
5
Seismicity
6
Foundations
.7
Slabs -on -Grade
9
Drainage Recommendations
I I
Structural Fill
12
Temporary Excavations
13
Impacts of Soils on Concrete
14
RECOMMENDATIONS FOR ADDITIONAL GEOTECHNICAL SERVICES
14
TABLE
1 EarthqUake History 6
FIGURES
I Vicinity Map
2 Site and Exploration Plan
Hart Crowser Page i
7895 May 21, 2003
CONTENTS Page
APPENDIX A
FIELD EXPLORATIONS METHODS AND ANALYSIS A-1
Explorations and Their Locations A-1
Auger Borings A-1
Standard Penetration Test (SPT) Procedures A-1
FIGURES
A-1
Key to Exploration Logs
A-2
Boring Log HC-1
A-3
Boring Log HC-2A
A-4
Boring Log HC-2B
A-5
Boring Log HC-3
Hart Crowser Page ii
7895 May 21, 2003
-1
GEOTECHNICAL ENGINEERING DESIGN STUDY
EDMONDS CENTER FOR THE ARTS
EDMONDS, WASHINGTON
IINTRODUCTION
This report presents the results of our geotechnical engineering design study for
the proposed Edmonds Center for the Arts in Edmonds, Washington. The new
facility will be comprised of the southern part of the old, existing Edmonds High
School and two proposed additions. The project site is located along Daley
Street between 4th Avenue North and 6th Avenue North. Figure 1 is a Vicinity
Map of the project area. Figure 2, Site and Exploration Plan, shows the
proposed building additions and our exploration locations.
This report contains several sections, organized as follows:
m
Introduction;
n
Purpose, Scope, and Limitations of This Study;
n
Site and Project Description;
m
Summary of Conclusions and Recommendations;
m
Field Explorations and Laboratory Testing;
m
Subsurface Conditions;
m
Geotechnical Engineering Conclusions and Design Recommendations; and
n
Appendix A addressing Field Explorations Methods.
Figures are provided following the text. Appendix A follows the figures, and
presents logs of our geotechnical borings.
PURPOSE, SCOPE, AND LIMITATIONS OF THIS STUDY
Purpose
The purpose of our work has been to provide geotechnical engineering
recommendations relevant to the design and construction of the proposed
Edmonds Center for the Arts.
Scope of Work
Our scope of work is presented in our proposal dated April 1, 2003, and the
Contract Change dated April 24, 2003. The purpose of the Contract Change
Hart Crowser Page I
7895 May 21, 2003
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was to drill an additional boring as described below. Our scope of work
included the following:
m Subsurface explorations consisting of one boring at each addition location
(included in our proposal) and one boring located in the vicinity of the North
Addition (included in the Contract Change);
m Geotechnical laboratory testing on soil samples collected from our
I explorations;
n Development of geotechnical conclusions and design recommendations
related to the following:
Seismic considerations in accordance with the 1997 Uniform Building
Code (UBC);
Foundations;
Slabs -on -grade;
Drainage;
Structural fill;
Temporary excavations; and
Impacts of soils on concrete; and
Im Preparation of this report.
Limitations
We completed this work in general accordance with our scope of services
included in our proposal and the Contract Change referenced above. Our
scope did not include environmental assessment of the site soils. Our
recommendations presented in this report were developed based on our current
understanding of the project.
Our report is for the exclusive use of the LMN Architects and the project design
consultants for specific application to the subject project and site. We
completed this study in accordance with generally accepted geotechnical
practices for the nature and conditions of work completed in the same or similar
localities, at the time the work was performed. We make no other warranty,
express or implied.
SITE AND PROJECT DESCRIPTION
Our understanding of the project is based mainly on the information provided
by LMN Architects, the project architect.
Hart Crowser Page 2
7895 May 21, 2003
The project site is located along the north side of Daley Street between 4th
Avenue North and 6th Avenue North in Edmonds, Washington (see Figure 1).
The project will consist of two additions to the southern part of the old, existing
Edmonds High School campus (no longer used as a school), which will become
the Edmonds Center for the Arts. The two additions are designated in this report
as the North and South Additions.
The North Addition will be located north of the existing theater and consist
mainly of remodeling this part of the structure, which includes a basement level.
The footprint of the North Addition is about 80 by 100 feet. This addition will
require removal of the existing interior foundations and construction of new
foundations. The existing exterior, basement walls with their foundations walls
will remain.
The South Addition will be located between the theater and the music building.
The footprint of the South Addition is about 20 by 30 feet. The proposed South
Addition is a one-story building with no basement.
SUMMARY OF CONCLUSIONS AND RECOMMENDATIONS
The following is a summary of the principal conclusions and recommendations
contained within this report. Information presented in this summary is subject to
conditions stated elsewhere in this report. The subsequent sections of the report
should be consulted for expanded discussion of each point as well as further
recommendations.
Subsurface Conditions
m Three borings, designated HC-1 through HC-3, were drilled at the locations
shown on Figure 2.
n The subsurface profile at the locations of the two borings (HC-1 and HC-3)
drilled outside the existing buildings consists of 6 to 7 feet of uncontrolled fill
overlying very dense glacially overridden Sand.
n Boring HC-2 was drilled from inside the existing building at the basement
level. Boring HC-2 was first drilled at the location of HC-2A as shown on
Figure 2, and, because of refusal at 4 feet, was redrilled at the location of
HC-2B. Boring HC-2B was also terminated at 3 feet because of refusal. The
refusal at both locations is attributed to apparent concrete debris. Because
the results of borings HC-2A and HC-2B are very similar, they will be referred
in the remaining part of the report as boring HC-2.
Hart Crowser Page 3
7895 May 21, 2003
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In Groundwater was not encountered during drilling in our borings.
Geotechnical Engineering Conclusion and Design
Recommendations
Im Existing fill, without improvement, is not a suitable bearing layer.
n The South and North Additions can be founded on shallow footings bearing
on a minimum of 2 feet of compacted structural fill. The structural fill can be
placed on existing fill (compacted in -place) or on the glacially overridden
Sand. We recommend an allowable bearing pressure of 1.5 kips per square
foot (ksf) for the case where structural fill will be placed on the existing fill,
or 4.0 ksf for the case where structural fill will be placed directly on the
glacially overridden Sand.
m In the case that the foundations will be placed directly on the glacially
overridden soils (feasible for the North Addition), we recommend an
allowable bearing pressure of 6.0 ksf.
m Granular on -site soils (existing fill) free of organics and deleterious materials
can be reused as structural fill during extended periods of dry weather.
During wet weather per iods, structural fill should be imported high quality,
pit -run sand or sand and gravel with a maximum size of 4 inches and a
maximum fines content of 5 percent.
FIELD EXPLORATIONS AND LABORATORY TESTING
Our subsurface exploration program consisted of three borings. The
approximate locations of the three borings are shown on Figure 2. Borings H&I
and HC-3 were drilled outside the existing buildings (about elevation 69 to 70
feet). Borings HC-2 was drilled from the basernent level (about elevation 61
feet) inside the existing building. A description of our field exploration program
is presented in Appendix A.
The laboratory testing consisted of water content determinations on the
collected soil samples, and the results are presented on the borings logs in
Appendix A.
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Hart Crowser
7895 May 21, 2003
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SUBSURFACE CONDITIONS
The subsurface conditions encountered in the two borings (HC-1 and HC-3)
drilled outside the existing building are very similar and generally consist of 7
feet of uncontrolled fill overlying dense to very dense, glacially overridden Sand.
The fill encountered in boring HC-1 consists of loose to very dense Sand and
Gravel. Given the small recovery of sample S-3 in boring HC-1, the boundary
between the fill and the underlying glacial soils cannot be clearly identified. We
assumed, as shown on the boring log, that sample S-3 is from the fill zone and
the high blow counts are attributed to the presence of gravel rather than to the
actual density of the soils at that depth.
In boring HC-3, the upper two samples contain wood and brick fragments,
suggesting that the top of the glacial overridden soils is at a depth of about 7
feet. The fill at the location of boring HC-3 can be attributed to the excavation
of the basement walls. The depth of the fill is expected to be thicker closer to
the existing basement wall.
In boring HC-2, very loose to loose fill was encountered immediately beneath
the slab overlying what appears to be concrete debris. Sampling and advancing
the borings through this debris was not successful. Therefore, boring HC-2 was
terminated at depths 3 and 4 feet (corresponding to elevation 58 to 57 feet),
respectively, below the top of the slab at elevation 61 feet.
Groundwater was not encountered during drilling in the borings. Note,
however, that groundwater levels may fluctuate based on weather conditions,
time of year, and other factors.
We based our interpretation of subsurface conditions on materials encountered
in our borings as presented herein. The nature and extent of variations between
the explorations may become evident until construction. If significant variations
then appear evident, it will be necessary to re-evaluate the recommendations
contained in this report.
IGEOTECHNICAL ENGINEERING CONCLUSIONS AND RECOMMENDATIONS
We have developed our geotechnical conclusions and design recommendations
based on our current understanding of the project. If the nature or locations of
the new additions are different than we have assumed, Hart Crowser should be
notified so we can change or confirm our recommendations.
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7895 May 21, 2003
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ISeismicity
ISeismic History
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Continuous historical documentation of seismic events has existed for about 140
years. The record is relatively complete for large magnitude events and
incomplete for smaller earthquakes during that period. The major earthquakes
which have occurred in Western Washington within that period are summarized
in Table 1.
Table 1 - Earthquake History
Earthquake
Date
Modified Mercalli
Intensitya (Epicenter)
North Cascades
12/15/1872
Vill +
Puget Sound
12/12/1880
Vi - Vil
North Olympia
11/13/1939
Vil
Pickering Passage
2115/1946
Vil
Strait of Georgia
6/23/1946
Vill +
Olympia
4/13/1949
Vill
Seattle -Tacoma
4/29/1965
Vil
Nisqaully
2/28/2001
VII+
a- The Modified Mercalli Intensity is a scale that reflects the level of earthquake intensity. This
scale consists of 12 increasing levels that range form imperceptible shaking (lower numbers)
to catastrophic destruction (higher numbers)
Seismic Design Parameters
According to the 1997 UBC, the proposed additions will be designed based on
an earthquake ground motion with a 10 percent probability of exceedance in 50
years (475-year return period). The top 100 feet of soil at the site is best
represented by Soil Profile Type Sc according to the 1997 UBC. The site lies
within Seismic Zone 3, with a seismic Zone Factor (Z) of 0.3.
Based on our evaluations of the subsurface conditions, particularly the fill
conditions, the site soils are not likely to experience global liquefaction during
the design earthquake.
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7895 May 21, 2003
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IFoundations
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Based on our understanding of the project, we anticipate that the foundation
loads will be relatively light such that shallow foundations would be feasible for
both additions.
South Addition. The existing fill underlying this area is not a suitable bearing
layer because of its loose conditions (refer to sample S-2, boring HC-1), and the
presence of organic materials within the fill. The glacially overridden Sand is a
suitable bearing layer. As discussed above, the depth to the top of the glacial
soils at the location of boring HC-1 was not well-defined during drilling, and can
vary from 4 to 7.5 feet at this location. We anticipate that the bottom of the
footings would not be deep enough to bear on the glacial soils.
North Addition. As mentioned above, boring HC-2 was drilled from inside the
building, but was terminated at a shallow depth Q to 4) feet because of the
apparent concrete debris. The loose fill and the concrete debris encountered in
boring HC-2 are not suitable bearing materials. Based on boring HC-3, the
foundations of the existing building appear to be founded on the glacial soils.
According to the 1932 drawing provided by LMN Architects, the bottom of the
footings of the existing building is about 4.5 feet (corresponding to elevation
56.5 feet) below the top of the basement slab. In other words, boring HC-2 did
not reach the elevation of the bottom of the foundations.
Design Recommendations
Considering the above, we recommend that the shallow foundations for both
addition be founded on well -compacted structural fill. (A discussion about
structural fill is presented subsequently). The structural fill can be placed either
on the existing fill after it is compacted in -place (Alternative 1) or on the glacial
soils (Alternative 2). Alternatively, for the North Addition, the footings call be
founded directly on the glacial soils (Alternative 3). The following is a discussion
about each alternative.
Alternative 1- Structural Fill Overlying Existing Fill. For this alternative, the
recommended minimum thickness of the structural fill is 2 feet. The existing fill
should be compacted to a non -yielding condition prior to structural fill
placement. Concrete debris should be removed prior to fill placement. The
recommended allowable bearing pressure for this alternative is 1.5 ksf.
Although this alternative entails some risk due to the uncertainties associated
with the uncontrolled fill, this is a reasonable alternative in our opinion.
Alternatives 2 and 3 entail less risk.
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7895 May 21, 2003
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Alternative 2- Structural Fill Overlying Glacial Soils. For this alternative, the
thickness of overexcavation could be deeper than 2 feet as recommended for
Alternative 1. The glacial soils should be compacted to a non -yielding condition
prior to the placernent of the structural fill. The recommended allowable bearing
pressure for this alternative is 4.0 ksf.
Alternative 3 - Foundations Founded Directly on Glacial Soils. This alternative
is feasible for the North Addition, where the top of the glacial can be as shallow
as 4.5 feet below the top of the existing slab. The recommended allowable
bearing pressure for this alternative is 6.0 ksf.
Other design recommendations are as follows:
m If the existing fill is replaced with structural fill, we recommend that the
lateral extent of the overexcavation be defined by a plane extending
outward and downward from the edge of the footing to the top of the
underlying layer at an angle no steeper than 1 H: 1 V. For example, if the
footing dimensions are 4 by 4 feet in plan view and the depth of
overexcavation is 2 feet, then the exposed area of the existing fill or the
glacial soils should be at least 8 by 8 feet in plan view.
E Allow an increase in the allowable soil bearing pressure of up to one-third for
loads of short duration, such as those caused by wind or seismic forces.
n isolated spread and continuous footings should have minimum widths of 48
and 24 inches, respectively.
m Place the base of all footings at least 18 inches below the lowest adjacent
finished grade for consideration of frost penetration.
m Footings should be founded outside of an imaginary I H:1 V plane projected
upward from the bottom edge of adjacent footings or utility trenches.
n For resistance to lateral loads, use an equivalent fluid density to represent the
passive resistance of the soil. For a typical footing poured against existing fill,
use an ultimate passive equivalent fluid density of 250 pounds per cubic foot
(pcf). Use a factor of safety of at least 1.5 when calculating soil resistance to
lateral loads.
n Use an ultimate coefficient of friction to resist sliding equal to 0.4 for
footings poured neat against compacted granular structural fill. Use a factor
of safety of at least 1.5 when computing resistance to lateral loads.
Hart Crowser Page 8
7895 May 21, 2003
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a A qualified geotechnical engineer or geologist should observe and document
footing and backfill subgrade conditions during construction, prior to
placement of the footings or structural fill.
Foundation Settlement
For foundations designed and constructed as described above, we estimate that
the total settlement of individual footings will be less than I inch. We estimate
that differential settlement between adjacent footings will be about one-half to
three -fourths of the total settlement. We anticipate that settlements will be
essentially elastic and will occur as loads are applied.
Impacts of New Foundations on Existing Foundations
The design of the foundations of the South Addition should account for the
existing foundations supporting the theater and the music building Such that the
excavation for the new foundations does not undermine the existing
foundations. To reduce loads imposed on existing foundations from new
foundations and vice verse, we recommend that the new foundations be located
in a such way that an imaginary plane extending outward and downward from
the higher footings (either existing or new) at an angle of 1 H: IV does not
intersect the lower foundations and walls.
Additional Recommendations for Foundation Construction
The foundation settlements estimated above assume that careful preparation
and protection of the exposed subgrade will occur prior to concrete placement.
Any loosening of the materials during construction or the presence of loose
material beneath footings could result in larger settlements than those estimated
herein. It is important that all foundation excavations be cleaned of loose or
disturbed soil prior to placing any concrete and that there be no standing water
in any foundation excavation.
Additionally, any abandoned utility pipes should be removed, sealed or filled
with lean concrete to avoid piping of surrounding soils, which can result in
Slabs -on -Grade settlement.
In our opinion, the proposed floor slabs may be designed and constructed as
slabs -on -grade. Based on our subsurface explorations, we do not anticipate any
hydrostatic pressures acting on any of the addition slabs. Additionally, coring
Hart Crowser Page 9
7895 May 21, 2003
-1
through the existing slab to drill boring HC-2 indicated that the basement slab is
not reinforced, suggesting that the existing basement slab was not designed to
resist uplift pressures.
Due to the potentially variable nature of the existing fill as discussed above,
there is a somewhat increased risk that there could be sorne differential
settlement of the floor slab -on -grade if constructed over existing fill material. Tc
reduce this risk, we recommend that the floor slabs be underlain by a* minimum
of 18 inches of densely compacted, structural fill.
Following overexcavation and prior to placing the structural fill, the exposed fill
should be compacted to a dense non -yielding condition. Debris and/or soft
zones in the fill should be removed prior to structural fill placement.
We also recommend that slabs -on -grade not be structurally connected to the
column support elements (footings). This will allow for potential differential
settlement between the slabs and foundation supports, allowing the slab to
"float." Although there is some risk associated with the use of slabs. -on -grade in
this manner, in our opinion, this is a reasonable approach.
A more conservative alternative is to design the floor slabs as structural slabs or
to completely replace the existing fill soils with new structural fill that supports
the slabs -on -grade. Although these approaches would involve less risk, they are
generally more expensive than the first approach.
The following is a summary of recommendations for the design and construction
of the slabs -on -grade:
m Provide a minimum of 18 inches of compacted structural fill beneath slabs -
on grade. The structural fill should meet the requirements presented in the
Structural Fill section of this report.
m Provide a minimum of 4-inch thickness of compacted capillary break layer
beneath the slabs -on -grade. This layer should consist of well -graded sand
and gravel with less than 3 percent by weight passing the No. 200 sieve,
based on the minus 3/4-inch fraction of this material. This layer may be
considered part of the I 8-inch-thick structural fill.
a Any soil that is to be considered for this capillary break material should be
submitted to Hart Crowser for gradational analysis and acceptance prior to
placement.
Hart Crowser Page 10
7895 May 21, 2003
I
m For design of the floor slab, use a modulus Of SUbgrade reaction of 100
pounds per cubic inch (pci), as measured on a I -foot-square plate. This
assumes that the construction is accomplished as described above and that
the capillary break layer is underlain by densely compacted structural fill.
n Provide a vapor barrier beneath the slabs -on -grade.
m Have a qualified geotechnical engineer or geologist observe the exposed
slab subgrade prior to placement of the drainage layer or structural fill to
verify suitable bearing surfaces.
Drainage Recommendations
Construction
As mentioned previously, groundwater was not encountered during our
explorations. Groundwater, however, may fluctuate based on weather
conditions, time of year, and other factors. Additionally, perched groundwater
can be encountered during the excavations for the footings. Therefore, local
dewatering may be required during the foundation installation using sumps.
Groundwater control during construction is typically the contractor's
responsibility.
Slab and Footing Drainage
At the South Addition, we recommend that a perimeter footing drain be installed
around the proposed addition. The drains should consist of minimum 4-inch-
diameter perforated pipe surrounded by free -draining fill material. The 4-inch-
thick capillary break layer beneath the slabs -on -grade recommended above will
act as underslab drainage. The capillary break layer should be connected to the
perimeter footing drains.
At the North Addit�on, as mentioned above, we understand that interior footings
will be placed, and the existing exterior basement walls with their footings will
remain. We do not know whether there are perimeter footing drains currently
in -place. In our opinion, new perimeter footing drains are not required. The 4-
inch-thick capillary break layer beneath the slabs -on -grade recommended above
will act as underslab drainage. The thickness of this layer can increase if
previous observations by the maintenance personnel suggest drainage problems
at the basement level. At this time, we do not anticipate the need for cross
drains beneath the slab of the North Addition. If perimeter drains are in -place,
the underslab layer should be connected to these drains.
Hart Crowser Page I I
7895 May 21, 2003
-1
ISite Drainage
The following recommendations are applicable to the South Addition:
m Slope all roof drains to a suitable outlet away from the building; and
n Do not connect the roof drains into the foundation or wall drains.
Structural Fill
New soil fill placed beneath footings and slabs -on -grade should be considered
structural fill. Existing fill underlying the South Addition is generally not suitable
for use as structural fill during wet weather periods. During dry weather periods,
on -site soils that are free of organic and deleterious materials can be used as
structural fill. Otherwise, we recommend using imported structural fill.
Selection of Imported Structural Fill
For imported soil to be used as general structural fill, we recommend using
clean, well -graded sand and gravel with less than 5 percent by weight passing
the No. 200 mesh sieve (based on the minus 3/4-inch fraction of the material).
Where capillary break is required, we recommend importing a well -graded, free -
draining sand and gravel with less than 3 percent by weight passing the No. 200
mesh sieve (based on the minus 3/4-inch fraction of the material).
Placement and Compaction of Structural Fill
Before fill control can begin, the compaction characteristics of the fill material
must be determined from representative samples of the structural and drainage
fill. Samples should be obtained as soon as possible prior to placement of the
fill. A proper study of compaction characteristics will include determination of
the optimum moisture content and the moisture content of these soils at the
time of placement. We make the following recommendations:
m Control the moisture content of the fill to within 2 p ercent of the optimum
moisture. Optimum moisture is the moisture content corresponding to the
maximum Proctor dry density.
m Place and compact all structural fill in lifts with a loose thickness no greater
than 10 inches. If small, hand -operated compaction equipment is used to
compact structural fill, fill lifts should not exceed 8 inches in loose thickness.
Hart Crowser Page 12
7895 May 21, 2003
-1
n Use small hand -operated compaction equipment within 18 inches of
subgrade walls to avoid excessive stresses on the walls.
n Compact structural fill to 95 percent of the maximum dry density as
determined by the modified Proctor (ASTM D 1557) test procedure beneath
all structural elements.
n Field test the compacted densities of all lifts to verify compaction.
Temporary Excavations
The stability and safety of cut slopes for the footings depends on a number of
factors, including:
m The type and density of the soil;
a The presence and amount of any groundwater/seepage;
m Depth of cut,
m Proximity of the cut to any surcharge loads near the top of the cut, such as
stockpiled material, traffic loads, structures, etc. and the magnitude of these
surcharges;
m Duration of the open excavation; and
m Care and methods used by the contractor.
We recommend the following:
m Protect exposed slopes from er osion by using plastic sheeting;
n Limit the maximum duration of open excavations to the shortest time period
possible; and
m Place no surcharge loads (equipment, materials, etc.) at the top of the cut
within a horizontal distance equal to the depth of the cut.
Because of the variables involved, actual slopes required for stability in
temporary cut areas can only be estimated prior to construction. We
recommend that stability of the temporary slopes used for construction be the
responsibility of the contractor, since the contractor is in control of the
construction operation and is continuously at the site to observe the nature and
Hart Crowser Page 13
7895 May 21, 2003
-1
condition of the subsurface. All excavations should be made in accordance with
of S all local, state, and federal safety requirements.
Impacts oils on Concrete
Based on our experience and visual inspections of soils samples obtained from
the subject site, we do not anticipate that the existing soils (existing fill or glacial
soils) or imported fill will be reactive with normal concrete.
IRECOMMENDATIONS FOR ADDITIONAL GEOTECHNICAL SERVICES
We recommend the following:
m Consult with Hart Crowser during the remainder of the design,phase of the
project so that we. can refine or confirm our recommendations as more
information about the project requirements becomes available, or in the
event of design changes.
m Retain Hart Crowser to review the final foundation and civil design plans and
specifications to confirm that our geotechnical engineering
recommendations have been properly interpreted and implemented into the
design.
n During the construction phase of the project, retain Hart Crowser to
observe:
Placement and compaction of structural fill including field testing of
compacted fill and assessment of subgrades prior to placement of the fill;
Footing subgrades;
Slab -on -grade subgrades;
Installation of drainage materials and systems; and
Other geotechnical considerations that may arise during the course of
construction.
The purpose of these observations is to determine compliance with tile design
concepts, specifications, or recommendations and to allow design changes in
the event that subsurface condition differ from those anticipated prior to the
start of construction.
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Hart Crowser Page 14
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I
IAPPENDIX A
FIELD EXPLORATIONS METHODS AND ANALYSIS
This appendix documents the processes Hart Crowser uses in determining the
nature of the site soils. The discussion includes information on the following
subjects:
n Explorations and Their Location;
m Auger Borings; and
m Standard Penetration Test (SPT) Procedures.
Explorations and Their Locations
Subsurface explorations for this project consisted of four auger borings. The
boring logs within this appendix shows our interpretation of the drilling,
sampling, and testing data. It indicates the depth where the soils change. Note
that the change may be gradual. In the field, we classified the samples taken
from the explorations according to the methods presented on Figure A-1: Key to
Exploration Logs. This figure also provides a legend explaining the symbols and
abbreviations used in the logs.
Boring Locations. Figure 2 shows the locations of our explorations, located by
hand taping or pacing from existing physical features. The method used
determines the accuracy of the exploration locations.
Auger Borings
Four auger borings, designated HC-1, H-2A, H-213, and HC-3, were drilled on
April 22, 2003. The drilling was continuously observed by an engineer from
Hart Crowser. Detailed field logs were prepared for these four borings. Using
the SPT, we obtained samples at 2-1/2- to 5-foot-depth intervals. The boring logs
are presented on Figures A-2 through A-5 at the end of this appendix.
Standard Penetration Test (SPT) Procedures
This test is an approximate measure of soil density and consistency. To be
useful, the results must be used with engineering judgment in conjunction with
other tests. The SPT (as described in ASTM D 1586) was used to obtain
disturbed samples. This test employs a standard 2-inch outside diameter split -
spoon sampler. Using a 140-pound hammer, free -falling 30 inches, the sampler
is driven into the soil for 18 inches. The number of blows required to drive the
sampler the last 12 inches only is the Standard Penetration Resistance. This
resistance, or blow count, measures the relative density of granular soils and the
Hart Crowser Page A-]
7895 May 21, 2003
-1
consistency of cohesive soils. The blow counts are plotted on the boring logs at
their respective sample depths.
Soil samples are recovered from the split -barrel sampler, field classified, and
placed into watertight jars. They are then taken to Hart Crowser's laboratory for
further testing.
In the Event of Hard Driving
Occasionally very dense materials preclude driving the total 18-inch sample.
When this happens, the penetration resistance is entered on logs as follows:
Penetration less than six inches. The log indicates the total number of blows
over the inches
number of of penetration.
Penetration greater than six inches. The blow count noted on the log is the
sum of the total number of blows completed after the first six inches of
penetration. This sum is expressed over the number of inches driven that
exceed the first 6 inches. The number of blows needed to drive the first six
inches are not reported. For example, a blow count series of 12 blows for 6
inches, 30 blows for 6 inches, and 50 (the maximum number of blows counted
within a 6-inch increment for SPT) for 3 inches would be recorded as 80/9.
IF:\docs�obs\7895\Edmonds Center for the Art Report.doc
I
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11
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Page A-2
Hart Crowser
7895 May 21, 2003
-1
Key to Exploration Logs
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Sample Description
Classification of soils in this report is based on visual field and laboratory observations which include dens ity/consi ste n cy,
moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless
presented herein. Visual -manual classification methods of ASTM D 2488 were used as an identification guide.
Soil descriptions consist of the following:
Density/consistency, moisture, color, minor constituents, MAJOR CONSTITUENT, additional remarks.
Dens ity/Cons istency
Soil density/consistency in
borings is related primarily to the Standard Penetration Resistance. Soil
density/consistency in test
pits is estimated based on visual observation and is presented parenthetically
on the test pit logs.
SAND or GRAVEL
Standard
SILT or CLAY
Standard
Approximate
Density
Penetration
Consistency
Penetration
Shear Strength
Resistance (N)
Resistance(N)
in TSF
in Blows/Foot
in Blows/Foot
Very loose
0 4
Very soft
0 2
<0.125
Loose
4 10
Soft
2 4
0.125 - 0.25
Medium dense
10 30
Medium stiff
4 8
0.25 0.5
Dense
30 50
stiff
8 15
0.5 1-o
Very dense
>50
Very stiff
15 - 30
1.0 2.0
Hard
>30
>2.0
Moisture
Dry Little perceptible moisture
Damp Some perceptible moisture, probably below optimum
Moist Probably near optimum moisture content
Wet Much perceptible moisture, probably above optimum
Legends
Sampling Test Symbols
Boring
Samples
Split Spoon
Shelby Tube
Cuttings
Core Run
No Sample Recovery
P
Tube Pushed, Not Driven
Test Pit Samples
M Grab (Jar)
Z Bag
M Shelby Tube
Groundwater Observation Wells
Monument
Surface Seal
Riser Pipe
Bentonite
Groundwater Level on Date or
I UATD
at Time of Drilling (ATD)
Well Screen
Sand Pack
Native Material
T- Groundwater Seepage (Test Pits)
Minor Constituents Estimated Percentage
Not identified in description 0-5
Slightly (clayey, silty, etc.) 5-12
Clayey, silty, sandy, gravelly 12-30
Very (clayey, silty, etc.) 30-50
Test Symbols
GS Grain Size Classification
CN Consolidation
UU Unconsolidated Undrained Triaxial
CU Consolidated Undrained Triaxial
CD Consolidated Drained Triaxial
QU Unconfined Compression
DS Direct Shear
K Permeability
PID Pocket Penetrometer
Approximate Compressive Strength in TSF
TV Torvane
Approximate Shear Strength in TSF
CBR California Bearing Ratio
MD Moisture Density Relationship
AL Atterberg Limits
Water Content in Percent
Liquid Limit
Natural
Plastic Limit
PID Photoionization Detector Reading
CA Chemical Analysis
DT In Situ Density Test
.Arm
as
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7895 5103
Figure A-1
Boring Log HC-1
Soil Descriptions
Approx. Ground Surface Elevation in Feet: 69
SOD.
C06S-CtY-VjF�Tde—nse,dam—p io- 'mo—ist, d—ar—k
brown, silty to very silty SAND with organic
material layered with light gray/brown, silty,
gravelly SAND to sandy GRAVEL. (FILL)
Sample S-3 had limited recovery.
W �Y'
11 si�
gray ghtly ty, gravelly, fine SAND.
Fine roots noted.
Thin layer of wet, slightly silty, medium to
coarse SAND noted.
Bottom of Boring at 15.8 Feet.
Completed 04/22/03.
Depth
in Feet
-ro
PENETRATION RESISTANCE LAB
TESTS
Sample A Blows per Foot
1 2 5 10 20 50 100
S-1
S-2
5
S-3
S-4
-10
S-5
S-6
-15
S-7
-20
1 2 5 10 20 50 100
Water Content in Percent
AM
XA
HMTCROWSE-R
1 . Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes 7895 04103
may be gradual.
3. Groundwater level, if indicated, is at time of drilling (ATD) or for date Figure A-2
specified. Level may vary with time.
Boring Log HC-2A
Soil Descriptions
Approx. Ground Surface Elevation in Feet: 61
Depth
in Feet
-r V
-5
-10
-15
-20
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes
may be gradual.
3. Groundwater level, if indicated, is at time of drilling (ATD) or for date
specified. Level may vary with time.
PENETRATION RESISTANCE LAB
TESTS
Sample A Blows per Foot
1 2 5 10 20 50 MO
S-1
S-2
1 2 5 10 20 50 100
& Water Content in Percent
HM.TCROWSM?
7895 04103
Figure A-3
Boring Log HC-2B
Soil Descriptions
Approx. Ground Surface Elevation in Feet: 61
Depth
in Feet
k,
10
15
20
PENETRATION RESISTANCE
Sample L Blows per Foot
1 2 5 10 20 50 100
S-1
1 2 5 10 20 50 100
& Water Content in Percent
Arm
X&
LAB
TESTS
HM.TCROWSM?
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes 7895 04103
may be gradual.
3. Groundwater level, if indicated, is at time of drilling (ATD) or for date Figure A-4
specified. Level may vary with time.
Boring Log HC-3
Soil Descriptions
Approx. Ground Surface Elevation in Feet: 70
_SOD.
Medium dense to dense, moist, dark
brown, slightly silty to silty, sandy GRAVEL
to gravelly SAND with bricks and fine roots
noted. (FILL)
uense, moist to Damp, Drown,
gravelly SAND.
Fine roots noted.
__qravels grade out -- — — — — — — — — — — —
Very dense, moist to wet, brown -gray to
gray, slightly silty to silty, slightly gravelly
SAND.
Bottom of Boring at 1
Completed 04/22/03.
Depth
in Feet
-ro
PENETRATION RESISTANCE LAB
TESTS
Sample A Blows per Foot
1 2 5 10 20 50 100
S-1
-5
S-2
S-3
-10
S-4
S-5
-15
S-6
S-7
-20
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes
may be gradual.
3. Groundwater level, if indicated, is at time of drilling (ATD) or for date
specified. Level may vary with time.
1 2 5 10 20 50 100
Water Content in Percent
RN
XX
HM.TCROWSER
7895 04103
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tOO-935-0508 E-MAIL: INFO@BRHINC.COM
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2003019.000
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BUSH, ROED & HITCHINGS9 INC.
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WATER REVISION # 4
EDMONDS CENTER OF THE ARTS
EDMONDS WASHINGTON
91%
RECEIVED
JAN 2 3 2006
ENGINEERING E)1141SION
Edmonds Center for the Arts
Traffic Impact Analysis
Prepared for
Edmonds Public Facilities District
Edmonds, Washington
Prepared by
Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
June,2003
RECEIVED
SEP - 3 2004
13UILDING DEPT.
STREET FILE
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Edmonds Center for the Arts
Traffic Impact Analysis
CONTENTS
Introduction.................................................................................. I
ExistingConditions ......................................................................... I
Impacts of Proposed Development: Phase I ............................................ 7
Impacts of Proposed Development: Phase 2 .......................................... 13
Conclusions and Recommendations .................................................... 21
Appendix A: Traffic Counts ............................................... 11)
FIGURES
Figure1. Study Area ........................................................................ 2
Figure 2. Existing Traffic Volumes ....................................................... 5
Figure 3. Phase I Site Plan ................................................................. 8
Figure 4. Site -Generated Traffic Distribution .......................................... 10
Figure 5. Phase 2 Site Plan ............................................................. 14
Figure 6. Phase 2 Background Traffic ................................................... 16
Figure 7. Phase 2 Site -Generated Traffic ............................................... 17
Figure 8. Traffic Volumes with Phase 2 Development ............................... 18
TABLES
Table 1. Intersection Capacity Analysis for Existing Conditions .................... 6
Table 2. Intersection Capacity Analysis with Phase 2 Development .............. 19
Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
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Traff ic Impact Analysis
INTRODUCTION
The Edmonds Public Facilities District (PFD) is creating the Edmonds Center for the Arts (ECA)
to provide a community performing arts facility and meeting space to serve the local and
surrounding communities. After a process of site and development alternatives evaluation, the
PFD decided to purchase and renovate the historic theater at the former campus of the Puget
Sound Christian College, located on the east side of 4th Ave N, north of Daley St (see Figure 1).
The prime objectives of the project are to provide a performing arts facility for community arts
groups and presenters, to preserve a well -regarded historic structure, and to enhance the cultural
life of the community and region.
The PFD proposes to carry out the project in two phases: Phase I is the renovation of the theater
and the creation of on -site parking, and Phase 2 is the addition of a meeting room (with a capacity
of 500) and a parking garage.
Purpose
The primary purpose of this Traffic Impact Analysis (TIA) is to identify and evaluate the traffic
and parking impacts of the proposed project. A secondary purpose of the TfA is to suggest
potential mitigation measures for impacts.
EXISTING CONDITIONS
The existing conditions section contains a description of the existing facility and covers five
topics: parking, area access and circulation, traffic volumes, traffic operations, and bus service.
Existing Facility
The 2-acre site is the original campus of Edmonds High School, and more recently, Puget Sound
Christian College. There are six buildings on the site, five of which are linked together. The
existing buildings, which include the original school building, a gymnasium, and the theater,
cover nearly the entire site. The existing buildings currently are used for theatrical and musical
performances, church services, music practice, and gymnastic and dance classes.
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Consulting Transportation Engineer/Planner
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Edmonds Center for the Arts
Traffic Impact Analysis
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Figure 1: Study Area
V
Casners
17
Glen
Edmonds
9th
Daley
Bell 2nd e
.. -71
FERRY ek
4th 6th
Sunset
10 13 -
?a
SR1104
T1. k M-aple
0 Traffic Signal 0 All -Way Stop [3 All -Way Stop (planned)
Parking (Existing)
The existing facility has virtually no off-street parking (there are six head -in spaces along the
back side of the existing building on 6th Ave). Most event attendees, perforiners, and staff park
on -street adjacent to the facility or in the surrounding residential neighborhood, although some do
park in public and/or private lots in downtown Edmonds and walk the several blocks to the site.
Access and Circulation (Existing)
Roadway Configuration and Traffic Control. The street system providing access to/from the
ECA site is shown in Figure 1. Traffic signals and intersections with all -way stop control also
are identified in Figure 1. The ECA site is located on the east side of 4th Ave north of Daley St.
Vehicular access to the site itself is on 4th Ave, Daley St, 6th Ave, and Glen St, and access to the
site vicinity and the site -access streets is provided primarily by 3rd Ave and 7th Ave.
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Edmonds Center for the Arts
Traffic Impact Analysis
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Functional Classification. The City of Edmonds has classified its streets (and the state highways
within the city) according to their function. The "functional classifications" are consistent with
state and federal guidelines, and are used by the City to determine appropriate roadway capacity,
traffic control, and access management characteristics. The City of Edmonds Functional
Classification System includes four classes — "Principal Arterial ... .. Minor Arterial ... .. Collector,"
and "Local Access Street" — which are defined in the Comprehensive Plan as follows:
* Principal Arterials provide for movement across and between large subareas and serve
predominantly "through trips" with minimum direct service to abutting land uses.
0 Minor Arterials provide for movement within large subareas. Minor Arterials may
provide direct access to large traffic generators (e.g., community business centers and
neighborhood shopping centers), and they also serve traffic from neighborhood to
neighborhood within a larger community.
0 Collectors provide for movement within the smaller subareas and from Principal and
Minor Arterials to the local access streets. Collector Streets provide direct access to small
traffic generators (e.g., individual retail stores, schools, and small multi -family residential
developments).
0 Local Access Streets serve traffic to and from abutting land uses. The adjacent land uses
on Local Access Streets are most often residential, but may also include industrial and
low -volume commercial uses. Local Access Streets also include neighborhood collectors
and industrial/commercial streets.
The streets adjacent to the site and most streets in the site vicinity are Local Access Streets.
There is a single Principal Arterial in the site vicinity: the designated SR 524 route comprising
3rd Ave, Caspers St between 3rd and 9th, and 9th Ave north of Caspers. In addition, Main St,
9th Ave south of Caspers, and 5th Ave south of Main are classified as Minor Arterials.
Sidewalks and Crosswalks. Most streets in the site vicinity (3rd-7th, Caspers—Main) have
sidewalks on both sides of the street. Small segments of 7th Ave, Glen St between 6th and 7th,
and Sprague St and Edmonds St between 4th and 6th have a sidewalk on one side only. In
addition, there are marked crosswalks across 3rd Ave at Bell, Edmonds, Daley, and 4th, and there
are marked crosswalks across Bell St at 4th, 5th, and 6th.
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Traffic Impact Analysis
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Traffic Volumes (Existing)
Intersection traffic counts (pm peak hour) were collected for key intersections in the ECA site
vicinity. Counts were made at 3rd/Daley, 3rd/4th, 7th/Glen, 9th/Casper, 9th/Main, 7th/Main,
6th/Main, 3rd/Main, 3rd/Dayton, and SR 104/Dayton. The p.m. peak hour counts are compiled in
Figure 2, and the count reports are attached in Appendix A.
Traffic Operations (Existing)
The traffic operational analysis focused on site vicinity arterial and collector intersections. The
operational analysis was performed for weekday p.m. peak hour conditions, when traffic volumes
are greatest and operating conditions are the most difficult.
