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HomeMy WebLinkAboutWWP273162Roth Hill Engineering Partners, LLC
RothHill
MEMORANDUM
TO:
John Hobson, PE
FROM:
Tony Fisher
RE: Sunset Interceptor, Phase III
COPIES: File
DATE: April 14, 2005
2600 116th Avenue NE, Suite 100
Bellevue, Washington 98004
Tel. 425.869.9448
800.835.0292
RECEI Y x 425.869.1190
APR 1 5 201G.i
CITY OF RENTON
UTILITY SYSTEMS
Project No: 0015-00011
Page 1 of 1
I have attached copies of the preliminary design drawings for your review and comments plus an
additional set you can deliver to Berger/Abam for coordination with their drawings.. The layout of
the sewer main is based on our conversation a couple of months ago. The drawings contain a
couple of notes that are questions for you. I will remove the questions on future versions once
they have been addressed. This memo also contains a few other questions that I am hopeful you
can answer. Otherwise, we will need to do some further research. The questions are as follows:
1. What is the diameter of existing SSMH 90? We need to know the diameter to determine if
it is sufficiently large enough to add the additional pipe.
✓2. What is the diameter of existing SSMH 92? Are the pipes that enter SSMH 92 from the
west and northeast side sewers? What diameter are they and are they still active?
'�3. Is the pipe that enters SSMH 89 from the south still active? If so, then we will plug the
invert to the east in this manhole when we abandon the existing sewer within Sunset
Boulevard.
✓4. What is the diameter of existing SSMH 87? Is the pipe entering from the northeast still
active? If so, where does it come from?
✓5. What is the diameter of existing SSMH 216 and SSMH 72?
6. Do you know the diameter of the casings between existing SSMH 91 and SSMH 243,
SSMH 90 and SSMH 92, and SSMH 86 and SSMH 87?
�7. Do you know where the side sewer connection points are for the following properties: 537
Duvall Ave NE (Arco), 4608 NE Sunset Blvd (King and Bunnies), Java Monkey (no
address available), 4546 NE Sunset Blvd (Sunset Self Storage), 4500 NE Sunset Blvd
(shopping center), 4444 NE Sunset Blvd (and Dental)?
v/8. Do you have any preferred side sewer connection points? If so, please indicate so on the
✓ drawings.
Please verify the locations of all other side sewers within the project area.
10. Do you know the invert elevations and pipe diameters for the existing storm sewer
crossing at Duvall Ave NE and NE 23rd Street?
11. Does the City have any general plan notes or TESC notes it likes to use? If so, please
provide. Otherwise, we will add notes that we think may be applicable.
Please let me know if you have any questions. We will send you preliminary specifications next
week.
F:\0015\00011\Design\Corresp\Owner\JH_040405_TF_memo_60 % Design.doc
CITY OF RENTON
=• � SUNSET INTERCEPTOR, PHASE 3
SANITARY SEWER SYSTEM IMPROVEMENTS
GENERAL SCOPE OF WORK
UP_IZE EXISTING SANITARY SEWER ON NE SUNSET
BOULEVARD FROM ANACORTES AVENUE NE TO
APPROXIMATELY 300' EAST OF DUVALL AVE NE,
MISCELLANEOUS SANITARY SEWER MODIFICATIONS
ON DUVALL AVENUE AT THE INTERSECTION OF NE
SUNSET BOULEVARD, SEWER MODIFICATION ON
DUVALL AVENUE AT NE 21ST STREET, AND
EXTENSION OF THE SANITARY SEWER ON DUVALL
AVENUE NE FROM NE 23RD STREEET TO NE 24TH
STREET .
CITY OF RENTON
CITY COUNCIL
DON PERSSON. PRESIDENT
TERRY BRIERE, PRESIDENT PRO TEM
TONINELSON
DAN CLAWSON
RANDY CORMAN
DENIS LAIR
MARCIE PALMER
MAYOR
KATHY KEOLKER-WHEELER
CHIEF ADMINISTRATIVE OFFICER
JAY COVINGTON
PLANNING%BUILDING/PUBLIC
WORKS ADMINISTRATOR
GREGG ZIMMERMAN
UTILITY SYSTEMS DIRECTOR.
LYS HORNSBY
Roth Hill Engineering Partners, LLC
2600 116th Avenue NE #100
RotBellevue, Washington 98004
h Hill Tel 425.869.9448
Fax 425.869.1190
CITY OFF RENTON
1055 SOUTH GRADY WAY
RENTON, WASHINGTON 98055
CONTACT PERSONNEL
JOHN HOBSON, PE PROJECT ENGINEER (425330-7279
DAVE CHRISTENSEN. PE WASTEWATER UTILITY
MANAGER
SEAT T LE PUBLIC UTILITIES
PUGET SOUND ENERGY
COMCAST CABLE
O',^1E ST
360 NEPiVORKS
LEVEL 3
TIME WARNER
XO COMMUNICATIONS
EMERGENCY 911
ONE CALL 1-800-424-5555
SHEETINDEX
SH.NO,
DESCRIPTION
1
COVER SHEET
2
SHEET INDEX
3
SEWER PLAN AND PROFILE -NE SUNSET BLVD
4
SEWER PLAN AND PROFILE -NE SUNSET BLVD
5
SEWER PLAN AND PROFILE -NE SUNSET BLVD
6
SEWER PLAN AND PROFILE-DUVALL AVE NE
7
MANHOLE DETAILS & TESC DETAILS
8
DETAILS
\/I(`INIITV AAAD
EXISTING
FOUND TACK IN LEAD
c
BOLLARD
=
TYPE 1 CATCH BASIN
POWER TRANSFORMER
TRAFFIC SIGN AS NO zD
.,.
TV RISER
IT
TELEPHONE MANHOLE
_:-
TV JUNCTION BOX
p-
STREET LIGHT
g
BUS STOP SIGN
>..
YARD LIGHT
©:,e
TELEPHONE JUNCTION BOX
c—
STREET LIGHT CONTROL BOX
L_ll
CABLE TV VAULT
UIq,
POWER METER
CABLE TV VAULT
aj—
POWER JUNCTION BOX
WATER BLOWOFF VALVE
WATER METER
;�
TRAFFIC DETECTOR LOOP (TYPICAL)
-
WATER VALVE
TD
CAS VALVE
CONIFEROUS TREE. SIZE AND SPECIES AS NOTED:
GEOTECH BORWG
-
C=CEDAR, D=DEOOORA, F=FIR, H=HOLLY, HM=HEMLOCK,
J=JUNIPER, M=MADRONA, P=PINE, S=SPRUCE
01 TCH
DECIOU-US TREE, SIZE AND SPECIES AS NOTED:
-
AERIAL POWER LINE W/ TELEPHONE
-'
A=ALDER, AP=APPLE, B=BIRCH, C=CHERRY, CW=COTTONWOOD,
D=DECiDUOUS, DW=DOGWOOD, H=HAWTHORN,
___
-- -""" "_-- "'"-"
POWER LINECN=CHESTNUT,
P=PLUM, PP=POPLAR, W=WALLOW
GAS
-
MAILBOX
TELEPHONE LINE
®
MONITOR WELL
FIBER OPTICS LINE
WATER SPIGOT
STORM LINE
SEWER MANHOLE
_------_
SANITARY SEWER LINE
r_=Y-
TRAFFIC SIGNAL POLE
WATER LINE
.
TELEPHONE VAULT
- _
RIGHT-OF-WAY
.�
POKER VAULT
RIGHT-OF-WAY CENTERLINE
FENCE LINE
TRAFFIC SIGNAL CONTROL BOX
BUILDING
_�-
CROSSWALK SIGNAL
_.
FOUND MONUMENT AS NOTED
CONTOUR LINE (5' INTERVALS)
TELEPHONE RISER
TELEPHONE MARKER
CONTOUR LINE (10' INTERVALS)
Fes,.