Methodology
Two types of intersections were analyzed: signalized intersections and all -way -stop -controlled
intersections, as described below.
Siamalized intersections were analyzed using the "planning -level" procedure described in the
Highway Capacity Manual. Planning -level analysis of signalized intersections provides a basic
assessment of whether or not capacity is likely to be exceeded for a given set of demand volumes
and geometrics. Signal timing is not considered (signal timing is assumed to be perfectly
efficient), and delay and level of service are not determined specifically.
The planning -level analysis is based on a "critical movement" analysis. This procedure relates
the capacity/adequacy of an intersection to lane utilization. The capacity of a point where
intersecting lanes of traffic cross is 1,400 vehicles per hour (vph), and the degree to which
intersecting lane volumes (i.e., the "critical movements") exceed or fall short of this capacity
indicates the quality of traffic operations at the intersection.
When the sum of the critical movements is greater than 1,400, the intersection is considered to be
'Cover capacity." Critical movement sums between 1,200 and 1,400 indicate that the intersection is
"nearing capacity," while less than 1,200 is "under capacity." For the purposes of this study,
intersection capacity is considered to be adequate if the intersection operates "under capacity."
Signalized intersections analyzed include SR 104/Dayton St and Main St/3rd Ave.
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Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
3rd
266
40
47 65
205
1
30
Main
104
112—o.
71 35
20 ')
185
133
60
1001
62
120
13
Dayton
Figure 2: Existing Traffic Volumes
p.m. peak hour
313
11 5
r1
— 4th
0
414
3rd
308
(o7
Daley
6
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Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
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18 5
3 1 1 .10
15
Daley
6
5 5 1 39
6 39
5th
�as ers
14
82 / I .. I
ECAJ. Gi,en/'-:.-
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91
25 153
�4 bale'v
157
356
..,f I
CasDers
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21 308
9th
BeI14, 2nd
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4th i;
6t
4. 6th
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13 1 27 -0— 159
51
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15
20 1 19
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79
17
Dayton
193 16 80
16
2.
8 33
201
172 8
6th
140 )
328
SR
104
123
13,
Glen
12
6 7
121
7th
185 k, 31
28 43 24 13 222
60 86
480
— Main —
42 82 )
286- 212---o. 90 1 118
52 ') 1 283
7th 9th
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All -way stop intersection capacity is determined for the intersection as a whole — i.e., for total
entering traffic — and is based on the directional split of approaching traffic (e.g., east -west vs
north -south). A maximum capacity of 1,900 entering vehicles per hour is achieved when the -
directional split is 50150. Capacity decreases to 1,400 for a directional split of 75/25.
All -way stop intersections analyzed include Main St/3rd Ave, Main St/7th Ave, and Main St/9th
Ave. (City of Edmonds plans to install the all -way stop at Main/7th in 2003, and plans to install a
signal at Main St/9th Ave in 2005.)
Results
Traffic operational analysis. results are compiled in Table 1, and include total intersection
entering volume, the critical volume sum at signalized intersections, the capacity of all -way stop
intersections, and a general service level for each intersection. As shown in Table 1, all study
intersections have adequate capacity for current volumes, and operate at "under capacity"
conditions.
Table 1: Intersection Volume and Capacity for Existing Conditions
Total Critical
Capacity
Entering Volume')
(all -way
Intersection Volume (signals)
stops)
Service Level
Main St/3rd Ave 1,180 640
under capacity
Main St/7th Ave 940
1,400
under capacity
Main St/9th Ave 1,400
1,900
under capacity
Dayton St/SR 104 1,450 580
under capacity
Dayton St/3rd Ave 960
1,850
under capacity
a) "over
"nearing
critical volume: > 1,400 = capacity"; 1,200 - 1,400
= capacity";
< 1,200 = "under capacity"
IBus Service (Existing)
Community Transit operates several local bus routes within convenient walking distance of the
ECA site:
Route 110 (Edmonds Senior Center —Lynnwood Park -and -Ride) operates on Main Stand
Dayton St;
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0 Route 180 (Edmonds Ferry Terminal — Lynnwood Park -and -Ride) operates on 3rd Ave
and Caspers St; and
* Route 630 (Edmonds Ferry Terminal — Mountlake Terrace) operates on Main St and
Dayton St
In addition, Community Transit operates a commuter route (Route 416, Edmonds Ferry Terminal
— Aurora Village — downtown Seattle) on 3rd Ave, Main St, and 9th Ave; however, this route
operates only in the peak travel direction and only during weekday peak hours, and therefore
would not provide usable service for most ECA events.
IMPACTS OF PROPOSED DEVELOPMENT: PHASE 1
Proposed Phase 1 Facility
Phase I comprises a major renovation of the existing theater, demolition of unusable buildings on
the north side of the theater, and construction of a 90-space surface parking lot where the
demolished buildings had been (see Figure 3). The existing gymnasium will be retained. The
renovated theater will have 750 seats, and the gymnasium will have seating for 546.
The parking lot will have two accesses: one on 4th Ave and one at the Glen St/6th Ave
intersection. (It is necessary to have two parking lot accesses in order to ensure that use of the lot
is attractive to ECA event attendees. With a single access, the lot will be congested after events,
and attendees may choose to park on -street to avoid that post -event lot congestion.)
Expected use of the theater includes 105 events with an average attendance of 450 in its first year
of operation. In its fifth year, the theater is expected to host 170 events with an average
attendance of 500. Theater performances may be scheduled at times when the gymnasium is in
use for gymnastics and dance classes; however, the PFD will not schedule high -attendance
activities in the gymnasium that coincide with theater events.
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Consulting Transportation Engineer/Planner
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Traffic Impact Analysis
June,2003
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Figure 3: Phase 1 Site Plan
------------------------
Daley St
. .............
6th
Ave
Glen St
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Traffic Generation/Distribution (Phase 1)
Phase I does not entail a change of use, and as a result, for the purposes of impact analysis
Phase I generates no new trips. Because the renovated ECA facilities will be used more often
than the existing facility, peak traffic will be generated more often (i.e., on more dates), but the
site -generated volumes themselves will not increase.
ECA Phase I traffic generation will be "episodic:" traffic will not be generated in similar
amounts every day, as is the case with residential developments, offices, retail, etc; rather, traffic
will be generated when there are events. The volume, the time -of -day, and the day -of -week of
the traffic generated will vary with each event. The PFD estimates that the car occupancy of
ECA event attendees will be 2.8 persons per car', and as a result, an event with average
attendance (500 persons) will generate 180-190 trips to the theater before the event and 180-190
trips leaving the area afterwards. For a full house (750 persons), 270-280 trips (+/-) will be
generated before and after the event. The geographical distribution of ECA tripS2 is illustrated in
Figure 4.
Traffic Circulation (Phase 1)
The impacts of Phase I traffic will not be caused by increased site -generated volumes (use of the
site does not change, and therefore volumes do not increase); rather, any impacts of Phase I
traffic will be associated with changed access/egress patterns resulting from the relocation of
parking for the development, including especially the provision of an on -site lot.
Due primarily to the episodic character of ECA-related traffic and the dispersed nature of existing
parking (entirely on -street and/or off -site), the effect of Phase I on ECA-area traffic volume and
circulation cannot be precisely quantified. However, because the changed access/egress patterns
associated with the installation of the new on -site parking lot affect only a limited number of
vehicles (up to 90 vehicles will park on -site), it can be concluded that any impacts of the changed
traffic access/egress patterns (listed below) will not be significant.
I Edmonds Center for the Arts pro forma
2 The ECA trip distribution is based on 2003 p.m. peak counts of traffic inbound to the Edmonds downtown and
ECA area. These volumes were deemed to best represent the routes and patterns of ECA traffic.
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Figure 4: Site -Generated Traffic Distribution
30%
Caspers
5%
:0:15%
W
eE
'D-alev
C
Glen
Glen
Edmonds/
B I �1�"
Dalev
FERRY
,1�_,43 0
4 h !th
6 h
501
sunsel
27%
d 19%
Main
Davton
SR 104
2 8 0/6:
0:
:0:15%
-Maple
:0:
8%
Impacts of Changed Traffic Access Patterns
Construction of the 90-space on -site parking lot will result in the following changes to ECA
traffic access/egress patterns and local traffic circulation:
0 The new lot may attract some additional traffic to the lot driveways on 4th Ave and at
6th Ave/Glen St: a total of as many as 90 additional trips may use these driveways — and
4th, 6th, and/or Glen — before and after ECA events. (It should be noted that motorists
who drop off passengers at ECA and then go park cannot be considered "additional"
trips, as they would drive to the site whether or not there is an on -site lot.)
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• The on -site lot will not only reduce ECA-related on -street parking, but it will also reduce
the amount of ECA-related traffic circulating on nearby streets searching for a parking
place.
• By encouraging ECA attendees to use off -site parking facilities, traffic in the immediate
site vicinity would be reduced: some ECA traffic will go directly to the off -site parking
areas, and ECA-related traffic on nearby streets (in search of parking) would be reduced.
Parking (Phase 1)
Parking Requirements
Phase I does not entail a change of use, and as a result, there is no requirement to provide new
off-street parking.
If the planned ECA were a new facility, City off-street parking requirements for Phase I would
be 160 spaces. Estimated 85th-percentile demand (the number of spaces needed to meet demand
at 85% of all events) is 0.35 spaces/seat 3, or 263 spaces for the 750-seat theater. For average
4
attendance — 500 persons — parking demand would be 179 spaces
IParking Management
Because the PFD Board wants to provide convenient parking for ECA attendees and to minimize
the impact of ECA-related parking on the streets in the surrounding neighborhood, Phase I
includes a 90-space on -site parking lot. In addition, ECA will endeavor to minimize on -street
parking by encouraging the use of appropriate off -site off-street parking. Use of appropriate off-
street parking will be encouraged by providing clear directions to nearby public parking locations
(Public Safety Complex and City Hall), and by identifying clear convenient pedestrian linkages
between the public lots and ECA.
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PFD estimates that the car occupancy of ECA event attendees will be 2.8 persons per car:
500 people @ 2.8/car = 179
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ECA may take other actions to help limit on -street parking: valet parking may be provided as a
service to ECA attendees for events that attract large audiences, and ECA may attempt to
"partner" with downtown Edmonds restaurants and businesses to encourage ECA attendees to
park downtown, visit downtown establishments, and then walk to ECA. Because neither action is
expected to have a significant effect on potential ECA-related use of on -street parking, neither is
considered to be a primary element of the ECA parking management program.
Although ECA use of on -street spaces around the site is undesirable, there are no effective or
acceptable means of discouraging or prohibiting ECA use of on -street parking. Although event -
related parking prohibitions may be considered on specific blocks, area -wide parking prohibitions
and/or residential parking zone (RPZ) programs can be costly and constraining for local residents.
Furthermore, neither the City nor the PFD can unilaterally create an RPZ around the ECA: the
City's RPZ program is community -initiated (i.e., RPZs are created at the request of the
community). If the community around the ECA wants an RPZ, they can apply to the City.
Pedestrian Access and Circuiation (Phase 1)
Pedestrian access to the ECA site is good, with sidewalks available on both sides of most area
streets, and marked crosswalks on 3rd Ave (the only arterial in the immediate vicinity of ECA).
6th Ave provides a good connection to ECA to/from downtown: it has continuous sidewalks, and
ECA is at least partially visible from a distance. Unfortunately however, pedestrian access
between the remote public parking lots and 6th Ave is circuitous and inconvenient (e.g., although
nearly adjacent to 6th, the Public Safety Complex parking lot is completely blocked from 6th —
for pedestrians — by the Public Safety Complex building and the Police Dept parking/loading
area).
4th Ave also provides a good connection to ECA: it has continuous (though narrow) sidewalks,
and ECA is clearly visible at a distance (due to the curvature of 4th north of Daley).
ECA is not visible from the remote public lots that can serve ECA off -site parking needs;
therefore, clear directions to 4th are needed (V2block west on Bell from City Hall, and from the
Public Safety Complex via 5th Ave to the south side of Edmonds).
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IMPACTS OF PROPOSED DEVELOPMENT: PHASE 2
Proposed Phase 2 Facility
Phase 2 will add to the renovated theater and gymnasium a structure containing an assembly
hall/meeting room of 10,000 gross sq ft that can seat up to 500 people and a parking garage with
248 spaces. The structure will be placed on the footprint of the Phase I on -site surface parking
lot (see Figure 5).
The parking garage will have the same two accesses as the Phase I surface lot: one on 4th Ave
and one at the Glen St/6th Ave intersection. (Having two accesses to ensure lot convenience and
limit congestion is even more important for the 248-space garage than it is for the 90-space
surface lot.)
Expected use of the assembly hall/meeting room includes 78 events in its first year, increasing to
119 events in the fifth year. Events include weddings, civic events, corporate meetings,
educational camps, and "special series" events. Average attendances range from 50 to 500. In
the first year, the PFD expects 30 weddings with an average attendance of 500, eight civic events
with an average attendance of 250, and eight special series events with an average attendance of
200. By the fifth year, the PFD expects 62 weddings, 12 civic events, and eight special series
events.
Traffic GenerationlDistribution (Phase 2)
Like traffic generation for the Phase I theater, Phase 2 assembly hall/meeting room traffic
generation will be episodic. With an estimated car occupancy of 2.0 persons per ca? for
assembly hall/meeting room attendees, weddings (attendance = 500 persons) will generate 250
inbound trips before the event and 250 outbound trips after, civic events (attendance = 250
persons) will generate 125 trips before and after, and special series events (attendance = 200
persons) will generate 100 trips before and after. It should be noted that most of the high -
attendance events will be weekend and/or evening events, and therefore will not generate traffic
during the weekday p.m. peak period. The geographical distribution of Phase 2 ECA trips is
expected to be similar to the distribution of Phase I trips (see Figure 4).
5 Shared Parking, Urban Land Institute
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Consulting Tr-ansportation Enginecr/Planner
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Traffic Impact Analysis
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Figure 5: Phase 2 Site Plan
pe
N
4th
Ave
.....................
Anchor House
---------- m ------
Roof 1B
Garden ffi Meeting Hall
Theater
.............
V
Music Bldg Gymnasium
Daley St
Rom
6th
Ave
Glen St
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Traffic Volumes (Phase 2)
Because ECA Phase 2 use is episodic like Phase I use, the Phase 2 traffic analysis could not be
based on "typical conditions:" there are no "typical conditions." Instead the Phase 2 traffic
analysis was based on a facility use scenario specifically devised to represent a high -attendance
condition with maximum potential impact during the p.m. peak hour. (Because, as stated
previously, most major events will be scheduled on weekends and/or evenings, the use scenario
used for the traffic analysis will occur infrequently.) The facility use scenario used for the
purposes of this analysis involves an afternoon meeting or conference that concludes during the
p.m. peak hour and a theater event that begins shortly after the p.m. peak hour. The traffic
generated under this scenario includes 160 exiting trips 6 and 90 entering tfiPS7. In addition, a 5%
increase in background traffic (i.e., traffic unrelated to ECA) was included in the scenario.
Background volumes are compiled in Figure 6, site -generated traffic volumes are compiled in
Figure 7, and total traffic volumes (background plus site -generated) are compiled in Figure 8.
Traffic Operations (Phase 2)
The Phase 2 traffic operational analysis focused on the same site vicinity arterial and collector
intersections as did the existing conditions analysis. Also like the existing conditions analysis,
the Phase 2 operational analysis was performed for weekday p.m. peak hour conditions. The
Phase 2 analysis was performed for the ECA use scenario described in the previous section
("Traffic Volumes").
Methodology
The Phase 2 traffic operational analysis used the same methodology as the existing conditions
analysis, analyzing signalized intersections using the "planning -level" procedure described
previously, and by determining capacity for all -way -stop -controlled intersections as described
previously.
6 200 meeting attendees departing during p.m. peak hour; average car occupancy of 1.25 persons per car
7 500 theater attendees, with half arriving during p.m. peak hour; average car occupancy of 2.8 persons per car
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Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
Page 16
Figure 6: Phase 2 Background Traffic Volumes
p.m. peak hour
330
10 5 20 5
5 15 10
r 1
; 1 15
4th Daley —
5
0 5 5 1 40
435 5 40
3rd
3rd 325 5th
280 40 10
50 1 70 215 165
..,; V,.. 30 Daley 375,
Main — 101" .11
110 ) f— 5 CasDers
1115-1. 75 35 425 610
20 195 25 151
140
65 9th
1051 65 125
.j 15
Dayton
85 j le 125
155 45 20 Edmond \,j 15,
S/111
25 160
Bell 2�* 1�i;�Dalev
z Glen
ERRY
4th 6t� 76
15
nset 10 10
7' Davton 7th
SRU4
Y"
Studet
a 11 maple
20 5
40 25 19 15 35
15 1 25 165 30 45 1� 60 1 235
240 1� 15 r 'o -0; %1. — 505 r go
20 1 20 *-- — —
.1/ r 80 15 -N to'*' 40 85 --N t—
Dayton 200 —o� 15 80 300- 220 95 125
15 10 1 35 55 295
210-0. 180 10 6th 7th 9th
145 ) 345
SR 104
Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
Page 17
Figure 7: Phase 2 Site -Generated Traffic Volumes
p.m. peak hour
3rd
25
45
Main
25
25
15
15
45
25
SR 104
15 t".. 25
r
4th
3,d
(P70
Daley
40
Daley —
5th
25
Casi)ers
R
Caspers 50
9th
ECA6. Glenr.�'
Imondsh
10
Dalev
IeV 29d
3)
Glen
7t�
4th 6th 0
�Ih
25
45 25
t.\_M�ln
7th
n
MWe
45 25
30 10
15
6th 7th 9th
Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
Page 18
Figure 8 Traffic Volumes with Phase 2 Development
p.m. peak hour
3rd
305
40
95
70
215
1
30
Main
135
115
75 35
20
210
165
6 5
1051 65
125
,I \..,
15
tvtnn
330
25 30
4th
0
435
3rd
325
r 80
L Daley
1 /016'
45
425
85
—',-ECA
155--o. 45 1 20 Edmonds
25 175
20
5
5
15
-10
I \,.
15
Daley
5
—
/011,
1
5
5
5 40
40
5th
Caspers_,
7'.- :1W
Bell 2nd
3
:ERRYqk 4th
T 6i�
§�h
S.Z
Main
Davton
SR)04 i
Maole
20
40
15 25
165
285
15
50
20 20
`-I \"
235
80
15
Dayton
—
200
15 80
15
toe.
1
10
35
210
145
180 10
370
6th
SR
104
165
4001
Ca,,e,—,
25 -�5
325
9th
125
25,
.11, 1
Glen — —
40
55 35
1
25 195 15 35
30 90 250
85 90
1-1/ 505
— Main —
40 85 ) e-
300 - 250---o. 95 125
70 ) 295
7th 9th
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Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
Page 19
IResults
Phase 2 traffic operational analysis results are compiled in Table 2, and include total intersection
entering volume, the critical volume sum at signalized intersections, the capacity of all -way stop
intersections, and a general service level for each intersection. As shown in Table 2, all study
intersections have adequate capacity for facility use scenario volumes, and operate at "under
capacity" conditions.
Table 2: Intersection Volume and Capacity with Phase 2 Development
Total Critical Capacity
Entering Volume8) (all -way
Intersection Volume (signals) stops) Service Level
Main St/3rd Ave 1,345 700 under capacity
Main StOth Ave 1,050 1,400 undercapacity
Main St/9th Ave 1,530 1,900 under capacity
Dayton St/SR 104 1,585 625 under capacity
Dayton St/3rd Ave 1,045 1,800 under capacity
a) critical volume: > 1,400 = "over capacity"; 1,200 - 1,400 "nearing capacity";
< 1,200 = "under capacity"
Traffic Circulation (Phase 2)
Phase 2 will generate traffic volumes equal to or less than the volume generated by Phase 1: a
wedding in the assembly halUmeeting room that draws an attendance of 500 will generate the
same amount of traffic as a theater event attended by 500. As a consequence, Phase 2 will not
result in increased ECA-related traffic volumes; however, with the completion of Phase 2, ECA
events that generate traffic will occur more frequently.
In addition, there will be Phase 2 traffic impacts associated with changed access/egress patterns
resulting from the expansion of on -site parking capacity (i.e., replacement of the 90-space surface
lot with a 248-space garage).
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Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
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Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
Page 20
Impacts of Changed Traff ic Access Patterns
Construction of the 248-space garage will result in the following changes to ECA traffic
access/egress patterns and local traffic circulation:
0 The garage will attract additional traffic to the driveways at 6th Ave/Glen St and on
4th Ave: a total of as many as 160 additional trips (in addition to the 90 that used the
Phase I surface lot) may use these driveways — and 4th, 6th, and/or Glen — before and
after ECA events.
0 Insofar as the garage will have adequate capacity to accommodate the entire parking
demand associated with events at the theater or the assembly hall/meeting room, the
garage will have the capability to eliminate ECA-related on -street parking and the
associated traffic circulating on nearby streets searching for a parking place. (If and
when assembly hall/meeting room and theater events are scheduled concurrently, there
may be "overflow" parking demand that may need to accommodated in public lots or on -
street.)
0 When the garage "empties" after an ECA event, exiting traffic is likely to use all streets
available to it enroute to 3rd Ave, 5th Ave, 7th Ave, and Main St, the primary arteries
leading out of the ECA vicinity: garage -exiting traffic will use 4th, 5th, 6th, Daley, Glen,
Edmonds, and Bell in a more -or -less uniform manner.
Parking (Phase 2)
Parking Requirements. The City off-street parking requirement for Phase 2 (assembly
hall/meeting room) is 187 spaces. This requirement will be met, with a surplus, by the 248-space
8
garage included in Phase 2. Estimated demand is 0.5 spaces/seat , or 250 spaces for full
attendance (e.g., a wedding attended by 500 persons).
Parking Management. The parking management measures instituted to support operation of the
theater (Phase 1) will be continued. In addition, the ECA will attempt to minimize the number of
occasions on which high -attendance assembly hall/meeting room and theater performance events
are scheduled concurrently.
8 Shared Parking, Urban Land Institute
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Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
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Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
Page 21
Pedestrian Access and Circulation (Phase 2)
Pedestrian access issues, needs, and opportunities are the same for Phase 2 as for Phase 1.
CONCLUSIONS, AND RECOMMENDATIONS
1. Phases I and 2 of the project will have no traffic- or parking -related significant adverse impacts,
and as a result, no mitigation measures are required.
2. 4th Ave should serve as the designated primary ECA walk route to/from public lots and
downtown. 4th Ave is stop -controlled along the entire walk route to ECA: 4th has a stop sign
and the cross -street is uncontrolled at Bell, Edmonds and Daley. For pedestrian safety and
convenience, the stop control should be reversed (give 4th the right-of-way and stop Bell,
Edmonds and Daley) or all -way stop control should be installed at these three intersections. In
addition, the pedestrian crossings at both Edmonds and Daley are unmarked and very wide.
Crosswalk markings should be provided at Edmonds and Daley. Curb extensions would be a
useful enhancement that can be considered in the future.
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3. Traffic control and circulation improvements, on -street parking revisions, and pedestrian
enhancements in the ECA vicinity should not be identified and developed through an individual
development like the ECA project; rather, the City should prepare a comprehensive access,
circulation, parking, and redevelopment plan for the area north of downtown.
4. The ECA should minimize the number of occasions on which high -attendance events are
scheduled concurrently in the theater and assembly hall/meeting room.
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Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
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Appendix A:
Traffic Counts
Edmonds Center for the Arts
Traffic Impact Analysis
June,2003
Page 22
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Robert Bernstein, P.E.
Consulting Transportation Engineer/Planner
TCTraffic Count Consultants, 13623 184th Avenue NE, Woodinville, WA 98
Phone: (425) 861-8866 FAX: (425) 861-8877
Turning Movement Diagram
721 >
N
4 Daley Street 27-
4
7 2
Check
In: 734
726 Out: 734
%HV PHF
Intersection: Daley Street @ 3rd Avenue
EB n/a n/a
Location: Edmonds
WB 0.0% 0.46
ate of Count: Wed 4.16.03
NB 2.2% 0.77
Peak Period: 4:45 P
- 5:45 P
SB 2.6% 0.91
Checked By: Kg
Intersection 2.3%10.84
repared For: Robert Bernstein,
P. E.
03018-00lp
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TC 2
Traffic Count Consultants, Inc.
13623 184th Avenue NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Vehicle Volume Summary
Daley Street @ 3rd Avenue
Edmonds
Date of Count:
Checked By:
Wed 4.16.03
Kg
Time
Interval
From North on (SB)
3rd Avenue
From South on (NB)
3rd Avenue
From East on (WB)
Daley Street
From West on (EB)
n/a
Interval
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4:15 P
2
1
81
0
1
0
58
4
0
1
0
2
0
0
0
0
147
4:30 P
2
0
79
0
2
0
83
2
0
0
0
2
0
0
0
0
166
4:45 P
4
0
80
0
2
0
65
4
0
2
0
1
0
0
0
.0
152
5:00 P
3
0
86
0
2
0
76
1
0
0
0
0
0
0-
0
0
163
5:15 P
2
1
78
0
3
1 0
130
3
0
4
0
2
0
0
0
0
218
5:30 P
1
1
81
0
1
0
84
1
0
1 2
0
2
0
0
1 0
0
171
5:45 P
2
2
63
0
3
0
115
1
0
1
0
0
0
0
1 0
0
182
6:00 P
2
0
73
0
2
0
57
3
0
4
0
2
0
0
0
0
139
6:15 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:45 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
18
5
621
0
16
0
668
19
0
14
01
11
0
0
1 0
07
1338
4:45 P to 5:45 P Peak Hour Summary
Total
8
4
308 0
9 1 0 1 '405 1 6
0
1 7
1 0
1 4
0
0
0
0
734
Approach
312
411
11
0
734
%HV
3%
2%
0%
n/a
2%
PHF
0.91
0.77
0.46
n/a
0.84
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left Jurn
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Robert Bernstein, P. E.
k03uOl 8-001 pi
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Comments (more is betler)�
any significant traffic event?
ON YOUR MAP:
I Compass (especially North)
2 Lane directions
3. Where you sat
4. Stop sign or signal
5 LABELSTREETS
6. Landmarks on corners
X
C'�
TCTraffic Count Consultants, 13623 184th Avenue NE, Woodinville, WA 98
Phone: (425) 861-8866 FAX: (425) 861-8877
Turning Movement Diagram
7 3
Nl-
>
4th Avenue N
A
5
17
z
Check
In: 744
728
Out: 744
%HV PHF
Intersection: 3rd Avenue N
@ 4th Avenue N
EB n/a n/a
Location: Edmonds
WB 0.0% 0.50
ate of Count: Wed 4.16.03
NB 2.2% 0.86
Peak Period: 4:45 P
- 5:45 P
SB 2.2% 0.89
Checked By: Kg
Intersectionj 2.2%10.94
repared For: Robert Bernstein,
P. E.
k03 uO I 8-002p
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Traffic Count Consultants, Inc.
13623 184th Avenue NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Vehicle Volume Summary
3rd Avenue N @ 4th Avenue N
Edmonds
Date of Count:
Checked By:
Wed 4.16.03
Kg
Time
Interval
From North on (SB)
3rd Avenue N
From South on (NB)
3rd Avenue N
From East on (WB)
4th Avenue N
From West on (EB)
n/a
Interval
Total
Ending at
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4:15 P
1
3
87
0
1
0
68
0
0
0
0
5
0
0
0
0
163
4:30 P
3
4
77
0
3
0
74
1
0
1
0
2
0
0
0
0
158
4:45 P
5
5
80
0
2
0
63
0
0
3
0
2
0
0
0
0
153
5:00 P
1
3
88
0
2
0
95
0
0
0
0
1
0
0
0
0
187
5:15 P
2
1
79
0
3
0
118
0
0
0
0
0
0
0
0
0
198
5:30 P
2
3
80
0
2
0
81
0
0
0
0
2
0
0
0
0
166
5:45 P
2
4
66
0
2
0
120
0
0
1
0
2
0
0
0
0
193
6:00 P
2
2
71
0
2
0
49
0
0
0
0
3
0
0
0
0
125
6:15 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:45 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
18
25
627
0
17
0
668
1
0
5
0
17
0
0
0
0
1343
4:45 P to 5:45 P Peak Hour Summary
Total
7
11
313 0
9 0 414 1 0
0
1 1
0
1 5
0
0
0
1 0
744
Approach
324
414
6
0
744
%HV
2%
2%
0%
n/a
2%
PHF
0.89
0.86
0.50
n/a
0.94
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 Nvheels)
L= Left -Turn
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Robert Bernstein, P. E.
03018-002p
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Apr-16-03 18:19 Monika Ch. Oliveri
El
Olvw
A1
Ad Y.
001-F425-823-2297
P. 02
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13623 184th Avenue NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Turning Movement Diagram
269
z
53 �3
Glen Street 13 123
38
12
6
t- L- —J 257
Intersection: Glen Street @ 7th Avenue N
Location: Edmonds
Date of Count: Tue 4.8.03
Peak Period: 4:45 P - 5:45 P
Checked By: FH
Prepared For: Robert Bernstein
7 1 121
528]
Check
In: 282
Out: 282
%HV
PHF
EB
0.0%
0.90
WB
n/a
n/a
NB
1.6%
0.89
S13
0.7%
0.87
IntersectionF-1
. 19/6
TO.94-j
K03uO1
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Traffic Count Consultants, Inc.
13623 184th Avenue NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Vehicle Volume Summary
Glen Street @ 7th Avenue N
Edmonds
Date of Count:
Checked By:
Tue 4.8.03
FH
Time
Interval
From North on (SB)
7th Avenue N
From South on (NB)
7th Avenue N
From East on (WB)
n/a
From West on (EB)
Glen Street
Interval
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4-1.6
',0
"0.
�19.'
�"4
�_O
0
:,,28j']:,
o
o
o
0
7
0
0
58,
4:30 P
0
0
16
4
0
0
24
0
0
0
0
0
0
2
0
2
48
4 46 P
1
0
12
1
0
0
22
0.
0
0
0
0
0
1
0
1
1
37
5:00 P
0
0
34
5
0
1
30
0
0
0
0
0
0
4
0
1
1
75
5:15 P-1
1
6
36
2
29
0
0
0
0
31
.6:
2
74
5:30 P
0
0
24
5
1
2
34
0
0
0
0
0
0
3
0
0
0
68
545P
0
0
29
1
1
2
28
0
0
0
0
0
0
2
0
3
3
65
6:00 P
1
0
19
1
0
1
28
0
0
0
0
0
0
4
0
0
53
6 15 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
a
6.0 P.
0
0
0'
0
6
0
0
0
0
0
0
0
0
0
0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
3
0
189
23
2
8
223
0
0
0
0
0
0
26
0
478
4:45,P.
to
'5:45,P:_ ,,,Peak Hour Summ ry�
a
Total
1
0 123
13
2
7
121
1 0_
0
0
0
0
0
12
0
6
282
Approach
136
128
0
18
282
%HV
1%
2%
n/a
0%
1%
PHF
0.87
0.89
n/a
0.90
0.94
Legend: T= Number of heavy vehicles (greater than 4 wheels)
L= Left Jurn
S= Straight
R= Right-Tum
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Prepared For: Robert Bernstein
K03018-0034
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comments: �jA C-6-5
7±A A��, �PoaT-14
9F
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J k
Main St
559
Turning Movement Diagram
707
104
112
20
47 1 266 1 65
Intersection: Main St @ 3rdAve
Location: Edmonds
Date of Count: Wed 4.15.03
Peak Period: 4:00 P - 5.-00 P
Checked By: FH
Prepared For: Robert Bernstein
13623 184th Ave NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-887
F�29]
71 1 185 1 35
2791
607
Main St
40
205
30 —48-7
Check
In: 1180
Out: 1180
%HV
PHF
EB
0.0%
0.62
WB
0.0%
0.85
NB
2.4%
0.90
SB
1.6%
0.90
Intersection,
1.1% ,
0.89
K03u01
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TC'
Traffic Count Consultants, Inc.
13623 184th Ave NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Main St @ 3rd Ave
Edmonds
Vehicle Volume Summary
Date of Count:
Checked By:
Wed 4.15.03
FH
Time
Interval
From North on (SB)
3rd Ave
From South on (NB)
3rd Ave
From East on (WB)
Main St
From West on (EB)
Main St
Interval
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
1�4:115 P
0
20.
57
.14
2
22
40
7
0
47
.9
0.
39
35
5
4:30 P
2
20
72
13
1
7
51
9
0
7
51
10
0
10-
12
4
266
4:45 P
2'
11
72'
7:�'
2
24
39
11
0
11
::61
9;,�
0
11
3
:,,281
5:00 P
2
14
65
13
2
18
55
8
0
6
46
12
0
44
43
8
332
.515 P
9
63
11
1
7
58
3
0
11.,
40
8
0
12
17
5
244
5:30 P
2
6
66
8
2
9
50
7
0
8
40
6
0
28
2-7
—8
263
-5:45:P
1
8.'.
44,
10.
1
13
47
3
0
11
29-,
18
0
18
28
2
6:00 P
2
4
41
8
1
9
44
11
1
5
30
6
0
5
19
6
188
��:.'6:115 P
0
0
0
0
0
0
0
0
0
0
0
011
0
0
0
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6-45.11P
'.'0
0
0.
0
0
0'.
0
0
0-
0
0
0
0
'0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
13
480
84
12
109
384
4
59
rl
65
344
1 78
__Oj
1
167
MR
41
2106
.-Od P
.4.
t 5 00 P Hdbi S
01. urprnary:
Total
6
65
266
1 47
7
71
185
35
0 1
3
1 205
1 40
0
104
112
20
1180
Approach
378
291
275
236
1180
%HV
2%
2%
0%
0%
1%
PHF
0.90
0.90
0.85
0.62
0.89
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left Jurn
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Robert Bernstein
K03uO1 8-004pi
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- : , 4,0-4 ' I
31HIS
lots,
M d d'J V4 :1 1'� CI-'
-)177-F/ -WIT19�tj
01 ell;
I
TCTraffic Count Consultants, Inc. 13623 184th Avenue NE, Woodinville, WA 98072
Plione: (425) 861-8866 FAX. (425) 861-8877
Turning Movement Diagram
z 173
T, q- >
71
r102 I
Main Street [28 431
Main Street
77'
836
869
328
Check
In: 939
Out: 939
%HV
PHF
Intersection: Main Street @ 7th Avenue N
Ell 2.7% 0.76
Location: Edmonds
WB 0.2%
0.67
Date of Count: Wed 4.16.03
NB n/a
n/a
Peak Period: 4:4 5 P - 5:45 P
SB 0.0%
0.85
Checked By: Kg
Intersection. 1.1%
0.77
Prepared For: Robert Bemstein, P. E.
k03018-005p
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TIC 2
Traffic Count Consultants, Inc.
13623 1841h Avenue NE, Woodinville, WA 98072
Plione: (425) 861-8F66 FAX: (425) 861-8877
Intersection:
Location:
Main Street @ 7th Avenue N
Edmonds
Vehicle Volume Summary
Date of Count:
Checked Ily:
Wed 4.16.03
Kg
Time
"' terval
From North on (SB)
7th Avenue N
From South on (NB)
n/a
From East on (WB)
Main Street
From West on (EB)
Main Street
Interval
Total
Ending at
T
L
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4:15 P
0
6
6
0
8
0
0
0
0
0
0
50
10
2
5
71
0
150
4:30 P
0
1 4
14
E
0
10
0
0
0
0
0
0-
61
16
2
8
-99
0
168
4:45 P
0
11
1 1
0
9
0
0
0
0
0
0
58
5
1
8
71
0
162
5:00 P
0
11
0
7
0
0
0
0
0
0
187
14
2
10
75
0
304
5:15 P
0
7
0
6
0
0
0
1 0
0
1 0
1 183
16
1
13
53
0
278
5:30 P
0
10
0
9
0
0
0
0
0
0
54
10
3
10
59
0
152
5-45 P
0
15
0
6
0
0
0
0
1
0
56
20
3
9
99
0
205
6:00 P
0
3
0
11
0
0
0
0
1
0
59
18
3
5
67
0
163
6:15 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:45 P
0
0
0
0
0
0
0
0
1 0
0
0
0
0
0
0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
0
77
0
66
on
0
109
17
68
554,
0
1582
4:45 P
to 5:41, P Peak Hour Summary
Total
0
1 43
0 28
0 0 0
1
1 0
480
60
9
1 42
286
0
939
Approach
71
0
540
328
939
%HV
0%
n/a
0010
30,o
10,10
PHF
0.85
n/a
0.67
0.76
0.77
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left -Turn
S= Straight
R= Right-Tum
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Higliest 15 rninutes))
Robert Bernstein, P. E�
k03,,018-005pl
I
-K03
.... ........
ISOM
r'l la a liq
BWQ-
alovi 10 a1Q1Wj
Cop aqrki.:!
I TC' Traffic Count Consultants, Inc.
4p- 41
Main St
682
Turning Movement Diagram
82
212
52
24 1 185 1 13
13623 184th Ave NE, Woodinville, WA 98072 1
Phone: (425) 861-8866 FAX: (425) 861-887
90 1 283 1 118
F491]
-F 8' L4
Intersection: Main St @ 9th Ave
Location: Edmonds
Date of Count: Thu 4.10.03
Peak Period: 5:00 P - 6:00 P
Checked By: FH
Prepared For: Robert Bernstein
Main St
31
222
86 ---F-6-8L2
Check
In: 1398
Out: 1398
%HV
PHF
EB
2.9%
0.80
WB
1.8%
0.94
NB
0.4%
0.90
SB
0.0%
0.84
IntersectionF1
—39/.
0.95
K03u018-006
I
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TC'
Traffic Count Consultants, Inc.
13623 184th Ave NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Main St @ 9th Ave
Edmonds
Vehicle Volume Summary
Date of Count:
Checked By:
Thu 4.10.03
FH
Time
Interval
From North on (SB)
77F 9th Ave
From South on (NB)
9th Ave
From East on (WB)
Main St
From West on (EB)
Main St
Interval
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
415 P
0,
0
34
5
3
'29
72
24
4
23
62
10
2
5
59
'18
341,
4:30 P
0
1
40
9
0
'19
67
26
0
16
46
5
1
12
44
13
298
4�4.5 P
1
2
47
3
1
18
76
35
1
20
52
6
2
13
46
11
329
5:00 P
0
1
38
5
0
1 23
56
38
1
30
64
8
3
12
51
13
339
:515 P
0-
1
40
5
1
18
74
33
1
19
67
A
1
18
77
13
369
5:30 P
0
2
54
10
0
25
71
20
1
22
50
4
3
25
36
11
330
-j I 5:45�P'
0
6
41
3
1
22
86
29
1
20
'53
12'
2
21
51
11
355:1
6:00 P
0
4
50
6
0
25
52
36
3
25
52
11
4
18
48
1 17
344
_P1 5 p
0
0
.0
0
0,
0
0
.0
0
0'
0
1 0..
0
0
0
0-
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6,45; P"
0
On:
0
0"
0
0
0
0
0
0.
0
0
0
0
.-0
0
0,
7:00 p
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
1
17
1 344
1 46
1 6
1 179
1 554
1 241
1 12
60
18
107
2705
6:00 P.
to
6:66P::' Pe6lkH6u�Sd mmary'
A
Total
0
13
1 185
1 24
2
90
283
M
6
1 86
222
31
10
82
212
52
1398
Approach
222
491
339
346
1398
%HV
0%
0%
2%
3%
1%
PHF
0.84
0.90
0.94
0.80
0.95
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left Jurn
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Robert Bernstein
1<03018-006pi
I
I
Dalets o; move inia,suclior, ines l"lease Pick dnCI PISCR
ic show your v3um configurejon: thesit symbols:
Sueet
Street Nelmo StreelName
West JA East
"Ctt �3 —�&T —.-M
Street Name
South
-4
_-4
/V � j
ev 3 .,-C) 1(? - 0C) & p
I TC' Traffic Count Consultants, Inc.