POKER TRANSFORMER
-
SHRUB
PROPOSED
GIB.
CITY OF RENTON
P.
RAISED PAVEMENT MARKERS
®
SANITARY SEWER LINE
;-
PO'AER RISER
{3
f18ER C'P:IC MANHOLE
04
SEWER MANHOLE
I
;I
i
c,,,.. H,i . f. g.l PP Ef r G a rf f E _ L L i
RothHiII
WA
r
co z
i
f -
_I
SUNSET INTERCEPTOR
PHASE 3
! .NDFY, SHEET ? LEGEND —_i
Tr -� Y.4 xRGS WERE 2-lREC- Ca, A T�-�T�l .1
ERG+`EEpK. !3lSto � I YT-
'Es ry
KRFQ o " ENGbEEP. SCAN., 7 11 R01 -1 1��T �V�� �
1-1 5T-5 11 -F M-If. S-
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1c. -ci 1-s,
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D!- TI
-4
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-7-1ju-
SW 3-23-5
E-E�HC -t�- OFT� 1-�KFCLDL�T�NT��,E �.,ZE
I - -OIE NOTE: CITY TO VERIFY LOCATION
—Ts.
-
E lRE 4' I .� :F;7- P-', TI�ESE 11111,
, in, _ CS=-� - VMI ♦T DM -E 1E -r-7- M ��5- ;C1 FW- OF SIDE SEWERS
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t
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CTIONAL-ORIUM PfibX, 'LOC-
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s cR -
CASJNG 168+00 r
XEX NA 169+00 170+00 171+00 172+00
—F
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TEL CROSSING PER I - I -, - — --- -- - - - , -
14— f
D.q.,"Gs
(APPROX. T. n.RA "C LOCATION U-
RECO"' ... -K
LOCA 9c, C. TOR IC PCT�iaf Z
C�41R
CA,<I. 7
EX.SSMH 91 IRL.SSMH 90 - - - - - - - - - - - - - - - - - - - - - - - - - -
----------
vw�
------------
T
(APPROX f;
Lc
5- ss
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
. — " ", 11 1, 1� -... I I /;; , itQ --- - - - - - - - - - - - -
EX SSMH 89
PLUG &,ABANDON- ABANDON Ek-'SANITARY
INVERT TO NE SEWER BETWEEN SSMH
89 A14D a 7 AFTER- PROP-
--- -------
SEWER IN SERVICE
'd NO
Z, TE- CITYWTO
SS PIFE
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1. tQR� IS IT ACCEPT -'BLE TO Cl'�Y---.
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405
. . . . . . . . . . . . . . . . . . . . . .
LL STORK DRAIN BE MODIFIED-
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\
--PROP. - SS M H- 903
PROP. SSM.
IE= 392.98 (EXJ,—?-14E)
392.93
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PROP
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INIiEFTS PRiOR
-
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To CONINECT!ON�
;1- 392.17 EX. ! CNE i
!E=392-37(K CS!
VERIFY INIERTS P.R!DR
O CONNE TCTIC*4
r.
P L L C
H-1i I i��
r T
G, 01 P--,%
CEPTOR SUNSET INTER 3/'2
PHASE 3
RothHill
=K
t-Ez- T I
SEATER PLAIN A1`JD PROFILE
20 FT
NE BOULEVARD
S/N J-ZJ-S
'
Kam'(;
ES Q B
t» '1P 551.E '668
L -T7pN OF EX SEWER'-
•{"- LOCATION OF SEWER SERs TO BE DETERMINED ..�.. ,A;,Sr;�=uta
SERVICE TO. 13E 7ERMtNEO - ��
PROP.55lAH �q61 //. ✓
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SERNCES (TYP) 1 AUE MEA,cR "`R 'M SEWER BE
S 87 / s /
(A?Pe°r LOC.) xx OA LA�rLG D!n ; cAN-__`-G__ m
_ _ AND PR9 SSMH AFTER/
T•-���-�' i =c-'1�'- -° --=r '.� t-.._PROP. SEWER 7N � VICE I (/�cRur. toc.i W�L ��uarr
--
Zw , --L
_-- -EX.SSMH 88�.0 SCL-------- > ✓`•o °z'� L:�rossi4�__" _ j - 'ro `},'____ �� �_�� �,��.
-_``-�x�&'�[w.y_ i� ABANDON EX: SANITARY fn i. Tv-�s-"`+-.
N�NSFOR.,R LT SEWER BETWEEN'SSMH 89 6 x 17)
- - - -- - `V 1 rX c-A x 51�, (A°Paax Itcc�JA>_ AND 87 AFTERPROP. SEWER
lF7 y
SANE tf+a:` SER14.CE� - aox_coc)j
ABANDON EX- SANITARY SEVO_ -
\ BET`�N SS�lti 167 AN[1��SSn•..
urulEs rsaftvAic«sMDiNr53A5ED URcw'+ZcnPM RECERE�Faw r.E R-ss�c `-ur, 3 t�DR •. r ,wa;'=cr<=APE,.R,w.. rcaocaw.c svvErca^LcrEn er Po:n rr: ;__ -. - - ..\ ;C \ _ % , J/ j' AfTEh' PROP/�it
SEYF,.R iMNSER�iCE _ _
f/
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tCUipMS PPOVOEDMTME iOPUili,WliC gyiiEr.LE�fR046ERGERA6w rr:.+EER2 F+C w rE„p < DFS:ATOM 19•]S OR St;.CE: BOLIf:MO, BUi LICiWE TFEE SAWTAAT ir'AER AV-a-f SCAE iTOPL MAt.CROSSlA'st ARE 9LY.t. Ai AS.LJLIEO OEPI,6 ALLOTERUTLITY t�
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FIN: w11EM COMrECTwG 1p ExtSTEG SW TARP "O ..
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SETERP 5.A:D.VJEEUS NOTE: CITY TO VERIFY LOCATION ca+rR.rt "O`
OF SIDE SEWERS
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o ... ... ..... ... ROP :55MH-87A::: .: :::AX SSMH:87 .. :. .... ....... ... ..... ...- ....- .. .-....-. IE 404.26'(S h),.
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:. -. ..... .. - ..... .. ..... ...... ..... T ..... ..... _ ..
.... ..... .... IE=399.55: (15"E)::.:: ....1E=400JD: (EX.: 8" ):: :.... :.. .:...:.:. . .:..5Tk 175+89�:44':LT 'VERIFY INVERTS PRIOR-" .. .. .: .. - .... - .. .. - �i .. .....- .. ....:..
7 RE7P: SSMH &78 IE-401.46 8.NE TO MM TION.:::....:' i�5_._�.� .. .. - - '-- ;AV r ms_ - .. .
tE=40093' 8.5)._.... .. i'-400.51' 8'N ...- - -.- - -
_ 395 : : _ _z,r ,
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111'A I!
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E
' SOUTH WHEN NEW '15'SEWE'
... ... ... - .. - .... - - ..:tE=400:59 EX.. 6-El .. .: - - ... .. tE=399.87 : 15• .. 7S.REAO i'!FOR 51=R.V,CE.: .... .. ...
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n
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OP SSMH �E7 � n0 � -- .. IE 401.s3 15 E
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r: STA. 1.72 -01 -1-i' LT .. _ .: .. _ oc.. .. 15•W Sly 0092
.. .. .. t.S__ .. ..
IE=396.10 (15'E) _ ..
IE=396.00 (15•'Aj. .. - ... ... .. - .. .. ...
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t =
PHASa
_ RothHill r_. PLAN AfC cRCN_=
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NE SUNSET 30U1 _EVA • -- �� �-,
-- ---------
SW 3-23-5
'CfCA7ATZS-M�'�A � C�K ---c v
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Tw.i ARE I SMD\Sl
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lk'
SEMEA--Fs
NOTE: CITY TO VERIFY LOCATION
OF SIDE SEWERS
p
w --$SMH- 2t6A
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SUNSET INTERCEPTOR
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----
-----
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KIE SUNSET BOULEVARD
SW 3-23-5
THESE DRAWINGS WERE PREPARED FROM A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
DATUM
ENGINEERING (BASED UPON A PROJECT UM WHOSE COORDINATES WERE PROVIDED BY
UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
SERGIEWASAM ENGINEERS. INC.) AND A TOPOGRAPHIC SURVEY PERFORMED By BERGEF.'kBAM
H PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTMI"'ES, ESTIMATES OF THE
mp �p� sr�-j � � Ti
ENGINEERS, INC OR ITS CONSULTANT ROTH HILLS SURVEY LIMITS ARE GENER-RLLY WEST OF STATION
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TZ 6
162-60 AND EAST OF STATION 189. 75 ON SUNSET BOULEVARD BUT INCLUDE THE SANITARY SEWER
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LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM 8ERGER;-BAM. ENGINEERS. W. IN
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-A E .1 0
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F i SUNSET INTERCEPTOR
PHASE 3
RothHill
F�
20
WER PLANI AND PRO,IL DUVALL AVE NE
F,
1 MANHOLE 90A DETAIL
10 NES
�2MANHOLE 90B DETAIL
V NTS
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NOTES:
ROM AC 1, ALL MANHOLES SHALL BE CONSTRUCTED PER
i ANS, SPECS. UNLESS OTHERWISE NOTED
LC.
Z THE MINIMUM CHANNEL DEPTH IN MANHOLES SHALL
BE 3/4 THE INSIDE DIAMETER OF THE LARGEST PIPE.
1 CORE DRILL ALL NEW INLETS,101JTLETS IN EX
MANHOLES
n pN. N 15-SEw-p
lAc -JCR
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�R FABRIC FENCE DET,,r!-
NOT TO SCALE
-CIE 9>SE
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17
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`OLUVE THE MEANS TO DEWATER STORED
SEDIUENT, AN OVERFLOW. AND BE EASILY
_TA.EO
CATCH R-4SJi,, INLET PROTECTION DETAIL
NOT TO SCALE
SUNSET INTERCEPTOR
PHASE
SEYy'Eq?AANH0LE DETAILS- & TESC DETAIL-5
NE SUNSET B01AEVARD
4/13/2005
8
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(5P PACE B074)
ADJUSTMENT ( - MIN
CONE
RUBBER CASKETED 0!NT5 In
ACCORDANCE WITH ASTV C-, _
STEPS - 3/<- DEFORVEO 9 -
STEPS SHALL BE INCLUH' A
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0
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VAX. PIPE SIZE - -E
LADOER-STD. ALVVINUM
CR GAL'JANIIED STEE_
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FOLLOWING CONK ICNS EXIST.
R
I
wt
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THE ENGINEER.
TYPICAL PATCH FOR RIGID PAVEMENT
PAVEMENT PATCHING AND RESTORATION DETAIL
NOT TO SCALE
2" C I A S,,
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---
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ARADOGw OR APPROVED
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EDGE OF CURB h GUTr+R
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PRINCIPAL/MI.NOR/COLLECTOR ARTERIAL STREETS R wDL,5l.I
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RESIDENTIAL ACCESS STREETS - 7 ACP CLASS E- OR 'B'
NOTE:
UPON REDDEST CK ENQNEER. NEW ROADWAY PAVEMENT
SECTION MAr BE DESIGNED USING A>I APPRDVED METw OO FOR
EETERuTNIIIC —1E.E IT TIDCKNESS.
Or CURB OR
1F PAVE
.O1 CC .,3.
1- U NL_
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OR A5 REQUIRED BY ENCNEER
TYPICAL LONGITUDINAL PATCH ANE
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NOT TO SCALE
IMIN IMIN r MiN PAIN MINI
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FOR CAci IP.ON PIPr
OR OIICHLE IRON PIPE. t
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IL G
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fi' u�N. m
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OF TEE AT M.NII OVER 25 DECREES
ELEVATION
_
NOTE:
UNLESS OTHERWISE SHOWN ON PLAN, SIDE SEWER SHALL HAVE
A MINIMUM 2.5' COVER AT PROPERTY LINE OR 3-5 LOWER
THAN THE LOWEST HOUSE ELEVATION. WHICHEVER IS LOWER.
STANDARD SIDE SEWER, INSTAI I APON
I,S( W'ER MAIN TO PROPERTY LINE)
NOT TO SCALE
EAISIITIG _._—'
WATER «an \
:�- M,.n -•ER^GAL
SLEE E RED::+RED
AG rG RI 1R5NEELSL'F O
0' +
rV'IUc —O'T_L...- P. __...
I
SUNSET INTERCEPTOR ; 41/13/2005'
PHASE 3
DETAILS
Hobson - FW: Hydraulic Modeling of Potential Improvements for Sunset Interceptor Phase 3 Project �N Page 1
From: "Goss,Kevin" <krGoss@rothhill.com>
To: John Hobson <Jhobson@ci.renton.wa.us>, Dave Christensen
<dchristen@ci.renton.wa.us>
Date: 09/09/2004 4:07:56 PM
Subject: FW: Hydraulic Modeling of Potential Improvements for Sunset Interceptor Phase 3
Project.
> John, Dave,
> This email addresses the results of additional hydraulic modeling
> following our last meeting. It also presents some of the cost analyses we
> have done. We only addressed costs on Sunset and Duvall, not for some of
> the piping and/or lift station modifications that are evaluated in the
> modeling. See below.
> My hope is that there is enough information here to allow you to determine
> the approach you would like to take for these basins as a whole and that
> we can agree in the next week or so on which configuration of Sunset and
> Duvall best meets your long-term objectives for this area. We expect we
> may need to do a final model run to confirm the concept, expand the
> current unit cost analysis to capture the "final" project scope, and
> prepare a draft technical memo for you. Following your review, we would
> make final adjustments and have the final technical memo and plans ready.
> We have already discussed that the utility locating subconsultant was
> outside of the original scope. Otherwise, the project has progressed as
> anticipated in the scope and budget. We have received a number of
> drawings and a fair amount of storm drainage information from Berger/Abaco
> and have incorporated several portions of it. As John and I discussed, it
> doesn't appear that their plans have progressed to the point where our
> review of potential conflicts is value-added for the City. We are
> approaching the budget established for this phase. If we proceed with the
> course described herein and we don't need to make too many more changes,
> we should not exceed the current budget. We will need to complete a
> contract amendment for the utility locating. Does this need to be in
> place before we can bill beyond the specified limit in the contract, or
> can we address this in an addendum to add the balance of design services
> to the existing contract? This is a somewhat optimistic question, but
> John has indicated the latter might be forthcoming.
> Modeling
> I will be somewhat informal and simply forward you an email we developed
> that presents the results of the additional modeling we dicussed at our
> last meeting.
> -----Original Message-----
• From: Goss,Kevin
> Sent: Thursday, September 02, 2004 5:13 PM
> To: Brodahl, Erik; Slifer, Scott
> Cc: Goss,Kevin
> Subject: RE: Hydraulic Modeling of Potential Improvements for Sunset
> Interceptor Phase 3 Project.
> After discussion of the routing of the lift stations in the Sunset
> area last week between you and Kevin Goss, we performed hydraulic modeling
John Hobson - FW: Hydraulic Modeling of Potential Improvements for Sunset Interceptor Phase 3 Project. Page 2
> using the Mouse program for three new alternatives.