Turning Movement Diagram
Intersection: Caspers St @ 9th Ave
Location: Edmonds
Date of Count: Thu 4.10.03
Peak Period: 4:45 P - 5:45 P
Checked By: FH
Prepared For: Robert Bernstein
13623 184th Avenue NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Check
In: 1432
Out: 1432
%HV
PHIF
EB
1.2%
0.77
WB
n/a
NB
2.2%
-n/a
0.81
SB
1.4%
0.83
Intersection,
1.5%
1 0.94
K03uO1
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Traffic Count Consultants, Inc.
13623 184th Avenue NE, Woodinville, WA 980 72
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Caspers St @ 9th Ave
Edmonds
Vehicle Volume Summary
Date of Count:
Checked By:
Thu 4.10.03
FH
Time
Interval
From North on (SB)
Caspers St
From South on (NB)
9th Ave
From East on (WB)
n/a
From West on (EB)
Caspers St
Interval
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4.15 P
0
0
35
82
1
5
56
0
0
0
0.
2
99,
0':��
9
286-_
4:30 P
0
0
33
88
1
6
70
0
0
0
0
0
4
139
0
4
340
4 45 P
6
45'
86
2
3
83
0
0'
0
0
6
3
100
0
3
3201:,
5:00 P
1
0
42
110
0
5
62
0
0
0
0
0
3
104
0
1
324
0
30'
86
3
'73
b
0
0
1. 0
0
'igi
6
4
381
5:30 P
3
0
43
83
1
0
80
0
0
0
0
0
1
134
0
10
350
5:45 P
1
0
36
83
3
7
93
0
0.
0
0
0
2
152
0
6
V7
6:00 P
1
0
53
86
4
6
63
0
0
0
0
0
2
108
0
7
323
'0'
0,
0
0
0
0
0
0
o
�6
o
0
0:
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6 45
.0
0
0
0
0,
0
0
0
0
0
0
0
0
0
b
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
8
0
317
698
15
35
580
0
0
0
0
IS
1027
0
44
2701
t� 4;46 P:
to�.::1.6.-46P::
Peak- Hour Suirrimary
Total
7
0 151 356
7
15 308
0_
0
0
0
0
7
581
0
21
1432
Approach
507
323
0
602
1432
%HV
1%
2%
n/a
1%
1%
PHF
0.83
0.81
n/a
0.77
0.94
Legend: T= Number of heavy vehicles (greater than 4 wheels)
L= Left Jurn
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Prepared For: Robert Bernstein
1<03018-007p
I
I
rA MrWft M OM j$ t mr a
arly significant traffic ever(t?
ON YOUR MAP:
I. Conpms (empo=my mom)
2. Lsm dbectb
3. Whom you SM
4. Stop slon or signil
5. LABIEL STREETS
6. Landrneft On CWrW5
A
A6.
YT/
,7 ro A VS
TC2 Traffic Count Consultants, 13623 184th Ave NE,
Phone: (425) 861-8866
Woodinville, WA 98072
FAX: (425) 861-8877
Turning Movement Diagram
149
z
Main Street 1131 21
2711
Main Street
38
A
159
406
51
548
17
193
3007
1 8 0._�
I
16 33 80
Check
209
In: 656
Out: 656
%HV
PHF
Intersection: Main Street @ 6th Avenue N
EB 0.0% 0.94
Location: Edmonds
WB
0.0%
0.91
Date of Count: Wed 4.16.03
NB
0.0%
0.90
Peak Period: 4:15 P - 5:15 P
SB
0.0%
0.69
Checked By: Kg
Intersection
0.0%.
0.92
Prepared For: Robert Bernstein, P. E.
k03uO 18-0081)
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TC2
Traffic Count Consultants, Inc.
13623 184th Ave NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Vehicle Volume Summary
Main Street @ 6th Avenue N
Edmonds
Date of Count:
Checked By:
Wed 4.16.03
Kg
Time
Interval
From North on (SB)
6th Avenue N
From South on (NB)
6th Avenue N
From East on (WB)
Main Street
From West on (EB)
Main Street
Interval
Total
Ending at
7—
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4:15 P
-0
3
.3
5
0
7
2
18
.,0 7-
19
40
0
1
50
;150 -,A
4:30 P
0
3
5
7
0
8
5
20
0
20
44
2
0
2
53
3
172
4:45 P
0'
�5.
.3.
1
0
2
7
24
01'
'4
401�
I 1'
0
7
4T�
A--5 2
5:00 P
0
6
7
1 2
0
3
9
15
0
11
39
9
0
6
45
2
154
5.
�15 P
13
6
3
0
3
12
21
0
16
36
1'6
0
2
48
2
.178
530 P
0
to
4
1
0
5
10
18
0
14
43
13
0
4
36
6
164
5�45 P
0,
12
7
0
0
2
10
13
011-,
*110
26
13.,
0
5
43
5
1+6.----
6:00 P
0
10
10
4
0
4
12
10
0
8
42
10
0
9
48
1
168
"6:15 �P`
0:''
0
0
0
0
0
0
0
"'0
0
"0
*0
0
0
to;,
.11". .0
60:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1 0
6:45'P
0,
0.
0
0
0
0
0
0
lo�
0 :' �
01
1
0
0,
.0,
0
;40
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
0
62
45
23
0
34
67
139
0
102
1 310
1 75
0
36
370
21
1 1284
4:15 P to 5:15 P Peak Hour Summary
Total
0
1 27
21
1 11
0
16
1 33
1 70
0
1 51
159
1 38
0
1 17
193
1 8
656
Approach
61
129
248
218
656
%HV
0%
0%
0%
0%
0%
PHF
0.69
0.90
0.91
0.94
0.92
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left -Tum
S= Straight
R= Right-Tum
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volurne / (4*Highest 15 minutes))
Robert Bernstein, P. E.
03018-008pl
I
'KO�5 tt C) 18 - 000
Comments (more is better):
any significant traffic event?
ON YOUR MAP:
1, Compass (especially North)
2. Lane directions
3. Where you sal
4. Stop sign or, signal
5. LABEL STREETS
6. Landmarks on corners 4t�
&L
WA
I TC' Traffic Count Consultants, Inc.
13623 184th Ave NE, Woodinville, WA 98072 1
Phone: (425) 861-8866 FAX: (425) 861-887
Turning Movement Diagram
72
F F-
F 5o]
Daley St 3 18 1 1 Daley St
5
10
3 5 15
7- 15-
6
5
6
Intersection: Daley St @ 6th Ave
Location: Edmonds
Date of Count: Wed 4.9.03
Peak Period: 5:00 P - 6:00 P
Checked By: FH
Prepared For: Robert Bernstein
5 1 39 39
F83 Check
In: 152
Out: 152
%HV
PHF
EB
0.0%
0.47
WB
0.0%
0.68
NB
0.0%
0.72
SB
0.0%
0.69
Intersection,
0.0% ,
0.86-1
K03018-00
I
I
TC'
Intersection:
Location:
Traffic Count Consultants, Inc.
Phone:
Vehicle Volume Summary
Daley St @ 6th Ave
Edmonds
13623 184th Ave NE, Woodinville, WA 98072
(425) 861-8866 FAX: (425) 861-8877
Date of Count: Wed 4.9.03
Checked By: FH
Time
Interval
Ending at
From North on (SB)
_7_F 6th Ave
From South on (NB)
6th Ave
From East on (WB)
Daley St
From West on (EB)
Daley St
Interval
Total
T
L
S
R
T
L
S
R
T
L
-S
R
T
L
S
R
-.4.115 P
0
0
41
0
0
.11
7
3
0
3
1
0.
1
0
1
1
21
4:30 P
0
0
7
0
0
0
10
4
0
2
3
0
0
3
4
1
3 4
4:415:P
0
.0.
2
0
0
T
6'
2
0
3
4
11
-01
�3
0
1.:
5:00 P
0
0
3
0
0
1 1
14
7
0
4
2
0
0
0
3
3
37
�5:45 P
0
0
6
0
0
3
9
10
0
4
4
3
0
1
1
3
�:44
5:30 P
—P,
0
1
6
1
0
1
8
7
0
1
3
0
0
0
1
- 0
29
J77
� �
0
0
4
1
'0
0
8
8
0
6
3
0
0
5
3
1
6:00 P
0
0
2
1
.0
1
14
14
0
4
0
2
0
0
0
2
40
P'
'0'
0
0
0
0
0
0
0
0
0
0
.0
0
.0
0
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
'0
0
0
0
0
0
0
0
0:::,
0
0
0�
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
1 0
0
0
0
0
0
Total
Survey
0
1
34
3
0
8
1 76
27
20
6
1
12
1 13
12
267
5,100
Pealk Hour'S u, m m, ary:,,
F!:R:
Total
1 7-18
3—
0
5
39
39
0___F
1-5
0
5
0
6
5
6
152—
Approach
22
83
30
17
152
%HV
0%
0%
0%
0%
0%
PHF
0.69
0.72
0.68
0.47
0.86
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left Jurn
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Robert Bernstein
1<030118-009pi
I
I
Defete or move inte;9ection; nes Pligetse pick ano plekce
to show ycur couril mnfiguratiun: these symbols:
Street Nome
Street N�ome Street Name
we &I %A
East
ST�
47A r StreatName
South
`4 E:]
"0 � �
�!O -;� -0 1,0 .-0
I TC' Traffic Count Consultants, Inc.
Dayton St
518
Turning Movement Diagram
590
82
146
25
13623 184th Ave NE, Woodinville, WA 98072 1
Phone: (425) 861-8866 FAX: (425) 861-887
T rT25 i
100 1 133 1 62
Intersection: Dayton St @ 3rd Ave
Location: Edmonds
Date of Count: Wed 4.15.03
Peak Period: 4:30 P - 5:30 P
Checked By: FH
Prepared For: Robert Bernstein
45 1 153 1 19
F217]
388
Dayton St
60
120
13 F-42o
Check
In: 958
Out: 958
%HV
PHIF
EB
5.9%
0.80
WB
5.7%
0.89
N13
1.4%
0.90
SB
2.0%
0.84
Intersection,
3.7% ,
0.94
K03018-010
I
I
TC'
Traffic Count Consultants, Inc.
Phone:
13623 184th Ave NE, Woodinville, WA 98072
(425) 861-8866 FAK (425) 861-8877
Intersection:
Location:
Dayton St @ 3rd Ave
Edmonds
Vehicle Volume Summary
Date of Count:
Checked By:
Wed 4.15.03
FH
Time
Interval
From North on (SB)
___T 3rd Ave
From South on (NB)
3rd Ave
From East on (WB)
Dayton St
From West on (EB)
Dayton St
Interval
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4;15.P-.
1
13
43
17
3
7
28,
-11
5
2
33
.16
6.
19
39
.10
.238.�
4:30 P
1
13
42
16
1
9
42
6
3
5
22
12
4
15
22
8
212
4-45_P
1
17
3S'
-18.,
2
1.0,
37
-7
2
4
.30
.15�
4
21
38
2
234
5:00 P
2
13
48
27
0
13
43
4
2
0
28
15
2
20
25
10
246
5:15 P
Z
21
28
25
0
11
41
3
4
5
25
17:
4
29
1,.',41
.9
255
5:30 P
1
11
22
30
1
11
32
5
3
4
37
13
5
12
42
4
223
:5A5 P
--3:
16�
37
25
0
.17
26
`6
2
�':'3
27
15
3
17
34',
6
229
6:00 P
2
10
20
22
0
4
34
5
2
3
17
8
4
25
36
3
187
.15 R
0
0
0
0
0
0
0
0
0
1 0
0
0
0
0
0
.0
0
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:45 P
0
0
0
0
0'
0
0
0
:.0
0.
10".
0
0.
0
0'
0..
'0.
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
13
114
275
1 180
7
1 82
283
1 47
23
26
219
111
32
158
277
52
1824
4:Ml?
S.:30'P;
P6ak44q�'"'U::"r'' t.umm ar'y"
Total
6
62
133
100
3
45
1 153
1 19
11
13
120
60
15
82
146
25
958
Approach
295
217
193
253
958
%HV
2%
1 %
6%
6%
4%
PHF
0.84
0.90
0.89
0.80
0.94
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left Jum
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Robert Bernstein
K03uOl 8-01 Opi
I
I
Zt,
Comments (more is better):
any significant traffic event?
ON YOUR MAP:
I. Compass (especially Norl-h)
Z Lane directions
3. Where you set
4� SfOP sign or signal
5. LABEL STREET$ ;, brp
6. Landmarks on corners
-c"O �uf
+
I
I TC' Traffic Count Consultants, Inc.
Dayton St
772
Turning Movement Diagram
625
20 1 227 1 19
16
201
140
13623 184th Ave NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-887
3759
172 1 328 1 8
Dayton St
15
223
79 F-54-5
Q
F5O 8] Check
In: 1448
95�f Out: 1448
Intersection: Dayton St @ SR 104/Edmonds Way
Location: Edmonds
Date of Count: Wed 4.15.03
Peak Period: 4:45 P - 5:45 P
Checked By: FH
Prepared For: Robert Bernstein
%HV
PHF
EB
5.0% 0.88
WB
4.4%
0.92
NB
1.2%
0.88
SB
3.0%
0.67
Intersection,
3.2%
0.91-1
1<03018-011
I
TC'
Traffic Count Consultants, Inc.
13623 184th Ave NE, Woodinville, WA 98072
Phone: (425) 861-8866 FAX: (425) 861-8877
Intersection:
Location:
Vehicle Volume Summary
Dayton St @ SR 104/Edmonds Way
Edmonds
Date of Count:
Checked By:
Wed 4.15.03
FH
T Time
Ime
Interval
g at
From North on (SB)
Sunset Ave
From South on (NB)
Sunset Ave
From East on (WB)
Dayton St
From West on (EB)
Dayton St
Interval
Total
___F_
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
;,Ending
- 1 5
-4:15,1?��
8
7
100.,
4
1
28
126,
3'
3'
14
37
2
4'.
4
38
22'
:385:'
4:30 P
- 30 P
1
0
16
4
0
29
100
2
6
17
32
1
7
1
34
32
268
4:45,P,
P
1
1
2
0.
24
105
7
3
21
43
2
4
3
28
24,]:
265�
5:00 P
2
9
88
1 3
1
43
73
1
2
22
58
3
3
2
1 57
37
396
5
�3
40
2
41
102
1
'5
27
56
3
5
4
59
38
376'
5:30 P
0
1
30
8
0
45
89
2
2
17
58
5
6
6
41
39
341
�5:45 P
1
6
69
7
43'
64
4
5
13
51
4
4:
4
44
26,'
8,36...
6:00 P
1
5
5
8
3
38
55
2
2
16
45
4
2
5
49
31
263
61:15 �P
0
0
0
0
0
0
0
0
0
0
0
0
9
0,
0
0
0
Q
6:30 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
'6:45 P
0_
O_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
19
32
353
38
10
291
1 714
1 22
1 28
1 147
35
29
350
249
1 2629
:' � ,
4:45
0
''t:45 P k H" gum"''ry,
-ea our. ma
Total
8
19
227
20
6
172
328
1 8
14
7
223
15
18
16
201
140
1448
Approach
266
508
317
357
1448
%HV
3%
1%
4%
5%
3%
PHF
0.67
0.88
0.92
0.88
0.91
Legend:
Prepared For:
T= Number of heavy vehicles (greater than 4 wheels)
L= Left -Turn
S= Straight
R= Right -Turn
HV= Heavy Vehicles
PHF= Peak hour Factor (Peak hour volume / (4*Highest 15 minutes))
Robert Bernstein
K03uO1 8-011 pf
I
I
Commwft (mom is betw)l
arry significant traffic event?
ON YOUR MAP:
I. CaNm" (OAPOC"y H-th)
2 Lme dhr�
3. Whom ym so
4. Stop sIgn or signal
5. LABELSTREETS
6. Landrnaft on corners
A15 F,� V-8,
ow�
�22� ' C
f W IV 7a-,L
.,�F,Pioa4195
.........
-------------
r
4/0
GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 FAX (425) 771-0221
Website: wwwci.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
March 29, 2006
Art Haug, AIA
LMN Architects
801 Second Avenue, Suite 501
Seattle, Washington 98104
RE: Edmonds Center for the Arts
Technically Infeasible request for Orchestra Pit Expansion
Dear Mr. Haug;
After review of your request to be exempt from accessibility requirements for the
expanded Orchestra Pit area at the Edmonds Center for the Arts, based on International
Building Code Section 3409 the request is granted.
It should be noted that other code required aspects of accessibility for example, parking,
building entrances, toilet facilities, assembly seating, assisted listening devices, access
between floors, signage, etc. is fully compliant with this project.
Sincerely,
��r
Jeannine L. Graf
Building Official, CBO
k
Incorporated August 11, 1890
Sister CitV - Hekinan, Japan
LMNARCHITECTS
27 March 2006
Judsen R. MarqUardl. FAIA
John F. Nesholm. FAIA
Marie Harrison Roberi W. Widmeyer, AIA
Senior Permit Coordinator Mark Reddingron, AIA
City of Edmonds Wait IN. NiehoH. Jr.. AIA
121 5" Avenue North Cjjrist�ph�-. J Eseman, AIA
Edmonds, WA 98020 Geo,o� H L.w-h1kv, FAIA
Re: Edmonds Centerfor the Arts Project —Permit #2005 0778 Orchestra Pit Expansion
Dear Ms. Harrison:
This letter is to request a permit amendment to enlarge the existing orchestra pit and to request
a determination of technical infeasibility regarding the provision of wheel chair access to the Pit.
The existing pit is of a size to seat approximately 20 musicians and is not accessible by
wheelchair.
The Owner has determined that the existing orchestra pit should be enlarged to seat up to 25
musicians in order to better present a wider range of events. Given the physical constraints of the
existing structure it is not possible to include a wheelchair ramp or lift without using up the
intended added space in the pit.
The attached revised plans A201 and A502 show the proposed configuration which is achieved
by deleting 12 fixed seats from the center seating section and moving the west pit edge to the
west approximately 3 feet, The access points to the pit area are now proposed as gates as shown
in the plan. There are no changes to the exiting scheme as a result of this plan revision.
Whereas IBC 3409.7.6 would require the altered pit to be accessible the limited space available
to accomplish this makes it technically infeasible. The area gained would be more than taken up
by insertion of a ramp or a lift. The mechanisms inherent in the lift assembly are such that they
would protrude above stage level. Since the building is on the State Historical register, IBC
34-09.8 would allow continued use without wheelchair access.
Sincerehi
Art Haug, AIA
Associate
LMN Architects
Enclosures; Partial plans A201 &A502
801 SECOND AVENUE, SUITE 501 SEATTLE, WASHINGTON 98104 206.682.3460 FAX 343.9388
LMNARCHITECTS
7
TRANSMITTAL
TO FROM
Scott Griffin ArtHaug
FIRM/ ORGANIZATION DATE 4k
Sellen 2 November, 2005
ADDRESS PROJECT NAME
227 Westlake Avenue North Edmonds Center for the Arts
PO Box 9970 PROJECT NUMBER
Seattle WA 98109 02186
COPYTO
E]WITHOUT ENCLOSURES
TRANSMITTED HEREWITH:
NUMBER DATED ITEM
3 11/30/05 rev Submittal 32 02300
Precast Vault Drawings and Calcs - Revised
NJ
Z APPROVED, AS NOTED
REMARKS:
We note that this is a re -submittal of earlier submittal 0011 02300.
V
44A'4(%*V. Aw� Reed*
APPROVED BY ENGINEERING
DEC 8
Date: BUILDING DEPT.
STREET FILE
801 SECOND AVENUE, SUITE 501 SEATrLE, WASHINGTON 98104 206.682.3460 FAX 343.9388
SUBMITTAL TRANSMITTAL
Sellen Project # 5347 - Edmonds Center for the Arts - CONSTRU(MOC
Kim/ Q q )nna
� Seji7e7n
TO:
LMN Architects
I!
SUBMITTAL #
ATTN:
HAV N
Art Haug
L 0032
ADDRESS:
801 Second Avenue, Suite 501
Seattle, WA 98104
FROM:
Scott Griffin
DATE SUBMITTED:
1 1/30/2005
RESPONSE DEADLINE:
1 12/14/2005
THE FOLLOWING SUBMITTAL IS TRANSMITTED FOR YOUR REVIEW PLEASE REVIEWAND RETURN BYABOVE DUE DATE.
SUBMITTING FIRM: Interwest Construction, Inc.
SUBMITTAL ITEM: Precast Vault and Design Calcs - Revised
SPEC SECTION: 02300 1 SUB SECTION: 004
ff items are not received as listed, Dlease contact us immediatelv.
5 1 Shop Drawings with Design Calcs
Please see the attached precast vault shop drawings with design calcs.
I APPROVED I I APPROVED AS NOTED I I REVISE & RESUBMIT I I REJECTED I I SIGNED: I I
RETURNED TO SUB: RETURNED-VIA:
0 E C - 8 �&'
BUILDING DEPT.
227 Westlake Ave. N. Tel (206) 682-7770 GENERAL CONTRACTING
PO Box 9970 Fax (206) 623-5206 CONSTRUCTION MANAGEMENT
SELLEN CONSTRUCTION I Seattle, WA 98109 www.selien.com I CUSTOMER SERVICE GROUP
F I-
92,21 Structural Design Calculations
Ld 0 g! I .
09 6 For
z ew 9 J_
in I cc I 18'W XXL X 8.5'H Detention Vault,
cc .y 0 0 0
U. Sal
UJ 0 > cc
LL W 0
z cc -.0 Project: Edmonds Center for The Arts
8 go
0
Prepared for
z 1! 1 1
0
W z t I Granite Precasting & Concrete Inc.
4C W 1 4116 Bakerview Spur, Bellingham, WA 98226
Prepared by
Yuan -An Su, P.E., S.E.
16555 NE 11 8h Way
Redmond, WA 98052
Design Code:
Standard Specifications for Highway Bridge design, 17'h Edition, 2002, AASHTO
Summary of design information:
1. Active Equivalent fluid density: Assume water table is at the ground
surface. Use ASTM C857, and a coefficient of active pressure of 0.4. Per
their equation, use ((125-62.4)*0.4)+62.4 = 87.4pcf
1
2. The weight density of backfill and cover soils: 125pcf. I
3. Design ground water table is at the ground level.
4. Design Load: AASHTO HS-20
5. Design Fill Cover: V-O" Min, to 3'-0" Max. Cover
6. Concrete Strength : fc' = 5000psi at 28 days-,
Grout — fc'=6000psi at 56 days, Non -Shrink Grout
7. Reinforcing steel: ASTM-A615 Grade 60, fy = 60000psi
8. Min. Allowable Soil Pressure 2000
DEC - 8
BUILDING DEPT.
FXPIMES
a it Nd w r- -r A A . -T a � Granite Precasting Fax;360-671-0780 Nov 28 2005 10;35am P002/005
b-%Aftq= cow
Fax Cover letter
From: Luke Su
16555 NE I I 81h way
RednWnd, WA 99052
Tel: (425)961-6592
FeW (425)861-6582
Date-'NOVember 24,2005
TOW (include cover pap): 4 pages
To: w chris A.Uen
Granitc Precasfn & Concrete
4,116 Bakerview spur
Bellinghka4 wA. gg226
PH;(360) 671-2251
FX(360) 671-0780
Project IS'Wx33'Lxg.S'H Detention Vault, Fdmonds Center for the Arts
Remark: A 48 in. Manhole Sump opening in the S, * Foundation Slab Unit
Chris�
The opening fbr the proposed 48 in diameter manhole Sump in the S, precast foundadon
slab unit is 4=Ptablc- Please see the attached structinji calculations fbr the slab opening.
All the, interrWed reWorcing bars encountered ihe opening shall be cut and the same
amount of all the interrupted reinforcing bars shall be added back DD the both sides of the
opening Within the bWf width *Of the Opening On each side between the wdsting bars, For
the longitudinal bar at top, #s @4" O.C. Shall be used on each side of 'the openin&
Smular sftngthcnmg WIth additional Steel bars shall be made for the opening. Please
refer to the Notes in Sheet No. 12 for details an opening.
Regaw%
Luke (Yuan -An) Su, p.L, S.E.
;4/�s
Received Time Nov.28. 10:36AM
Client: lGranite Precast
Side Wall Design
Assume that the side walls were hinged and supported at the bottom during backfill
Lateral Water Live
Earth Pressure pressure Load
Surcharge
t
t' p, Hs y.h.
Lateral Loads:
Lateral Earth Pressure
I
p. HL
Finish Grade Eleve. =
58 ft
Top of FND Slab Elev. =
45.5 ft (BOT. IE)
Hs =
12.500 ft
Equivalent fluid pressure,
Pa =
0.025 kcf
Pa Hs 0.313 ksf
Per (125-62.4)*0.4 = 0.025, Granite Email, dated Octorber 10,05)
Ground Water Pressure
h =
12.500 ft
7W =
0.0624 kcf
ywhw = 0.780 ksf .0
Live Load Surcharge
HL =
2 ft
pa HL = 0.100 ksf
Wall Section
Top Slab, t =
0.833 ft
10 in.
Height, h =
8.542 ft,
total height =
9.375 ft
Haunch, rn =
1.417 ft
Cover
3.125 ft
Wall Thickness, tj =
8.31 in
t2 =
10 in
Fnrrp,� in thp -idp wqll.-,
(STAAD file- VAULT3S-ANL)
Lateral Looads
jEarth Pressure, EH
I Water Pressure, WA
LL Surcharge
Location
V(k-ft)
M(k-fUft)
V(k-ft)
M(k-fUft)
V(k-ft)
M(k-ft/ft)
Top of haunch
-0.800
-0.660
-2.010
-1.64
-0.490
-0.33
Bottom of haunch
-0.600
0.640
-1.500
1.60
-0.300
0.39
Wall, 0.6(h-m)
-0.120
1.710
-0.290
4.27
0.020
0.840
Wall 0.5(h-m)
0.040
1.740
0.090
4.34
0.050
0.830
Wall 0.4(h-m)
0.200
1.650
0.510
4.13
0.130
0.760
Reaction at key way
0.990
0.000
2.480
0.00
0.410
0.000
, /// � Pe7f
3-Sided-Vault.xls\SideWall 1
Lateral Looads
Dead Load
LL Truck
Location
V(k-ft) M(k-fttft)
V(k-ft) M(k-ft/ft)
Top of haunch
-1.450 -13.020
-6.700 -60.05
Bottom of haunch
-1.450 -10.350
-6.700 -47.76
Wall, 0.6(h-m)
-1.450 -6.210
-6.700 -27.38
Wall 0.5(h-m)
-1.450 -5.180
-6.700 -23.88
Wall 0.4(h-m)
-1.450 -4.140
-6.700 -18.26
Reaction at key wayl
-1.450 0.000
-6.700 0.00
Wheel load distributed
Width, E(ft)=
5.000 5.00
Design Specification: AASHTO Bridge Design Standard Specification, 17th Edition, 2002
Load Combinations
Case 1, DI-+E11+WA+S�!�.
Case 2, DL+EH+WA+LL Truck
Load Factors:
y = 1.30
y = 1.30
OD = 1 -00
OD = 1 -00
OL = 1.67
For live load surcharge
OL = 1.67 For +M
PE = 1.30
For earth pressure
PE = 1.30 0.5
OE, = 1 .00
For water pressure
PEw = 1-00 0.5
Load Combinations
CASE 1
CASE 2
1
Location
Vu(k-ft)
Mu(k-ft/ft)
Vu(k-ft)
-Mu(k-ft/ft)
+Mu(k-ft/ft)
Top of haunch
-6.91
-20.89
-8.76
-46.25
Bottom of haunch
-5.50
-9.45
-7.76
-31.03
Wall, 0.6(h-m)
-2.42
2.19
-5.37
-11.52
-16.08
Wall 0.5(h-m)
-1.59
3.65
-4.61
-8.52
-8.49
Wall 0.4(h-m)
-0.60
4.43
-3.79
-5.15
-7.68
Reaction at key way
3.90
0.00
0.10
0.00
-3.99
Material Properties
fc. =
5000 psi 0.80
fcr
530 psi
fy =
60000 psi
m = fy/O. 85fc' =
14.1 Rn = Mu/(�bd 2)
pm. = 0.75Pb =
0.025 p = 1/m(l -(1-2mRn/fy)"2)
Check Shear Requirement
Group I
Locations t(in)
cover(in) Bar size d(in)
Vc(k/ft)
Vu (k/ft)
Top of wall 27.0
1.5 7 25.06 0.85
36.2
8.8
o.k.
Haunch 10.0
1.5 7 8.06 0.85
i 1.6
7.8
o.k.
Bot. of Wall 9.2
1.5 7 7.22 0.85
10.4
3.9
o.k.
Reinforcing Steel Design for the side wall
Group I
Design #7, As
0.60
2
in
Locations Mu(k-fUft)
1.2Mcr Mu(k-fUft) Of Rn(psi)
P
As(in2/ft)
Sreq(in)
Haunch -31.0
10.6 31.0 0.90 530.4
0.0095
0.92
7.86
Wall 4.4
8.9 5.9 0.90 125.8
0.0021
0.18
39.04
For All Bar, Use #7 @ 6 in,
As=
1.20
o.k.
For BI Bar, Use #6 @ 12 in,
As=
0.44
o.k.
For Shinkage and Temperature, Nin =
0.0018
0.198
For C1 Bar, Use #4 @ 12 in,
As=
0.20
o.k.
3-Sided-Vault.xlskSideWall 2
Structural Desi-qn of End Walls
Horizontal Span = 18.693 ft Height 8.958 ft
Distribution Factor = 0.95 to the short span of the end wall
Section/h
Elev.(ft)
Active Earth Pressure
Water Pressure
LL Surcharge
pah(kso VE(k/ft) ME(k-fUft)
yh(ks� V.(k/ft) Mw(k-fttft)
VLL(k/ft) MLL(k-ft/ft)
1.0
8.542
0.099
0.728
0.000
0.247
1.814
0.000
0.427
0.000
0.9
7.688
0.121
0.634
0.583
0.300
1.560
1.�53
0.342
0.328
0.8
6.833
0.142
0.522
1.078
0.354
1.301
2.686
0.256
0.584
0.7
5.979
0.163
0.392
1.469
0.407
0.976
3.662
0.171
0.766
0.6
5.125
0.185
0.243
1.742
0.460
0.606
4.340
0.085
0.876
0.5
4.271
0.206
0.076
1.879
0.514
0.190
4.683
0.000
0.912
0.4
3.417
0.227
-0.109
1.867
0.567
-0.272
4.651
-0.085
0.876
0.3
2.563
0.249
-0.312
1.688
0.620
-0.779
4.206
-0.171
0.766
0.2
1.708
0.270
-0.534
1.328
0.673
-1.331
3.308
-0.256
0.584
0.1
0.854
0.292
-0.774
0.770
0.727
-1.929
1.919
-0.342
0.328
0
0.000
0.313
-1.032
0.000
0.780
-2.572
0.000
-0.427
0.000
Total Fx
1.760
1 otal Fx =
4.38b
yc(ft)
3.532
yc(ft) =
3.532
Rx, top(kif)
0.728
Rx, top(klf) =
1.814
Rx, bot(klf)
1.032
Rx, bot(klf) =
2.572
Load Combinations for the end walls
Section/h
Group I
Vu(k/ft)
Mu(k-fUft)
1.0
4.51
0.00
0.9
3.87
3.59
0.8
3.13
6.58
0.7
2.30
8.91
0.6
1.38
10.49
0.5
0.38
11.24
0.4
-0.72
11.10
0.3
-1.91
9.98
0.2
-3.19
7.81
0.1
-4.56
4.51
1 0 1
-6.02 1
0.00
Check Shear Requirement
t =
8.00
in
Cover =
1.5
in Bar size # 6
d =
6.125
in
�,Vc =
8.84
k/ft
Vu, max =
6.02
k/ft o.k.
Reinforcement Design for the positive moment in the end walls
Group I Design #6, As
Mu(k-ft/ft) 1.2Mcr Mu(k-ftift) Rn(psi) P
11.24 6.8 11.2 0.90 333.0 0.005787
For longitudinal reimforcing steel, Use #6 @ 10 in, As =
For Shinkage and Temperature, Pmin = 0.0018
For Transverse steel, Use #5 @ 12 in, As =
0.44 in 2
As(in2lft) Sreq(in)
0.43 12.41
0.528 o.k.
0.13
0.31 o.k.
3-Sided-Vault.xls\SideWall 3
Granite Precasting Fax;360-671-0780 Nov 28 2005 10;35am P003/005
r--T L.L;-r.L-a L-UP%W IOU 'Tr-Q-00A -00or- V . Q
-C!Rck Slab-oRaning fbtgump
Opening Size =
4 ft diameter. Sump
Center of the Opening, x =
16.17 ft ftm the left end of the f0undgWon Slab
CMcw Section atx =
18-167 ftfrom the left end Of ft kundetlon Slab
ThS Width Of the slab unii a
8.0 ft
DetennIn the seed.on fore" In the foundation sl2b for case I
RY-Left =
12.769 k"M Water p., 0408 kof
Clitoal Sectionsteft
End
Left W211 -
I-OPenina
000rdin2ft jdrft—l=
-1 AAR
rd-4-mv—
fP.i(kgf)=
1.272
1.342
2.217
fp,i*dX(klQ-
1.760
29.939
W(14 - �
OB79
10.446
W(k"
1.76.0
-11-008
10-425
Mu(k-fQht
1.174
-24.35a
Debyrnin 00 8841011 1*rcM In the f61110dation allab for came 2
eftwau
CdtowftationsIl-aft
'%Y-Lj= =
End
I 1 -3295 k/It by the i
Loft Wall
coordinate )d(ft) =
0
1 - W7
_ppanft
--f S. 1-57
fP,I(RSQc
0.597
0.767
1.1542
f0,l*dx(ldn=
0'M
20256
Xcil(ft) =
0.564
10,775
Vu(kd*
0.905
-10.3"
9.912
Mu(k-1t)/ft
0.663
-23.609
Check Shwr at Me apenino
VU 0 20.9 M
0'vc M 20A k/ft SSY O-lL wb the adelkional dlagnal reln1breiing steels
Re MU = -48.7 k-"
lnfcmfng 6" Dgwlgn f0r the IOUndlatlon sMb with opening
Group I Dealp 08, As 0.79 Ir?
Locations Mu(k-") 1.2Mcr Mu(k4ft) 6f Rn(Ps!) AsOn'/M Sreq(in)
TOP 48.7 272 48.7 0.90 376.9 O-COSS 0.95 10.02
Equivalent 3 4 in a.k.
3L.$idecLVaultxlS%FNDSLAB
4
Received Time Nov.28. 10:36AM
Check Bearing at the bottom of the end wall
Bearing depth =
Bearing Capacity =
Vu =
3 in
107.1 k/ft(00.85fdAg) 0 = 0.70
6.016 k/ft at bottom o.k. per AASHTO 8.16.7
3—Sided—Vault.xls\SideWall
Client: IGranite Precast
Project: I Edmonds Center for the Art Date: -ov. 17, 05
Subject: 13-Sided Detention Vault, Side Walls with 3 ft Soil Cover Design: I Luke Su
Top Slab design
Clear Span, Lc = 18 ft Width of a precast unit, B = 6.5 ft
Hunch Size = 1.417 ft Thickness of supporting walls = 10 in
Slab Depth, t = 10 inch
Design Live Load HS20
Wheel Load, P 16 kips
6 ft for the truck travelling perpendicular to the longit. axis of the precast unit
(Not Controlled)k 14 ft he truck travelling parallel with the longit. axis of the precast unit
Live load Analysis to one line of wheels
LL, Truck: Maximun negative moment with hinged supports, STAAD file: VAULT3S.ANL
Imnact Fraction. I = 0.30
Sections
I LL, ruck
FM(k-ft)
I V(k)
Center of the side wall at left
-60.5
26.9
Face of Left Hunch
-33.83
23.5
Mid span
47.7
10.2
Face of right hunch
-33.82
23.8
Center of the side wall at right,
-60.5
25.5
Permanent Loads
DL = 0. 504 k/ft (0. 125*3+0.155*10/12)
FH- F:;rth nrpqqure at side walls. STAAD file: VAULT3S.ANL
Sections
I DL
Earth Pressure, EH
Water Pressure, WA
I M(k-ft/ft)
I V(k/ft)
I M(k-ft/ft)
V(k)
M(k-ft/ft)
V(k)
Center of the side wall at left
-13.02
4.71
-0.66
0
-1.64
0
Face of Left Hunch
-5.23
3.79
-0.66
0
-1.64
0
Mid span
9A5
0
-0.66
0
-1.64
0
Face of right hunch
-5-23
3.79
-0.66
0
-1.64
0
Center of the side wall at right,
-13.02
4.71
-0.66
0
-1.64
0
Load Combinations
Load Factors:
7 = 1.30
PD = 1-00
PL = 1.67
PE = 1.30
PE = 0.50
PW = 1.00
Forliveload
For earth pressure effect on the top slab, -M
For earth pressure effect on the top slab, +M
3-Sided-Vault.xls\TopSlab 5
Client: Granite Precast D=ate-Nov. 17, 05
Proiect: Edmonds Center for the Art
-��ubject: 3-Sided Detention Vault, Side Walls With 3 ft Soil Cover Design: I Luke bu
Equivalent strip width for wheel loads
Span Length, S = 16.00 ft Per AASHTO Article 3.24.1
Standard Specifications for Highway Bridge, 17th edition, Article 3.24.3
Case A: Main Reinforcement perpendicular to Traffic (Spans 2 to 24 feet Inclusive)
M = 9 k-ft/ft BE = 8.89 ft for +M*B,,=P(S-6)/2
Case B: Main Reinforcement parallel to Traffic (Spans 2 to 24 feet Inclusive)
E = 4.96 ft, which is equal to 4+0.06S <= 7ft
AASHTO LRFD Bridge Design Specifications, Article 4.6.2
E = 5.48 ft for +M but not greater then 6 ft per wheel
E = 4.00 ft for -M but not greater then 6 ft per wheel
Min Fill Cover = I ft
Use E= 4.96 ft for moment
Use E= 6.50 ft for Shear
1'-- 1 1^nAc nexr fAnt nf tho Vni lit
Sections I
Gro p 1
Mu(k-ft/ft)
Vu(k/ft)
Face of Left Hunchl
-29.3
15.1
Mid span
36.5
4.4
Face of right hunch
-29.3
15.3
Material Properties
fcl = 5000 psi 0.80 fcr 530 psi
fy = 60000 psi 2)
m = fy/0.85fc, = 14.1 Rn = Mu/(�bd
0 = 0.75m, = 0.025 p = 1 /m(l -(1 -2m!Rnffy)"�')
max
t =
10 in
d =
7.5625 in for bar # 7
at top
d =
8.0625 in for bar # 7
at bottom
Reinforcing Steel Design
for the top slab
Group I
Design
Locations Mu(k-fUft)
1.2Mcr Mu(k-fUft) �f
Rn(psi)
Haunch -29.3
10.6 29.3 0.90
569.2
Bot of Lid 36.5
10.6 36.5 0.90
623.5
V, As =
#6, As =
For Bar All 00, Use #7 @ 6 in,
For Bar A300, Use #7 @ 6 in,
For Shinkage and Temperature, P,in =
Ratio of distribution steel in the transverse direction =
P
0.010
0.011
As =
As =
0.0018
0.55
For Bar C1 00, Use #5 @ 6 in, As=
0.60
in 2
0.44
in 2
As(in�'/ft)
Sreq(in)
0.93
7.76
1.02
7.03
1.20
o.k.
1.20
o.k.
0.22
0.51
at top
0.56
at bottom
0.620
o.k.
Check Shear Requirement 1/2 1/2 1/2
Per AASHTO 8.16.6.7, Vc = (2.14fc' +4600p (Vud/Mu)bd > 3fc' and < 4fc'
p = 0.0132 Vu 15.1 kips/ft Mu -29.3 k-ft/ft
p Vud/Mu = 0. 0 132
�,Vc(k/ft) = 16.4 kips o.k. Per AASHTO 8.16-6.7
Note:AASHTO Standard Specification, Article 3.24.4, Shear is consider to be satisfactory.