> The piping shown in the attached drawings is color coded by Q /
> Qfull. We assumed that the pipes would be designed to be a maximum of 80%
> full (Q / Qfull = 0.8). Piping shown as blue is within the 60 to 80% full
> range. Pipes colored green, yellow, or red are above 80% full, per the
> legend shown on the drawings. The DOE Sewer Design manual does not appear
> to be very specific about the definition of the maximum acceptable pipe
> design capacity. As we understand it, the City's own criteria is to
> design such that pipes are a maximum of 80% full. Q / Qfull corresponds
> to a flow depth to Diameter (d / D) ratio of approximately 0.76 (not
> taking backwater effects into consideration), so the selected Q / Qfull
> criteria -of 80% maximum is slightly more conservative than d/D = 0.8.
> After sizing pipes to be a maximum of 80% full, we checked for pipes that
> were surcharging by reviewing the profiles. Although the model showed
> that all of that the pipes are within the 80% full criteria based on flow
> rate after the initial improvements, a few of the pipes were slightly
> surcharging due to backwater effects, which we addressed.
> The numbering system below is continued from previous modeling
> scenarios, and the following text describes each of the most recent
> scenarios:
> All of the piping diameters in this email refer to approximate
> internal diameters. For each of the following four scenarios, the Summer
> Wind Lift Station (L-24) was abandoned, and we assumed that the wet well
> was rechanneled with a gravity pipe added to direct the sewage flow to
> Stone Gate Lift Station (L-27). The pumps in Stone Gate were upsized to
> 540 gpm (1.2 cfs) to match the peak inflow during the 20-year storm event
> in the Ultimate (year 2030) model. For all of the following scenarios,
> the 4" diameter force main would need to be upsized due to capacity
> problems to 6" diameter (6.1 ft/s) or 8" diameter (3.4 ft/s) depending on
> the City's preference and the desired pumping characteristics.
> In each of the scenarios, the piping improvements to Sunset Blvd.
> remain unchanged from Union through MH 5303173, just east of Duvall. The
> common improvements are a follows: Upsized to 18" diameter between Union
> Ave and Whitman Court, upsized to 15" diameter from Whitman Court to
> Duvall, and upsized to 12" diameter from Duvall east to MH 5303173. There
> were also minor routing improvements along Sunset in a few locations to
> improve the hydraulics.
> Scenario 4A (run prior to the meeting with John, Dave, and Kevin on -
> 8/20/04):
> For this scenario, flow downstream of Long Lift Station (L-32) was
> diverted from Anacortes Ave NE to avoid downstream capacity issues by
> removing the pipe to the South from MH 5303017 and adding a new pipe to
> the east connecting to MH 5303070 (which diverts the flow to Duvall). A
> new upsized force main was added between Stone Gate and the current
> discharge point of Summer Wind (MH 5303127). Note that force mains are
> shown as straight lines between each of the lift stations and the
> discharge points in the model.
> To accommodate the increased flow from the lift stations, the piping
> in Duvall was upsized to 15" diameter throughout the entire length. The
CIco L.r d. 7 2L.Os c7z� iFi' �3
a lzo�cov
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John Hobson - FW: Hydraulic Modeling of Potential Improvements for Sunset Interceptor Phase 3 Proiectt. Page 3
> biggest advantage of this alternative is that most of the North -South flow
> would be focused on Duvall, limiting the major improvements to one street,
> which may be the most overall cost effective solution. A significant
> drawback of this alternative is that due to the increase from 8" diameter
> to 15" diameter piping, pipe -bursting may not be a viable option.
> Another option that was not explored in detail is that it may
> possibly be more cost effective to extend the new Stone Gate force main
> all the way to Duvall to avoid the capacity issues in the gravity main
> between the discharge point and Duvall for this scenario.
> <<Scenario 4A Plan View Qfull .emf>>
> For the following three scenarios, instead of Stone Gate discharging
> to the current Summer Wind discharge location, a new upsized force main
> would be installed from Stone Gate to MH 5303229 (Field Ave NE).
> Scenario 5:
> As in the previously run scenario, flow downstream of Long Lift
> Station (L-32) was diverted to Duvall. All of the piping within Duvall
> was reset to 8-inch diameter.
> The attached results demonstrate that the piping in Duvall would
> still be undersized if the sewage flow from Long Lift Station was routed
> to Duvall. The piping downstream of the new Stone Gate FM discharge
> location in Field Ave NE, and in Sunset Blvd from Field Ave NE to Duvall
> Ave NE would also have capacity issues.
> <<Scenario 5 Plan View Qfull.emf>>
> Scenario 5A:
> This scenario is the same as Scenario 5, except that the piping was
> upsized to address the above -mentioned capacity issues. All of the pipes
> within Duvall were upsized to 12" diameter, except the final run
> connecting to Sunset, which was upsized to 15". The piping in Field Ave
> NE from MH 5303225 south to Sunset Blvd and in Sunset west to Duvall Ave
> NE was upsized from 8" to 12". One pipe run in Sunset Blvd east of the
> Field Ave connection would also need to be upsized to 12" to avoid
> surcharging. These changes addressed the localized capacity issues.
>
> A main advantage of this alternative is that pipe -bursting from 8"
> to 12" along Duvall would be more feasible. A large disadvantage is that
> additional piping improvements would be needed along Sunset and in Field
> Ave, in addition to additional force main work and the Duvall
> improvements.
> <<Scenario 5A Plan View Qfull.emf>>
> Scenario 5B:
> Since the City expressed a desire to avoid piping improvements
�q,p� �F /JE Z(o11 Op�u e� sop
12G cc,)
I� i— 'N 6
40o Lr- iu LJE Vt!L
4117,4jo oo
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4 744,L000
140o &-p
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1100 LF ,� S✓► Se-r
L 341, 000
John Hobson - FW: Hydraulic Modeling of Potential Improvements for Sunset Interceptor Phase 3 Project _Page 41
4co LG OC- Z-10 O cpY(f Vaao
'd /Z o oc o
> within Duvall if possible, Scenario 5B diverted all lift station flow from 1"r- cF Fiu.D
> Duvall. The piping configuration at MH 5303017 was reset, such that flow 4-34j-0
> is directed south to MH 18 (Anacortes Ave), and not to the east. Under
> this scenario, the piping in Duvall was again reset to the current 8-inch
> diameter. The pipes in Field Ave NE and Sunset described in Scenario 5B a -341,- Z,
> remained 12-inch diameter. Under this scenario, the piping in Duvall /gJo Lr- A.acei-7ES oyca/& *moo
> would not need to be upsized. However, there are significant capacity -10 > issues in Anacortes Ave NE and downstream towards the connection to Sunset '73 OO°
> Blvd. 4
> <<Scenario 5B Plan View Qfull.emf>>
> Cost Analyses
> We anticipated that we would not know the ultimate piping
> configuration or construction method without consideration of the costs.
> In order to avoid preparing a complete opinion of probable construction
> cost for every variation of each scenario, we agreed to develop "unit'
> costs for each construction method. This reflects a tradeoff between the
> value of having the more complete answer and the time it takes to develop
> that answer. The method we took was to take two "typical" segments of
> pipe (one on Sunset and one on Duvall) and develop an opinion of the
> probable construction cost for both open -cut installation and pipe
> bursting for each. I was particularly interested in which method would be
> more cost effective for Duvall, considering that our experience has been
> that pipe bursting is more expensive, but that is offset by restoration,
> traffic control, and in this case probably dewatering costs.
> On Sunset, we looked at the three sewer runs between SSMH 102 and
> SSMH 98. On Duvall, we looked at the three runs between SSMH 202 and SSMH
> 80, including the run from SSMH 199 to SSMH 284. These two segments are
> not generally comparable to each other, but the evaluation between open
> cut and pipe bursting on either street was intended to be "apples to
> apples." These segments are intended to be typical of each street and are
> somewhere between the most and least expensive portions of each of the
> respective streets, but they are not mathematically "average." Thus, it
> is a stretch and probably not valid to multiply the unit cost by the
> length of pipe on the respective streets to come up with a preliminary
> project cost. That said, we did just that and came up with numbers that
> appear consistent with our expectation of what the total cost of the
> current configuration of the project might be. The configuration shown on
> the plans right now remains from well over one month ago, showing upsizing
> as described in the modeling above between Union and just past Duvall on
> Sunset, upsizing Duvall to 12-inch to about NE 23rd St, and new 8-inch
> northward to SE 100th St. That is 2300 feet on Sunset and 2800 feet on
> Duvall. Obviously, this is not set in stone, as subsequent scenarios may
> well better serve your overall needs.
> I am not sending all of the supporting spreadsheets. I can do that,
> or describe the assumptions made if you want. We tried to err only
> slightly conservative, then added a 15% contingency. The scale of some of
> the component costs can be skewed by looking at these short segments; yet
> another reason not to try to figure total project cost from these. This
> effect should be much reduced by looking at the complete project. Again,
> they are intended for comparison of the two construction methods.
*John Hobson - FW: Hydraulic Modeling of Potential Improvements for Sunset Interceptor Phase 3 Project. Page.S
> For Sunset we assumed a half -street overlay for both pipe bursting
> and open cut, as the road would have some big patches in either case. The
> pavement is very thick overall (up to 24-inches in one spot). We assumed
> 12-inches of patch where it was required. Obviously, the majority of the
> savings for pipe bursting comes from only have windows dug down to depth,
> instead on one big, long trench, thus less import, dewatering,
> restoration, etc.
> On Duvall, we assumed the sewer would be built immediately ahead of
> road reconstruction. The only restoration costs we included were for
> short-term patching of the excavations to maintain traffic during
> construction.
> That's probably enough caveats for now.....
> The results were, per lineal foot: Sunset Open Cut, $634, Sunset
> Pipe Bursting, $441, Duvall Open Cut, $424, and Duvall Pipe Bursting,
> $310.
> Next Steps
> Please contact me when you have had a chance to go through this. I
> was really pleased with the format of the modeling output, but the
> profiles are more telling. Give me a call and Erik and I can go through
> the results with you. Please also let me know what questions you have
> about these unit costs.
> Thanks,
> Kevin
> Roth Hill Engineering Partners, LLC
> Kevin Goss
> 2600 116th Avenue N.E., Suite 100
> Bellevue, WA 98004
> Tel. 425.869.9448 / 206.682.7426
> Fax 425.869.1190
> Public Works Solutions
CC: "Goss,Kevin" <krGoss@rothhill.com>, "Wolf, Brian" <BWolf@rothhill. com>, "Brodahl,
Erik" <EBrodahl@rothhill.com>, "Arnold, Melanie" <MArnold@rothhill. com>, "Maxwell, Katherine"
<KMaxwell@rothhill. com>, "Goss,Scott" <SGoss@rothhill. com>
John Hobson - Sunset 2001 Design Storm2.emf Page 1 i
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I John Hobson - Scenario 5A Plan View Qfull.emf Paqe 1 1
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John Hobson - Scenario 5 Plan View Qfull.emf Page 1
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John Hobson - Scenario 4A Plan View Qfull .emf Page 1
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[feet]
hn`Hobson - RE: Sunset Interceptor, Phase 3 Page 1
From: "Goss,Kevin" <krGoss@rothhill.com>
To: 'John Hobson' <Jhobson@ci.renton.wa.us>
Date: 09/24/2004 12:08:24 PM
Subject: RE: Sunset Interceptor, Phase 3
John,
Preliminary answers inserted in your text. I've got Erik Brodahl lined up
to work on the modeling Monday. I have to have you some results shortly
after that.
Thanks,
Kevin
-----Original Message -----
From: John Hobson [mailto:Jhobson@ci.renton.wa.us
<mailto:Jhobson@ci.renton.wa.us> ]
Sent: Thursday, September 23, 2004 12:31 PM
To: Goss,Kevin
Subject: Re: Sunset Interceptor, Phase 3
Annoy me as much as you need, I've been terrible at getting back to people
quickly lately. Dave, Mike and I went over the info that you presented and
have one question, two requests and a preliminary decision.
First the question. Did the scenarios that you sent include the flows from
the potential large condo complex to the east that would probably connect
into Manhole #290? (Yes. I will verify the density and area, but I think
-it came to approximately 300 units)
Request #1: We would like a print of the hydraulic model of the current
system with the current flows. This is will give us a base of what we have
in the system right now and should give us an idea of when we need to do
system improvements to both the lift station reconfiguration and the
Anacortes Ave re-route/ up -sizing. (We have the current system as a
scenario, but we have not worked with existing flows as part of this
project. I understand we have components of the current flows developed as
part of the model calibration, but it will take a good part of a day to
assemble them, run them through the model and present the results).
Request #2: We would also like a print of the hydraulic mode of the current
system at full build -out. (We have this result, it should just be a matter
of saving one of the output files in the .emf format for transmitting (like
what we inserted into the last email). If you want to see the profiles too,
we may be better off mailing them.) .
Preliminary Decision: Scenario 5B is the preferred direction at this point.
It allows us to do the minimum up -sizing right now to get out of the
Sunset/Duvall Intersection and will allow us to defer the Field Ave
up -sizing until the lift station reconfigurations. It will also allow us
to up -size and or rehab the Anacortes Ave at a later date. (We haven't
done any analysis of costs for work outside of Sunset and Duvall, so I don't
know if or how much money you might save by having the transportation
department pay for restoration on Duvall if you wanted to address the
_.John r,obson - RE: Sunset Interceptor, Phase 3 Page 2
conveyance problems north of Anacortes by diverting flows that way. Looking
at both the existing capacity issues and the future results will give us
some sense of the urgency of addressing this problem.)
>>> "Goss,Kevin" <krGoss@rothhill. com> 09/23/2004 8:39:45 AM >>>
John,
I am following up on the information we sent. I can be as annoying or as
polite as you want; just let me know. :)
It would be helpful for planning here to have a sense of your
schedule/priority. I will do my best to "clear the decks" for the timeframe
when we pick this back up.
Happy Autumn,
Kevin
This message has been scanned by the City of Renton's filtering gateway.
^��
RECEIVED Roth `H i I I SEP 17 2004 4 1%04
CITY OF RE t� N
LETTER OF TR`�► s
To: John Hobson
City of Renton
Municipal Building, 5 Floor
1055 South Grady Way
Renton, WA 98055
Please find: M Herewith
via: US Mail
Roth Hill Engineering Partners, LLC
2600 116"' Avenue NE, Suite 100
Bellevue, Washington 98004
Tel. 425.869.9448
800.835.0292
Fax 425.869.1190
Date: 9/16/04
Client: City of Renton
Contract No: n/a
Project No: 15-011
Subject:Sunset Interceptor, Phase 3
COPIES
DATE
NO.
DESCRIPTION
1
9/14/04
Draft Geotechnical Engineering Report
NE Sunset Boulevard Interceptor — Phase 3
Improvements
THESE ARE TRANSMITTED as checked below:
❑ As requested
® For review and comment
❑ For approval
REMARKS:
John,
❑ For your file ❑ Approved as noted
❑ For your information ❑ Returned for corrections
❑ Approved as submitted ❑ Resubmit copies
For your review. I would like to discuss with you and/or HWA the City's preferences for what
information does and does not go into the final geotech report and/or the specifications. Note
that the report includes the recommendation that it be included in its entirety to the contractor.
haven't seen your specifications to see how they address the City's design -side geotech work.
We have some clients who only want the boring logs in, for example. Of course, once the
report is finalized, it becomes part of the official side of the record, so any edits should be
considered now.
Note also the sections that specifically address the feasibility of pipe bursting.