3 Sided-Vault.xIs\TopSlab 6
Client: IGranite Precast
Project: I Edmonds Center for the Art Date: Nov. 7, 05
Subject: 13-Sided Detention Vault, Side Walls with 3 ft Soil Cover Design: I Luke �u
Design of the Foundation Slab
Length, B= 21.667 ft
Depth, h = 1.333 ft
Design ground water level at = 12.5 ft above the top of foundation slab per Granite's design criteria
Note: Per Geotechnical Report, the underground water table is 0 ft above the bottom of footing
Effective
Dead Load
Side Wall-R
I ti(ft)
t2(ft)
Length(ft)
I VOI-W/ft)
-( (k/fl?)
I DLi(k/ft)
0.693
0.833
9.375
7.153
0.155
1.109
Side Wall-L
0.693
0.833
9.375
7.153
0.155
1.109
Top Slab
0.833
0.833
18.000
15.000
0.155
2.325
Haunch
1.417
0.000
2.833
2.007
0.155
0.311
Total
31.314
4.864
Foundation Slab
1.333 1.333 21.667 28.889 0.155
4.478
Fill Cover, Ev
3.125 3.125 19.667 61.458 0.125
7.682
Backfill abov FND, Ev
12.500 12.500 2.000 25.000 0.125
3.125
Live Load
HS30 Axle Load = 32 kips over 10 ft, P/E
3.2 ktft
Maximun Eccentricity, e = 6.35 ft from C.L of FND Slab
Moment 20.31 kip-ft/ft
Detended Water
8.542 8.542. 18 153.750 0.0624
9.594 ktft
Check Bearing Capacity Per Allowable Stress Design Method
Total water head, H,
13.83 ft above the bottom of foundation slab, y, Hw(ksf) 0.863
Case 1, DL+LL, Truck+ Detended Water
ZP =
32.933 kipstft
EM =
20.31 kips-ft/ft
ec =
0.617 ft B/6 3.611 ft
Be =
21.67 ft (=3*(B/2-e,) if ec>B/6)
Total qm,. =
1.780 ksf
Effective q,,. =
0.916 ksf qa = 2 ksf
o.k.
Case 2, DL+LL, Truck
IP =
23.339 kips/ft
EM =
20.31 kips-fUft
e. =
0.870 ft B/6 = 3.611 ft
Be =
21.67 ft (=3*(B/2-ec) if e,>6/6)
Total qmax =
1.337 ksf
Effective qma, =
0.474 ksf qa 2 ksf
o.k.
Structural Design of the foundation slab
Load Combinations
Load Factors:
Y= 1.30
13D = 1.00
PL= 1.67 Forliveload
PEv = 1.00 For vertical earth pressure (backfill cover)
PE, = 1.00 For water
3-Sided-Vault.xls\FNDSLAB 7
Client: lGranite Precast
Project: I Edmonds Center for the Art . Date:lNov. 17, 05
Subject: 13-Sided Detention Vault, Side Walls with 3 ft Soil Cover Design: I Luke Su
Case 1: Water full in the vault
Clearence between the side walls = 18.281 ft
Length between the center of the side walls = 18.974 ft
Water pressure at the top of the FND slab= 0.506 ksf, the equivalent water head = 8.103
Pu = 39.78 k/ft
MU = 44.09 k-fttft
ec = 1.108 ft B/6 3.611 ft
Be =
21.67 ft (=3*(B/2-e,) if ec>B/6)
f,w =
2.399 ksf at x =
21.667 ft
fmin =
1.272 ksf at x =
0.000 ft
Wall Locations:
Xc =
11. 942 ft from fj,
X-left-- 1.346
X-right =
20.320
Ry-Left =
12.769 k/ft by the left wall Ry-right
17.416
ktft at the R Wall
Determin the section forces in the foundation slab for case I
Depth of the foundation slab
1.333 ft d=
1. 167 ft for #8 bar with 1.5" coverage
Critcal Sections
I Left End
-M-left
I V-left I+MatCLI
V-right I
-M-right IRight
end
coordinate xi(ft) =
0
1.346
2.859
11.375
18.807
20.320
21.667
fp,i(lksf)=
1.272
1.342
1.421
1.864
2.251
2.329
2.399
fp,i*dx(klf)=
1.760
2.091
13.989
15.291
3.465
3.183
xc,i(ft)
0.679
2.110
7.309
15.208
19.568
20.997
Vu(ktft)
1.760
-11.008
-9.683
0.000
11.533
14.233
-3.183
Mu(k-ft)/ft
1.174
-14.494
-58.399
-17.323
2.154
Case 2: the vault is empty
Pu =
Mu =
ec =
Be =
fmax =
fmin =
Xc =
Ry-Left =
27.31 k/ft
44.09 k-ft/ft
1.615 ft B/6 3.611 ft
21.67 ft (=3*(B/2-ec) if ec>B/6)
1.824 ksf at x = 21.667 ft
0.697 ksf at x = 0.000 ft
12.448 ft from fmi, X-left-- 1.346
11.330 k/ft by the left wall Ry-right
Wall Locations:
X-right = 20.320
15.977 k/ft at the R Wall
Determin the section forces in the foundation slab for case 2
DeDth of the foundation slab = 1.333 ft d= 1. 167 ft for #8 bar with 1.5" coveracie
Critcal Sections
I Left End
I -M-left
I V-left
+M at CL
I V-right
I -M-right
I Right End
coordinate xi(ft) =
0
1.346
2.859
11.405
18.807
20.320
21.667
fp,i(lksf)=
0.697
0.767
0.846
1.290
1.675
1.754
1.824
fp,i*dx(kif)=
0.985
1.220
9.124
10.975
2.594
2.408
xc,i(ft)
0.684
2.115
7.428
15.266
19.570
20.998
Vu(k/ft)
0.985
-10.344
-9.124
0.000
10.975
13.569
-2.408
Mu(k-ft)/ft
0.653
-14.091
-55.782
-16.920
1.632
Structural Design of the foundation slab
Material Properties
fc. =
5000 psi
fy =
60000 psi
rn = fy/O. 85fc' =
14.1
pm.x = 0.75Pb =
0.025
fulzmlf]
Rn = Mu/(�bd 2)
p = 1 /m(l -(1 -2mRn/fy)
fcr = 530 psi
3-Sided-Vault.xls\FNDSLAB 8
Client: I Granite Precast
Project: Edmonds Center for the Art Date: I Nov. 17, 05
Subject: 13-Sided Detention Vault, Side Walls with 3 ft Soil Cover Design:lLuke Su
Check Shear Requirement Group I
t(in) cover(in) Bar size d(in) 0,, 0,, Vc(k/ft) Vu (k/ft)
Top Bar 16.0 3.5 8 12 0.85 17.3 11.5 o.k.
Bot. Bar 16.0 1.5 6 14.125 0.85 20.4 11.0 o.k.
Reinforcing Steel Design for the foundation slab
#6, As =
Group I Design
#8, As =
Locations Mu(k-ft/ft) 1.2Mcr Mu(k-fttft) Of
Rn(psi) P
Top 58.4 27.2 58.4 0.90
450.6 0.0080
Bottom 2.2 27.2 27.2 0.90
151.2 0.0026
Top Bar for Foundation slab, Use #8 @
8 in, As=
Bottom Bar, Use #6 @
12 in, As=
Per AASHTO Article 8.20 for Shinkage and
Temperature, Asmi, =
For Transverse steel, Use #4 @
12 in, As=
Check Uplift Buoyancy Force
Weight of the detention vault:
Unit weight
length(ft)
DL(kips)
3-sided walls 4.854
33.09
160.6
End Walls 19.475
2
39.0
Foundation Slab 4.478
36.43
163.1
Subtotal 362.7
Soil Cover h = 3.125 ft
Area: L= 36.427 ft B 21.667 ft
Unit Weight = 0.125 kcf
Subtotal of soil cover = 308.3 kips
Soil Backfill above footing
0.44 in 2
0.79
in 2
As(in'Jft)
Sreq(in)
1.15
8.27
0.44
12.14
1.185
o.k.
0.44
o.k.
0.13
in'
0.200
o.k.
h 9.375 ft
Area Foundation Slab
789.3 ft'
Detention Tank=
667.4 ft2
Backfill Area =
121.9 ft2
Subtotal of backfill for wall = 142.8 kips
Total effective WDL = 813.8 kips
YDL 0.90
Friction Resistance between soil and the side walls
Effective horizontal active force = 1.956 k/ft
Total length of side walls = 108.2 ft
Total Active force = 211.6 kips
Friction coeffeicient = 0.267 ( =0.40/1.5,
per the Geotechnical Report)
Effective Friction Resistance = 56.4 kip
Uplift water head h, =
13.833 ft
uplift pressure =
0.863 ksf
Foundation Slab, A =
789.25 ft2
Total Buoyancy =
681.3 kips
Factor of Safety against
Buoyancy,FS 1.16 o.k.
3-Sided-Vault.xls\FNDSLAB 9
Client: Granite Precast I
Project: Edmonds Center for the Art DaUN-ov17, 05
Subiect: 3-Sided Detention Vault, Side Walls with 1 ft Soil Cover Design: I Luke Su
Check Shear Requirement
t(in) cover(in) Bar size d(in)
0,, Vc(k/ft)
Top Bar 16.0 3.5 8 12
0.85 17.3
Bot. Bar 16.0 1.5 6 14.125
0.85 20.4
Reinforcing Steel Design for the foundation slab
#6, As =
Group I Design
#8, As =
Locations Mu(k-fttft) 1.2Mcr Mu(k-fttft) Of
Rn(psi) P
Top 40.7 27.2 40.7 0.90
313.9 0.0054
Bottom 1.8 27.2 27.2 0.90
151.2 0.0026
Top Bar for Foundation slab, Use #8 @
8 in, As=
Bottom Bar, Use #6 @
12 in, As=
Per AASHTO Article 8.20 for Shinkage and
Temperature, Asmin =
For Transverse steel, Use #4 @
12 in, As=
Check Uplift Buoyancy Force
Weight of the detention vault:
Unit weight length(ft) DL(kips)
3-sided walls 4.854 33.09
160.6
End Walls 19.475 2
39.0
Foundation Slab 4.478 36.43
163.1
Subtotal
362.7
Group I
Vu (k/ft)
8.3 o.k.
7.8 o.k.
0.44 in'
0.79
in 2
As(in'tft)
Sreq(in)
0.78
12.10
0.44
12.14
1.185
o.k.
0.44
o.k.
0.13
in'
0.200
o.k.
Soil Cover h = 1.125 ft
Area: L = 36.427 ft B 21.667 ft
Unit Weight = 0. 125 kcf
Subtotal of soil cover = 111.0 kips
Soil Backfill above footing
h 9.375 ft
Area Foundation Slab
789.3 ft'
Detention Tank=
667.4 ft2
Backfill Area =
121.9 ft'
Subtotal of backfill for wall = 142.8 kips
Total effective WDL = 616.5 kips
YDL 0.90
Friction Resistance between soil and the side walls
Effective horizontal active force = 1.380 ktft
Total length of side walls = 108.2 ft
Total Active force = 149.3 kips
Friction coeffeicient = 0.267 ( =0.40/1.5,
per the Geotechnical Report)
Effective Friction Resistance = 39.8 kip
Uplift water head hw =
11.833 ft
uplift pressure =
0.7384 ksf
Foundation Slab, A =
789.25 ft2
Total Buoyancy =
582.8 kips
Factor of Safety against
Buoyancy,FS 1.02 o.k.
3-Sided-Vau[tA.xls\FNDSLAB 10
PAGE NO. I
STAAD.Pro
Version 2003 Bld 1002.us
Proprietary Program of
Research Engineers, Intl.
Date= OCT 13, 2005
Time= 22:21:33
USER ID: PacificBridge, Inc.
-1 - STAAD PLANE THREE SIDED DETENSION VAULT
2. START JOB INFORMATION
3. ENGINEER DATE 06-OCT-05
4. END JOB INFORMATION
5. *
6. STRUCTURAL ANALYSIS OF 3-SIDED DETENTION VAULT,
7. PROJECT: EDMONDS CENTER FOR THE ARTS
8.
9. UNIT FEET KIP
10- JOINT COORDINATES
11. 1 0 0 0; 2 0 7.125 0; 3 0 8.958 0; 4 1.833 8.958* 0; 5 9.417 8.958 0
12. 6 17.000 8.958 0; 7 18-833 8.958 0; 8 18.833 7.125 0; 9 18.833 0 0
13. MEMBER INCIDENCES
14. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 8 7; 8 9 8
15. CONSTANTS
16. E CONCRETE ALL
17. POISSON CONCRETE ALL
18. UNIT INCHES KIP
19. MEMBER PROPERTY AMERICAN
20. 1 8 PRIS AX 108 IZ 729
21. 2 3 6 7 PRIS AX 214 IZ 5832
22. 4 5 PRIS AX 120 IZ 1000
23. CONSTANTS
24. E CONCRETE ALL
25. POISSON CONCRETE ALL
26. SUPPORTS
'27. 1 PINNED
28. 9 PINNED
29. UNIT FEET KIP
30. DEFINE MOVING LOAD
31. TYPE I LOAD 16 16
32. DIST 6
33. UNIT FEET KIPS
34. LOADING I DL
35. MEMBER LOAD
36. 3 TO 6 UNI GY -0.500
37. LOADING 2 EH
38. MEMBER LOAD
39. 1 TRAP GX 0.313 0.134
40. 2 TRAP GX 0.134 0.089
41. 8 TRAP GX -0.313 -0.134
THREE SIDED DETENSION VAULT -- PAGE NO. 2
42. 7 TRAP GX -0.134 -0.089
43. LOADING 3 WATER
44. MEMBER LOAD
45. 1 TRAP GX 0.780 0.335
46. 2 TRAP GX 0.335 0.221
47. 8 TRAP GX -0.780 -0.335
48. 7 TRAP GX -0.335 -0.221
49. LOADING 4 SURCHARG
50. MEMBER LOAD
51. 1 UNI GX 0.100
52. 2 UNI GX 0.100
53. 8 UNI GX -0.100
54. 7 UNI GX -0.100
55. *LOAD 3 HS20
56. LOAD GENERATION 18
57. TYPE 1 0 8.958 0 XINC 1
58. PERFORM ANALYSIS
**WARNING -A MOVING LOAD THAT WOULD HAVE BEEN APPLIED BEYOND THE X AND Z RANGES
OF THE'STRUCTURE HAS BEEN IGNORED. CASE= 18 WHEEL 2 OF 2
**WARNING -A MOVING LOAD THAT WOULD HAVE BEEN APPLIED BEYOND THE X AND Z RANGES
OF THE STRUCTURE HAS BEEN IGNORED. CASE= 19 WHEEL 2 OF 2
**WARNING -A MOVING LOAD THAT WOULD'HAVE BEEN APPLIED BEYOND THE X AND Z RANGES
OF THE STRUCTURE HAS BEEN IGNORED. CASE= 20 WHEEL 2 OF 2
**WARNING -A MOVING LOAD THAT WOULD HAVE BEEN APPLIED BEYOND THE X AND Z RANGES
OF THE STRUCTURE HAS BEEN IGNORED. CASE= 21 WHEEL 2 OF 2
**WARNING -A MOVING LOAD THAT WOULD HAVE BEEN APPLIED BEYOND THE X AND Z RANGES
OF THE STRUCTURE HAS BEEN IGNORED. CASE= 22 WHEEL 2 OF 2
P R 0 B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS 9/ 8/ 2
ORIGINAL/FINAL BAND -WIDTH= 1/ 1/ 6 DOF
TOTAL PRIMARY LOAD.CASES = 22, TOTAL DEGREES OF FREEDOM 23
SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS
REQRDIAVAIL. DISK SPACE = 12.0/ 1031.5 MB, EX31EM = 300.5 MB
59. LOAD LIST 1, 2, 3, 4
60. PRINT MEMBER FORCES
MEMBER FORCES
TEREE SIDED DETENSION VAULT
-- PAGE NO. 3
MEMBER END FORCES STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIPS FEET
bEMIBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION NOM-Y mom-z
1 1
1
4.71
-1.45
0.00
0.00
0.00
0.00
2
-4.71
1.45
0.00
0.00
0.00
-10.35
2
1
0.00
0.99
0.00
0.00
0.00
0.00
2
0.00
0.60
0.00
0.00
0.00
0.64
3
1
0.00
2.48
0.00
0.00
0.00
0.00
2
0.00
1.50
0.00
0.00
0.00
1.60
4
1
0.00
0.41
0.00
0.00
0.00
0.00
2
0.00
0.30
0.00
0.00
0.00
0.39
2 1
2
4.71
-1.45
0.00
0.00
0.00
10.35
3
-4.71
1.45
0.00
0.00
0.00
-13.02
2
2
0.00
-0.60
0.00
0.00
0.00
-0.64
3
0.00
0.80
0.00
0.00
0.00
-0.66
3
2
0.00
-1.50
0.00
0.00
0.00
-1.60
3
0.00
2.01
0.00
0.00
0.00
-1.64
4
2
0.00
-0.30
0.00
0.00
0.00
-0.39
3
0.00
0.49
0.00
0.00
0.00
-0.33
3 1
3
1.45
4.71
0.00
0.00
0.00
13.02
4
-1.45
-3.79
0.00
0.00
0.00
-5.23
2
3
0.80
0.00
0.00
0.00
0.00
0.66
4
-0.80
0.00
0.00
0.00
0.00
-0.66
3
3
2.01
0.00
0.00
0.00
0.00
1.64
4
-2.01
0.00
0.00
0.00
0.00
-1.64
4
3
0.49
0.00
0.00
0.00
0.00
0.33
4
-0.49
0.00
0.*00
0.00
0.00
-0.33
4 1
4
1.45
3.79
0.00
0.00
0.00
5.23
5
-1.45
0.00
0.00
0.00
0.00
9.15
2
4
0.80
0.00
0.00
0.00
0.00
0.66
5
-0.80
0.00
0.00
0.00
0.00
-0.66
3
4
2.01
0.00
0.00
0.00
0.00
1.64
5
-2,01
0.00
0.00
0.00
0-.00
-1.64
4
4
0.49
0.00
0.00
0.00
0.00
0.33
5
-0.49
0.00
0.00
0.00
0.00
-0.33
5 1
5
1.45
0.00
0.00
0.00
0.00
-9.15
6
-1.45
3.79
0.00
0.00
0.00
-5.23
2
5
0.80
0.00
0.00
0.00
0.00
0.66
6
-0.80
0.00
0.00
0.00
0.00
-0.66
3
5
2.01
0.00
0.00
0.00
0.00
1.64
6
-2.01
0.00
0.00
0.00
0.00
-1.64
4
5
0.49
0.00
0.00
0.00
0.00
0.33
6
-0.49
0.00
0.00
0.00
0.00
-0.33
THREE SIDED DETENSION VAULT
-- PAGE NO. 4
MEMER END FORCES STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIPS FEET
MCBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION mom-y mom-z
6 1
6
1.45
-3.79
0.00
0.00
0.00
5.23
7
-1.45
4.71
0.00
0.00
0.00
-13.02
2
6
0.80
0.00
0.00
0.00
0.00
0.66
7
-0.80
0.00
0.00
0.00
0.00
-0.66
3
6
2.01
0.00
0.00
0.00
0.00
1.64
7
-2.01
0.00
0.00
0.00
0.00
-1.64
4
6
0.49
0.00
0.00
0.00
0.00
0.33
7
-0.49
0.00
0.00
0.00
0.00
-0.33
7 1
8
4.71
1.45
0.00
0.00
0.00
-10.35
7
-4.71
-1.45
0.00
0.00
0.00
13.02
2
8
0.00
0.60
0.00
0.00
0.00
0.64
7
0.00
-0.80
0.00
0.00
0.00
0.66
3
8
0.00
1.50
0.00
0.00
0.00
1.60
7
0.00
-2.01
0.00
0.00
0.00
1.64
4
8
0.00
0.30
0.00
0.00
0.00
0.39
7
0.00
-0.49
0.00
0.00
0.00
0.33
8 1
9
4.71
1.45
0.00
0.00
0.00
0.00
8
-4.71
-1.45
0.00
0.00
0.00
10.35
2
9
0.00
-0.99
0.00
0.00
0.00
0.00
8
0.00
-0.60
0.00
0.00
0.00
-0.64
3
9
0.00
-2.48
0.00
0.00
0.00
0.00
8
0.00
-1.50
0.00
0.00
0.00
-1.60
4
9
0.00
-0.41
0.00
0.00
0.00
0.00
8
0.00
-0.30
0.00
0.00
0.00
-0.39
END
OF LATEST
ANALYSIS
RESULT
61. SECTION
0.4 0.5
0.6 MEMBER 1, 8
62. PRINT SECTION
FORCE
SECTION FORCE
THREE SIDED DETENSION VAULT
-- PAGE NO. 5
MEMER FORCES AT INTERMEDIATE SECTIONS
--------------------------------------
ALL UNITS ARE -- KIPS FEET
MEMB LOAD SEC SHEAR-Y SHEAR-Z MOM-Y MOM-Z
1 1
0.40
-1.45
0.00
.0.00
4.14
0.50
-1.45
0.00
0.00
5.18
0.60
-1.45
0.00
0.00
6.21
2
0.40
0.20
0.00
0.00
-1.65
0.50
0.04
0.00
0.00
-1.74
0.60
-0.12
0.00
0.00
-1.71
3
0.40
0.51
0.00
0.00
-4.13
0.50
0.09
0.00
0.00
-4.34
0.60
-0.29
0.00
0.00
-4.27
4
0.40
0.13
0.00
0.00
-0.76
0.50
0.05
0.00
0.00
-0.83
0.60
-0.02
0.00
0.00
-0.84
a 1
0.40
1.45
0.00
0.00
-4.14
0.50
1.45
0.00
0.00
-5.18
0.60
1.45
0.00
0.00
-6.21
2
0.40
-0.20
0.00
0.00
1.65
0.50
-0.04
0.00
0.00
1.74
0.60
0.12
0.00
0.00
1.71
3
0.40
-0.51
0.00
0.00
4.13
0.50
-0.09
0.00
0.00
4.34
0.60
0.29
0.00
0.00
4.27
4
0.40
-0-13
0.00
0.00
0.76
0.50
-0.05
0.00
0.00
0.83
0.60
0.02
0.00
0.00
0.84
END OF LATEST ANALYSIS RESULT
63. PRINT SUPPORT REACTIONS
SUPPORT REACTION
'fHREE SIDED DETENSION VAULT
-- PAGE NO. 6
StIPPORT REACTIONS -UNIT
-----------------
KIPS FEET
STRUCTURE TYPE
PLANE
JOINT
LOAD
FORCE-X FORCE-Y FORCE-Z
mom-x
NOM-Y
mom z
1
1
1.45
4.71
0.00
0.00
0.00
0.00
2
-0.99
0.00
0.00
0.00
0.00
0.00
3
-2.48
0.00
0.00
0.00
0.00
0.00
4
-0.41
0.00
0.00
0.00
0.00
0.00
9
1
-1.45
4.71
0.00
0.00
0.00
0.00
2
0.99
0.00
0.00
0.00
0.00
0.00
3
2.48
0.00
0-.00
0.00
0.00
0.00
4
0.41
0.00
0.00
0.00
0.00
0.00
END OF LATEST ANALYSIS RESULT
64.
LOAD
LIST 5 TO 22
65.
PRINT
FORCE ENVELOPE NSECTION
2 LIST 1,
3 TO 6,
8
FORCE
ENVELOPE NSECTION
2
THREE SIDED DETENSION VAULT --.PAGE NO. 7
MEMBER FORCE ENVELOPE
---------------------
ALL UNITS ARE KIPS FEET
MEMB DISTANCE FY LD Mz LD FZ LD MY LD
0.00 MAX
-1.24 22
0.00
21
0.00
22
0.00
22
MIN
-6.70 11
0.00
11
0.00
22
0.00
22
3.56 MAX
-1.24 22
23.88
11
0.00
22
0.00
22
MIN
-6.70 11
4.42
22
0.00
22
0.00
22
7.12 MAX
-1.24 22
47.76
11
0.00
22
0.0 . 0
22
MIN
-6.70 11
8.84
22
0.00
22
0.00
22
- - - - -
MAX/MIN
- - - - - - - - - - - - - - - - - - - - - - - - - - -
FORCE VALUES FOR MEMB
- - - - - - - - - - - - - -
1, AMONGST
- - - - - - --- -
ALL SECT
- - - - - - - - - - - - - - - -
LOCATIONS
- 7
FY/
DIST LD
MZ/
DIST
LD
FZ
DIST LD
MY
DIST
LD
FX
DIST
LD
MAX.
-1.24
0.00 22
47.76
7.12
11
0.00
0.00 5
0.00
0.00
5
26.90 c
0.00
5
MIN.
-6.7 0
7.12 11
0.00
0.00
11
---------------------------------------------------------------------------
0.00
7.12 22
0.00
7.12
22
1.56 C
7.12
22
3
0.00 MAX
26.90 5
60-05.
11
0.00
22
0.00
22
MIN
1.56 22
11.11
22
0.00
22
0.00
22
0.92 MAX
25.20 6
46.17
12
0.00
22
0.00
22
MIN
1.56 22
9'. 68
22
0.00
22
0.00
22
1.83 MAX
23.50 7
33.83
13
0.00
22
0.00
22
MIN
1.56 22
1.84
7
0.00
22
0.00
22
---------------------------------------------------------------------------
MAX/MIN
FORCE VALUES FOR MEMB
3, AMONGST
ALL SECT LOCATIONS
FY/
DIST LD
MZ/
DIST
LD
FZ
DIST LD
MY
DIST
LD
FX
DIST
LD
MAX.
26.90
0.00 5
60.05
0.00
11
0.00
0.00 5
0.00
0.00
5
6.70 C
0.00
11
MIN.
1.56
1.83 22
1.84
1.83
7
--------------------------------------------------------------------------
0.00
1.83 22
0.00
1.83
22
1.24 C
1.83
22
4
0.00 MAX
23.50 7
33.83
13
0.00
22
0.00
22
MIN
1.56 22
1.84
7
0.00
22
0.00
22
3.79 MAX
16.71 11
3.11
21
0.00
22
0.00
22
MIN
1.56 22
-34.92
10
0.00
22
0.00
22
THREE
SIDED DETENSION VAULT
-- PAGE
NO.
8
7.58 MAX
9.91 15
-3.56
22
0.00
22
0.00
22
MIN
-10.19 8
-47.70
14
0.00
22
0.00
22
----------------------------------------------------------------------------
MAX/MIN FORCE VALUES FOR MEMB
4, AMONGST ALL SECT
LOCATIONS
FYI
DIST
LD
MZ/
DIST
LD
FZ
DIST
LD
MY
DIST
LD
FX
DIST
LD
MAX.
23.50
0.00
7
33.83
0.00
13
0.00
0.00
5
0.00
0.00
5
6-70 C
0.00
11
MIN.
-10.19
7.58
8
-47.70
7.58
14
---------------------------------------
0.00
7.58
22
0.00
7 -----------------------------------
7.58
22
1.24 C
7.58
22
5
0.00 MAX
9.91
15
-.3.56
22
0.00
22
0.00
22
MIN
-10.19
8
-47.70
14
0.00
22
0.00
22
3.79 MAX
4.11
19
0.38
5
0.00
22
0.00
22
MIN
-16.99
12
-35.65
12
0.00
22
0.00
22
7.58 MAX
-5.10
5
33.82
9
0.00
22
0.00
22
MIN
-23.79
16
-15.36
22
0.00
22
0.00
22
---------------------------------------------------------------------------
MAX/MIN FORCE VALUES FOR
MEMB
5, AMONGST ALL SECT
LOCATIONS
FYI
DIST
LD
MZ/
DIST
LD
FZ
DIST
LD
MY
DIST
LD
FX
DIST
LD
MAX.
9.91
0.00
15
33.82
7.58
9
0.00
0.00
5
0.00
0.00
5
6.70 C
0.00
, 11
MIN.
-23.79
7.58
16
-47.70
0.00
14
---------------------------------------------------------------------------
0.00
7.58
22
0.00
7.58
22
1.24 C
7.58
22
6
0.00 MAX
-5.10
5
33.82
9
0.00
22
0.00
22
MIN
-23.79
16
-15.36
22
0.00
22
0.00
22
0.92 MAX
-5.10
5
46.16
10
0.00
22
0.00
22
MIN
-23.79
16
-2.12
22
0.00
22
0.00
22
1.83 MAX
-5.10
5
60.05
11
0.00
22
0.00
22
MIN
-25.49
17
11.11
22
0.00
22
0.00
22
---------------------------------------------------------------------------
MAX/MIN FORCE VALUES FOR
MEMB
6, AMONGST ALL
SECT LOCATIONS
FY/
DIST
LD
MZ/
DIST
LD
FZ
DIST
LD
MY
DIST
LD
FX
DIST
LD
MAX.
-5.10
0.00
5
60.05
1.83
11
0.00
0.00
5
0.00
0.00
5
6.70 C
0.00
11
MIN.
-25.49
1.83
17
-15.36
0.00
22
---------------------------------------------------------------------------
0.00
1.83
22
0.00
1.83
22
1.24 C
1.83
22
,�7HREE SIDED DETENSION VAULT
-- PAGE NO. 9
8 0.00 MAX
6.70
11
0.00
20
0.00
22
0.00
22
MIN
1.24
22
0.00
10
0.00
22
0.00
22
3.56 MAX.
6.70
11
-4.42
22
0.00
22
0.00
22
MIN
1.24
22
-23.88
11
0.00
22
0.00
22
7.12 MAX
6.70
11
-8.84
22
0.00
22
0.00
22
MIN
1.24
22
-47.76
11
0.00
22
0.00
22
---------------------------------------------------------------------------
MAX/MIN FORCE VALUES FOR
MEMB
8, AMONGST ALL
SECT
LOCATIONS
FY/
DIST
LD
MZ/
DIST
LD
FZ
DIST
LD
MY
DIST
LD
FX
DIST
LD
MAX. 6.70
0.00
11
0.00
0.00
9
0.00
0.00
5
0.00
0.00
5
25.49 C
0.00
17
MIN. 1.24
7.12
22
-47.76
7.12
11
0.00
---------------------------------------------------------------------------
7.12
22
0.00
7.12
22
5.10 C
7.12
5
66. FINISH
END OF FORCE ENVELOPE FROM INTERNAL STORAGE
END OF THE STAAD.Pro RUN
**** DATE= OCT 13,2005 TIME= 22:21:34 ****
For questions on STAAD.Pro, please contact
By Email - North America : support @reiusa. c om
By Email - International : support@reiworld.com
Tel. (USA) : 714-974-2500 ; Fax (USA) : 714-974-4771
CUSTOMER: INTERWEST
PROJECT: E13MONDS CENTER FOR THE ARTS
STRUCTURE: I B'W X 3 XL X B. S'H
STRUCTURAL NOTES:
1. CONCRETE STENGTH - Fc' =5,000 psi @28 Days
Fc' = Recommended Stripping Strength - 3,000 psi
2. REINFORCING - ASTM-A615 GRADE 60
3. DESIGN LOAD - AASHTO HS-20
4. DESIGN FILL - 1'-0" Min. to T-O" Max COVER
5. MATERIALS AND MANUFACTURING PER ASTM C789-95
6. REINFORCING COVER 1 1/2" U.N.O.
7. GROUT - 6,000 psi @56 Days, Non -Shrink Grout
8. MIN. ALLOWABLE SOIL PRESSURE - 2,000 psf
GENERAL NOTES:
1. FINISH - CLASS 2 FINISH
2. INSTALLATION AND GROUTING BY OTHERS
3. MIN. 20'CABLE LENGTH AND/ OR SPREADER BAR
REQUIRED FOR LIFTING OF STRUCTURE TO BE
SUPPLIED BY CONTRACTOR UPON INSTALLATION.
PART LIST:
3-SIDED PIECES (4)
1. PIECE 1 (10')
49,887 lbs
2. PIECE 2 (6.5')
32,602 lbs
3. PIECE 3 (6.5')
32,602 lbs
4. PIECE 4 (10')
49,887 lbs Al
BASE PIECES (5)
1. END BASE 1
311227 lbs&
2. STD BASE 2
32,193 lbs
3. STD BASE 3
32,193 lbst
4. STD BASE 4
32,193 lbs 1
5. END BASE 5 WITH SUMP
32,564 lbs i,
i
END WALL (2)
1. END WALL (INLET SIDE) 19,654 lbs
2. END WALL (OUTLET SIDE) 19,654 lbs
48 in. MH SUMP (26" ID H)
1,120 lbs Al
PRE-TREATMENT VAULT
CONFORMS TO ESIGN CO
8""CONFORMS To DESIGN CONCEPT
4
REVISIONS AS SHOWN
NON -CONFORMING -REVISE & RESUBMIT
THIS DOCUMENT HAS BEEN REVIEWED FOR GENERAL CONFORMANCE
WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE CONTRACTOR.
FABRICATOR OR VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH
DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY
OVER THIS
By V_J�z , CUMENT
ATE.
BUSH, ROED & ICHINGS, INC.
CIVIL ENGINEERS / LAND SURVEYORS
S"I'REET FILE
4D
SHEET LIST:
1. COVER PAGE, GENERAL NOTES
STRUCTURAL NOTES (PLAN), ISO VIEW
2. LAYOUT, PLAN, ELEVATIONS AND SECTION
3. 3-SIDED ACCESS P-1 DETAIL
4. STANDARD 3-SIDED P-2 & P-3 DETAIL
5. 3-SIDED ACCESS P-4 DETAIL
6. END BASE-1 DETAIL
7. STANDARD BASE DETAIL (B-2, 3 &4)
8. BASE LAYOUT
9. END BASE W/ SUMP BLOCKOUT DETAIL (B-5)
10. END WALL INLET SIDE DETAIL
11. END WALL OUTLET SIDE DETAILS
12. REINFORCING
13. GROUTING DETAILS
14. LIFTING & INSTALLATION
HEAVY PICK: 49,887 lbs*
*NOTE: Approximate weights to be
verified on scale prior to shipping.
1) TOP SLABS ARE 10" THICK
2) BASE SLABS ARE 16" THICK
D13) STRUCTURE HAS PIPE
DEC - a 2',35 PENETRATIONS
BUILDING DEPT.
NOTE:
CONTRACTOR TO VERIFY FINAL GRADE,
PIPE PENETRATIONS AND ACCESS LOCATIONS.
C- -r -T a 'M "Um= 'CXV Granite Precasting Fax;360-671-0780 Nov 28 2005 10;35am P004
Irr"p-00A -04jor- r, ./.005
Hf,
LUO
pq
r
lialy 4
W-1i -
ff I I
2
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CO
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00
Received Time Nov.28, 10:36AM
A
E
A
S
ju wj 0
6'-6" 10,
RIM
ELE-V: 56.3'1--L
4of 3- --hk, 11-5 1/4"
12" INLET -
PIP
E: 52.0'
6'-6"
v#—
A A JL
FT
A
2'-4 1/2"
I / 0
10'-8 1/2"
7'
-� I �- 1'-4" ,
V-'
BLOCKOUT V-5"
0
0
INLET SIDE I I
o
A A
LANE POLYPROPYLENE LADDERS
(2) PLC. TYP. PROVIDED FOR ACCESS
T.B.D. PER FINAL GRADE.
10'-3 3/4"
8'-10 1/2" 1
12" OUTLET
PIPE
B-5
--T
T
I i . 4'
B-1 B-2 B-3 B-4 L 1 01
_j ELEV: 42.
7-13/8" 7-11/4" - 7--1 1/4" 7-1 1/41, —8-
ELEVATION
PREr-AsTING
GRANITEEL CONCRETE INE.
16 BAKERVIE- SPUR. BELLINSKAm, WA. 9U.!eft
.0167 1 -2251 1 -800-808-i!ii!51 FAX: 13601671-07BO
A A
UTr-W A -A
SCALE I / 64
V-5"
---F
1/2" GAP
BETWEEN
3-SIDED &
BASE SLAB
191-811-
101, 101,
101,
—AZ 0
8'-6 1/2"
Y-10"
A X
END VIEW
REVISED ALL: 3/16"=l' 1 SHEET: 2
ISSUE FOP ENGINEERING EUMUNDS CENTER
FOR THE ARTS
01'-4"
11
T
4
2'-2"
Manhole Sump 6"
1 B'Wx33'Lxg.!i'H
Detention Vault
INTERWEST
Ai
QD
19'-8"
6'
10,
P-1
4-
I 1' 4 6"
*�L
Ar�= -I- Lill
02' ACCESS J \—LIFTING INSERT
STARCON 10S X 13"
(4) PLACES TYP.
.PLAN
101, 101,
1. 1 51, T71
9'-7"
8 5/16" ELEVATION 8 5/16"
END VIEW
DRAWN BY: CHA DATE: 9/27/05
PRECASTINrx CHECKED BY: CHA OATE: 9/27/05 [letention Vault
GRANITE& CONCRIETE INC. 1 11/10/05 CHA REVISED SCALE: SHEET: 3
411FBAKERVIE 6--R.BFLLIWr.-J4AMWA.-98iMf-
I r
3 '01671-2251 1 _BGG_Boq-Ri!!!5 I FAX: (3601571-0700 0 9/26/05 CHA_ ISSUE FOR ENGINEERING EDMONDS CENTER INTERWEST
I FOR THE ARTS I I
Al 6' 6"
P-2 & 3
1' 1 6
8 5/16"
PLAN
1:1 IPUAYTnIU
V-7"
LIFTING INSERT
STARCON 10S X 13"
(4) PLACES TYP.
8 5/16"
j i
9'-7"
F:Kln VTF:W
OTACCESS
PLAN
ELEVATION
INSERT
STARCON 10S X 13"
(4) PLACES TYP.
9'-7"
END VIEW
t
Granite Precasting Fax;360-671-0780 Nov 28 2005 10:35am P005/005
w Vr-Ij-C2C3 4 -97kaor- V . -r
WILAWWWRMIL
ff MCC
Received Time Nov.28, 10:36AM
B f B
F
3/8" BETWEEN BASE PIECES
T-1 1/4" Al 7-1 1/4' & 7-1 1/4'/L Ai Bin. Manhole Sump
r04'
21'-B" B-1 B-2 B-3 B-4 B-5
BASE
X-5 1/8" Al V-1 1/2--� LAYOUT
36-6 5/8"
SECTION B-B
SCALE 1 64
DRAWN BY: CHA DATE: 9/27/05
16 PREEASTING CHECKED BY: CHA DATE: 9/27/05 [jetention Vault
GRANITE& CONCRETE INC. SCALE: 3/16"=l' SHEET: 6
41 16 BAKERVIEW SPLIR. BELL N 1 11/10/05 CHA REVISED
HAM, WA. 9B226
r
4��13 01671-Oi!St 1 _8004308-2251 FAX: [3601671-0780 0 9/26/05 OiA ISSUE FOR ENGINEERING E13MUNDS CENTER INTERWEST
I FOR THE ARTS I I
I -
T-1 3/8" Ai
Z..
PLAN
(4) PLACES TYP.
17-11"
91/2- 9 1/2"
ELEVATION
7"
T-2 3/8"
T-- - -4
R JL
F:FJn UTF:W
91/21,
[c]
F
21'-8"
B-213 & 4
LIFTING INSERT
STARCON 10S X 13"
(4) PLACES TYP.
PLAN
Ell
T-10 1/2"
JL JL
ELEVATION
2'- 1/2"
1
V-4-'
JL---JL
END VIEW
8.
LIFrING INSERI
STARCON 10XS X 13"
(4) PLACES TYP.
21'-8" - I
-A .. - I
W
PLAN
9 1/2" -_r-�9 1/2"
11
18,
F1 F:VATTnN
1.
?.I
a
3"
jJL JL 1
2'-2 1/2" - la 4' 1'-91/2-
END VIEW
I �
A
2'-4.1/2-
7-2 1/2"
V-6"
19'-8" 4"
PLAN
II-o
(FOR APALED
PIPE RENETRATION)
1, -4"
INLET SIDE
IF-@ IF-lkfA9rVJ%MLff
UFTING INSERT
STARCON IOS X 13"
(2) PLACES TYP.
nNG INSERT
3'-J��S�ARCON 10S X 6"
f4 8"�
(4) PLACES TYP.
1- f 6"
9--7"
IrILBff% lovirsaff
4"
19'-8"
LIFFING INSERT
STARCON 10S X 6"
(4) PLACES TYP.
OUTLET SIDE
01'-4" OUrLET HOLE
ELEVATION
51
JL
11-6n
Y-10"
V-2 1/2"
F:FJn VTr-W
9'-7"
i
c DI E
A
Bl
Cl
0
c
6
iz
#5 Rebar Cob 12" O.C.
#5 Rebar Ca) 12" 0.
C,
REINFORCING SECTION
1
(1 511 C-1 R tl-N-n-)
UA
I
LAI
BARS
I PIECE
L-OO,
NOTES:
1. NUMBER OF ADD'L REIN. BARS AT EA. SIDE
OF OPENING SHALL EQUAL HALF THE NUMBER
OF INTERRUPTED BARS IN EA. LAYER OF REIN.
2. SIZE OF ADDITIONAL BARS TO EQUAL SIZE OF
INTERRUPTED REINF. BARS.
3. PROVIDE STD. HOOK FOR BARS IF LAP LENGTH
EXTENSION CANNOT BE OBTAINED AT JOINTS OR
OTHER OBSTRUCTIONS. PLACE ADD'L BARS IN
SAME PLANES AS INTERRUPTED REINF.
4. DIAGONAL BARS SHALL BE #4 BARS. LOCATE
DIAGONALS IN EACH LAYER OF REINF.
5. PLACE DIAGONAL BARS INSIDE NORMAL REINF.
6. ALL REINF. TO CLEAR OPENING OR FLANGE
COLLARS BY 1"
0
. SIZE
MIN LAP
#13]
21"
[5331
#16]
26"[6601
#19]
31"[7871
�#22]
36"[914]
'#251
46"
[1168]
'#29]
58"[14731
[#301
73"[1854]
A
B- B
A100
BARS
MIN. LAP
mp.)
SEE NOTE 3
TYPICAL HOLE
REINFORCING
"S'/2
r4 —:,
a.
INTERRUPTED
NORMAL REINF.
(TYP.)
`—ADDITIONAL BARS
SEE NOTE 1
(TYP.)
INTERRUPTED
NORMAL REINF.
(TYP.)
REINFORCING CHART (3—SIDED STRUCTURE)
MARK
SIZE
SPACING
As Prov. By
Barin A2/ft.
LENGTH
TYPE
A
B
Al
#7
6"
1.20
13'-4"
L-Bar
4'-0"
9-4"
A100
#7
6"
1.20
211-8"
Bent -Bar
19'-4"
11-211_
A300
#7
6"
1.20
19'-4"
Straight
Bl
#6
12"
0.44
9'-4"
Straight
cl
#4
1 12"
0.20
9'-6"
Straight
cloo
#5
6"
0.62
9'-6"
Straight
1 Dl
#4
1211
0.20
4'-4"
Bent -Bar
1311
2611
1
ISM"ITE
(W) 671-2251 1-600-gM-2251 F": (350) 571-0790 -
0 9/27/05
—.1 .1. CHA --'-; 9/27/05 ...... KL XLV
CHECKED BY: CHA DATE: 9/27/05 1 o1w X 3WIL X 8.-9'H 0
SCALI SHEET: 12
ISSUE FOR ENGINEERING PROJECT: EOMONIMS COWER CUSTOMER:
FOR THE ARTS INTERWEST
0
E
0
4;
Capaciti(
Starcon SC-3 Lifting
Body w/ Eyelink
TEPRECASTING
& CONERETE 11VC.
�W 1116 �U"IW VUR, 11LUN11", *� MH (3W) 871-2251 1-�-aDS-2251 FAX. (36D) 671-0790
Please follow the instructions outlined below to insure a smooth installation of
your 3 Sided Bridge:
1. Make sure that sub -base is prepared for installation. The bases should be placed
on undisturbed soil leveled with 4 to 6 inches of pea gravel or 3/8" +/- compacted
rock. Allow for soil PSI Requirements as specified per Engineering Calculations.
2. If the base is not cast in place, set footings or base slab.
3. Make sure that crane meets required maximum weight pick. Rig and set first
required piece.
4. Accurate alignment of bases is critical for proper fit of 3 sided pieces.
5. Place (Korolath Shims or equal) in keyway to insure proper grouting. Center leg of
3 sided piece in keyway (from side to side). Make sure that the edge of the 3 sided
piece is set flush to edge of end wall key way. See detail below.
6. Continue setting consecutive pieces. Make sure that pieces are aligned in the
center of keyway. Set pieces as close together as possible.
7. Grout 3 sided and base slab keyway, per drawing requirements.
Materials Wt Lbs Vol CF.FT SSD Cement Factor Sacks Typ W/C
Water 4.81 300 9.0 I/H .35
Cement 4.30 8.46 6" Slump +/- 1 " 3/16 Max Agg
Fine Agg 17.89 2990
ADMIX 8.5 Lbs. INNERPLAST N
(DISCLAIMER: THIS IS A GUIDELINE ONLY - FACTORS SUCH AS SAND AND
AGGREGATE COULD AFFECT THE MIX - AS WELL AS TEMP.
8. Allow allotted cure time, per grout specifications, to insure required PSI.
9. Backfill and compact in 12" lifts.
Base Slab
I i " r- 4
to Inside Edge of
End Wall Key Way
End Wall Detail
DRAWN BY: JJB UAIL: 08/11/04 WKUL;1UKt
CHECKED BY: jp DATE: 08/11/04
SCALE: SHEET: 14
PROJECT: CUSTOMER:
ISSUE FOR APPROVAL
End Wall
End Wall Key
Way
0
ill -Oil
WULD419.
r7
QPAIN LINK GATE
CO
ll/A420
Z�l
3
A420
C14 SLA8
zzzz:r 1�p
PT WOOD
ENCLOSURE FENCE
A
CHAIN LINK GATE
2 ,ecy Cie C lie on greajefitiosure
GAY age) recY Cie c d Oy:
c
Z::> t> Siz djo6ation app�ovt
41501f
e MYCI16g Cool 0111
cycII69 Cool us,'
A
DUMPSTER ENCUOISURE PLAN
pin- site \t2 0 1111 pin-site
SCALE: 1/4
nr
vi GATE POST ALI NS
3 WITH OF TIMBER POST BEYONUI-'
AIKI ATE' U
I
- "I'll,
-
"I . I
-11. 1 ;�l ;, I f --IZL ,� " - 1� , ,�
1. AH WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THESE PLANS AND 1. EXCAVATION, FILL, AND GRADING SHALL CONFORM TO THE 2000
SPECIFICATIONS, CITY DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS
EPARTMENT OF TRANSPORTATION 2004 STANDARD CIFICATIONS, UBC APPENDIX 33, 1997
SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION - (WSDOT) EDITION, AND CITY REQUIREMENTS. WORK SHALL PROCEED TO THE
FINISHED SURFACES AT THE El FVA-11ONS AND CONTOURS SHOWN ON
2. PRIOR TO ANY SITE CONSTRUCTION TO INCLUDE CLEARING/LOGGING OR GRADING THE DRAWINGS.
THE sITEAOT CLEARING LIMITS SHALL BE LOCATED AND FIELD IDENTIFIED. 2. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN
OBTAINED FROM AVA
3. ALL WORK WITHIN THE SITE AND CITY RIGHT-OF-WAY (R.O.W.) SHALL BE SUBJECT CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
TO THE INSPEC11ON OF THE CITY INSPECTOR OR A DESIGNATED REPRESENTATIVE. VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY
PRIOR TO ANY SITE WORK, THE CONTRACTOR SHALL CONTACT THE ENGINEERING ADD111ONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING
DIVISION AT (425) 771-0220 ext 1326 TO SCHEDUIF A PRE CONSTRUCTION UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL
ANGES (REVISIONS) WIH REQUIRE ENGINEERED AS-BUILTS BE NOTIFY THE ENGINEER AND RED SHALL BE
SUPPLIED PRIOR TO SITE APPROVAL. APPROVED BY THE ENGINEER PRIOR TO COMMENCEMENT OF RELATED
CONSTRUCTION ON THE PROJECT.
4. THE TEMPORARY EROSION/SEDIMENTATION CONTROL MEASURES SHALL BE
ANY GRADING OR EXTENSIVE LAND Cl FARING IN
EROSION/SEDIMENTA-nON CONTROL
PLAN. THE CONTRACTOR IS RESPONSIBLE TO SATISFACTORILY MAINTAIN THESE
FACILITIES UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETE AND THE
POTENTIAL FOR ON -SITE EROSION HAS PASSED.
5. TRENCH BACKFILL OF NEW UTILITIES AND STORM DRAINAGE FACILITIES SHAH BE
COMPACTED TO THE PERCENTAGE OF MAXIMUM DENSITY (MODIFIED PROCTOR) AS
INDICATED ON THESE PLANS. ALL PIPES SHALL BE PROPERLY BEDDED AND THE
LL BE CONTROL DENSITY FILL (2 SACK MIX).
6. NONCOMPLIANCE WITH EROSION CONTROL REQUIREMENTS, WATER QUALITY
REQUIREMENTS, OR CLEARING LIMITS MAY RESULT IN VIOLATIONS AND/OR
REVOCATION OF PROJECT PERMITS, PLAN APPROVAL, AND BOND FORECLOSURES.
1. UNIESS OTHERWISE NOTED, ALL STORM DRAINAGE (SD) PIPE SHALL BE
CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) WITH SMOOTH INTERIOR *
CPEP SHALL BE ADS N-12 OR HANCOR HI-1 OR EQUAL AS APPROVED BY THE
CITY PRIOR TO CONSTRUCTION. WHERE OTHER PIPE IS INDICATED, IT SHALL BE
REINFORCED CONCRETE PIPE (RCP), ASTM C-14 (24- DIAMETER AND LARGER TO
BE REINFORCED ASTM C-76), OR CORRUGATED METAL PIPE (CMP). CMP TO BE
GALVANIZED STEEL WITH TREATMENT 1 ASPHALT COATING OR BETTER. AH RCP
AND CMP SHAH HAVE RUBBER GASKETS. MINIMUM COVERAGE REQUIREMENTS
FOR PIPE SHAH BE PER MANUFACTURER'S REQUIREMENTS.
2. ALL PIPE SHAH BE PLACED ON STABLE EARTH, OR IF THE EXISTING
FOUNDATION IS UNSATISFACTORY, THE CONTRACTOR SHALL OVER EXCAVATE AND
'
BACKFILL NTH A GRAVEL MATERIAL AS NECESSARY TO SUPPORT THE PIPE.
3. PIPE BACKFILL SHAH BE PLACED EQUALLY. ON BOTH SIDES OF THE
PIPE OR PIPE -ARCH IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 6", MAXIMUM
DEPTH 8", THOROUGHLY TAMPING EACH LAYER. THESE COMPACTED LAYERS
MUST EXTEND FOR ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE
OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE AS
SHOWN ON THE PLANS AND INDICATED IN THESE AND THE REFERENCED
SPECIFICATIONS.
4. ALL GRATES (INLET AND CATCH BASIN) SHALL MATCH PAVEMENT/CURB
ELEVATIONS AND SHALL BE VANED.
'
5. ALL CATCH BASINS SHALL CONFORM TO WSDOT STANDARD TYPE 1,
UNI ESS OTHERWISE NOTED.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL
MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST PRIOR
TO POURING OF CURBS AND PAVING.
7. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE
SHALL BE A TYPE 2 CB.
8. ALL CATCH BASINS SHALL HAVE LOCKING LIDS. I
.
9. STANDARD POLYPYROPLENE LADD - ER STEPS SHALL BE PROVIDED IN ALL CATCH
BASINS/MANHOI FS EXCEEDING 5 FEET IN DEPTH.
10. CATCH BASINS SHALL HAVE STANDARD CAST IRON FRAME AND GRATES AND
SHALL BE EAST JORDAN IRONWORKS OR APPROVED EQUAL
11. All STORM DRAIN WORK MUST BE STAKED FOR LINE AND GRADE PRIOR TO
STARTING CONSTRUCTION. I
.
12. STORM DRAINAGE STUB OUTS SHALL BE MARKED WITH A 2X4 AND
LABELED "STORM". LOCATIONS OF THESE INSTALLATIONS SHALL BE
D DRAWINGS. -AND SUBMITTED TO THE CITY.
TION/DETENTION FACILITIES, STORM DRAINAGE
PIPE AND CATCH BASINS SHALL BE FLUSHED AND Cl FANED PRIOR TO
CITY OF EDMONDS ACCEPTANCE. .
14. PRIOR TO ANY SITE WORK PERTAINING TO DRAINAGE, THE
CONTRACTOR SHALL CONTACT THE CITY OF EDMONDS TO SCHEDULE AN
INSPECTION.
1
15. THE DRAINAGE SYSTEM SHALL BE INSTALLED IN ACCORDANCE NTH
THE APPROVED PLAN. .
16. ONE SET OF APPROVED DRAINAGE PLANS SHALL BE ON -SITE AT ALL
11MES FOR DRAINAGE INSPECTION.
AINAGE SYSTEM SHALL BE COVERED, CONCEAl ED, OR
PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED, AND ACCEPTED BY THE
CITY.
18. STENCIL STORM DRAIN GRATES WITH "DUMP NO WASTE, DRAINS TO
STREAM".
1. SILTATION BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH
RAINFALL AND AT I FAST DAILY DURING PROLONGED RAINFALL
CLOSE ATTENTION SHAH BE PAID TO THE REPAIR OF DAMAGED
BALES, END RUNS AND UNDERCUTTING BENEATH BALES. NECESSARY
LI PTLY. SEDIMENT DEPOSITS SHOULD BE REMOVED
AFTER EACH RAINFALL THEY MUST BE REMOVED WHEN THE I EVEL OF
DEPOSITION REACHES APPROXIMATELY ONE-HALF THE HEIGHT OF THE
BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE
STRAW BALE BARRIER IS NO LONGER REQUIRED SHALL BE DRESSED TO
CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED. A SOCK
FILTER SHALL BE PLACED INSIDE ALL ONSITE CATCHBASINS EXISTING
AND NEW.
1. ALL SITE WORK MUST COMPLY TO APPENDIX 33 OF THE UNIFORM
BUILDING CODE. (1997 EDITION).
.
2. THE TEMPORARY EROSION AND SEDIMENTATION CONTROL SYSTEM SHALL BE
INSTALLED AND INSPECTED BY THE ENGINEERING INSPECTOR PRIOR TO ALL
OTHER CONSTRUCTION.
. .
3. IF CUT AND FIH SLOPES EXCEED A MAXIMUM OF TWO FEET HORIZONTAL TO
ONE FOOT VERTICAL, ETAINING WALL MAY BE
REQUIRED. ALL ROCK RETAINING WALLS GREATER THAN FOUR (4) FEET IN
HEIGHT ARE TO FOLLOW CITY SPECIFICATIONS AND TO BE DESIGNED AND
CER11FIED BY A CIVIL ENGINEER EXPERIENCED IN SOILS MECHANICS.
4.THE EROSION CONTROL FACILITIES SHALL BE MAINTAINED AND/OR
ALTERED AS REQUIRED BY THE CITY ENGINEER TO ENSURE
CONTINUING EROSION/SEDIMENTATION CONTROL UNTIL COMPLETION OF THE
PROJECT.
5. AH DISTURBED LAND AREAS SHALL BE STABILIZED AS REQUIRED BY
THE CITY OF EDMONDS. SEE SHEET C-2
6. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY
PROTECTED BY VISQUENE AND SANDBAG ANCHORS TEMPORARY SEEDING AND
MULCHING. HYDROSEED PREFERRED.
7. THE PUBLIC ROW SHAH BE KEPT Cl FAN. TRACKING OF MUD AND/OR
DEBRIS FROM THE SITE WILL RESULT IN WORK STOPPAGE.
8. REMOVE ALL EROSION CONTROL MEASURES WHEN ENTIRE S`��)
STABILIZIED. .
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1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE
LATEST EDITION OF THE CITY OF EDMONDS STANDARD
SPECIFICATIONS, AND WSDOT/APWA STANDARD SPECIFICATIONS,
LATEST EDITION.
2. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL
ONFERENCE NTH THE
CITY OF EDMONDS CONSTRUC11ON INSPECTOR.
.
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE
WHENEVER CONSTRUCTION IS IN PROGRESS.
4. ALL SANITARY SEWER IMPROVEMENTS SHAH BE CONSTRUCTED IN
ACCORDANCE WITH THESE APPROVED PLANS. ANY DEVIATION FROM
THESE PLANS WILL REQUIRE APPROVAL FROM THE OWNER, ENGINEER
AND APPROPRIATE PUBLIC AGENCIES.
3. MATERIALS EXCAVATED IN AREAS REQUIRING CUT GRADING MAY BE
USED AS FIH IF THEY MEET THE REQUIREMENTS FOR FILL MATERIAL
5.
IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO
OUTLINED BELOW. NO BOULDERS, CONCRETE OR ASPHALT CHUNKS
OBTAIN RIGHT OF WAY AND ANY OTHER RELATED PERMITS PRIOR TO ANY
GREATER THAN 4" IN ITS LARGEST DIMENSION MAY BE USED. SUCH
CONSTRUCTION ACTIVITY. .
MATERIAL SHAH BE DISPOSED OF OFF -SITE.
.
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6.
ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN
4. AFTER CLEARING & GRUBBING IS COMPI ETE, THE GROUND SURFACE
'OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE
S FOLLOWS:
CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE.
.
IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO
A. ALL AREAS TO BE SURFACED NTH PAVEMENT, CONCRETE, WALKS
INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS
OR STEPS, AND BUILDING SLABS SHAH HAVE THE TOP 12" OF
SHOWN AND TO FURTHER DISCOVER AND AVOID ANY OTHER U11LI11ES
EXISTING SOILS STRIPPED AND RECOMPACTED TO AT LEAST 95%
NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION
M TY DETERMINED BY ASTM D-1557
OF THIS PLAN. THE CONTRACTOR SHAH CONTACT THE UNDERGROUND
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(MODIFIED PROCTOR). �
*
UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48
1
HOURS PRIOR TO CONSTRUCTION. THE OWNER OR HIS
B. PRIOR TO,' RELC,OMPACTION OF THE STRIPPED MATERIAL ALL
.
TI E ENGINEER SHALL BE CONTACTED
AREAS SHALL BE PROOF ROLI ED IN THE PRESENCE OF THE
IMMEDIATELY IF A CONFLICT EXISTS.
GEOTECH NI CAL. ENGINEER OF THE OWNER'S CHOICE. ANY AREAS
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DEEMED UNSUITABLE BY THE GEOTECHNICAL ENGINEER SHALL 13E
7.
ALL MANHOLES SHALL BE PER CITY OF EDMONDS STANDARD DETAIL
OVEREXCAVATED AND REPLACED WITH COMPACTED .FILL MATERIAL
E6.1 WITH ECCENTRIC- CONES AND ONE (1) INCH SAFETY STEPS. .
RICE BASED ON TRUCK MEASURE OF
ALL BE THE -EAST* JORDAN IRONWORKS NO. MH30,
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SOLID LID WITH ONE (1) INCH HOI E, OR EQUAL, AND SHALL READ
5. IMPORTED',FILL SHALL BE FREE -DRAINING GRANULAR MATERIAL
"SEWER". ALL MANHOLE COVERS SHAH NOT BE ADJUSTED TO FINISH
WITHOUT ORGANICS, AND SHAH CONFORM TO WSDOT SECTION 9-03.10
GRADE PRIOR70 FINAL PAVING.
.
FOR GRAVEL BASE, 9-
.
MATERIAL APPROVED BY THE ENGINEER IN WRITING PRIOR TO ITS
8.
AH SEWER PIPE SHALL CONFORM TO ONE OF THE FOLLOWING
USE. FILL SHAI L HAVE NO MORE THAN 5% PASSING THE #200
SPECIFICATIONS:
SIEVE. �
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A. DUCTILE IRON - CLASS 52 (ONLY
6. SUBMIT SAMPLES OF PROPOSED FILL MATERIAL FOR TESTING FOR THE
THE PLANS).
DETERMINATION OF THE OPTIMUM MOISTURE - DENSITY RELATIONSHIP *
-71557 ,(MODIFIED PROCTOR), PRIOR TO ANY FIH ING OR
B. POLYVINYL CHORIDE, SDR 35
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(PVC), NTH CONFORMING TO ASTM DESIGNATION D3034 WITH
.
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RUBBER GASKET JOINTS.
7. PLACE Fill IN� 10" THICK MAXIMUM LIFTS (LOOSE) AND COMPACT TO
95% OF THE MAXIMUM DRY DENSITY PER ASTM D-1557 (MODIFIED
C.SAND COLLARS ARE REQUIRED FOR ALL PVC PENETRATIONS
PROCTOR).
INTO CATCHBASINS AND MANHOLES. �
8. COMPACT ALL FILL USING SUITABLE COMPACTION EQUIPMENT.
9.
ALL DUCTIIF IRON PIPE SHALL HAVE AN APWA CLASS "B" PIPE
BEDDING. ALL PVC PIPE SHAH HAVE AN APWA CLASS "F" (5/8
-ru 11 Ll rNO Cf%ADlCV Tin nOV Cnil C AC
U. muu mvl_llUrl%r_ 1v F_ ov
NECESSARY TO ACHIEVE SPECIFIED COMPACTION.
10. CONTRACTOR IS RESPONSIBLE FOR SOIL AND COMPACTION TESTING IN 10-
SE SPECIFICATIONS.
11. SOILS MAY ALSO BE TESTED BY OWNER. �
. .
LL STR . IP AND RE -COMPACT ALL SOILS NOT MEETING
SPECIFIED COMPACTION AT NO ADDITIONAL COST TO OWNER.
13. FOR PLACEMENT OF BALLAST, GRAVEL BASE, AND/OR CRUSHED
SURFACING BENEATH ASPHALT CONCRETE PAVING (ACP), REFER TO
THE TYPICAL PAVEMENT SECTION SHEET C-6.
.
wam-aism, owu*m . .
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1. ALL . MATERIALS SHALL BE NEW AND UNDAMAGED. UNLESS OTHERWISE
APPROVED BY THE ENGINEER, THE SAME MANUFACTURER OF EACH ITEM il.
SHAH BE USED THROUGHOUT THE WORK. CONTRACTORS SHALL
FURNISH A WA.'TERTIGHT PLUG OF THE APPROPRIATE SIZE WHICH
SHALL BE INSTALLED IN THE END OF THE WATER MAIN ANYTIME WORK
IS DELAYED OR STOPPED. .
,
.
2. NO CONNEC/lION TO THE EX13TING MAINS WILL BE ALLOWED EXCEPT
NTION' DEVICE PRIOR TO
SATISFACTORY FLUSHING, TESTING, DISINFECTION, AND RECEIPT OF
INCH MINUS CRUSHED ROCK) FLEXIBLE PIPE BEDDING.
PIPE TRENCH BACKFILL SHALL BE BANK RUN GRAVEL IF, IN THE
OPINION OF THE DIRECTOR, EXISTING TRENCH EXCAVATION SOILS
ARE UNSUITABLE. BANK RUN GRAVEL SHALL BE FROM A PIT
APPROVED BY THE DIRECTOR AND SHALL BE AS SPECIFIED IN
SECTION 9.03.10 OF THE STANDARD SPECIFICATIONS. EACH LAYER
O 95% IN PAVED AREAS AND 90% IN UNPAVED
AREAS IN ACCORDANCE WITH ASTM D1557 IN LIFTS NOT TO EXCEED
EIGHTEEN (18) INCHES. THE MAXIMUM PARTICLE SIZE SHAH NOT
EXCEED SIX (6) INCHES OR 2/3 THE DEPTH OF THE LAYER BEING
PLACED, WHICHEVER IS LESS.
All PIPE SHALL BE LAID ON THE FIRM EARTH AND BEDDED WITH
C ' ITY STANDARDS. BEDDING IN ALL OTHER
SOILS MUST BE APPROVED BY THE CITY ENGINEER. ALL TRENCHES
SHALL BE FREE OF WATER AT THE TIME OF INSPECTION.
WHEN TAPPING INTO A SEWER MAIN OTHER THAN CLAY PIPE, CORE
DRILLING IS REQUIRED AND MUST. BE DONE BY A LICENSED
SPECIALTY CONTRACTOR. THIS PROCEDURE MUST BE INSPECTED BY
THE ENGINEERING INSPECTOR. ALL CONTRACTORS TAPPING INTO
SEWER MAINS EIGHT INCHES IN DIAMETER OR GREATER, MUST USE
INSERTA-TEES, ROMAC SADDLES NTH STAINLESS STEEL BANDS OR
.
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APPROVED EQUALS. AH SADDLES SHALL BE DOUBLE DANDLI). A
ROLL -IN WYE IS REQUIRED WHEN CONNECTING TO SIX-INCH DIAMETER
LATERAL LINES. IN THE EVENT THAT THE SEWER MAIN IS BROKEN
SATISFACTORY BACTERIOLOGICAL TEST RESULTS.
WHILE TAPPING, THAT SEC71ON WILL BE REPLACED AT THE
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E AND SHALL BE INSPECTED BY THE
3. TAPS UP TO 2" ON THE EXISTING MAINS WILL BE DONE BY THE CITY
ENGINEERING INSPECTOR PRIOR TO BACKFILLING. WHEN CONNECIING
OF EDMONDS F�U ENT. LINE SIZES GREATER THAN 2"
TO CLAY PIPE, THE CONTRACTOR SHALL REMOVE A SECTION OF PIPE,
SHALL BE DONEBY A QUALIFIED COMPANY WHO SPECIALIZES IN. WATER
INSTALL A PVC TEE WITH EXTENSIONS AND CONNECT PVC TO CLAY
TAPS AND WATER MAIN INSTAH ATIONS.
USING ROMAC COUPLINGS. THE CONTRACTOR SHALL INSURE PROPER
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TI ALL PIPE AND CONNECTIONS. IT IS THE
4. ALL WORK AND MATERIALS MUST CONFORM TO CITY OF EDMONDS
CONTRACTOR'S RESPONSIBILITY TO OBTAIN AND FOLLOW CITY OF
STANDARDS.
PECIFICATIONS AND REQUIREMENTS PRIOR TO
CONSTRUCTION.
5. THE CITY OF EDMONDS ENGINEERING INSPECTOR MUST BE NOTIFIED AT
I
LEASE 24 HOURS PRIOR TO COMMENCING CONSTRUCTI-ON.
12.
WHERE A WATER MAIN CROSSES ABOVE THE SANITARY SEWER, AND
I
I ESS THAN 1.5 FEET OF VERTICAL CLEARANCE EXISTS BETWEEN THE
6. THE OWNER'S AUTHORIZED AGENT SHALL NOTIFY THE CITY OF EDMONDS
TOP OF SEWER AND BOTTOM OF WATER MAIN, THE SEWER SHALL BE
ENGINEERING DIVISION WITH A PERSON NAME WHO CAN BE CONTACTED
TI, IRON PIPE,(CLASS
REGARDING PROBLEMS DURING CONSTRUCTION ON A 24 HOUR BASIS.
52) FOR A MINIMUM HORIZONTAL DISTANCE OF ONE CONTINUOUS
EIGHTEEN (18) FEET NOMINAL PIPE ACROSS THE WATER MAIN
7. THE CONTRACTOR SHALL NOT OPERATE ANY CITY WATER VALVES. ANY
CROSSING WITH NO JOINTS.
E COORDINATED THROUGH THE ENGINEERING
INSPECTOR PER CITY POLICY GUIDELINES FOR THIE- PLANNED OUTAGE.
13.
SANITARY SEWER MAIN UNES EIGHT (8) INCHES IN DIAMETER AND
START AT 9 A.M. AND TERMINATE AT 3 P.M.
LARGER SHALL NOT LOSER THAN TEN (10)
i
FEET TO ANY BUILDING OR WATERMAN.
8. THE FIRE LINE SHALL BE TESTED FROM THE MAIN TO THE DDCVA BY
.
THE CITY OF'EcDMONDS ENGINEERING DEPARTMENT AND FROM THE VAULT
14.
OUTSIDE DRAINS, FOOTING DRAINS AND/OR DOWNSPOUTS SHALL NOT
TO THE BUILDING BY THE FIRE DEPARTMENT. I .
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BE CONNECTED TO THE SIDE SEWER SYSTEM.
9. THE FIRE HYDRANTS SHALL BE TESTED AT 200 psi. CALL ENGINEERING
S TO EXISTING FACILITIES SHAH BE SEALED OFF
INSPECTION LINE FOR INSPECTION.
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UNTIL UPSTREAM CONSTRUCTION IS FINISHED, TESTED, Cl FANED AND
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ACCEPTED. ALL CONSTRUCTION DEBRIS AND WATER SHALL BE
)
REMOVED PRIOR TO OPENING THE SEAL ALL TV INSPECTION AND
PRESSURE TESTING SHALL BE IN THE PRESENCE OF A CITY OF
.
EDMONDS INSPECTOR.
CONTRACTOR GENERAL N
THIS PLAN SHEET IS NOT INTENDED TO SHOW ALL ITEMS TO BE
CONSTRUCTED. THE CONTRACTOR IS DIRECTED TO REVIEW ALL
ARCHITECTURAL, STRUCTURAL, ELECTRICAL, MECHANICAL, AND THE
FOLLOWING CIVIL SHEETS FOR ADDITIONAL CONSTRUCTION ITEMS.
SEWER AND WATER SYSTEM INFORMATION:
CONTRACTOR IS CAU11ONED THAT POTENTIAL CONFLICTS NTH
EXISTING UNDERGROUND UTILITIES AND STRUCTURES EXIST.
ESS POINTS (MANHOI ES) AND WATER LINE
ANGI F POINT LOCATIONS ARE PROVIDED BASED ON AVAILABLE
INFORMATION AND MAY REQUIRE MINOR ADJUSTMENTS. CONTRACTOR
SHAH N01IFY OWNER OF CONFLICTS ENCOUNTERED. AH SEWER
AND WATER IMPROVEMENTS SHAH COMPLY WITH CITY OF EDMONDS
DESIGN AND CONSTRUCTION STANDARDS. UNLESS OTHERWISE
INDICATED, ALL SEWER PIPE SHALL BE POLYVINYL CHLORIDE (PVC)
OINTS. DOMESTIC WATER SERVICE PIPE
OR POLYETHYLENE (PE) SDR-7-PE
3408 NTH A MINIMUN OF 160 PSI RATING, AND SHALL CONFORM
ESSURE REDUCING VALVES MAY BE
REQUIRED TO COMPLY NTH MAXIMUM PRESSURES ALLOWED BY THE
UNIFORM PLUMBING CODE.
DRAINAGE SYSTEM INFORMATION
CONTRACTOR IS CAUTIONED THAT POTENTIAL CONFLICTS WITH
UND UTILITIES AND STRUCTURES EXIST.
PROPOSED CATCH BASIN LOCATIONS ARE PRO\ADED BASED ON
AVAILABLE INFORMATION AND MAY REQUIRE MINOR ADJUSTMENTS.
CONTRACTOR SHALL NOTIFY OWNER OF CONFLICTS ENCOUNTERED.
DETEN11ON SYSTEM, CATCH BASINS, FRAMES, GRATES, MATERIALS
AND INSTALLA11ON METHODS SHALL COMPLY NTH CITY OF
ARDS.
16. A TEN (10) FOOT SANITARY SEWER EASEMENT, 5 FEET EACH
SIDE.
17. PRIOR TO ACCEPTANCE OF CONSTRUCTION AND/OR ISSUANCE OF
OCCUPANCY PERMITS, SURVEYOR -CERTIFIED AS -BUILT MYLAR
DRAWINGS MUST BE PREPARED OF ALL PUBLIC SANITARY SEWER
FACILITIES. .
18. A MANHOLE IS REQUIRED WHEN CONNECTING LINES 8 INCHES OR
GREATER IN SIZE TO SEWER MAINS.
'
19. SIDE SEWERS SHALL NOT BE INSTALI ED AT LESS THAN 2% NOR
ADE WITHOUT PRIOR WRITTEN APPROVAL BY
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THE CITY ENGINEER. �
20. SIDE SEWERS SHALL NOT BE INSTALLED CLOSER THAN 24 INCHES
FROM A BUILDING AT ANY POINT. CLEANOUTS SHALL BE INSTAH ED
ON EACH PLUMBING LINE EXITING THE BUILDING (WITHIN 2 FEET OF
THE BUILDING). I
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21. SIDE SEWERS NTH IESS THAN 24 INCHES OF COVER BELOW
DRIVEABLE SURFACES SHAH BE CONSTRUCTED OF DUCTILE IRON OR-
UIVAI ENT.
22. ALL TRENCHES DEEPER THAN FOUR FEET MUST EITHER BE SHORED OR
DAYLIGHTED IN ACCORDANCE WITH ALL WASHINGTON STATE SAFETY
REGULATIONS. THE CITY OF EDMONDS W`IH NOT INSPECT A SIDE
SEWER OR MAIN LINE INSTALLATION UNTIL THIS COND17IONS IS I
D/OR OWNER IS ALSO LIABLE FOR SHORING
AND CONDITIONS AROUND A RESIDENT'S PROPERTY AND ANY DAMAGES
THAT MAY OCCUR IN THE INSTAH ATION OF A SIDE SEWER I
. ASSOCIATED NTH THAT PROPERTY.
OM SIDE SEWERS A MINIMUM
OF TEN FEET HORIZONTAL! Y AND THREE FEET VERTICALLY. WHEN IT
IS NECESSARY TO CROSS A SIDE SEWER OVER A WATER LINE,
PROVIDE A TWENTY FOOT LONG SLEEVE AROUND THE SEWER SERVICE,
CENTERING THE SI FEVE ON THE SIDE SEWER. BOTH ENDS OF THE DUCTILE
IRON PIPE SHAH BE SEALED.
.
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24. SIDE SEWER PERMITS ISSUED SEPARATELY, BUT CAN BE OBTAINED
AT THE 11ME OF THE BUILDING PERMIT WITH BUILDING PERMITS WILI
EXPIRE NTH THE MAIN BUILDING PERMIT. ALL OTHER PERMITSie (I.E.,
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REPAIRS, REPLACEMENTS) EXPIRE 60 DAYS FROM THE DATE OF .
ISSUANCE. I
SITE NOTES
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18.30.050 DEVELOPMENT APPROVAL STANDARDS FOR EROSION AND
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OL (ESC) PLAN.
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SITE ADDRESS: .
.1 -
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A.
ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A
6TH AVENUE AND DALEY STREET
EDMONDS, WASHINGTON
-
-
-'- 1 96TH S
CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS
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CONSIS71NG OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVATION
TAX ACCOUNT NO.:
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ALEY, eT-"'- 9
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SHAH BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING
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TI ERMANENTLY STABILIZE EXPOSED SOIL
ZONING:
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9212TH
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212TH S
IT
T UCTION. PROJECTS INVOLVING A CRITICAL
-P- (PUBLIC USE)
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SITE
BE REQUIRED TO COMPLY WITH ANY COMBINATION OF
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THE ESC MINIMUM REQUIREMENTS. COMPLIANCE WILL BE
ZONING AGENCY-
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H THE IMPLEMENTATION OF AN APPROVED ESC
CITY OF EDMONDS -
DEVELOPMENT SERVICES DEPARTMENT
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PLAN. GUIDELINES FOR PREPARING ESC PLANS ARE PROVIDED IN THE
PLANNING DIVISION
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MANUAL. THE PLAN MUST ADDRESS THE FOLLOWING REQUIREMENTS:
121 5TH AVENUE NORTH
.1 - -
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EDMONDS, WA 98020
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1.
ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE.
(425) 771-0220
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CONSTRUCTION VEHICI F ACCESS SHALL BE, WHENEVER PRACTICAL,
CODE ENFORCEMENT: JASON P. TOURTELLOT �
EMAIL- tourtellot0cLedmonds.wc.us
\11n MAP
LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH
111111m.
V \-INITY
USHED ROCK TO MINIMIZE THE TRACKING OF
SETBACKS:
\11� NOT TO selms
SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO
QUIREMENTS SUBJECT TO SITE PLAN REVIEW.
;
A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE
CURRENT SETBACKS MAY DIFFER FROM THOSE IN EFFECT DURING
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END OF'EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY
OF EXISTING IMPROVEMENTS.
FLOOD ZONE:
SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL
THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED
EDIMENT IS REMOVED IN THIS MANNER.
NOVEMBER 8, 1999 , COMMUNITY PANEL NO. 53061C1305E. AND IS SITUATED
IN ZONE -X-, AREA DETERMINED TO BE OUTSIDE THE 500 YEAR FLOODPLAIN.
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2.
ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS.
AH SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE
BASIS OF BEARING -
STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT
CENTERLINE 6TH AVENUE HELD AT NORTH 00*11'28* EAST PER ALTA
.
NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION,
N, PROJECT NO. 01127, DATED NOVEMBER, 2001.
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PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED;
VERTICAL DATUM:
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DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL THE
CITY OF EDMONDS .
EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED
nMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR
BENCHMARK:
SANITARY SEWER MANHOLE "B" AS SHOWN ON CITY OF EDMONDS SEWER CARD
.. .
MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO
INVERT ELEVAnON = 45.03- 1
FROM MAY 1 THROUGH SEPTEMBER 30).
.
AREA:
3.
ESC MINIMUM REQUIREMENT - PROTEC11ON OF ADJACENT PROPERTIES.
SITE AS SHOWN CONTAINS 120.327 SQUARE FEET OR 2.762 ACRES,
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ADJACENT PROPERTIES SHAH BE PROTECTED FROM SEDIMENT
MORE OR, LESS.
. .
.
DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS,
_.
PARKING SPACE COUNT-
.
SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A
PARKING SPACES TOTAL 47 INCLUDES .2 HANDICAP ACCESSIBLE SPACES.
1.
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COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS.
SUBSTRUCTURES:
.
BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED
4.
ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND
BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE
SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND
FIELD. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS.
.
MAINTAINED BY THE OWNER TO ENSURE CON11NUED PERFORMANCE OF
FOR. THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO
THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE
DESIGN CONTACT THE UTILITY OWNER/AGENCY. .
CONDUCTED IN ACCORDANCE WITH THE MANUAL
TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: ,
UND TELECOMMUNICATIONS AND/OR FIBER OPTIC
5.
ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE
LINES ARE NOT ALWAYS AVAILABLE TO THE PUBLIC. ALTHOUGH BRH HAS
CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF
RCHED THE LOCAL JURISDICTION RECORDS, BRH HAS
INCREASED RUNOFF SHALL BE APPLIED.
THE MANY COMPANIES, IN THE COURSE OF THIS
SURVEY, WHICH COULD HAVE UNDERGROUND LINES VAIMHIN ADJACENT RIGHTS -
OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RE%IONSIBILITY FOR THE
6.
EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND
EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS/'FIBER OPTIC LINES
UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND
WHICH ARE NOT MADE PUBLIC RECORD NTH THE LOCAL JURISDICTION. AS
UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING:
ALWAYS, CALL 1-800-424-5555 BEFORE CONSTRU',"TION.
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UTILITY PROVIDERS: .
A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT
SANITARY SEWERS, STORM DRAINAGE, WATER .
WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON
CITY OF EDMONDS
DEVELOPMENT SERVICES DEPARTMENT
THE UPHILL SIDE OF TRENCHES;
ENGINEERING DIVISION
I
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT
121 5TH AVENUE NORTH
TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE: MEANS);
EDMONDS. WA 98020
(425) 771-0220
D. TRACKING AND SPIII ING OF MATERIALS ON STREETS DUE TO
FAX- (425) 672-5750
HAULING;
EMAIL:- gebert0ci.edmands.wc.us
E. DAILY CLEANUP AND STREET MAINTENANCE.
CONTACT. DAVID K. GEBERT, P.E., CITY ENGINEER .