Please call me with any questions. Thanks,
COPIES: SIGNED: /
F:\0015\00011\Design\Corresp\OwnerVH_091604_KRG_trans_dratt-geo•reportdoc Kevin R. Goss
John Hobson - RE: Sunset Interceptor, Phase 3 Page 1 j
From: John Hobson
To: Goss, evin
Date: 09/30/2004 7:05:06 AM
Subject: RE: Sunset Interceptor, Phase 3
Kevin,
It won't be a problem to add the addtional costs for the extra modeling to the utility locate costs in the
addendum.
I'm reviewing the geotech report now and should finish my review by tomorrow. We generally have the
geotech report included in its entirety with the bid specs so I'll make sure there's nothing in it that could
lead to confustion for the contractor.
Dave and I agree that the restoration should provide a definite depth for all road restoration materials
rather than "match existing". Transportation does have a design for the intersection at Duvall and Sunset
which is calling out 12" for the Asphalt depth.
Current traffic counts for the intersection show a typical PM peak of:
468/hr west bound on Sunset
503/hr east bound on Sunset
546/hr south bound on Duvall
360/hr north bound on Duvall.
Unless pipebursting vibrations are significantly more than those created by a standard vibratory hoe -pack,
doubt we will need to monitor. I'll check with Dave today and see if he has any ideas about this.
>>> "Goss,Kevin" <krGoss(o-)_roth hill. com> 09/29/2004 9:46:47 AM >>>
John,
It seems appropriate to consider 'existing flows' to be'existing sanitary'
+'I&I component at the design storm,' so that we are comparing analogous
conditions. We have existing sanitary flows from the County's data.
don't believe the County's monitoring captured anything like the design
storm. To do this analysis, we would have to apply the design storm to the
existing basin. This isn't a combination we had run under the modeling
project or budgeted for under this project. That said, we have a little
time left in the modeling budget for Sunset, but I had hoped to save that
for a final model run of the proposed piping configuration. The former (new
scenario) should take about 6 hours by the time Erik provides some
analysis/summary of the results. As this is obviously necessary for you to
make an informed decision on approach to this project, I have asked him to
get started on this (a little later than I'd hoped. Sorry, my fault). This
may mean that the final model run after the piping configuration is set
could take us a little past the budget for this phase. Please let me know
if that will be a problem. Otherwise, we'll add it to the utility locating
as part of a subsequent addendum.
You should have received a copy of the draft geotech report. Please let me
know if you have comments or questions. I want to make sure that it
contains everything you want a contractor to know about the soils
investigation and nothing that you don't want to become part of a subsequent
set of contract documents. Do you have any special provisions for the way
that geotechnical reports are included in your contracts?
Note that portions of the pavement on Sunset are up to 24 inches thick (and
John Hobson - RE Sunset Interceptor, Phase 3 Page 2
that is just where they drilled!), with many over 12 inches. I talked with
HWA about developing a recommendation for the restored ditch section. I'd
like it to be more specific and less expensive than "match existing, minimum
XX inches." To do that, they would like to get the traffic counts, ESL
numbers, for Sunset.
HWA also suggested we consider having them perform vibration monitoring
during at least the early stages of pipe bursting. This would allow
evaluation of potential impacts to adjacent utilities and structures. I'm
not yet sure if I would recommend this or not, but I want to get the idea
out there since they mentioned it. It might make sense to consider this
after we look at the proximity of other utilities (we're not really all that
close to structures) in the areas that will be burst.
Thanks,
Kevin
-----Original Message -----
From: John Hobson fmailto:Jhobson(aD-ci.renton.wa.us1
Sent: Friday, September 24, 2004 12:26 PM
To: Goss,Kevin
Subject: RE: Sunset Interceptor, Phase 3
Thanks for the answers. I don't believe we need the profile for the
existing system at full build -out to make our final decision. As far as the
Anancortes line goes, we would like to know it's current flows to determine
whether we need a fix right now or if we can wait. The Anacortes lines are
approx. 35 years old so they will eventually need to be replaced anyway. If
they are not over -capacity right now then we can possibly save money by not
replacing Duvall (which is PVC) at all and then replacing the aging concrete
of Anancortes and upsizing at the same time.
>>> "Goss,Kevin" <krGoss(aD_rothhill.com> 09/24/2004 12:07:48 PM >>>
John,
Preliminary answers inserted in your text. I've got Erik Brodahl lined up
to work on the modeling Monday. I have to have you some results shortly
after that.
Thanks,
Kevin
-----Original Message -----
From: John Hobson fmailto:Jhobson(aD_ci.renton.wa.us
<mailto:Jhobson(3ci.renton.wa.us> ]
Sent: Thursday, September 23, 2004 12:31 PM
To: Goss, Kevin
Subject: Re: Sunset Interceptor, Phase 3
Annoy me as much as you need, I've been terrible at getting back to people
quickly lately. Dave, Mike and I went over the info that you presented and
John -Hobson RE: Sunset Interceptor, Phase 3 Page 3
have one question, two requests and a preliminary decision.
First the question. Did the scenarios that you sent include the flows from
the potential large condo complex to the east that would probably connect
into Manhole #290? (Yes. I will verify the density and area, but I think
it came to approximately 300 units)
Request #1: We would like a print of the hydraulic model of the current
system with the current flows. This is will give us a base of what we have
in the system right now and should give us an idea of when we need to do
system improvements to both the lift station reconfiguration and the
Anacortes Ave re-route/ up -sizing. (We have the current system as a
scenario, but we have not worked with existing flows as part of this
project. I understand we have components of the current flows developed as
part of the model calibration, but it will take a good part of a day to
assemble them, run them through the model and present the results).
Request #2: We would also like a print of the hydraulic mode of the current
system at full build -out. (We have this result, it should just be a matter
of saving one of the output files in the .emf format for transmitting (like
what we inserted into the last email). If you want to see the profiles too,
we may be better off mailing them.)
Preliminary Decision: Scenario 5B is the preferred direction at this point.
It allows us to do the minimum up -sizing right now to get out of the
Sunset/Duvall Intersection and will allow us to defer the Field Ave
up -sizing until the lift station reconfigurations. It will also allow us
to up -size and or rehab the Anacortes Ave at a later date. (We
haven't
done any analysis of costs for work outside of Sunset and Duvall, so I don't
know if or how much money you might save by having the transportation
department pay for restoration on Duvall if you wanted to address the
conveyance problems north of Anacortes by diverting flows that way.
Looking
at both the existing capacity issues and the future results will give us
some sense of the urgency of addressing this problem.)
>>> "Goss,Kevin" <krGoss(&rothhill.com> 09/23/2004 8:39:45 AM >>>
John,
I am following up on the information we sent. I can be as annoying or as
polite as you want; just let me know. :)
It would be helpful for planning here to have a sense of your
schedule/priority. I will do my best to "clear the decks" for the timeframe
when we pick this back up.
Happy Autumn,
Kevin
This message has been scanned by the City of Renton's filtering gateway
Roth Hill Engineering Partners, LLC
�1
RothHill
MEMORANDUM
TO: John Hobson, City of Renton
FROM: Kevin Goss //,?-L
RE: Sunset Interceptor, Phase 3
COPIES: Brian Wolf, Katherine Maxwell
DATE: August 17, 2004
2600 1161h Avenue NE, Suite 100
Bellevue, Washington 98004
Tel. 425.869.9448
800.835.0292
Fax 425.869.1190
Project No: 15-011
Page 1 of 4
This memo describes the status of the various tasks within our scope of services for this project.
It is organized in the same manner as the approved scope document, but also includes discussion
and presents questions on related topics.