. .
GRAPHIC SCMZ
7.
ADDITIONAL ESC MINIMUM . REQUIREMENTS FOR LARGER DEVELOPMENTS.
POWER
SNOHOMISH COUNTY PUD
.
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THAT INCLUDES LAND
20
1802 75TH STREET SW
. 0 10
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20 40
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DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE
MAILING ADDRESS:
m mj::miiil
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IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH
PO BOX 11 07
1 mm ME BEEMM
BEENEV40mom I
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ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW.
EVERETT, WA 98206 �
(425) 347-4300
( IN FEET )
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1 inch = 20 ft.
.
8.
ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT
TELEPHONE
LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY
VERIZON
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EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AND THE .
2312 WEST CASINO ROAD
EVERETT, WA 98204
. . .
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BUFFERS, TREES AND DRAINAGE- COURSES. . . .
(425) 356-4009 .
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9.
ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO
DESCRIPTION:
LEAVING THE SITE, STORM WATER RUNOFF- SHALL PASS THROUGH A
PARCEL A: .
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. .
SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE- BMPS.
THAT PORTION OF GOVERNMENT LOT 2 AND THE NORTHWEST QUARTER OF THE
THENCE NORTH 119.7 FEET, MORE OR LESS. TO THE NORTHEAST CORNER OF
,
SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT
SOUTHWEST QUARTER OF SECTION 24. TOWNSHIP 27, NORTH, RANGE 3 EAST,
EDMONDS HIGH SCHOOL TRACT AND THE TRUE POINT OF BEGINNING; .
BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE
OHOMISH COUNTY, W,A SHINGT(�,'% DESCRIBED AS
.. . . . I .
. AS A FIRST STEP IN GRADING. THESE BMPS
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FOLLOWS: .
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THENCE WEST, ALONG THE NORTH LINE OF SAID TRACT 336.3 FEET, MORE
OR LESS, TO THE EASTERLY LINE OF 4TH STREET, AS NOW ESTABLISHED;
SHALL BE FUNCT`IONAL BEFORE LAND DISTURBING ACTIVITIES TAKE
BEGINNING AT THE NORTHEAST CORNER OF LOT 21, BLOCK 119. CITY OF
.
ONG THE EASTERLY LINE 70 FEET; I
PLACE. EARTHEN STRUCTURES, AS DAMS,,DIKES, AND .
EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF
THENCE EAST 336.3 FEET, MORE OR LESS. TO THE'WEST LINE OF 6TH
.SUCH I
DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO -AN
PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNIN'... WASHINGTON, SAID
I
STREET PRODUCED; . �
APPROVED TIMETABLE.
CORNER BEING ON THE WEST RIGHT-OF-WAY MAR�;'iN OF 6TH AVENUE;
THENCE SOUTH 70 FEET, MORE OR LESS, TO THE TRUE POINT OF
. I
BEGINNING.
.
THENCE NORTH 00*11'28" EAST ALONG THE WEST ,VGHT-OF-WAY MARGIN
. .
10.
ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL
OF 6TH AVENUE, AS SHOWN ON THE PLAT OF BRAI%,KETT*S FIRST ADDITION
TOGETHER NTH LOTS 21, 22, 23, 24, 25, 26, 27, 28 AND THAT
SLOPES SHAH BE DESIGNED AND CONSTRUCTED IN A MANNER THAT
TO EDMONDS RECORDED IN VOLUME 8 OF PLATS, .r'AGE 47, RECORDS OF
PORTION OF LOT 29 LYING EAST OF 4TH AVENUE NORTH, BLOCK 119. CITY
WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE
SNOHOMISH COUNTY, WASHINGTON, 274.70 FEET TO THE NORTHEAST CORNER
OF EDMONDS.. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF
OF EDMONDS HIGH SCHOOL TRACT, AS SHOWN ON SAID PLAT;
PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2.
. I .
. �
2* wE5r ALONG THE NORTH LINE OF SAID TRACT
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
11.
ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION.
AND ITS WESTERLY EXTENSION, 339.62 FEET TO THE EAST RIGHT-OF-WAY
TITLE REPORT REFERENCE: I 1.
PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES
MARGIN OF 4TH AVENUE;
THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN,
SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE .
THENCE THE FOLLOWING THREE COURSES AND DISTANCES ALONG SAID EAST
FURNISHED BY FIDELITY NATIONAL TITLE COMPANY OF WASHINGTON,
VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF
MARGIN;
COMMITMENT NO. 0171007. DATED SEPTEMBER 5 2002. THE EASEMENTS
FROM THE PROJECT SITE.
SHOWN OR NOTED HEREON RELATE TO THIS C&MITMIENT.
THENCE SOUTH 00'17*41* EAST 31.89 FEET TO A POINT OF TANGENCY
NOTE: EASEMENTS CREATED OR RESCINDED.AFTER THIS DATE ARE NOT
12.
ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY
NTH A 223.09 FOOT RADIUS CURVE TO THE LEFT,
I
ON.
ELS AND OUTLETS. ALL TEMPORARY ON -SITE
NG SAID CURVE THROUGH A CENTRAL ANGLE OF
. . .
ELS SHALL BE DESIGNED, CONSTRUCTED AND
39*02'31m, A DISTANCE OF 152.02 FEET TO A POINT OF REVERSE
.
.
STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF
CURVATURE NTH A 209.40 FOOT RADIUS CURVE TO THE RIGHT.
. I
FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE
NG SAID CURVE THROUGH A CENTRAL ANGLE OF
DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT
31*37*49* A DISTANCE OF 115.60 TO THE NORTH LINE OF SAID BLOCK
EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND
119;
SHALL BE PROVIDED AT THE OUTLETS OF ALL
CONVEYANCE SYSTEMS.
THENCE NORTH 89*46'07* EAST ALONG SAID NORTH LINE. 242.45 FEET
TO THE POINT OF BEGINNING,
13.
1
ESC MINIMUM REQUIREMENT - STORM DRAIN INI FT PROTECTION. ALL
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
STORM DRAIN INLETS MADE OPERABI F DURING CONSTRUCTION SHALL
CIVIL SHEET INDEX
TORM WATER RUNOFF SHALL NOT ENTER THE
PARCEL B: .
CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE
THAT PORTION OF GOVERNMENT LOT 2. SECTION 24, TOWNSHIP 27 NORTH,
I I
NOTES SHEET SHT C1.1
. .
TREATED TO REMOVE SEDIMENT.
RANGE 3 EAST, W.M., RECORDS OF SNOHOMISH COUNTY, WASHINGTON,
I
....................................................
DESCRIBED AS FOLLOWS:
. SITE DIMENSION PLAN ....................................... SHT C1.2
14.
ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY
BEGINNING AT THE INTERSECTION OF THE EAST LINE OF 6TH STREET NTH
I
EROSION AND SEDIMENT CONTROL EIMPS SHALL BE REMOVED WITHIN- ,30
THE NORTH LINE OF GLEN STREET, AS SHOWN ON TIIE PLAT OF BRACKETT'S
SITE DETAILS SHT C1.3
DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE
FIRST ADDITION TO EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED
.....................................................
IN VOLUME 8 OF PLATS. PACE 47, RECORDS OF SNOHOMISH COUNTY.
NO LONGER NEEDED. TRAPPED SEDIMENT SHALL
WASHINGTON;
DEMOLITION PLAN ............................................... SHT C1.4
BE� REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS
I
TI AL SHALL BE PERMANENTLY STABILIZED.
THENCE RUNNING NORTH ALONG THE EAST LINE OF 6TH STREET, 90 FEET;
EROSION CONTROL PLAN .................................. SHT C2.1
.
THENCE EAST PARALLEL TO GLEN STREET, 195 FEET,
15.
EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING
GRADING & STORM DRAINAGE PLAN ................ SHT C2.2
CONSTRUC11ON SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO
THENCE SOUTH PARALLEL TO 6TH STREET, 90 FEET TO THE NORTH LINE OF
A SEDIMENT TRAP OR SEDIMENT POND.
GLEN STREET;
UTILITY PLAN ..................................................... SHT C2.3
THENCE WEST ALONG THE NORTH LINE OF GLEN STREET;
16.
EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF
195 FEET TO THE POINT OF BEGINNING.
UTILITY PROFILES & DETAILS ............................ SHT C2.4
EDIMENT ON CONSTRUCTION SITES. ALL
SITUATE IN THE COUNTY OF SNOHOMISH. STATE OF WASHINGTON.
POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING
.
CONSTRUC11ON SHALL BE HANDLED AND DISPOSED OF IN A MANNER
PARCEL C: .
FOLLOWING DESCRIBED TRACT-
CONTAMINATION OF STORM WATER.
THAT PORTION OF GOVERNMENT LOT 2. SECTION 24. TOWNSHIP 27 NORTH,
17.
EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL
RANGE 3 EAST, W.M., RECORDS OF SNOHOMISH COUNTY, WASHINGTON,
LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE
DESCRIBED AS FOLLOWS:
FINANCIAL INSTRUMENTS, SHAH BE REQUIRED FOR ALL PROJECTS TO
BEGINNING AT THE INTERSECTION OF THE WEST LINE OF 6TH STREET AND
ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT
N STREET AS ESTABLISHED IN THE TOWN OF
I
CONTROL PLAN. [ORD. 3013 1, 1995].
EDMONDS, MICH POINT IS 633.55 FEET, MORE OF LESS, EAST AND
147.77 FEET, MORE OR LESS, NORTH OF THE QUARTER CORNER BETWEEN
GRADING QUANTITIES
SECTIONS 23 AND 24,
FOR PERMITTING USE ONLY.
APPROVED FOR
c RUCTION
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4 APRIL 2005
1 J U LY 2005
R rLER S U "' B �)
JUL 20 2005
BUILDING DEPARTMENT
clTY'OF EDrooNDS
REVISIONS
NO
DAIE
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DESIGNED JjW`
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DATE 10/10/03
CADD FILE XE-COV.DWG
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JOB NUMBER 2003019
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.%-ATWAIJ- %.CTION
SCALE. r - r-0-
SITE PLAN
SCALE: ?"=l'-O"
GRAPHIC SCALE
20 0 so 20 40
6
20
THIS SITE PLAN WAS PREPARED BY LMN ARCHITECTS,
INC. THIS SITE PLAN IS FOR REFERENCE ONLY AND IS
NOT TO BE USED FOR CONSTRUCTION. THE CONTRACTOR
SHALL USE THE SITE PLAN IN THE ARCHITECTURAL
CONSTRUCTION SET OF DRAWINGS FOR CONSTRUCTION.
BRH ASSUMES NO LIABILITY FOR ANY INACCURATE OR
INCOMPLETE INFORMATION ON THIS PLAN.
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1 — 8 0 0 — 4 2 4 — 5 5 5; 51
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(ID,MT,ND,OR,WA)
801 SECOND AVENUE SUITE 501
SEATTLE WASHINGTON 98104
206.682.3460 FAX 343.9388
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8/26/05 WPG/BDC
Tm
DESOWM
REVISIONS
PERMIT REVISIONS
PERMIT REVISIONS
PERMIT REVISIONS
SITE DIMENSION
PLAN
DESIGNED
Jjw
DRAYM
KLT
CHECM
BDC
DATE
10/10/03
CADD FILE
XE-COV.DWG
JOB NUMBER
2003019
UAIdd\20O3019\dwg\xe-cov.dwg, SIT-Cl.2, 08/26/2005 02:42:34 PM
C12
U
CONCRETE CURB NO GUTnER
OR 16' VERTICAL CURB (TO MATCH
EXISTING CURBING> SHALL EXTEND
VARIES PER
T13 END OF RADIUS.
To F OF
EXTRUDED 94ALL START
EXTR CURB
10 CODE
AT E OF
AT'END 13F RADIUS'
ADIUS VARES
RADIUS VARIES
TRANSITION SLOPE SHALL
ANSITION
W:
7C
- 1.12 MP
BE 1#12 CTYP)
BE
RA)j
C URB RAMP
TYPE I CURB RAMP
ING ZRA MI
ING RAMP MIN.
T
>
-'5' L13NG RAMP MIK
ETAIL E-21M
E
(SEE DETAIL E-2A4)
PLACE 1' WIDE TACTILE f-1
I' BEHIND START 13F RAMP
CONCRETE CURB AND GUTTER
PLACE FILL DEPTH EXPANSION JOINT
BETWEEN C/G AND HIGH TRAMC LOAD GUTTER,
IF WING AND C/o ARE N13T POURED AS ONE UNIT
CURB/GUTTER AND WING F13R HIGH TRAFFIC
LOAD GUTTER MAY BE POURED AS ONE UNIT.
FILL DEPTH EXPANSION JOINTS SHALL BE PLACED
IF WIDTH OF OPENING EXCEEDS 15'.
Z PL
E
IBF
ACP
24'
SECTION A
C13NCRETE SHALL BE CLASS 3- 300OPSI
CURB AND GUTTER SHALL BE POURED
1_001
SEPARATELY FROM THE SIDEWALK. ASPHALT SURFACE
CITY INSPECTILIN REQUIRED ON FORK WORK
PRIOR TV POUR.
F.
5"':
REVISIONS
API MY DAM STANDARD DETAIL
IL GEOM 10/&'1w HIGH TRAFFIC LOAD DRIVEWAY ACCESS
(NTH APHALT DRIVEWAY APPROACH)
DATE 7/24/M SrAx NTS HIL E2.27
'Z' .' , ko"
HIGH TRAFFIC LOAD DRIVEWAY ACCESS
METECTASLE VAI
FATrEII SEE PAW
3XrM 31 DVrA MZ
cm Mw
zT Ulm
AT U2
.111M
60
MITE,
1. AT L13CATIONS WHERE NEW RAMPS ABUT EXISTING CURB,
NEW RAMPS M MATCH ADJACENT SURFACES.
ZALL CONCRETE SURFACES SHALL HAVE A BRI30M FINISH.
GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT
3,CONCRETE S14ALL BE SPRAYED WITH A CLEAR CURING COMPOUND
13R SHALL BE COVERED AND KEPT M13IST F13R 72 HOURS.
4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) TO BE
USED AT INTERSECTIONS ONLY. TRACTION GRID (DIAMONDS) M
BE USED ELSEWHERE.
CITY INSPECTION REQUIRED ON FORM V17RK PR[DR TO POUR
ACCESSIBLE RAW SHALL BE P17URED SEPARATELY
FROM CURB AND GUTTER.
o T*:--.._E--DV. KD
-C--4-T-Y-. F
REMSIONS
APPIEVEI) Iff ]WITE STANDARD DETAIL
D. GEBERT 10I CURB RAMP TYPE 1 (FOR 7'SIDEWALKS)
D. GMR1 03/24/05
189 DATE 7/24/01 NTS E2.14
0-199
25" LOCKING LID
WITH THE WORD "SEWER" ON IT
(EAST JORDAN IRON WORKS CO.)
4" OR 6" CONIC. RISERS
(MODEL 00370084)
(4" MIN.- MAX. HGT 18")
GROUT AND PROVIDE
SMOOTH F1NISH INSIDE
AND OUT
POLYPROPYLENE SAFETY STEP
4
A
ECCENTRIC PRECAST CONE
12 O.C. C")
.
a.
�7_
Nt a
�2
FLOW
4.
..,,,,PRECAST SECTIONS
4" MIN. THICKNESS
MANHOLE SAND COLLAR
48" or 54'
FRAME AND
STEPS
COVER
N 0 T E:
1. LOCATE MH LID OUTSIDE
THE WHEEL PATH OF THE
TRAVEL LANE.
2. BASE REINFORCING SHALL
REBAR
BE #4 AT 12- O.C.
BOTH WAYS.
.4
00
CONSTRUCT
3. LARGER MH TO BE
CHANNEL SHELF
REVIEWED ON A CASE BY
',d
BY CASE BASIS USING
APWA STANDARDS.
'A:
4. JOINTS SHALL BE RUBBER
GASKETED ONLY.
MH PER W.S.D.O.T. APWA
r
A-
�
STANDARD PLAN B-23a. REBAR
MIN 2" CLEARANCE/ 6 MINT
M.: * " �
REVISIONS
STANDARD DETAIL
APP1W4VD yf
rAE
GEWIT
TYPE I MH (SANITARY)
1890-199 a
DAIE 7/24/01
sclu NTS hrm"M E6.1
L
rE6.1 TYPE 1 SANITARY MH
40' MAX. TRENCH
PATCH PAY WIDTH
TRENCH EDGES MUST BE SAW CUT
AND TACKED PRIOR TO FINAL TRENCH
PATCH CL 'B' ASPHALT TRENCH
PATCH
2' MIN. DEPTH-
OLLECTOR STREETS
3' MIN. DEPTH-
AIN ARTERIALS)
(Cm
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L)
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LLJ
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LLI SEE CITY OF EDMONDS
MODIFICATIONS TO DIVISION 9
14J b 2: 'OF WSDOT STANDARD
>
0 SPECIFICATIONS FOR ROAD,
U La u') BRIDGE AND MUNICIPAL
I-_ ON
L) CONSTRUCTION.
Li 0
SEE SPECIFICATIONS FOR
M
DOMESTIC SERVICE AND
Li A.R.V. CONNECTION
u DETAILS
< 45
a_
0
L)
1/4 PIPE O.D. MIN.
4' MIN.
PIPE BASE ALL BE REQUIRED ONLY
AS DIRECTED BY THE ENGINEER. REFE
I
TO SEC 7.10 OF WSDOT STANDARD CLASS 52 DUCTILE IRON PIPE
SPECIFICATIONS FOR ROAD, BRIDGE
& MUNICIPAL CONSTRUCTION. UNLESS SPECIFIED 13THER WIS E
.T:v
F
C.
R SIONS STANDARD DETAIL
API Mr WE -
D. GEBERT 10/6/03 TYPICAL WATER LINE TRENCH SECTION
M'M 5= W.
7/?4/M E4.5
rV?ICAL WATER LINE TRENCH SEC11ON
rE4.5
9Xdwg\xe-cov.dwg, 04/13/2005 02:12:40 PM
CURB RAMP TYPE I
7> lGrAk, �9,15
RESIDENCE
(L
0 z
CLEANOUT WITH 45* a- Z
-7 M
ND CAP
En
NOT TO EXCEED 100' BETWEEN
CLEAN OUTS
POUR.
CrTY INSPECTMN REQUIRED ON FZIRM VORK PRMR TV
ACCESSIBLE RAMP $HALL BE PVUREV SEPARATELY
FRaq CLRB AND GUTTER.
/ 7
0/,\ I
DETAIL A
SECTION A-1
BETWTABLE WAMM PATTERN AREA
SHALL ME YELLIN.
A PAW -7 --r-2--7
A
0
JAI.�JZ�j PI AN
"D7t� I M7-
ELEVATEN
SECTION B-1
DETAIL B
N 0 T Et
1. RAMP TEXTURING IS TO BE DONE WITH AN EXPANDING METAL GRATE PLACED
AND REMOVED FROM WET CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN.
THE LONG AXIS OF THE'DIAMOND PATTERN SHALL BE PERPENDICULAR TO THE CURB.
GROOVES SHALL 33E 1/8 DEEP AND 1/4' WIDE.
2. ALL CONCRETE SURFACES SHALL HAVE A BRO13M FINISH.
3. DETECTABLE WARNING PATTERNS MAY BE CREATED BY ANY METHOD THAT
VILL ACHIEVE THE TRUNCATED DOME DIMENSIONS AND SPACING SHOWN.
4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) TO BE USED AT
INTERSECTIONS ONLY. TRACTION GRID (DIAMONDS) TO BE USED ELSEWHERE.
0, F.: ..'"E. D M* -0 S '*
REVISIONS
APPRI By IMTE STANDARD DETAIL
D. GEBERT 10/6/03
D. GEBERT 03/24/05 RAMP DETAIL FOR TYPE 3,4, AND 6 RAMPS
1890-1990 DATE 7/24/01 SCALE NTS DWG NO. E2.23
RAMP DETAIL
CLEANDUT (WYE WITH C-6EIVER)
AND LOCKING LAMPHOLE
121+/-
EL
0 U?,PKING LAMPHOLE COVER
z /2 MIN.
M
_j
EM
WATER TIGHT CAP fffffflMEMw=
12" PVC-'
SLEEVE
6" RISER
4' 6' SIDE SEWER
6' WYE AND 45'
GENERAL CLFANOUT DL7AIL AND 1/8 BENI) 6" CITY STUB
4' OR 61 SIDE SEWER
12' CLEAN OUT DETAIL AT PROPERTY LINE
ASPHALT SURFACE
'1
12" LOCKING LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
MODEL #: 00366108)
PVC SLEEVE
N%lv2c- CAP
6- RISER NOTE:
SIDE SEWER JOINTS SHALL BE
_tOUT UNDER ASPHALT GASKETED
7YP/CAL CL N
OR CONCRETE
M
J..
F.;: N M, S.
-0-1,TY,
REVISIONS STANDARD DETAIL
API MY VATZ
1). GEBERT 6/16/03 SEWER CLEANOUT DETAILS
31 GEBERT 01/06/05
1890-1990 DATE M NTS bmw MM E6.2
7/24/
rE6.2 SEVER CLEMOUT
4�r
N-W-4-w- "M MW
�Z4,0991-00MM
00 WO # * W
k AW # A
*ww xw R, W"
NO, 11 4IF 11 111 1.
0, "NI , W_ , V 1 11
4--g"n-_N
W,
A A W.W. 1w.
N 0 T E:
REFER TO CITY OF EDMONDS MODIFICATIONS TO
DIVISION 9 OF WSDOT SPECIFICATIONS FOR
ROAD, BRIDGE & MUNICIPAL CONSTRUCTION
FTZLE 1 MAX. TRENCH PATCH PAY WIDTH
TRENCH DEPTH PAY WIDTH
4- 10' 60"
-
10'-20' 72
F. _N
STANDARD DETAIL
uf
v=
1890-1990
D. GEBERT
10/6/03
TYPICAL TRENCH SECTION
DWIT
7/24/01
SCALE
NTS =4.2
(E 4�2 TYPICAL TRENCH
DETAIL
FILTER FABRIC
SECURED TO 21 X 2'
14 GA. WIRE FABRIC
EQUAL
2' X 2' WOOD OR
EQUIVALENT
Cu
8'- 12'
ova
CITY INSPECTION REQUZRED LIN FORM V17RK PRIOR TO POUR
ACCESSIBLE RAW SHALL BE POURED SEPARATELY
FROM CURB AND GUTTER
NOW
y
NOTEs
1. AT L13CATMNS WHERE NEW RAMPS
ABUT EXISTING CURB, GUTTERS,
PLANTER STRIPS, AND SIDEWALKS,
CONSTRUCT NEW RAMPS TO MATCH
ADJACENT SURFACES.
2. ALL CONCRETE SURFACES SHALL
ININE aw crip.) HAVE A BRI30M FINISH.
3. C13NCRETE SHALL BE SPRAYED
WITH A CLEAR CURING COMPOUND
OR SHALL BE COVERED ANDKEPT
MMST FOR 72 HOURS.
4. DETECTABLE WARNING PATTERNS
(TRUNCATED DOMES) TO BE USED AT
INTERSECTIONS ONLY. TRACTION GRID
%AT
COIAMONDS) TO BE USED ELSEWHERE.
zw aff As
1IM&AZ I IF(pr"10
an Mu kFii_�
em
3Aw MIT At mum r TA=E WMM StEr crvp.)
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b. t�A
Qr.-..- .1"D
N
REVISIONS
MY MAI STANDARD DETAIL
10/6/03
D. GEMEWr 03/24/03 CURB RAMP TYPE 4
1890-1991D DIM 7/24/M NTS kwa No. E2.17
L
E 2.17/ CURB RAMP TYPE 4
u
8#
FILTER FABRIC MATERIAL IN
PLACE 3/4'-1.5' WASHED GRAVEL IN
UNTINOUS ROLLS. USE STAPLES
EIR WIRE RINGS TO ATTACH
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
FABRIC TO WIRE.
CD
MESH SUPPORT FENCE
11
Cu
UPP13RT FILTER FAIIFIC.
ZE)
�_'P r�'Y 130TT13M 13F FILTER
rl 12'
MATERIAL 8' TO
61 MAX.
_j
a X 2' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
--Y -0- F
C -T-
-D N ."D - S "' :
REV] IONS I
STANDARD DETAIL
31Y
DATE
FILTER FABRIC FENCE FILTRATION SYSTEMS
1890-1990
DATE 7/24/01
NTS
M E1.1
rE 1 . 1� FILTER FABRIC FENCE
Vertical Installation
SEMI
FA VA
00
IN PAI
NJ
HIM
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REFER TO LANDSCAPE PLANS
CITY INSPECTMV REQUIRED IN FORM VORK PRIOR TO POUR,
34 ACCESSIBLE RAMP SHALL BE POURED SEPARATELY
FR12H CURB APM GUTTER.
DETAIL A x
1.90M US RI am
! WAM, I
-MCA
w=
A..= MIImum
F-F--
A-IV SECTION A-1
w
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L AT UrAT=a WHEIIE NEW RAI MIT E=TM CUD IRITTM, PLAIIM Z=n, NQ
%wI rxnwm =EWAIM COaTM= NEW RKW3 'M MATCH ADJACENT SLWA=
2. ALL CONCII UWA= SHAU HAVE A NaM FDM
& C=WIT $HALL X S11I VnN A MEAR C1.01413 CONPI Wit SNALL. 3E COVERM NO
WT MW FIR 72 HUM
4 VMM PI CMINICAM NINEW 'M X USED AT STIMET CROSMININ MLY.
MVZnM GM CMAMCN= *M Z USED ELSEWHEM
I-koffhaid III S ZETMAIILE VAMW PII VAY X CWATO BY MY NETIM TIHAT WILL ACHIEVE THE
MWATO nAM ZDI AIM SPI 904K
& RW =nRM 70 K nW WrTH AN EVAIII WTAIL GIIATE KA= AM WMCVM rFM
mm� VEr COCRETEll! LEAVE A MMM PATTON AS SWWX THE LI3W A= OF ME
T4 ZAMW PI DOLL X PEVJWG=LM TO '11NE CUM 611017M Z#LL K VW DUP
DETAIL B NG L/41 WnC
r M=7�
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MIIM
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--'C4-T-Y'.':-0-F'-. -.-E-D N
M .0
REMSIONS
STANDARD DETAIL
R M3EU W/&M
D. GERERT 03/24/05 CURB RAMP TYPE 6
1890-19910 VIIII 7/24/M SrALE NTS r" 00. E2.20
=906-=4
CURB RAMP TYPE 6
PLACE FILTER FABRIC BETWEEN FRAME
AND GRATE. PLACE: '7,10' WASWED CRAVEL
TO FILTER WATER.
3-4 INCHES HIGH AROUND CATCH BASIN
STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1.1.1)
UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE.
THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING
CONTRUCTION PERIOD,
ICITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
M1.01. N
-TY F-.*.' -3
. �J.
C
REVISIONS STANDARD DETAIL
3). GEBERT 10I TEMPORARY SEDIMENT TRAP FOR CATCH BASINS
1890-1990 VA7E 7/24/01 SCALE NTS No- E1.3
.3
TEMPORARY SEDIMENT TRAP FOR CATCH BASINS
GROUND/RIIADWAY
NMD SERVICE TAP M 21ALL EE ANGLD AND N9T EIMM 22 IBM
1) 21 CIP THREAD DERJBLE STRAP SADDLE EQUAL T13 R13MAC
k,..A STYLE 202 IS REQUIRED REGARDLESS 13F PIPE MATERIAL
(D 2) 2a BRASS CORP CC X MIPT,
3) 2- Z' BRASS ELLS FOR SWING JOINT
Cl 13R DIP. 4) IPS P13LY HI-MO1_ PIPE C160 PSD DRISSCO PIPE. CONNECTION TO MAIN
SHALL BE 1-1/2' COWS AND SADDLE WITH FIORD FEMALE IRON PIPE
SIM PACK JOINT FITTING.
5) 12 GAUGE SCILID CORE WIRE (TRACE WIRD. STRIP PLASTIC AND
WRAP AROUND BRASS AT BOTH EM.
6) 2' STAINLESS STEEL STIFFENER AND 2' KEPT X IPS PAC JOINT
7) B&L VALVE (IRON PIPE SIZE) CURB STOP.
8) BACK SIDE IF METER BOX S14ALL BE SET AT THE PROPERTY LIW_
I NOTEo (METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS).
9) 2' BRASS 9V BEND
10) WATER METER- TO BE SUPPLIED BY THE CITY
.11) 2' METER SETTER WITH HIGH BYPASS EQUAL TO F13RD DRAWING
#A-95147-M VERT. IN, VERT, MT. FLANGED BALL VALVE
WITH LOCK WINGS.
12) STACK 2 PETER BOXE& MID STATE PLASTIC PETER BOXES
04S 17 X 30 X M, WITH PIS 17 X 12 DUCTILE LID WITH READER.
PLACE BACK [IF BOX AT PROPERTY LINE.
13) BRASS NIPPLE
14> 2w THREADED BRASS NIPPLE U21 LON(D
15) SCHEDULE 40 2' PVC CAP. REMOVED WHEN C13NNECTIKIN MADE
TO CUSTOMER LM
16) 4' X 41 X 81 CONCRETE BLOCK SUPPORTS.
17) Z' RESUMU WEDGE GATE VALVE (FI.P. X F.I.P.). ULFM APPROVED,
AIITfft ALL FITIM M4LL BE V= FUSE BONDED EPDXY COATED BODY AND BONNET, WEDGE FULLY
-112' PEM, ALL PARTS
IF USM I ENCAPSULATED WITH RUBBER No WITH 21 AWWA OPERATING
%4LL BE I-Vr OWT 77E 2' WEDGE NUT. EQUAL TO CL13W F-610&
11 VALVE VIM ATASS 209M 18) 2-FIECE VALVE BOX. T13P SECTION TO BE RICH 940 STYLE
18' WITH REGULAR BASE SECTION. LENGTH TO M.
- - E-
T * F .
Y
C7.1-7.
bM'C .1"D
_REV.ISIONS STANDARD DETAIL
WIRIIIII'VEN By MATIE
M GEBERT 6/16/03 1-1/2"- 2" WATER SERVICE INSTALLATION
18 0Z i 9CjID 3). GEBERT 10/6/03 VAN 7/24/M E7.6.1
�If NITS
MEMSE��
6. �6.
I 1120-r DOMESTIC & IRRIGATION WATER SERMCE
10,
R
�1 R x
PLACE SCORE MARKS EVERY 10'
1' MAX.
4
A.
DRIVEWAY WING OR CURB RAMP SLOPE
CONCRETE CURB SHALL BE NO LESS THAN 3' IN HEIGHT
CONSTRUCT OUT OF ACP PAVEMENT
L)
C
I,
--a ------ EXTEND PAVEMENT L3' MON ME FACE
CURB IF NECESSARY TO SUPP13RT
ACP PAVEMENT
EXTRUDED CURB
5/8' CSTC: BELOW ACP
EXTENSION
E 3 0
C,
REMSIONS
APPIUM w I MATE STANDARD DETAIL
IL GUM W/6/03
U GEBERT 12/31/04 CONC. E)ff RUDED CURB
- DAM 7/24/M 3CALE NTS E2.7
fill,
1 3A I
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
EXPANSION JOINT DUMMY JOINT
1
4r ;. . '' _'.
Ad
JA
.:A4
A
4* :
A
%
A
A "A. 4
10, O.C.
5' O.0
5' TO 7'
2%
f-A
A,*,,
.4
A.
:ve ... ; . -,
UNDISTURBED EARTH OR
COMPACTED NATIVE MATERIAL
FULL DEPTH 1/2' EXPANSION UNLESS OTHERWISE SPECIFIED
JOINT MATERIAL BY ENGINEER
SECTION
N 0 T E, - 300OPSI
1. CONCRETE SHALL BE CLASS 3
2. CONCRETE SHALL BE BROOM FINISHED
3. SIDEWALK THICKNESS SHALL BE 5-1/2'.
4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK.
5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK
6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS.
N 'I
REVISIONS STANDARD DETAIL
API TY
CONCRETE SIDEWALK
DAYE 7/24/01 SCALE NTS NM E2.13
CONCRETE SIDEWALK
CONTRACTOR NOTE:
DO NOT KNOCK OUT DRAIN IN
BOTTOM OF VAULT. PER
SCOTT HIGHLAND EDMONDS
PUBLIC WORKS WATER
DEPARTMENT.
H.Laa 'Nin L
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APPI vt DGE
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I 90-1991D D. GEBERT 10/6/03. VAN 7/24/01 SCALE L ULTI-FAMILY) Hm E7.8.1
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Oil 1110
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801 SECOND AWNUE SUITE 501
SEATTLE WASIiINGTON 98104
206.68ZXO FAX 343.9388
EDMONDS
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RNSIONS
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TITLE
CITY STANDARD
DETAILS
DESIGNED JjW
DRAYM KLT
CHECKED BDC
DATE 10/10/03
XE-COV.DWG
JW NUMBER 2003019
C1,3
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Xdwg\xe-DEMO.dwg, 04/13/2005 02:14:30 PM
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RIM 68.54
IE 65.9(12"CP
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CONTRACTOR NOTE
ALL EXISTING UTILITIES SERVICES
TO BE VERIFIED HORIZONTALLY AND
VERTICALLY PRIOR TO CONSTRUCTION.
CONTACT ENGINEER IF UNKNOWN
U11LIlIES ARE FOUND THAT DO NOT
SHOW ON THE PLANS.
DEMOLIT10N
NOTE:
REMOVE CATCH BASIN
SAW CUT EXISTING CONCRETE
REMOVE
CAP EXISTING WATER
F/7
LIMITS OF DEMOLITION
FOUNDATION AND MAIN
FLOOR TO REMAIN THIS AREA
m,
801 SECOND AVENUE SUITE 501
SEATTIf WASHINGTON 98104
206.68Z3460 FAX 343-93138
EDMONDS
CENTER
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BUILDING DEPARTMENT
CITY OF EDMOND.S
REVISIONS
NO WE BY DESaWM
1 04-13-0 WG/IIDC PER WY MW WYEW
'nu
DEMOLITION
PLAN
DESIGNED
Jjw
DRAWN
KLT
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DATE
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CADD FILE
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JOB NUMBER
2003019
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1 .1. , /
, _�, �;.�.
. .
b.. / / OFF STREET PARKING TO BE ; - - ... � 1, I I
6 / / USE FOR TRUCK LOADING v � /� ...... �, : ...�11 , ... , -.1 IGRAS
.1 .
.
.
+
.. . ,-.:�. ls� �'! -
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INSTAH STRAW WADDI F ON ...... �% .1 ___ - .
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:,� .. � /
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CONTRACTOR NOTE: 1� .-��!,�:i ,( ,� �: : � % .r7 / . I " IF /
;
'j- I - ,..
.
. ... ,
FI .. 1�...: Xl\\.-..k 4k, .: -
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AND WADDI F LOCATIONS AS /, . � -
��:e�j " .' *1 I-
I / I'll _..
T ESS. THE V%', � "' ��:�, ,_, . *: -
...
:� .:..,
LOCATION SHOWN FOR THE /_ � . ,- �!!�:11
/. �.,-� x : � - /
.. .
.....
�
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DEMOLITION WORK PHASE. .:.,.:., - \ . �,VL�:'__ ...: __�, \
I
I - /', !. 40. ,
/ .1
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. I I
I 1, wi \_11, - 11
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1
EROSION CONTROL NOTE: � �.. '0-� I
�+ J-�, ,
THE CONTRACTOR WILL BE USING .. � ..'. 1_�
I � TIR .1
I.: V-, % ,
1.
..
(2) ESPM FIXED AXI F TANK BAKER I-- . �
.. I e
TANKS (SMOOTH WALL LODI VERSION). \ ��i
. /
.
,
DURING BUILDING DEMOLITION AND ,:. ! �
SITE GRADING. ALL RUNOFF WILL BE -11 , . , . . . . . . I/ \
.... I I
G RELEASED. I.: 11 0 . I
0 ," 'i \ � Vp,
1.5HP SUMP PUMP ."o- '. / - �
'It" ::; . I
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PLAY
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0 EXISTING CONTOUR
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AH DISCHARGES MUST MEET WATER QUALITY CRITERIA 1:��., - I 1zP .. 11 / / / /
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THEIR WATER QUALITY STANDARDS FOR SURFACE WATERS
OF THE STATE OF WASHINGTON AND THE PARAMETERS
SET FORTH HEREIN. SAMPLING AND TES11NG FOR THE
PARAMETERS LISTED BELOW ARE REQUIRED AT A I&
MINIMUM.
TURBIDITY - DISCHARGE TURBIDITY MAY BE NO GREATER
THAN 5 NEPHELOMETRIC TURBIDITY UNITS (NTU) OVER
CKGROUND IS LESS THAN 50 NTU-
RBIDITY MAY NOT INCREASE BY
MORE THAN 10% WHEN THE BACKGROUND TURBIDITY IS
ACKGROUND TURBIDITY FOR
THIS PROJECT IS 45 NTU.
PH - BETWEEN 6.5 AND 8.5
DISCHARGE RATE - NO GREATER THAN 150 GPM
D FREQUENCIES ARE AS FOLLOWS:
PARAMETER FREQUENC SAMP
TYPEZMEMiQI2
DISCHARGE -VOLUM DAILY PUMP ES11MATE OR
METER .
PH DAILY
DISCHARGE POINT AND THEN MEASURE
TURBID DAILY GRAB FROM
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NV71 rz rn RIM 69.06 11 , ,,, , 1r: 77') it' 9"CP N) IE 74.3(8"PVC NW)
RIM 66.09 RIM 65.14 NIM 01+.tjz) r"11vt u . Ir- /,-).fku r- I .
IE 55.2(10"CP E) IE 61.7(12"CMP E) IE 64.0(6"[P W) IE 64.7(6"IP W) IE 63.1(12"CMP W) BOTTOM @ 72.8 -� IE 71.8(12"CP W) IE 74.6(4"PVC E)
IE 55.1(12"CP W) � IE 61.5(10"CP N) IE 64.0(12"CP E) IE 72.2(12"CP S) BOTTOM @ 73.5
IE 55.5(6"CP NE) IE 62.1(6"CP NE) IE 63.2(8"CP S) IE 72.5(8"CP E)
v BOTTOM @ 58.9 BOTTOM @ 61.6 IE 72.7(6"CP NE)
IE 72.4(6"CP SW)
I/- /-5.
j e 4 2. 221" S Cri I E D U L E 4 G
-A IF ' 3. :5.
1 1/2- SCHEDULE 40 FOR SPRAYERS
r- 1. . ) 1.
-7-
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-1
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-
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1 \-6.
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I
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1 ELEVATIO
I r- 18, -1-L .
if 4 t I
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SECTION A -
NOTES:
1. TEMPORARY CONSTRUC11ON ENTRANCE
. 2. 3- TRASH PUMP WITH FLOATS ON THE
SUCTION HOSE.'
3. NOZZLES:
'
4. 6" SEWER PIPE WITH BUTTERFLY VALVE. BOTTOM ONE IS A
DRAIN. LOCATE TOP PIPES INVERT 1' ABOVE -BOTTOM OF WHEEL
WASH. .
1
5. 8'x8' SUMP WITH 5' OF CATCH. BUILD SO IT CAN BE
CLEANED.
1
6. 6" SLEEVE UNDER ROAD.
WHEEL WASH
\1 NO SCALE
801 SECOND AVENUE SUITE 501
SEATTLE WASHINGTON 981
206.682.3460 FAX 343.9388
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3UILDING OEPARTMENT
CITY OF EDMONDS
REVISIONS
F-ft DAIE
� .
BY ___
1 04/13/05
-
WPG/BDC PER CITY 1ST REVIEW
-
2 07/01/05
KMC/MC PER CITY 2ND REVIEW
-
A 7/1/05
WPG/BDC PERMIT REVISIONS
.
- -
- -
TY COMMENTS
- I
.
-
.
-
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EROSION
CONTROL
11111111111111111�
DESIGNED -
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CHECKED
BEIC
DATE
10/10/03 .
CADD FILE
U: \LDD\2003019\DWG\XE-GRD-dwg
JOB NUMBER
2003019
C2,1
"I"""
U:klddX2003019\dwg\xe-GRD.dwg, ERO-C2.1, 08/31/2005 09:05:01 AM
SSMH
RIM 46.86
IE 37.61 (10"C N & S)
A SDMH
RIM 47.07
IE 41.77 (6" TRAP N-WATER LEVEL)
I I
E 42.6 (6"C SE)
SDMH
RIM 47.64 INLET
IE 42.0 (15"C NE & SW) RIM 46.63�
iE 43.1 (10"C SE) IE 45.5 (6"C NW)
UP CB
RIM 47.00
C' A A A I N'f' KIM
74
72
70
68
66
64
62
60
58
56
54
52
TUH.MEV
50.00
WESTERN
DRIVEIA-Y _E X 161 U ulm;l m 4
Mimi
ONERMA"A
-m-m-0a"-w. -mm
IiiimiiiI w 6-111 Z lei ffel.,J
-0,
��M
9-0
=00
0 0 0 4 IE a m ftow-i2l d1_0
A
1:141-14:11
swel .17A 11
0
I \ / / x- m I 0+_00
EV
04� CAUTION: SANITARY SEWER
CB#1 TYII-48 0 CROSSING
W/SOLID LID ASSUMED IE=38.75
RIM=47.85± CONTRACTOR VERIFY PRIOR
IE=42.53,15" TO CONSTR UCTION
IE=42.53,12"
0+50 1+UU 1+0U
- N89*4832"W 168.00'
0
0
PARCEL,C
00
N IAII�HT
PARKING LOT PROFILE
SCALE: 1"=20'HORIZ
1 "=1 O'VERT
0 00
CB#2 TY I SEE STORM OUTFALL
RIM = 48.5± PROFILE ON LINE 2-STORY & BASEMENT 3::
SHT C2.4 25LF-ROCKERY 0 PATCH EXIST
MATCH GUTTER WOOD BUILDING
0 1 ASPHALT. MATCH IN
GRADE MAX. HEIGHT 2.5' Cn � >
56.5LF-12"SD . \ i KIND. 0 H E LIMITS OF EXIST. CURB REMOVAL
0 3.49% IE=44.50 SEE DETAIL ON SHT. C2.4 - - - - - - - - - - - - - - - - - B & GUTTER
1 -STORY HOUSE UP
I TOP=58.00
CAUTION: WATER/ CRO IkG 2-N SDMH
SA)NCUT AND REP CE OTTOM=56.0 RIM 68.54
STO PlPt-
PROPOSED 12 R
E
C
L L U
ASPHALT AND CON RETE IE 65.9(12"CP E)
W LK
TO CROSS UWIER E 412
WALK. M TCH IN/ K IE 66.0(12"CP S)
- - - - - - - IE 66.3(8"CP W)
WATER LINE./
. �ONTR CTOR RIM 67.71
VERIFY FIIJ� LOCATION &
P L
IE 66.6(8"CP E) T O/H E&T&TV
N, 2 Nw) [� , - --- I
EIEVATIOrj PRIOR TO p N 3 "W
e''PVC 9 -48
BOTTOM @ 65.1
CONSTRLXMON --- - - - - - - - - - - - - - - - - - -
NEA SSMH
BENCHM RK "A" 4z :
LEVATI N 50.20 SAWCU-r-., EDGE OF EXISTING U RIM 68,76
PATCH EXIST ASPHALT
LINE 3 2' 4:�PHALT TO REMAI�I/ B IE 60.3(8"CP E)
WHERE EXISTING 'A
CB #6 Ty 1 !6) WAS. MATCH IE 59.4(87CP N&S, CTR CHAN)
L
RIM =66-5+
-rAl I KIMAI '7'
T11\D n 9-K mic�
E X I S TT-`ff0 C K E R Y -10 ___r
RELOG&KTED BEHIN' 2. §bLF
Po�tRTY LINE. TC
5E� DETAIL 0 H_T� i v TC
IL 0
A "CC ES3 SS M H
TE=56.3±
DETENTION VAULT
INSIDE DIMENSIONS: Tbp=b3.0
9 1 1
9
MR125016ye
18(W)x 33(Qx 8 �kd B�TT�M=51.,
w=5j8
1 00yr overflov 90
MAX. WTR. SURFACE
IE=46.00, 12"out
IE=52.00, 12- IN
BOT. IE =45.50 OP=53.0
'T/ 22LF-12"0 5.32%
STORMCEPTOR 2400
(WATER QUALITY) 4LF-12"02.3%
RIM=58.50
IE=53.25 (12-S) 7.
IE=53.17 (12-NW) \000
INSTALL 24.38' loo
WIDE DRIVEWAY n
PER CITY STDS
CB #3 TY I
RIM =56.87
IE =53.50
CONTRACTOR NOTE:
DO NOT CONNECT ANY
BUILDING FOOTING DRAINS TO
THE DETEN11ON SYSTEM.
U:XIdd\2003019\dwgVe-GRD.dwg, GRD-C2.2, 08/31/2005 09:06:07 AM
F
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56.g9,5 Ic 4- ff- 7 r UV IE 68.9(6"PVC E) SE DETAIL &4.2\�
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6"R F P7/0 Z_
IE 69
6 45 7.4 'L
\2 r,7 55 0*3
16 r6o (93 BEGIN CURB & GUTTER
Ts MATCH EX FLOW
ee
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NE"UIL G A ITIO I RIM 70.05LINE GRADES
1 0
IE 69.0(8"CP S)
.4 CD
V)
A 'A 68.64 CONNECT NEW WALK TO
A A EXISTING. MATCH GRADE. INSTALL CURB
UJI
RAMP PER CITY
A
STDS.
8.1
L C, F #1
ANOUT MULTI STORY
MASON Y BUILDING
IE=64.25
LL . , ..t - _ LLJ
52,156 SQ.FT.
CONNECT NEW BUILDING
>
ADDTIO
N FOOTING
DRAIN TO EXISTING
FOOTING DRAIN.
HIG POINT FOR CUTIN NEW CURB
0
SEA LL U�;E�_\ 68.55 ISLAND. REMOVE ASPHALT
FROM CENTER.
0 MATCH EXIST GRADES 1�
)42
68.40
NEW SIDEWALK CROSS SLOPE (10
TO VARY. MAX CROSS SLOPE
.:*A
2.076. CONTRACTOR TO
COORDINATE CONCRETE SEATWALL
C
GUTTER SLOPE WITH NEW SIDEWALK v
Nil
CROSS SLOPE IN ORDER TO
2
GRAPHIC SCAIE
.0 0 10 20 'to 8;
MINES
( IN FEET )
I inch = 20 ft.
EXISTING CONTOUR
RIDGE LINE
---- R
EXIST. SPOT GRADE
NEW AC PAVING
PROP. CB TY 11 W/ GRATE
PROP. CB TY 11 W/ LID
0
PROP. CB TY I W GRATE
IN
EXIST. CB TY I
Im
EXIST C13 TY 11
Q
AC PAVING
x x
FLOW DIRECTION
_<
DETAIL REFERENCE
DETAIL REF. #
REF. SHEET #
LIGHT
2" ASPHALT PAVING OVER
3" COMPACTED ASPHALT TREATED BASE,
OR 4 COMPACTED CRUSHED ROCK BASE
OVER 18" OF STRUCTURAL FILL
ON SITE PAVEMENT SECTION
NOTE: NOT TO SCALE
FOR COMPLETE PAVING AND COMPACTION SPECIFICATIONS, SEE
SOILS REPORT PREPARED BY HART CROWSER.
z. .".:. : MAINTAIN POSITIVE DRAINAGE. Q.) I I DA7VH R&EV
0
0 65.00
SEATWALL WITH 0-) 1 OVH E&T&TV
SSMH THROUGH -CURB PORT
RIM 64.79
�7_
IE 58.8(6"CLAY CTR CHAN N-S)
SSMH
IE 59.3(6"CP NW) 68.64 RIM 73.18
'CP NW)
IE 59.4(6"CP E)
j. T L IE 67.7(6'
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
IE 69.5(6"CP NW)
0 IE 66.6(8"CP E&S, CTR CHAN)
:A" � : - / I I I I
f
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zi
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TING DRAIN
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I M 6 8.31 IE 66.8(4"IP N , CAPPED)
OP 4"IP 65. - - - - - - -
IN CONC BOX DIRT @65.0 74
72
70
68
rF-- _j N, > 66
_j CI 64
RIM 68.8
IE 67.8(4"[P N, CAPPED) 62
m
DIRT @65.5 PARCEL C DAMM MEV
60.00
MULTI STORY 00
1khAOn ADVMHII nIKIr_
74
72
70
68
0+50 0+00
EASTERN DRIVEWAY PROFILE
SCALE: 1"=20'HORIZ
1 "=1 O'VERT
.0
�Eg
E m 0 -mm F
IN MR
0+00 0+50 1+00
4466 SQ.FT.
PARKING LOT PROFILE
INSTALL CURB
RAMP PER CITY SCALE: 1"=20'HORIZ
STDS. f - - - - - - - - - - - - - - - - - - I"=10'VERT
FOR TRENCH BACKFILL v
REPLACE WALK
AND PAVEMENT SECTION 0 AS REQUIRED. S,89 *46 $ 0 5'�W _�4 .79'
SE DETAIL
APPROVED FOR
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RIM 65.96
IE 61.3(10"CP S) 7 8" D.I. m RIM 75.26
IE 74.3(8"IP W)
D. 1. W
iE 61.2(10"CP NW ERLA 8" D.I. W
AS R
S89'46'05" 6 .71'
> SSMH
10 SS - - - - - - - - - - - - -- - - - - - - - - - - - - 10"SS
-16 RIM 76.28
< IE 65.3(8"CP CHAN N)
All 0 VRFAC M'ONUM NT w
3- ALE STR T f3fzKs, IE 65.2(10"CP CHAN W)
cli 5R�� DISK JPUNC
IE 66.0(8"PVC TO ELBOW S)
AS(R) IE 67.4(8':PVC CAPPED)
IE 68.6(8"IP SE)
O/H E Eg 0 E) A+- E- _21/1-LE&T 1 -0 /H E&T&TV
00-01
CitIlEngineer Date
1+50
Call 2 Working Days Before You Dig
1_QfV)_A0A_r%r%r%9
I %JWW �T&."Or I
Utilities Underground Location Center
(IDlv1TND,0RWA)
!F111111'
A all I
I w, ImIll N&I
801 SECOND AVENUE SUITE 501
SEATTLE WASHINGTON 98104
206.682.3460 FAX 343.9388
EDIm "ONDS
CENTER
FOR THE
A DTS
F\I
ID
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BID SET
18 JULY 2005
RF.sus
AU IS 3 12 02 �`;
SUILDING DEPARTIVIEN7
C17Y OF EDIVIONDS
REVISIONS
ND DME BY DESDWT4N
1 12/04/03 GLD ADDED S17E SECTIONS
2 04/13/05 WPG/BDC PER CITY 1ST REVIEW
8/28/05 WPG/BDC CITY COMMENTS
8/30/05 WPG/BDC CITY COMMENTS
'nu
GRADING AND
STORM DRAINAGE
PLAN
DESIGNED JjW
DRAWN KLT
GiECKED Jjw
DATE 10/10/03
CADD FILE U: \LDD\2003019\DWG\XE-GRD.dwg
JOB NUMBER 2003019
C2s2
HIM 4/.04 1NI FET
IE 42.0 (15"C NE & SW) RIM 46.63
IE 43.1 (10"C SE) IE 45.5 (6"C NW)
UP
O� C6
RIM 47.00
E3 IE 44.9 (10"C NW)
EV
CON7RACTOR NOTE -
EXISTING WA LINE
TO BE PLUGGE R ,9 > 3
CAPPED.
STOP
SIGN
4
0
=M= N07L
EXISTING WATER UNE
TO BE PLUGGED OR
CAPPED.
""'USE
I -STORY PO
f
M 33
"C
0
.2
N`A
BRICK
BBQ
BENCHM RK "A"
r_LE_vA11?N 50.20
Sit
0
f
gtx4sTING
CROS
FA R E H R T
D AV N
4TH AVE"
CON7RACTOR NOIE-
4
EXISTING WATER LINE
FOR BUILDING FIRE
A
04�'
00
Lo
SYSTEM TO BE ABAND
REMOVE GATE VALVE
2
MAIN AND INSTALL
1-BLIND FLANGE, FL
W/ CONIC. BLOCKING
N
7
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v
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ul
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7
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SS
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0
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0
Zak
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ON
S H i"eg
SM
RIM 64.79
1E 58.8(6"CLAY CTR CHAN N-S)
IE 59.3(6"CP NW)
IE 59.4(6"CP E)
REMOVE EXISTING SINGLE CHECK
ASSEMBLY AND VAULT. CAP EXIST�ING A"
SUP -PLY LINE.
CONNECT NEW 6" FIRE LINE
TO BUILDING LINE. VERIFY SIZE
W/ FIRE SPRRINKLER DESIGNER.
1-6" DOUBI E DETECTOR
CHECK ASSEMBLY PER
CITY STD. E7.8 & E7.8.1
DO NOT KNOCK OUT
DRAIN IN BOTTOM OF
VAULT.
N89*48 32"W 168.00
0
10
r-
13�: PARCEL C
1 00
T
2-STOM,/ & SASEMEN
WOOD BUILDING
///ZZ///ZZ/////ZZI
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M
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GRE NHOUSE GRAS
0, S. OF
RI VE &\ ARKIN�\ R14 67.77`I`�#
------ �_\ N *48'3 9vv CP E)
BO M @ 65.1
4,7-0 24"
k1l N 16 Er_`,.1 2'
ASS
A .
.6
54 7
14
=MAC= NOW. -
EXISTING WATER TO
BE ABANDON AND
OR REMOVED.
-65
m
M.
6m.
38LF-6"SS 01.45% ssco
RIM 8.2
IE =62.4
E6.2
INS LL 1�' IR%9ATION
WAiR METER NTH
UBLE CHECK VALVE
NSSEMBLY PER CITY
STD. DETAIL E7.6.1
5LE---2"' SERVICE LI
<0 i BACKFLOW PRE N FC
IRRIGATION M R.
1-1 - AQ
IN LL A 2" RID
OVE C.,ROUND E IND
THE DOMESflC ATER
METERIN A ATED HOT 4 BEND,MJ
BOX. PEP STANDAqDSA_-C C. BLOCK
"_�2 1'61 L F- 4
n
D.I. >.
18.5LF-6"
1-4" 90' BEN , MJ
��CONC. BL K
,2
OZH EL---'
SDMH
RIM 68.54
IE 65.9(12-CP E)
IE 66.0(12"CP S)
IE 66.3(8"CP W)
10/H T
W C7&T&Tv
-- - - - - - - - - - - - - - - - - - - - - -
- -
SSMH
RIM 68.76
IE 60.3t8-CP E)
IE 59.4(8"CP N&S, CTR CHAN)
GAS
4�
t51,111
-4
d
CB
RIM 69.98
IE 69.1(8"CP E)
0+00
4.
UEAU END"
EXISTING INLINE VALVE
Tn PP Pf7KAr)\/Pn
RIM 70.40
IE 65.6(8"CP SE)
IE 63.1(8"CP N&S, CTR
CHAIN
)CUT
IN NEW VALVES
PARCEL
1 -TEE, FL
B3-RESILIENT GATE
VALVES FLxMJ
TO
OBENCHMARK "C"
1-CONC. BLOCK
A
ELEVATION 72.47'
1-90*BEMD, MJ
��_Jp
Lt�rll
U
0 E&
6 " C. I. W
Q H E&T&TV
1 SLEEVE, MJ
CH S -WAL
CONTRACTOR TO VERIFY
6B
SIZE AND LOCATION OF
RIM 70.
CONNEC T`ION PRIOR TO
<
m
JE 69.6 6 P EXISTING ANY CONSTRUCTION.
Ll
BOTTOM 57.9 FIRE
HYDRANT
1-
GL
N
JA-A
11
��
-
-
59LF-4"
110 B ABAN ON I I I - 1 4 /
A* '4
m
* . ' - - -6 -
7A
-�d
;41A
H #1
=65. 4..
6�_ N E LI Z_
UT) o ERV
603 72.7 OC)
TO DG.
ro FINIS FLOOR
D ES11 2"6*' 22 BEND, MJ
EEI 411M
C� 2-CONC. BLOCK
3 iA R S ICE
BLD
4NEC- �XIS�NG V)
En
lu OD
INU Zi =yV
4
"Al
MAIN. R Z
R y - I A
IF ILI
Z A CD 53LF-6" FIRE WATER 4
RIOR IN C14 QR
Vol
'ULTI STORlY
rR LINE. CONTRACTOR TO
A
4 VERIFY PRIOR TO CONST.
MASIONRY BUILD
#A S
x 12"
A
T,
t� Aq.
15
4:
JT_
Un A
.10.
A'
STON STRUCT RE
6 WITH PLA
A UE A
SEE SHT C2.4 Nk
: - 'd : 4.
FOR PROFILE OF
i x1 YE
NEW SEWER MAIN
A
N
R
CONNECT TO EXIST.
4
SEWER MH
IE,(8*out)=58.8± A
-M IE,(8"in) =58.9± 0
itERU A CHANNEL EXISIING 4'
wq,
MEANHOLE TO ACCOMMODATE
A.
NEW CONNECT]IONI.
72.72
A' FINISH FLOOR
1 DE co
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
A
01
.4 4
A
�,q 4:
I' A
GRASS
MH GRASS CI
RIM 68.30--J 4
I M 6 8.31 4
IE 66.8(4"IP N, CAPPED)F
OP 4"IP 65. IE 6. 7/3(rCP//N)
IN CONC BO
DI 4
4 <
ko 4 X1 S vi
D
0
A .
1513 FL R Pd _j
4-- <
2 "A _17
n
:A M .8 MET 1HAND""'
N CA E R k
PARCEL C
191 5 RT I
t 0 1 L1 r"
;Ii - . I METAL
W-8 -
Ami,
NX411 "111w,
j
SDMH
RIM 70.72 CONTRACTOR NOTE:
z S FA E MO qUMENT IE 66.7(12-CP N) EXISTING WATER SERVICES
nm,a H IE 66.7(12"CMP E) FOR FIRE AND DOMESTIC
/Pu
E 66J�(8"CP S) TO BE REPLACED. REMOVE
a BOTTOM @ 65.5
6flOr 1_7�_��7�1_ AND REPLACE EXISTING
"am
METERS AND VAULTS.
STOP"STR EET
CB
RIM 70.96
I . (� �CM P �NW)
IE 68.9(6"PVC E)
IE 69.0(4" PERF E)
INSTALL 2" IDOMESTIC
CB
IM 70 05 CITY STD DETAIL
IE 69.0(8"CP S) E7.6.1
-A,
43LF-2" SERVICE LINE
8LF-4" D.I.P.
L_u INSTALL 1-4" CAP
A W 2" THREADED HOLE
FOR METER SERVICE
CONNECTION.
1-6"DOUBLE DETECTOR
CHECK ASSEMBLY PER
CITY STD. E7.8 & E7.8.1
DO NOT KNOCK OUT
DRAIN IN BOTTOM OF
VAULT.
Y :1�. PROVIDE A 2' WIDE BY
U A 4' LONG x 23DEEP WASHED
ROCK TRENCH FOR LID
DRAIN.
LM"
0- OIH E&T&TV
SSMH
RIM 73.18
IE 67.7(6"OP NW)
IE 69.5(6"CP NW)
,��N 4
JE 66.6(8"CP E&S, CTR CHAN)
R
41
4
J
D
RAILING -
PROVIDE A 2' WIDE BY 0
4' LONG x 2'DEEP WASHED 4,� Y J DI 72.60
FINISH FLOOR;
ROCK TRENCH FOR LID
DRAIN. 10 R L
GRAS 4
CUT IN CONNECTION 7
1-8"x 6" TEE, FL
K
4
.18" GATE VALVE, FJTWJ
w FDC
1-6" GATE VALVE, FLxM
1-8" ADAPTO DD 11� 1 1 C 23LF-6" D.I.P. G ASS GRASS EXISTING
x S,89-4b Ub'\W �!Dlq 79'
"STOP"
A
11-8" SLEEVE PIV VVV0VV ' -7-/ . ') u FIRE HYDRANT
-8" NIPPLE S 16" DEiC
UE
A A
�4 A
P
-1v /H I &TV
1-CONC. BLO
I H T&TV -tip I -QLH -T&TV a lj� 4- d
SDMH IZ
RIM 65.96
IE 61.3(10"CP S) m RIM 75.26
IE 61.2(10"CP NW 8" D.I. W _8" D.I. 1 8" n I w IE 74.3(8"IP W)
1�j XIS"Ifll G
FIRE YD ANT S89*46'05" .6815.71'
1 'SS > SSMH
0, F
1�3 RIM 76.28
< I-_
===�> 0 1 �URFAC�-KrONUMJENT Lu JE 65.3(8"CP CHAN N)
ALE STR T 9�1 IE 65.2(10"CP CHAN W)
C14 J3R;6rST DISK WrPUNC IE 66.0(8"PVC TO ELBOW S)
- - - - - - - - - - - - - - _"X GAS(R) 0 IE
IE 67.4(8"PVC CAPPED)
68.6(8-IP SE)
O/H E G_ A+- E- I/H F&T 1 -0 H E&T&TV
u,, ri r-
4 ":A
A.
A 4
7
77
"STOP" A
S Op" 1 1, 4
BENCHMARK "B" 11 ALEY/6TH AVI)'
KAW czr)kAw LCI SDMH ELEVATION 69.59' CI SDMH CI
RIM 66.09 RIM 65.14 RIM 64.95 RIM 65.60 RIM 69.06 RIM 74.91 RIM 76.10 -CP N) RIM 75.69
IE 55.2(10"CP E) IE 61.7(12-CMP E) IE 64.0(6"IP W) IE 64.7(6"IP W) IE 63.1(12"CMP W) JE 73J(15"PVC N) IE 72.1(12 IE 74.3(8"PVC NW)
IE 55.1(12"CP W) IE 61.5(10"CP N) HE 64,0(12"CP E) BOTTOM 9 72.8 HE 71.8(12-CP W) HE 74.6(4-"PVC E)
IE 55.5(6"CP NE) IE 62.1(6-CP NE) IE 63.2(8"CP S) IE 72.2(12 CP S) BOTTOM @ 73.5
BOTTOM @ 58.9 BOTTOM @ 61.6 HE 72.5(8-CP E)
HE 72.7(6"CP NE)
HE 72.4(6-CP SW)
2
GRAPHIC SCALE
t Man-wff aninsonow BEEN]=
( Elf FM
I iuch = 20
ft-
LEGEND
PROPOSED CONTOUR
-65
EXISTING CONTOUR
RIDGE LINE
---- R-----
EXIST. SPOT GRADE
NEW AC PAVING
PROP. CB TY 11 W/ GRATE
PROP. CB TY 11 W/ LID
PROP. CB TY I W GRATE
EXIST. CI3 TY I
EXIST CB TY 11
AC PAMN�G
FLOW DIREC11ON
DETAIL REFERENCE
DETAIL REF. #
��. �4 REF. SHEET #
MRIIIIIIII=Imw
mmmmm 111111311111111
mmmmmm
I CDCWff BIM= SWILL X OW IN nAM 40 IAVE A XDM
a V4 SDIVE I= BEARDS AGW TIE FITIDS
RM D&L BM AWW MDO DLY AO MU ME VXAR IF
5, OMPAM SALL DIST&L MODMIG AMKATE M VMUAND FULL.
TIM K=URE AS VELL AS TO 0"MISLY WMUW WMTDUL
pmw Ww N.L Mam IF SRVIM
RMX MY BE REIIM WITH USE IF MMM JM AMW
N.J. "D - S
C: I T- -Y- M .0
STANDARD DETAIL
CONCRETE THRUST BLOCKING
7/24/01 1 3= um mm E7.9
1/4' RAKE PER FOUT FROM
GROUND LEVEL
STORZ ADAPTER
z
TRAFFIC SAFETY FEATURE. -
BREAK 13FF FLANGE, NUTS-\
AND BOLTS.
CP
=71 /-SMEWALK BASE C13LRSE
3' x 3' x 3.5' THICee�'� USTABLE
C13NCRETE PAD AROUND HYDRANT WEDGE VALVEI VALVE
r RESTRAINED JOINTS TEE WITH FLANGED
/ OR TIE R13DS /_� C13NNECTMN FEIR
0
111 A 10 - LIN Is
HYDRANT VALVE
- F E" fNNECTION
IZ,,,, LUNMST_U`RBEDEAfZTH ZHY.ANLT CO=C. PIPE TO
CY WASHED �V,r KINU ROCK BE DUCTILE MON CLASS 52. ANY
WITH FABRIC CLM14 ABOVE INTERMEDIATE JOINTS T13 BE
RESTRAINED
T14RUST BL13CK
N 0 T E S ,
L HYDRANTS AND ALL MATERIALS TO BE IN ACC13RDANCE WITH CITY OF EDMONDS
APPROVED MATEIZIAL LISTINGS.
HYDRANTS SET IN CDNCRJ�IE REQUIRES AN EXPANSION STRIP AROUND HYDRANT
BARREL. IN A=TION, THE INSTALLATION [IF THE HYDRANT 13N PRIVATE
PROPERTY SHALL EQUAL 13R EXCEED STANDARDS SET F13RTH FOR THE INSTALLATION
13F PUBLIC FIRE HYDRANTS IN THE CITY 13F EDMONDS.
3. PROVIDE F13R VEHICULAR TRAFFIC PROTECTION.
4. ALL HYBRANTS SHALL BE PROVIDED VrTI4 (2) ZL/r HOSE NOZZLES AND
(1) 4-1/2' 14ST PUMPER NOZZLE WrTH 4' STURZ QUICK COUPLING ADAPTER
5 STEAMER PERT SHALL FACE THE STREET 13R ROADWAY FOR FIRE ENGINE ACCESS.
6. THREE FOUT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT
WHEN PLACING LANDSCAPING OR ROCKERIES (ETC).
7. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELL13V
e. C13NSTRUCT 3' X 3' X 35' THICK C13NCRETE PAD AR13UND HYDRANT PIPE-
F_
STANDARD DE7TAIL
A GEBERT 6A6/03 FIRE HYDRANT ASSEMBLY
7/24/01 = hil.1
REVISED 4/1/03
APPROVED FOR
o7FrFnqineer Date
A
801 SECOND AVENUE SUITE 501
SEATTLE WASHINGTON 98104
206.682.3460 FAX 343.9388
EDMONDS
CENTER
FOR THE
ARTS
/0
RES 112/01/474��
PERMIT REVISIONS
4 APRIL 2005
1 J U LY 2005
R 0z
r-,
JUI 20 '005
SUILMIG DEPARTMENT
CITY OF EDIVIONDS
REVISIONS
NO DAIE By DESaWM
1 .04/13/05 WPG/13DC PER CITY 1ST REVr-:'.k*
2 07/01/05 KMC/'BDC PER CITY 2ND
7/1/05 WPG/BDC PERMIT REVISIONS
'nTLE
UTILITY PLAN
DESIGNED w
DRAWN KLT
CHECKED BDC
DATE 10/10/03
CADD FILE U: \LDD\2003019\DWG\XE-GRD.dwg
JW NUMBER 2003019
C23
UAIdd\200301
D.dwg, UTL-C2.3, 07/18/2005 10:15:25 AM
RM nANGE Ot
DKIM SUE PPE b
RN FLMGE A c c
Eg-FLANGE A
CAPP9 CROSS CROSS TEE VRLUG
b
b C
-4 b
TEE CAP 90, Ku
b d d
D D
4 BEO 22-1/2'KH B-1/4' BEND
ww
THRUST ECK TABLE t BE&qX 4wA w c3cRM MW UM EM MD P2 P=URE AM
ML BEAM AW AGMT =M� WE ML BEAME I= IT um Pam PER Sam W.
P AWAS mW w ADMTEB FUR UM UE SM, POMMS, 40
SmL QuaTm
DATE 10/10/03
CADD FILE U: \LDD\2003019\DWG\XE-GRD.dwg
JW NUMBER 2003019
C23
UAIdd\200301
D.dwg, UTL-C2.3, 07/18/2005 10:15:25 AM
RM nANGE Ot
DKIM SUE PPE b
RN FLMGE A c c
Eg-FLANGE A
CAPP9 CROSS CROSS TEE VRLUG
b
b C
-4 b
TEE CAP 90, Ku
b d d
D D
4 BEO 22-1/2'KH B-1/4' BEND
ww
THRUST ECK TABLE t BE&qX 4wA w c3cRM MW UM EM MD P2 P=URE AM
ML BEAM AW AGMT =M� WE ML BEAME I= IT um Pam PER Sam W.
P AWAS mW w ADMTEB FUR UM UE SM, POMMS, 40
SmL QuaTm
75
7C
6
5
DATUM ELEV
50.00
58
56
54
52
50
48
46
44
42
40
38
PROPOSED GRADE
_j
-EXIST. GROUND
6"ROO:*
0
DRAIN
1
VROOF
DRAIN-/
-------
129LF - 8" P�C
3034 SDR 35
138LF
6" PVC 3034-
SDR 35
RECHANNEL
@ 1.10%
MANHOLE
@ 1.38%
L0
co
10
(0
to
4
(0
P_
L6
to
o6
0)
0i
C�
C�
C14
to
to
10+00
10+50
STC 2400 Precast Concrete Stormceptor
(2400 US Gallon Capacity)
(Disc Design)
STORMCEPTOR COVER AND GRATE
32."0
GRADE ADJUSTERS TO
5"
SUIT TINISHED GRADE
8" 3 C
STEPS
7"
0
VARIES
SEE NOTE #3
A4
1, 30"
)M I [E-T
INLET OUT:� -
IE=53.25
T
8t'
18"
21
44'
15"
24"
�_8"O DROP PIPE
60"
WITH TEE
96"0
10 "A
;.::
SECTION THRU CHAMBER
NOTE
1. FLEXIBLE CONNECTIONS ARE RECOMMENDED AT THE INLET
AND OUTLET WHERE APPLICABLE.
2. COVER TO BE POSITIONED OVER OUTLET AND VENT PIPE
3. THIS IS A GENERAL ARRANGEMENT DRAWING. CONSULT LOCAL
REPRESENTATIVE FOR SPECIAL CONDITIONS.
4. INLET DROP PIPE WILL BE EITHER 8'0 OR 12'0 WITH A 8"0 ORIFICE PLATE
5. ALL CONCRETE JOINTS HAVE RUBBER GASKETS THAT CONFORM TO ASTM C 443
6. U.S. PATENT NO. 4.985,148
ISEM PROFILE
Sca1e:H=1'=20' V=1"=5'
SEE NOTE #1
I v'
0 U T ELUT
_RUBBEF
GASKET PER
ASTM C 443
(TYP.)
4 - t--- R I
-OUTLET
ENLARGED
CONNECTION DETAIL
17
PLAN
DESIGN SPECIFICATION
1. ASTM C 478
2. ME WEIGHT 12.82TONS
STC-2400
REVISED 10/96
STORIVICEPTOR 2400
D I
C2.2
U:\Idd\2003019\dwg\xe-GRD.dwg, PRO-C2.4, 08/31/2005 09: .
COLD JOINT
ATTACH CHANNEL
W/,#3 REBAR
HORIZONTAL
q
#4 REBAR 12- O.C.
31v b_LR
#4 REBAR 12" O.C.
F-4 WOKCM
GRATE MUST BE
RATED FOR H20
LOADING
2
OVERFLOW ELEV.
co
30 T3 PROVIDE DETENTION F471
& OIL SEPARAnON
PER PLANS
Z
75
70
65
55
OUTLET PIPE
12"0
INVERT ELEV.
46.00
R -TRICTOR PLATE WITH
1'�ESTRICTOR PLATE WITH
0 IC S I
ORIFICE AS SPECIFIED.
IC SI
5/8"0
FICE SIZE
A STAND PIPE DETAIL
MAX. W.S.
53.00
ELEV.=52.75
CRESTED WEIR
D=12"
L=03'
P=6.75'
H=0.25'
SEE DETAIL RIGHT
q
L0
58
56
54
52
50
-NCHj
AIN
48
46
44
42
40
38
58
56
54
52
50
AR
_rt_j
46
44
42
40
38
-
SEATWALL PEP,
ARCH PLAN
SHEET A420
DETAIL #6
!A
. . 'a t . .. 4 - - A
3%11" PORT OPENING
TH
O
H SEATWALL
FINISH GRADE
BEHIND
SEATWALL
- - - - - - - - - - - - - - -
SLOPE BOTTOM 0.5%
TO DRAIN
.1. 44. 4
4
4..
BOTTOM OF THOUGH-PORT-�4-�-�4, A
TO MATCH BOTTOM- GUTTER
ELEVATION OF CONI.
GROUT END
AROUND PIPE
AC PAVING
4
D2'� TRENCH DRAIN
PSI CAST -IN -PLACE CONCRETE
6' O.C. MAX.
ELEVATIO
�>!:.A I WALL PER
ARCH PLAN
SHEET A420
'd -
DETAIL #6
3%11
THROUGH -PORT
GRADE AWAY FROM
..a *
THROUGH-PORTS'AT 2% CONT. GUTTER
UNTIL DAYLIGHT. PLACE SIDEWALK PER
SOD AT THESE AREAS A CH'L PLANS
SECTI
�"D3'� SEATWALL W/ THROUGH -PORT UU I I ER
C2.2
FIGURE 5.3A.E RECTANGULAR, SHARP-CRESTEDNVEIR
SECTION
NTS
riser
D
PLAN
NTS
�Lt4c_RETE yLkULT CONSTRUC110N NOTES:
1, THE VAULT SHALL BE BIDDER DESIGN. THE STRUCTURAL
DESIGN SHALL COMPLY WITH ALL CITY AND STATE CODES.
SOILS AND HS-20 LOADS SHAH BE ACCOUNTED FOR.
PLANS MUST BE DESIGNED AND STAMPED BY A REGISTERED
PROFESSIONAL STRUCTURAL ENGINEER IN THE STATE OF
WASHINGTON. APPLICATION AND APPROVAL FOR A SEPARATE
BUILDING PERMIT MUST BE COMPLETED PRIOR TO CONSTRUCnON.
AL REINFORCED CONCRETE MUST
2. MINIMUM 300OPSI STRUCTUR
BE USED. ALL CONSTRUCTION JOINTS MUST BE PROVIDED WITH
WATER STOPS. PRE -CAST VAULTS SHALL HAVE APPROVED RUBBER
GASKET SYSTEM.
3. ALL METAL PARTS MUST BE CORROSION RESISTANT. STEEL PARTS
MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT ONE
OR . BETTER).
4, VAULT ACCESS GRATE SHALL MEET HS-20 LOADS.
5. ALL PIPE CONNECTIONS TO VAULT, USE NON -POROUS, NON
SHRINKING GROUT.
SYSTEMS. THE VAULT
6. STORMWATER VAULTS SHALL BE DESIGN/BUILD
TIALBOUYAN&
SHALL BE DESIGNED TO ACOMMODATE POTEN
EPORT)
DUE TO GROUNDWATER LEVELS (REFER TO GEOTECHNICAL R
OR INCLUDE WALL DRAINS WITH POSITIVE OUTFALL SLOPE TO
TO RELIEVE BOUYANCY UPLIFT.
58
56
54
52
50
48
46
44
42
40
38
0
SLOPETO RAIN
EXI�T/ORIGINAL GRADE
A,
1x< Z,
6
0
0
61
C_'
1 4
,A
ROAD
SURFACE
�--1/2 DIAMErER OF LARGEST ROCK IN
F
BOTTOM COURSE OR 12". WHICHEVER I
MIN 6"0 PERF RIGID
U'R 42�
GREATER
DRAIN PIPE. SLOPE TO
I .
6
DRAIN AND'CONNECT TO
STORM DRAIN SYSTEM.
SLOPIE
PROVIDE CLEANOUTS.
EQ
EQ
DISTANCE
(D1>HEI (1-11)
-0
J
UNDISTURBED NATIVE SOIL OR
COMPACTED CRUSHED ROCK, AS
GENERAL NOTES:
REQUIRED
LOCATION OF ROCKERY ADJACENT
SPECIAL INSPECTOR SHALL
VERIFY ROCKERY HEIGHT,
TO CITY R.O.W. SHALL BE LOCATED
FOUNDATION MATERIAL, AND
ROCK SIZE.
A MINIMUM DISTANCE EQUAL TO THE
APPROVED FOF
HEIGHT OF THE ROCKERY
2. QUARRY SPAH S AND CRUSHED ROCK SHALL BE PLACED
co UCTIO�
DIRECTLY FROM TRUCK OR
OTHER SUITABLE CONTAINER IN
ORDER TO MAINTAIN CLEAN
BACKFILL.
491ptlel4c
3. OPENINGS SHALL BE "CHINKED" WITH QUARRY SPALLS.
ALL BE DESIGNED AND STAMPED BY A
4. ROCKERIES SH
LICENSED PROFESSIONAL ENGINEER IF GREATER THAN 8 FEET
IN HEIGHT OR IF VARYING FROM THESE STANDARDS, OR IF
UCH AS
THE CITY DETERMINES THAT SPECIAL CONDITIONS (S
CRITICAL AREA OR MEADOWDALE EARTH SUBSIDENCE
LANDSLIDE HAZARD AREA)
ROCK SCHEDULE
H EIGHT
MINIMUM ROCK -SIZE
(Hj)
BASE
TOP
2 FEET
2-MAN
2-MAN
4 FEET
3-MAN
2-MAN
6 FEET
4-MAN
2-MAN
8 FEET
___+2-MAN
5-MAN
C�TY 0 F EDMONDS
REVISIONS --- STANDARD D ETAI L
APPROVED BY DATE
ROCKERY DETAIL
DATE SCALE DW`G NO.
0-1990 4/1/03 NTS E 8.9
D4 ), ROCKERY WALL
�C2.2)
801 SECOND AVENUE SUITE 501
SEATU WASHINGTON 98104
206.68Z3460 FAX 343.9388
EDMONDS
CENTER
FOR THE
ARTS
OV WAS,
/0NAL silo
EXPIRM 12/17/-n65 I
0
0
1
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U)
OC)
0)
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0)
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LLJ
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Lj
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0
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0)
CD
m
0
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BID SET
18 JULY 2005
;RESUB
AUG 312".,
WL0jr4u DEPARTIVENT
Ejulgomos
REVISIONS
NO DA1E BY DESCIWIN
- -
1 04/13/05 WPG/BDC PER CITY 1ST REVIEW
PERMIT REVISIONS
7/1/05 WPG/BDC
8/30/05 WPG/BDC CITY COMMENTS
'nuE
UTILITY PROFILES
AND DETAILS
DEVGNED Aw
DRAWN
KLT
CffCKED Jjw
DATE 1011OL03
CADD FILE
U: \LDD\2003019\DWG\XE-GRD.dwg
JOB NUMBER 2003019
C2,4
RESUB
AUG 3 12005
BUILDING DEPARTMENT
CITY OF EDMONDS
//p /? / "g,
STREPT FILE
I
B
EXISTING HYDRANI
77*-r
A KRIMETER FRI ON MUSIC
-----------------------------------------------
144
1 13
CAND" OVER WALKWAY
s or Im Tim wA
LIMUCTMMT[Ctm muy ponam OPOM
FIRE SEPARATION 067MCE MAXIMUM ALLOWED AMA
3170 v 15Z
VTO 20' 75X
GREATER THAN 20' NO LIMIT
[I ---------------
PAT
ALIGN
0
IL
4-
L)
u")
(714
m
C4 I-- LLj
LLJ
I6 5
+ 4 +
b -b li,
A3
C>
J. 12'- 6 lA* 24'-0 106'-OL. TYP.
NEW ASPHALT PARKING LOT ------- +
TYP. PARKING WITH EXTRUDED CURBS TYP
SPACE DIMENSIONS. REFER TO CIVIL FOR RtGRAbING
10 "ct
CN
R=2'-6" TYP.