Research, Information Gathering, Coordination w/ Utilities
We have requested maps from all utilities and/or agencies identified by the One -Call utility locate
service as having facilities within the limits of the project. We received data from all agencies
except for the Department of Transportation. After several iterations of request, they told us we
had to go to their office and review the files. Our experience with DDT's records for this general
area is that they consist of fairly old plan sets with primarily roadway and storm drainage
information. We have surveyed all visible stormwater facilities and collected measurements
thereof, or have shown similar information provided by Berger/Abam. We have shown the
information gathered from these sources on our project drawings within the limits of our survey
work, and have used it to verify and in places update the information provided by Berger/Abam on
their drawings. As such, we don't feel it is necessary to research DOT's records. Please let us
know if you would prefer we pursue these records.
Sewer Information
We have some missing and some conflicting information on existing sewers. The following table
summarizes the conflicts. For modeling purposes, we have generally assumed the largest pipe
sizes, assuming that we are simply missing the latest as-builts. Where the recent videos are clear
and definitive as to pipe size, we have used that data. The following table summarizes some of
the conflicting data.
Pipe section
As -built
Model
Base
ma
Video
MH 87-89
8"
8"
12"
8"
MH 89-90
No AB
8"
12"
No video
MH 90-91
No AB
12"
12"
8'$
MH 101-99
8"
12"
15"
12"
MH 101-104
1 8"
15"
15"
1 15"
FA0015\00011 \Design\Corresp\Owned H_0817D4_KRG_memo_status-questions. doc
John Hobson
August 17, 2004
Page 2
We do not have any as-builts for a number of lateral or other tributary sewers, including:
On Sunset: 110-105 106-105
109-105 100-99
221-218 279-280-278
274-275
On Duvall: 158-166 75-74
71-72 823-340-214-215
805-283-186-73 212-213-186
The runs tributary to 215 may be in the right-of-way and may need to be adjusted (or at least
checked) as part of the roadway project. We have no topographic data on these
manholes/cleanouts.
The runs tributary to 73 have a definite capacity problem as a result of the upstream lift station
discharge. We will summarize the results of the analyses more completely in the final report.
Please provide any further records, as -built drawings, or other information you may have on these
sewer runs. It may be acceptable to reflect only what we know to date for these areas for this
preliminary phase, but these records should be reviewed prior to design development.
Topographic Survey
We have incorporated numerous drawings received from Berger/Abam (from the Buzzsaw site)
into our base drawings. We have completed the topographic survey of the project limits, including
an additional site trip to pick up some items that were not accessible during the initial survey trips.
We have surveyed manholes and collected measure -downs throughout the total project limits and
surveyed manholes and collected measuredowns for catch basins within our survey limits. There
are still several manholes and cleanouts, both inside and outside of the right-of-way, that we have
not yet been able to find, even with your assistance. Please see the list below. Some of these
may need to be surveyed in order to identify the slopes of pipes connecting to the lines we are
planning to replace. We will identify the missing items and we can discuss the need to collect
them. We have nearly expended the budget for the survey phase of the project, including the
additional trip to collect buried or covered items. Subsequent_ topographic survey should be
completed under an amendment to the current contract, possibly during the design phase.
Manholes for which we still have no survey information include 107, 253, 328, 280, 85, 214, 340,
823, and 824.
Several of these are private manholes or cleanouts, but the pipes that exit them either currently
enter the right-of-way ormay be impacted by the proposed roadway project. As with the
incomplete record drawings, it may be acceptable to reflect only what we know to date for these
areas for this preliminary phase, but these manholes should be dug up and surveyed prior to
design development.
We have completed the topographic survey task items described in the scope of services except
as described herein.
If we wind up potholing some facilities to verify depth, materials, or the potential for conflict with
the proposed sewer modifications, it may be best to survey the exposed facilities. We can discuss
this approach and whether the City may be able to have a crew expose the covered manholes.
F:\0015\00011 \Design\Corresp\OwnerUH_081704_KRG_rrmemo_status•questions.doc
John Hobson
August 17, 2004
Page 3
Geotechnical Engineering Evaluation and Report
The geotechnical engineer, HWA GeoSciences, Inc., has completed their field investigation and is
preparing a draft version of their report. We understand the draft will be ready on August 171n
Preliminary discussion of the results with HWA suggests that the existing sewer trenchlines were
not well compacted. This suggests that there should be room for the existing pipe to be burst and
compacted into the surrounding trenchline during possible pipe bursting operations. The report
will address pipe bursting feasibility and design recommendations, which we will coordinate with
other constructability issues while analyzing potential construction methods.
After you have had a chance to review the report, we should discuss any questions you may have
and how the report might ultimately be incorporated into the construction contract, so that any
information you do or do not want made part of the contract is properly addressed in the final
geotechnical report, which will be completed as part of this preliminary engineering phase.
Sewer Hydraulic Modeling
We have analyzed deficiencies in the existing system. The model is based upon some
assumptions as to pipe size and material where uncertainties remain (as described above). We
intend to incorporate any clarifications as to makeup of the existing system into subsequent model
runs.
We have run the first few iterations of the proposed system in order to determine the appropriate
size of the mainline sewers within Duvall and Sunset. Given the depths of the sewers and
currently -anticipated soil conditions, we expect that the sewer inverts following pipe bursting would
be fairly close to the existing inverts. For preliminary modeling, we are assuming the pipe stays
on the same line and grade, except where we specifically propose realignment. Should any
realignments be incorporated, there may be some additional, but limited, flexibility. In several
locations, we have proposed short realignments to reduce the severity of bends in the flowpath.
We will review these with you to verify your preference for the future alignment. We are checking
the need for upsizing of laterals sewers that connect into the main line within the right-of-way. We
will also be looking at any other "cleanup" or "straightening" of the flow path that might be
accomplished as part of this project within the project limits. We will discuss most of these with
you today, but there may be a few additional checks needed after our meeting.
We have not yet considered the impact to the piping system of removing the Summerwind Lift
Station and routing all flows to an upsized Stonegate Lift Station. We would like to discuss what
assumptions we should make and/or preferences you may have for the future Stonegate lift
station.
When we've completed these analyses and you have confirmed the limits of piping
upsizing/realignments, we will complete a last model run of the proposed improvements to verify
expected system performance. We would like to have this done during the last week of August /
first week of September.
We will have preliminary results from the modeling available during our meeting on the 171h, so
that we can discuss which pipes you want us to include in the recommended improvements.
Coordination with Transportation Design Consultant (Berger/Abam)
We have received several iterations of the transportation design consultant's (Berger/Abam's)
plans, including their initial topographic survey information we needed to merge with ours in order
to provide a complete base drawing. We understand that paper plan sets for the proposed
roadway and storm drainage project will not be available for several weeks. We had not budgeted
F10015\00011\Design\Corresp\Owner'JH_081704_KRG_mer _status-questions.doc
John Hobson
August 17, 2004
Page 4
for merging the various drawings prepared by Berger/Abam in order to create a complete picture
of the proposed road and storm improvements, or, for producing paper copies of those drawings.
Our scope of services and budget anticipates that completed sets would be provided to us. If the
comparison of proposed stormwater system and sewers needs to happen before paper sets are
available, we will likely exceed our budget for this phase.
Given the schedule of these two projects and the current status of the roadway and storm
drainage plans, it is likely that we will only be reviewing during the preliminary engineering phase
one iteration of Berger/Abam's proposed improvements for potential conflicts with the existing and
proposed sewers.
We had not budgeted for a meeting with the transportation team, but certainly understand why it is
important to both of these projects. We may be able to complete this aspect of the project within
the current budget; but it is more likely that we could go over slightly because of this and the
additional drawing coordination and plotting needed.
We expect to be able to deliver our drawings to Berger/Abam within the next several days. These
will be preliminary, but will show all of the available sanitary sewer information so that all parties
will be using the same base sewer information. We anticipate sending Berger/Abam the
proposed sewer plans at the completion of our preliminary engineering phase.