7
6 6
R=121- 1
R=lq
R=251-011
—4
Vx\� 7
2 6 6
(lD
POST MOUNTED ALUMINUM SIGN. FIXED BOLLARD-TYP. SEE ll/A420
80 NEW PARKING SPACES
PROVIDE PAINTED OR SELF RAMP DN 1:20 LOPE
2 PAD MOUNTED
A- ADHESIVE VINYL FACING. SIGN PROVIDE CONIC. WHEELSTOPS
TUREAg..-- —.NOT ELECTRICAL TRANSFORMER
W, XI ONLY AT SHOWN LOCATIONS—
A2 61 It 81-611L, 1-911 511-0. 8'-6" 5'-Q',, DUMPSTER ENCLOSURE—\ 2
V OLO 17'-011
A
mmm..r-ALIGN 42
\t2�O
ACCESSIBLE ROUTE OF TRAV 2
4 6 3 lk
c>
C14
r ---------
.011 12F
R=l 1-0
2'
. . . . . . . . . . ...
%
m.. af
A.
71.
94/2
Lr)
R=4'-O.l
O.C.
2
ALIGN 2.71 EXST CONIC
T.O.C.
STAIRS
R=5'-O"
AGUISISISLE P KING SIGNS, TO REMAIN
7.
TYP OF (4). WORK UNDER 0 ITI
\ k�x I.- "�s
SEPARATE CONTRACT.
2'- HIGH
CONC. SEAT WALL
, '.'ry
CIP-4/F
F.D. LOCK X
4
+\\68�.6��
T.O.S.
2
6
-011
R=400' 2
10
. . . . . . TO SEAT WALL ALONG BLDG
N
EXISTING
MAIN BUILDING
-7 --- ------------------ >
1 1 L
t i
ALIGN
5
CONC. PLAZA/WALK
-0" SPACING TOOLED JOINTS
PAVING PATTERN: 6'
7 NORTH -SOUTH LINES PARALLEL TO SEAT WALL
EAST -WEST LINES PERPENDICULAR TO SEAT WALL
oij 11
.7-
----------------- --------
. . . . . . . . . . . . .
8.67'
EXIST LIGHT POLE
T.O.S. —7-1 77 -I-L
ASSUMED P"TY LINE
BETWEEN III BUILDING
AND ECA Tis MEET SC
704.3 RECIMENTS
ECA BUIL)ING
i
illoo
201-011
ACCESSIBLE ROUTE- OF TRAVEL
SETBACK
L
R=5'';O"l
R-12'-
BIKE RACK LOCATION,.
PROVIDE RACK FOR MIN (2) BIKES
10
% 'It
j
iMl-011
-k-L
V1 Q T INIP
-.1—E)OSTWO DOOR f FIRST FLOOR
C-)
EXISTING W M I FIRST FLOOR.
EXISTING INS WOW QV S.F.) IS -101 OF
THS PORT01 OF THE WALL US S.FJ MUSIC BUILDING
co
MUSIC BUILDING
SEE SHEET A302 FOR ELEVATIONS
ENSI K w tltww
ELEC POLE.
TERMINA�E N!EW CONC. 11
CURB AND SIDEWALK d
AT NORTH PROP. LINE. !l
T
R=15'-O" TYP.
NEW CONC.�� CURB,
SIDEWALK AND CURB CUl
AS SHOWN AT 6TH AVE.
EXIST EL�C,:POLE
r
EXISTING HYDRANT
- — - — - — — — - — - — — - — - — - — - — - — - — - — - — - --- — - — - — - — - — - — - — - — - — - — - —
- - - - - — - - - -
ealenclo U'8
I oidd 048-001 Puc BIT cle co e 0
8A
-- - 1 9 0 and to fion approyed b
S JoUg
,,;ejgj-I3 �Oj 9 o GtOA09J
o
oloug
- CURB 1RAM
- ACCEStIBLE ROUTE OFI��TRAVE
6TH !A',.!F
f
Li
D
EXST ELEC POLE
I
Ar ENSTING TUW I SECOND FLOOR
a............. p
z:c IT I' t I
LIGHT BOLLARDS. HIS WORK
LIE OF FIRST FLOOR HMPP %ZI7P,&PATr rnKITPArT
EXIlluum WALL m
SEE ELEC FOR CONNECTION.
LINE OF SECOND FLOOR
EXTERIOR WALL - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - . . . . . . . . . . . . . . . . . . . . . . . . . . .. H. 47
masUSIC BUILDING SEPARATION -I., INDICATES EXST CURB INDICATES EXST TREE
FXST FLEC POLE
SCALE: Yro"al".0" 3 EXST ELEC POLE AND SIDEWALK, TYP. TO REMAIN, TYP. EXST ELEC POLE
EXST HYDRANT
I --------------------------------------------- ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ----------- j
Zone
ComerA-Elag,
Rapired _Actual
: GENERAL SITE NOTES
1. PROTECT AND PRESERVE EXISTING LANDSCAPING
AND VEGETATION TO REMAIN. PROTECT ALL EXISTING
TREES SHOWN TO REMAIN.
2. PROTECT ALL EXISTING EXTERIOR CONCRETE
WALKS AND STEPS TO REMAIN.
3. REFER TO CIVIL FOR WATER, SEWER AND FIRE DEPT.
CONNECTION LOCATIONS.
APPROVED'BY PLANNING
EXISTING HYDRANT
LEGE-ND
Ir 711,
Now iI AII 'w
tJft;'h E NO T rE rml
T Erin E
PERMIT REVISIONS
4 APRIL 2005
1 J U LY 2005
REGISTERED
ARCHITECT
STATE OF
REVISIONS
NO DATE BY DESCRIPTION
A 4/4/05 REVISIONS
A2 4/4/05 PERMIT REVISIONS
7/11/05 PERMIT REVISIONS
im-
-41=
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TITLE
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SITE PLAN
SCALE: Yj6"-l'-0"
0 8' 16' 32' 481
------- PROPERTY LINE
SETBACK05
EXISTING TO BE REMOVED
(AS NOTED)
PLOTTED: 7/13/2005 FILE: L:\Projects\eco\CAD\Sheet Files\o006.dgn
CADD FILE
JOB NUMBER
d
N.W. 1/4, SECTION 24, T.27N., R.H., W.M.
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LL
C) S UEN TEH FOR TH,
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STANDARD DETAIL E1.3
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FLEVATION 72.47'
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IE 69.6(6"CP W)
VICINITY MAP
NO SCALE
Empol
196TH ST SW
S.R. 524
Lovell-7Sauerland
< & Associates, Inc.
2T-:
I- Engine ers/Surveyors/Planners
DO
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
Do web: Isaengineering.com
�"No I
j "I
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N.
SCALE 1"=20'
(n 1 10 0 30
TRENCH AND RESTORE PAVEMENT AND
0
> SIDEWALK PER CITY STANDARD DETAILS:
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IE 67.7(6"CP NW)
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IE 69.5(6"CP NW)
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BEDDING MATERIAL
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N 0 T E:
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. , ./ 0 REFER TO CITY OF EDMONDS MODIFICATIONS TO
W V) DIVISION 9 OF WSDOT SPECIFICATIONS FOR
ROAD, BRIDGE & MUNICIPAL CONSTRUCTION
S i I SDCO #5
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BUSH, ROED &
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11 S49
3-28-03 (REVISED
9-25-03). ",-DEVI LOPMENT
SIRVIC
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MuVED AS NOTED
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Date: 1121 ui?"
a
0 DRAWN
RLL
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RLL
SHEET
IE 74.3(8"PVC NW)
IE 74.6(4"PVC E)
DATE
C 1
F.B.
BOTTOM @ 73.5
Call 2 Working Days Before You Dig
10-14-09
IqR EET FILE
PFN
1-800-424-5555
FILE NO 5193
Utilities Underground Location Center LSA
I
(lD,MT,ND,0R,WA)
OF
J
-1
- - - - - - - - - - - - - - - - - - - - - - ---
GLEN STREET
z
IC
,-"NO PARKING" SIGNAGE WILL
BE REQUIRED FOR CLOSURE
OF' STREET PARKING
I
DALEY STREET
------ ------
0
r -1
SPRAGUE STREET
-----------
CLOSING HALF THE ROAD NTH FLAGGER
NO SCALE
KI \A/ 1 1A_ qP-r.TIONI 94- T 97NI P _-� F V KA
-TRAFFIC CONTROL PLAN NOTES
1. ALL FLAGGERS ARE TO BE EQUIPPED NTH ORANGE SAFETY VESTS AND HEAD GEAR -
APPROPRIATE FOR FLAGGING TRAFFIC WITHIN THE PUBLIC RIGHT-OF-WAY AND SHALL HAVE
VALID FLAGGING CARDS FROM THE DEPARTMENT OF LABOR AND INDUSTRIES.
2. AFTER WORK WITHIN THE TRAVELED ROADWAY IS COMPLETED AT THE END OF EACH DAY,
THE ROAD SHALL BE COMPLETELY OPEN TO TRAFFIC AND ALL EQUIPMENT SHALL BE OUT
OF THE TRAVELED ROADWAY. ANY EQUIPMENT OR CONSTRUCTION MATERIALS LEFT WITHIN
THE PUBLIC RIGHT-OF-WAY SHALL HAVE LIGHTED TYPE 11 BARRICADES AROUND THEM.
ALL NONAPPLICABLE SIGNS SHALL BE REMOVED, TURNED OR COVERED DAILY WHEN
CONDITION NO LONGER EXISTS.
3. ACCESS BY EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES.
4. CONSTRUCTION SIGNS AND DELINEATORS SHALL BE PROVIDED AND MAINTAINED BY THE
CONTRACTOR.
5. TRAFFIC CONTROL PLAN IS SUBJECT TO CHANGE PRIOR TO CONSTRUCTION.
6. ADD11IONAL SIGNING AND FLAGGING MAY BE REQUIRED AS CONDITIONS WARRANT.
7. SHOULD A PROPOSED SIGN LOCATION FALL WITHIN A PRIVATE DRIVEWAY, CONTRACTOR TO
ADJUST LOCATION OF SIGN TO FALL 5'+ BEYOND EDGE OF DRIVEWAY IN DIREC11ON OF
ROAD TRAFFIC. (10' MAX. FROM PLAN LOCATION) DRIVEWAY ACCESS SHALL BE MAINTAINED
AT ALL TIMES.
8. ALL TRAFFIC CONTROL SHALL COMPLY WITH MUTCD STANDARDS (I.E. FIGURE 6-5).
9. ONE FLAGGER MAY BE USED IF THE ENTIRE WORK AREA IS VISIBLE FROM ONE ,;TATION.
10. EN11RE CLOSURES OF 6TH AVENUE N. WILL NOT BE PERMITTED, ONLY ONE LANE MAY BE
CLOSED AT A TIME.
11. CLOSURE OF THE SIDEWALK AND PARKING AREAS FOR MORE THAN 72 HOURS VALL REQUIRE
PAYMENT OF DISRUPTION FEES.
S
LTR
MUTCD
SIGN TYPE
A
W20-1
ROAD CONSTRUCTION AHEAD
B
W20-4
ONE LANE ROAD
C
W20-7A
FLAGGER SYMBOL
D
G20-2
END CONSTRUCTION
E
N/A
FLAGGER
NOTE: ALL CONSTRUCTION SIGNS AND FLAGGERS
ARE TO BE PROVIDED BY CONTRACTOR.
TRAFFIC CONTROL SIGN SCHEDULE
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: 1-411-069
BY. _��r-qylrck
CITY ENGINEERIN(l D1\(%St0f1J
<)
DA�
WAL
PIN
LO
%0,
%ACINITY MAP
NO SCALE
L I
196TH ST swl
S.R. 524
Lovell— Sauerland
<
& Associates, Inc.
F=
Engineers/Surveyors/Planners
co
00
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e—mail: info@lsaengineering.com
co
web: Isaengineering.com
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DRAWN
CHECKED
SHEET
RCN
RLL
DATE
F.B.
TC1
10-14-09
Call 2 Working Days Before You Dig
PFN
1-800-424-5555
Utilities Underground Location Center
LSA FILE NO.
5193
OF
(lD,MT,ND,0R,WA)
1
.
RESTORE EXISTIWz TURF TO
REMAIN FE7EC.
4TH AVE.
4 �+
+
T
T
T
T
0
0
0
�0)1
T
T
DALEY ST.
NELIJ TURI--
t4SW TUF�--
GLEN ST.
PLA14T SCHEDULE
BOTANICAL NAME/
SYMBOL COMMONNAME
Fraxinus pennsylvanica'Summit/
Summit Ash
DECIDUOUS TREES
0
Tilia cordata'Greenspire7
Greenspire Linden
Ginkgo biloba 'Princeton Sentry/ 2-1
Columnar Maidenhair Tree cal.
CONIFEROUS TREES
Calocedrus decurrensf 81
Incense Cedar ht.
Chamaecyparis nootk,atensis'Pendula7 81
Alaska Cedar ht
Thuja plicata/ 81
Western Red Cedar ht.
LARGE EVERGREEN SHRUBS
Osmaria Y burkwoodii/ 3011
Burkwood Osmanthus ht.
0 30"
A Rhododendron augustinii/
Rhododendron ht.
Rhododendron 'Boule de Neige/ 30-1
Rhododendron ht.
Viburnum tinus'Robustum7 30"
Roundleaf Laurestinus ht.
MEDIUM EVERGREEN SHRUBS
Sarcococca ruscifolia/
Fragrant Sarcococca ht.
Pieris japonica 'Variegata7 1811
Variegated Lily -of -the -Valley Shrub ht.
Rhododendron yak. 'Mist maiden'/ 181,
Rhododendron ht.
Viburnum tinus'Spring Bouquet/ 181,
Spring Bouquet Laurestinus, ht.
Rhododendron 'Jean Marie de Montague7 181,
Rhododendron ht.
SMALL EVERGREEN SHRUBS
Kalmia latifolia 'Tiddley Winks7 12"
Tiddley Winks Mountain Laurel ht.
Rhododendron 'Snow Lady/ 12"
Rhododendron ht.
Ilex: x'Mondo7 12"
Little.Rascal Holly ht.
Rhaphi olepsis umbellata'Minor/ 12"
Dwarf Gulf Green Rhaphiolepsis ht.
Rhododendron 'Elizabeth Red Foliage7 12"
Rhododendron ht.
Viburnum davidii/ 1Z,
David's Viburnum ht.
LARGE DECIDUOUS SHRUBS
Comus mas/ 36"
Comelian Cherry ht.
Viburnum bondnantense'Pink Dawn/ 36'
Pink Dawn Viburnum ht.
MEDIUM DECIDUOUS SHRUBS
Rhododendron 'Narcissiflora7 18.1
Ghent Hybrid Azalea ht.
Rhododendron 'Strawberry Ice7 181.
Knapp Hill-Exbury Hybrid Azalea ht.
SMALL DECIDUOUS SHRUBS
Fathergilla gardenii/ 1Z,
Dwarf Fothergilla ht.
GROUND COVERS
Pachysandra terminalisl 4-1
Japanese Spurge pot
Cotoneaster dammed 'Streibs Findling7 41
Streibs Findling Cotoneaster pot
NO SYMBOL Hosta sieboldiana 'Francis Williams'/ 1
Golden Circles Hosta gal.
Blechnu-m spicaritt 1
NO SYMBOL Deer Fern gal.
NO SYMBOL Hermerocallis 'Stella d'Ord/ 1
Stella d' Oro Daylily gal.
Se eded Turf NA
Restore Existing Turf
NA
EXISTING.TREES
Existing tree to remain NA
PLAINT SCHEDULE
1. Seed to limits of disturbance if existing turf is disturbed by
construction, install new turf per specifications.
2. All plant material shall be in accordance with the plant
schedule and specification.
3. Verify location of all underground utilities before beginning
work. Notify Landscape Architect of any conflicts.
4. Preserve and protect all existing plants and turf to remain.
5. See sheet Ll 02 for irrigation plan. Provide adequate water to
all newly planted areas per specification.
6. See sheet L103 for planting and irrigation details
7. All trees shall be a part of alternative #8. See specification
section 01230.1.03.9.
QUANTITY REMARKS
LIMINARCHIT
801 SECOND AVENUE SUITE 501
SEATU WASHINGTON 98104
1 Per Edmonds Street Tree
Plan. B&B, symmetrical,
206.682-3460 FAX 343.9388
branched to 7 feet
100fth, left&
r..A ff %
M(D1cL,,,Ud
15 Per Edmonds Street Tree
r%
Plan. B&B, symmetrical,
Is
e C ktr )"I m d
matched specimens, branched
to 7 feet
Landscape Architects
B&B, symmetrical, branched
231 Surp.mit Ave East
to 4 feet minimum
Seaftle. Washinaton 98102
1 B&B, specimen quality,
symmetrical, full to base
1 B&B, specimen quality,
symmetrical, full to base
3 B&B, specimen quality,
symmetrical, full to base
. 0
14
B&B or cont., full form,
5 feet o.c. max.
12
B&B or cont., full form,
5 feet o.c. max.
14
B&B or cont., full form,
5 feet o.c. max.
43
B&B or cont., full form,
5 feet o.c. max. ,
7
B&B or cont., full form,
4 feet o.c. max.
8
B&B or cont., full form,
4 feet o.c. max.
10
B&B or cont., full form,
4 feet o.c. max.
39
B&B or cont., full form,
4 feet o.c. max.
18
B&B or cont., full form,
4 feet o.c. max.
11
B&B or cont., full form,
3 feet o.c. max.
11
B&B or cont., full form,
3 feet o.c. max.
57
B&B or cont., full form,
3 feet o.c. max.
13
B&B or cont., full form,
3 feet o.c. max.
7
B&B or cont., full form,
3 feet o.c. max.
10
B&B or cont., full form,
3 feet o.c. max.
4
B&B or cont., full form,
5 feet o.c. max.
5
B&B or cont., full form,
5 feet o.c. max.
8
B&B or cont., full form,
4 feet o.c. max.
9
B&B or cont., full form,
4 feet o.c. max.
14
B&B or cont., full form,
3 feet o.c. max.
709
Well rooted, full healthy plants, 12'from
edge of bed, 18" o.c., triangular spacing
2212
Well rooted, full healthy plants, IZ'from
edge of bed, 18" o.c., triangular spacing
18
Well rooted, full healthy plants,
Locate as directed
18
Well rooted, full healthy plants,
Locate as directed
30
Well rooted, full healthy plants,
Locate as directed
2548 SF
See specifications Section 02900
12793 SF
See specifications Section 02900
NA Preserve and protect
APPROVED BY PLANNING
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
E WARD MACLEOD
�:9� CER71FICATE No. 191
REVISONS
No DATE
By 813MIM
A 4/4/05
REVISION
PLANTING PLAN
DESIMM
LP
DRAIRW
MBM/MIDPOINT
of=
EM
DATE
10 OCT 2003
CADD FILE
03110-PI-Pin.dwq
EY NUMBER
03110
0 W 2C 60'
CITY
[15
TIVIENT
NDS 0 1
IRRIGATION NOTES
sift
11JA11-- 909N11,1111
I
w %-0 1 %.0 1 \ %.# \a W r- I.L.F\v I I r - .
PROVIDE 5 SPARE WIRES FROM
CONTROLLER TO THIS POINT
DALEY ST.
11/4" 11/4" 11/4" 11/4"
�61
GATION
Irin
CIVIL
DrETAIL
VIDE 5
Ri -: V\/I RES
M
TROLLER
'F IS POINT
AVE.
1. PROVIDE SPARE WIRES AT ENDS OF MAINLINES AND TO
PREVIOUS WORK AS INDICATED ON PLANS. LOOP SPARES
THROUGH EACH INTERMEDIAT VAULT. LABEL ALL WIRES AS
THEY PASS THROUGH EACH VAULT.
2. STAKE ALL VALVE BOX LOCATIONS FOR APPROVAL. PLAN IS
DIAGRAMMATIC.
3. SET VALVE BOXES SQUARE TO ADJACENT BUILDING, CURB,
OR PAVING.
4. ALL IRRIGATION UNDER BUILDINGS, ROADS, WALKS,
PARKING AREAS OR OTHER PAVED SURFACES SHALL BE
SLEEVED. SLEEVES SHALL BE 1-1/2 TIMES THE DIAMETER OF
THE INSERT PIPE, 6" MIN, OR AS INDICATED. SLEEVING MAY BE
INCLUDED FOR FUTURE WORK.
5. ALL PIPE SHOWN UNDER PAVING ADJACENT AND PARALLEL
TO PLANTED AREAS IS INTENDED TO BE PLACED IN THAT AREA
WHERE POSSIBLE. ALL MATERIAL TO BE INSTALLED ON
OWNERS PROPERTY.
6. MAKE ANY AND ALL REQU;RED ADJUSTMENTS TO THE
IRRIGATION PLAN TO ASSUR, E COMPLETE AND ADEQUATE
COVERAGE WITH MINIMUM 6VERSPRAY.
7. SEE PROJECT MANUAL FOR FURTHER INFORMATION.
8. PLACE TRACE WIRE ON ALL IRRIGATION PIPING AS
SPECIFIED
9. LATERAL LINE SHALL HAVE 18" OF COVER, AND MAIN LINES
24". 30" MAXIMUM COVER.
10. REFER TO PLANTING PLAN FOR EXACT LAYOUT. INTENT IS
THAT ALL NEW PLANTINGS RECEIVE ADEQUATE WATER.
GLEN ST. 11. VERIFY STATIC PRESSURE OF 110 PSI AT COMMENCMENT
OF CONTRACT. SUBMIT WRITTEN REPORT TO LANDSCAPE
ARCHITECT PRIOR TO BEGINNING WORK.
EQUIPMENT LEGEND
SYMBOL
DESCRIPTION
P.S.I.
RADIUS
0
TREE BUBBLER - SEE DETAIL - EACH SYMBOL REPRESENTS 2 HEADS
30
-
C� 'Cl A= q 4D 0
RAINBIRD 1812-SAM-PRS &SERIES NOZZLE
30
81
m z a, a� 4D 0
RAINBIRD 1812-SAM-PRS 10'SERIES NOZZLE
30
10,
ck Q 'z zo 4D 0
RAINBIRD 1812-SAM-PRS 12'SERIES N077LE
30
12'
Is 0
RAINBIRD 1812-SAM-PRS 15'SERIES NOZZLE
30
15'
USE RAINBIRD PCS SCREENS TO (-,ONTROL OVERSPRAY
HUNTER 1-20-ADS SS PART CIRCLE ROTOR Q=2, T=3, H=4.0, TT=6
60
40'
HUNTER 1-20-369-8.0 FULL CIRCLE STAINLESS STEEL ROTOR
60
40'
AUTOMATIC CONTROL VALVE, SIZE'.AND PRESSURE REGULATING OPTION PER VALVE KEY
QUICK COUPLER VALVE - RAINBI RD, 44LRC AS DETAILED
FC-1
CONTROLLER - CONNECT TO EXISTING BY OTHERS USING PROVIDED WIRES AS NOTED
POINT OF CONNECTION - RESILIENT WEDGE TYPE STOP
SCHEDULE 40 PVC LATERAL PIPE - SIZE AS INDICATED
3" SCHEDULE 40 MAIN LINE
SCHEDULE 40 PVC SLEEVE - 6" SIZE UNLESS OTHERWISE INDICATED
NOTSHOWN
# 14 AWS TYPE UF CONTROL WI RE, RED = SIGNAL, WHITE = COMMON, YELLOW= SPARE
USE RAINBIRD 1800-SAM-PRS 4" POP-UP HEADS IN TURF AREAS, AND 1812-SAM-PRS 12"
POP-UP HEADS IN ALL SHRUB AND GROUND COVER AREAS.
VALVE KEY
cn
0
0-
m
cb
a.
ill
20
30
YES
2
1-1/2"
56
30
YES
3
1-1/211
52
30
YES
4
1-1/2"
42
5
if$
30
30
J�YES
6
1-1/2"
46
60
NO
7
ill
20
30
Y E S
8
lll�_
18
30
YES
9
if?
40
60
NO
10
111
34
60
NO
11
ill
31
60
NO
12
lit
17
30
YES
.V-V�efore Vol
L
1-800-424-5555
0 16 20' 46' 66'
801 SECOND AVENUE SUITE 501
SEATTLE WASIINGTON 98104
206.682.3460 FAX 3419388
R iu
III up
j
; V1111
CENTER
FOR THE
Amirn
r% 10
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
E(WARD MACLEOD
CERTIFICATE No. 191
PERMAIT REVISION'S
4 APRIL 2005
REMSIONS
NO WE BY =PTION
A 4/4/05 RE\4SION
TITLE
IRRIGATION
PLAN
DESIGNED Lp
DRAV4 ws
CHECKED EM
DATE 10 OCT 2003
CADD RLE EdmmdsiRR—Pln.dwq
JOB NUMBER 03110
A Ammm. Apq&,
RE! UB'm ff ILK's
2L a v
III R;e
APR 05 1 %J
BUILDING DEPARTMENT
CITY OF EDMONDS
5ACKPLOW NOTES:
1. DO NOT ALLOW VAULT TO REST ON PIPE.
2. ALL FITTINGS TO BE SAME SIZE AS 5AC<FLOW PREVENTER.
3. ALL SCHEDULE 50 PVC PIPE AND FITTINGS FROM METER ASSEMBLY TO DCV.
4. SEE SPECIFICATIONS FOR GATE VALVE VAULT. SCH. 50 PVC NIPPLE, 49
5. PROVIDE TRACE WIPE AS SPECIFIED z LENGTH, TYP.
SCH. 60 PVC UNION, TYP.
PVC EL50W ,
4" CPP TO C5
3" BALL VALVE
ST00Q
0 0,z� 00 0% 0.
Z� % 0 01�)b
0
L
DOUBLE CHECK VALVE ASSEMBLY
N.T.S.
CONTROL VALVE NOTES.,
1. DO NOT ALLOW VAULT TO REST ON PIPE.
2. ALL PIPE AND FITTINGS WITPIN VAULT TO BE
BCH 80 PVC SAME SIZE AS CONTROL VALVE.
3.ALL BOLT COVERS TO BE LOCKING
TYPE, BOLT INSTALLED.
4. INSTALL PRESSURE REr-zULATING OPTION
FER TPE VALVE <E'r.
]all HIN.
24" MIN. I I
I --,, N-- ScH 80 Pvc
lllk�_ ST BUSHING
LATERAL LINE
TRACE WIRE AS SPECIFIE
CONTROL VALVE
N.T.S.
I �
/__ , FLUSH WITH FINISH GRADE
DOUBLE CHECK VALVE
2" FE5CO 65OU
TWO (2) NDS MODEL 2245C5 1"71
X 301 X 15' HT VAULTS WITH 'T'
TYPE LID.S. BOLT VAULTS
TOGETHER, INSTALL LID IN
50TTOM VAULT.
PVC TEE W1 PLUG, TYP.
TIE OFF TRACE WIRE
41, SCP ao F>VC NlP`PLE, TYP.
TEE W1 PLUG, TYP.
3" MAINLINE TO FLOW SENSOR
AND CONTROL VALVES
C14ANGE FROM 5CP. 50 PVC TO
5CP. 40 PVC `PIPE. NO FEMALE
ADAPTERS.
121, MIN.
WASHED DRAIN ROCK PER
.SPECS., 46 DEPTI4 THROUGHOUT
AUTOMATIC CONTROL VALVE
SEE SPECIFICATIONS
5CH ao PVC UNION, TYPICAL
PLASTIC BALL VALVE
SAME SIZE AS CONTROL VALVE
VAULT FLUSH W1 FINISH GRADE
/4"1 C EAR
CARSON STANDARD VALVE BOX
I" OR 1-1/4" VALvr=S .
CARSON JUM50 VALVE BOX
1-1/2" OR 2" VALVES
V Al ILT TO EXTEND MIN. BELOW
U
VALVE. USE EXTENSIONS AS
NECESSARY.
SCH e0 PVC NIPPLE, TYP.
c9o�) LENGTH AS REQUIRED
SCH 80 FVC ST 51.15�41NCz
SCH 40 PVC. SO
SCH 40 PVC MAIN LINE
9--a—SPRAY OR BU55LE 'NOZZLE
FLUSH W1 FIN15H GRArpE
RAIN51RD IaOO SER16 HEAD
NOZZLE 4 BODY PER PLAN
USE 50TTOM INLET Ct,!LY
SCH 40 PVC NIPPL'r-", LENGTH
AS NECESSARY
LASNEC
IV' MIN. TRACE WIRE AS SFECIFIED
C
PRE-MANUFACTUR�D SWING
.,4
JOINT AS SPECIFIE0 1
P 40 FI; TING5, TYP.
PVC
CL5200 PVC, LA� RAL, TYP.
SIZE AS INDICATELD ON PLAN
POP—UP SPRAY HEAD
N.T.S.
-1 �4 11 a^— doNi I A 1==
TURF ROTOR
N.T.S.
FLUSH WITH FINISH GRADE
GRADES TO BE FLUSH
AND SMOOTH AROUND
HEADS
2' X 2' SOD, PER SPECS.
IRRIGATION HEAD
PVC SCHEEL") 60 RISER
PVC SCPED 40 ST ELL
4 TT SO DEG. ELL
PRE -MANUFACTURED SWING
JOINT AS SPECIFIED
LATERAL LINE 4 TEE
TRACE WIRE AS SPECIFIED
L
NOTE:
PROVIDE TRACE WIRE
AS SPECIFIED.
JUMBO VAULT FLUSH
UJITP Flt-,L GRADE
QUICK COUPLER VALVE
MASTER VALVE
SEE SPECS.
r
UNION, TYP.
ALL UNIONS
TOBE PVC
5LIF,` TYPE
FROM
DOUBLE 00
CPECK r�c<:�) %
0 0 _6
VALVE 0 0 00
on O�O
Li Li
4" CPP TO C:B
z %=
ALL SC14 W PVC PIPE FROM VALVE TO FLOW!5ENSOR TYP.
ir nir�l a
I: I m 10 rj
N.T.S.
NOTES:
1. DO NOT ALLOW VAULT TO REST ON PIPE
USE EXTENSIONS 45 NECESSARY.
2. VALVE TO BE SET PLUM5 4 CENTERED IN VALVE BOX.
3. CONTRACTOR TO PROVIDE (2) EACH QCV KEYS AND SWIVEL HOSE ELLS.
4. PROVIDE 6" DEPTH DRAIN ROCK.
FLUSH W1 FINISH GRADE
CARSON 10" ROUND VAULT
WITH LOC:KlI'-llG LID
QUICK COUPLER VALVE
as HOSE CLAMP (2)
SC:W 80 PVC NIPPLE
SCW. 60 PVC ST. ELL 4 SO" ELL
24
SC;W 80 PVC- NIPPLE, I" x 12" LENGTH
if 0 0 Ocg,o 0
114 PROVIDE TRACE WIRE AS SPECIFIED.
5CW 80 PVC TT SO AND 3" LENGTH
5CW aO PVC NIPPLE
STEEL 'T'FENCE POST, 36" LENGTH
9CH 40 PVC MAIN LINE
QUICK COUPLER VALVE
N.T.S.
RESUB
APR 2 12005
BUILDINGi DEPARTMEN'
CITY OF EDMONDS
801 SECOND AVENUE SUITE 501
SEATTLE WASHINGTON 98104
206.682.3460 FAX 343.9388
9 A r6ii 1 -1
CENVER
FOR THE
A r% "
K 0 is
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
EDWARD MACLEOD
CERTIFICATE No. 191
mi mime alk
REMSIONS
NO DATE BY DESMPTION
1 A 4/4/05 REVISION
TITLE
IRRIGATION
DETAILS
DESIGNED LP
DRAWN ws
CHECKED Em
DATE 10 OCT 2003
CADD FILE EdmondsJRR—Pln.dwq
JOB NUMBER 03110
A Afm%� gPmfr&
L
I. -Al 1-1-01
WIN
12 GA. WIRE, --,
2" MULCW
21, WT.
SAUCER BERM
SCARIFY SIDES AND al,
BOTTOM OF PIT.—
n
ll I Mg ru Ma 9M.- I I mill I
20" GREATER
THAN ROOTBALL
CANOPY TREE PLANTIN't
N.T.S.
111"m
- BLACK FJJBBER HOSE.
- WWITE PLASTIC TAPE FLAGS.
- 2x2 WOOD STAKE, (2) PER TREE, SEE SPEC.
-PLANT TREE AT SAME GRADE AS NURSERY.
FINISHED GRADE AT TRLINK SHALL BE III
HIGHER THAN SURROUNDING FINISHED GRADE.
PROVIDE POSITIVE DRAINAGE FROM CRMK
PROVIDE MIN. 28 MULCW OVER ENTIRE
PLANTING BED, PROVIDE 2" DEPTH MULCH
(PER SPEC.) FOR PIT PLANTED TREES AND
TREES IN LAWN AREA, PROVIDE 3' DIA CIRCLE
OF MULC�4'AROUND` BASE OF EACH TREE.
REMOVE BURLAP, WIRE, AND
NON -BIODEGRADABLE. ITEMS FROM TOP 1/3 OF
ROOTBALL.
FERTILIZER TABLETS AT ROOT BALL.
PLACE TABLETS AT OUTER EDGES
OF ROOTtALL, 1-2" BELOW T14E
TOPSOIL SUM:ACE.
FOR PLANTING ON SLOPES, INSTALL PLANT
UPRIGHT AND LEVEL SOIL TO ASSURE COVERAGE
OF ROOTS CIN DOUNWILL SIDE OF PLANT AND
PROVIDE A 2" WTBAUCER BERM ON THE
DOWNHILL SIDE, TYP.
PLANTIN65 SOIL BACKFILL PER SPEC, SETTLE
WITH WATER, DO NOT LEAVE AIR POCKETS,
PLANTING SOIL PER SPEC.
BACKFILL UNDER TREE, SETTLE WIT14 WATER
- UNDISTURBED SU5GRADE OR COMMON
FILL PER 45PEC. COMPACT TO S01%
PRIOR TO SCARIFYIWG PIT
2" DEPTH MULCH
SPEM DO NOT C
PLANT RIJNNERS
LEAVE$ WIT14 MUL
TOPSOIL, SEE SPI
EQUAL TO CON'
Lu
Lu
= u
IL
Lu U
w
0),
I-o-&ITAILIM AMM
OT14ER NON-1510DEGRADA]BLE
ITEMS. PLANT 60 T14AT TOPSOIL
SURFACE. 16 AT SAME GRADE AS
NURSERY.
.-CONIFEROUS TREE PLANTING -
N.T.S.
FERT. TABLETS AT ROOTBALL.
PLACE TABLETS AT OUTER
EDGE$ OF ROOTBALL, 1..2.
BELOW T14E TOPSOIL SURFACE.
FINISW GRADE
BACKFILL ON SITE SOIL
(APPROVED BY OWNER'S REP.).
SETTLE WITH WATER, DO NOT
LEAVE AIR POCKETS. REMOVE
ROCKS LARGER T14AN lu SIZE
FROM PLANT BED SURFACE
PRIOR TO PLACING MULCH.
.-XCAVATE. ONLY TO ROOTBALL
:)EPT14.
IM I4TII1PR;:n *AIRr.IPA = M
COMMON FILL PER SPEC.
4 GROUND COVERTERNMERIENNIAL
N.'T.S.
PLANT TREE AT SAME GRADE AS NURSERY.
FINIWED GRADE AT TWNK 614ALL BE
I" HIG14ER THAN SURROUNDING FINIS14ED
GRADE, PROVIDE PC61TIVE DRAINAGE FROM CROWN.
PROVIDE MIN. 2" DEPTH MULCH (PER SPEC.).
FOR PIT PLANTED AND TREES IN LAIN AREA,
PROVIDE A VDIA. CIRCLE OF MULCH AROUND BASE
OF EACH TREE.
REMOVE BURLAP WIRE AND NON-BIDEGRADABLE ITEM
FROM OFF TOP 1/3 OF ROOTBALL,
MIN. 4" BELOW SOIL SURFACE. REMOVE
WIRE BASKM AND NON -BIODEGRADABLE ITEMS.
FERTILIZER TABLETS AT ROOT BALL.
PLACE TABLETS AT OUTER EDGES
OF ROOTBALL, 1-2" BELOW THE
TOPSOIL SURFACE.
FOR PLANTING ON SLOPES, INSTALL PLANT
UPRIG14T AND LEVEL SOIL TO ASSURE COVERAGE
OF ROOTS ON DOUN14ILL SIDE OF PLANT AND
PROVIDE A 2" WT.SAXER BERM ON T14E
DMWILL SIDE, TYP,
PLANTING SOIL BACKFILL PER SPEC., SETTLE
WITH WATER, DO NOT LEAVE AIR POCKETS.
PLANTING SOIL, BACKFILL UNDER
TREE -AND SETTLE UJIT14 WATER,
UNDISTURBED SUBGRADE OR C4:lMMON
FILL PER SPEC. COMPACT TO W%
PRIOR TO SCARIFYING PIT
M
FERT TABLETS
6 ROOTBALL.
PLACE TABLETS 0
OUTER EDGE$ OF
ROOTBALL, 1-2"
BELOW TO I L
SURI"-ACE.
FINISH T
GRADE
VARIES
6 "1 M11K
T%
IV
T14AN ROOTBALL
A
CONTINUOUS OUTER ROW 0 MIN. SPACING PER PLANT
SCHEDULE. TRIANGULAR SPACING INSIDE PLANT BED.,
EDGE OF PLANT114G BED
— CENTER OF PLANT (TYP.)
MIN. $I' FROM E06E OF BED FOR GROUN DCOVERS, PERENNIALS, AND FERNS.
LOCATE TREES AND 514a.1156 AS $HOWK
SPACING PER PLANT SCHEDULE (TYF.)
5 PLANT SPACING
�N.T.S. -
PLANT AT SAME GRADE AS
NURSERY. PROVIDE MIN. 2" MLCW
OVER ENTIRE PLANTING BED TO
i V-011 FROM #C OF BIOSWALE.
PLANTING SOIL BACKFILL PER SPECS., EDMONDS
SETTLE WITH WATER DO NOT LEAVE
AIR POCKETS. DO NOT DAMAGE
ROOTS DURING PLANTI% OPERATIONS. CEN'TER
FOR PLANTING ON SLOPES, INSTALL
PLANT.UFRIGWT AND LEVEL SOL
FOR THE
TO ASSURE COVERAGE OF ROOTS nTs
ON DOWNWILL.SIDE OF PLMT. Arx 1
PROVIDE A 2" SAUCER BERM ON
THE DOWN14ILL SIDE. TYP.
SCARIFY SIDES AND BOTTOM OF PIT.
REMOVE ALL BURLAP, Win AND
NON-SIODEGRADABLE
ITEMS FROM ROOTBALL
PLANTING SOIL STATE OF
BACKFILL PER SPEC UNDER 614MB WASHINGTIDN
REGISTERED
SETTLE UT14 WATER LANDSCAPE ARCHITECT
UNDISTURBED SUBGRADE OR COMMON FILL
PER SPEC. COMPACT TO `3096 PRIOR TO
SCARIFYIWG P .
CERTIFICATE No. 191
R
PERMIT REVISIONS
4 APRIL 2005
W DAIE By OEM=
1 A 4/4/05 REMSION
-PLANTING DETAILS
Lp
DRAWN.
MBM/MIDPOINT
EN
DATE
10 OCT 2003
.CADD FU 03110—DUAILS.dwq
03110
RE B n A
APR 2 2005 Lam 1 u4
BUILDING REPARTMENT
CITY OF EDMONDS