Preliminary Engineering Analysis and Design
We are looking at possible construction methods, including trenchless technologies. We are
including consideration of constructability issues in the evaluation of both open -cut and trenchless
construction methods. These include traffic control, access to businesses, sewer bypassing,
dewatering, and related issues.
We are starting to work out possible construction costs and will use those as a guide to help
determine if pipe bursting is the right solution for the various portions of this project. The costs
may also guide you in determining the extent of "cleanup" or "straightening" work is done under
this project. We will be developing a complete, but preliminary opinion of probable construction
cost for the selected piping configuration, but only partial cost opinions as necessary for the
evaluation of alternative alignments.
We have met with two contractors with different levels of pipe bursting experience to discuss this
project and confirm our approach. Both provided valuable comments based upon their
experiences.
Once the proposed alignment starts to firm up, we will evaluate potential potholing locations and
coordinate with you on how to conduct this investigation. Our current contract defines this as part
of a subsequent amendment.
We expect that after our meeting today, we will generally know the scope of the necessary
improvements (barring any major changes needed as a result of the roadway and storm
improvements). With your input at today's meeting, we will focus our remaining efforts toward the
proposed piping configuration and prepare a draft technical memorandum. Our goal that the
results of this preliminary phase will provide an excellent jumping off point for the balance of the
project design.
FA0015\00011 \Design\Corresp\Owne r'J H_081704_KRG_memo_status-questi ons.doc
John Hobson - RE: Project Drawings Page 3
Naomi Selove
Engineer
Voice 206-431-2279
Fax 206-431-2250
Email selove@abam.com <mailto:selove@abam.com>
BERGER/ABAM Engineers Inc.
33301 9th Ave S, Suite 300
Federal Way, WA 98003-6395
http://www.abam.com
-----Original Message -----
From: Goss,Kevin [mailto:krGoss@rothhill.com]
Sent: Tuesday, August 03, 2004 10:17 AM
To: 'Naomi Selove'
Cc: Wolf, Brian; Goss,Kevin
Subject: RE: Project Drawings
Naomi,
Would it be possible to get a full paper set of your project(s) drawings
showing proposed road and storm improvements, including retaining walls,
etc. (And an electronic copy if this is different from what we pulled off
of Buzzsaw.)
We are working to clean up base drawings of the sewer. There is some amount
of information missing such as buried manholes, a few conflicting
measurements on some facilities, etc. When we have a couple of more
questions answered, we'll send these to you so we all have the same sewer
locations.
I also wanted to check in with you on the schedules for your projects.
Please give me a call when you have a few minutes.
Thanks,
Kevin
Roth Hill Engineering Partners, LLC
Kevin Goss
2600 116th Avenue N.E., Suite 100
Bellevue, WA 98004
Tel. 425.869.9448 / 206.682.7426
Fax 425.869.1190
Public Works Solutions
-----Original Message -----
From: Naomi Selove [mailto:selove@abam.com]
Sent: Tuesday, June 29, 2004 3:25 PM
To: Wolf, Brian
Cc: Goss,Kevin; phillips@abam.com; 'James Wilhoit'
John Hobson - RE: Project Drawings Page 4{
Subject: RE: Project Drawings
Hi Brian,
I have attached a spreadsheet giving the stationing for each of our sheets.
I have also attached an example of the sheet format we are going to use. I
will get you a full hard set when feasible. We have recut our the sheets
but the design has not changed at this point. We are currently reviewing the
comments received from a recent Value Engineering Study and adjusting our
design. I will definitely let you know of any updates to the website. Any
other questions please feel free to ask. Naomi
-----Original Message -----
From: Wolf, Brian [mailto:BWolf@rothhill.com]
Sent: Tuesday, June 29, 2004 1:09 PM
To: 'Naomi Selove'
Subject: RE: Project Drawings
Naomi,
Have you re -cut the sheets as you mentioned in the message below? If so,
are they up on buzzsaw? I want to make sure I am looking at your most recent
work, so I can match our sheets as best as possible. Obviously, this won't
be possible in relation to to area on the WSDOT project, but I intend to
match your sheets for the portion on Duvall and fitthe rest as best as
possible.
We would also like to get a paper copy of your drawings as soon as it is
feasible.
Thank you.
Roth Hill Engineering Partners, LLC
Brian Wolf
2600 116th Avenue N.E., Suite 100
Bellevue, WA 98004
Tel. 425.869.9448 / 206.682.7426
Fax 425.869.1190
Public Works Solutions
-----Original Message -----
From: Naomi Selove [mailto:selove@abam.com]
Sent: Thursday, June 24, 2004 1:25 PM
To: Wolf, Brian
Cc: phillips@abam.com
Subject: RE: Project Drawings
Hi Brian,
11 John Hobson - RE: Project Drawings _ _ Page
We have three projects along Duvall Ave: SR-900/Duvall Ave Intersection
(WSDOT), Duvall Ave (within Renton city Limits) and Duvall Ave/Coal Creek
Parkway (in King County). The intersection will be at a 1:50 scale per WSDOT
requirements and the other two projects will be at a 1:20 scale per the City
of Renton requirements. Since these are submitted separately it isn't an
issue for us but I am not sure how this will effect you.....
We have re -cut the sheets for the two Renton projects this week. I will get
the information to you for these sheets.
James Wilhoit has asked us to make sheets for our new survey to be placed on
the BuzzSaw site in the same format as the WHPacific survey. I have not done
this yet. Also the sheets for the new survey that I will place on the site
will not be cut at the same stationing that our plans will be cut at.
Please feel free to contact me for further clarification.
Naomi Selove
Engineer
Voice 206-431-2279
Fax 206-431-2250
Email selove@abam.com
BERGER/ABAM Engineers Inc.
33301 9th Ave S, Suite 300
Federal Way, WA 98003-6395
http://www.abam.com
From: Wolf, Brian [mailto:BWolf@rothhill.com]
Sent: Thursday, June 24, 2004 8:39 AM
To: 'selove@abam.com'
Subject: Project Drawings
Naomi,
Now that we are getting the issues resolved regarding the survey data,
we
are going to be starting to set up our own sheet layouts.
We'd like to be able to layout our sheets as closely to yours as possible,
both for ease of understanding and for any future merging of sewer/road
plans that could occur. Therefore, we need to know how you are setting up
your drawings(layout, scale, sheet size, etc.). Are you using a standard
layout typically used by Berger, or are you following a layout standard
required by Rentorn or WSDOT?
The only layouts related to your project in our possession are the survey
drawings provided by W&H Pacific for the Duvall Ave Survey.
So, without knowing how far along you are, can you provide us with a set of
drawings from your road projects?
John Hobson - RE: Project Drawings Page 6 E
Let me know what you can do. If it would be easier for me to speak directly
with the CAD Designer on the project(s), that would work. Just let me know
who to contact, and I will do so.
Let me know if you have any questions.
Thank You
Roth Hill Engineering Partners, LLC
Brian Wolf
2600 116th Avenue N.E., Suite 100
Bellevue, WA 98004
Tel. 425.869.9448 / 206.682.7426
Fax 425.869.1190
Public Works Solutions
This message has been scanned by the City of Renton's filtering gateway
CC: <phillips@abam.com>, "'Leslie Lahndt"' <Llahndt@ci.renton.wa.us>, "'Wolf, Brian
<BWolf@rothhill.com>
have and discuss with him the potential consequences. We'll plan to do a
more thorough review of your latest plans shortly before we finish this
phase in early September.
I'd prefer to get whatever you have on paper as soon as you can get it to
us; we'll take it electronically as it becomes available. We certainly
understand that things are probably evolving rapidly, but this is a
cooperative and iterative process. We are cleaning up a few things on our
drawings and have our first ideas on the extents of sewer construction.
We'll have a clean draft available in a day or two and will get it to you
then.
Questions and comments invited from all recipients...
Thanks,
Kevin
-----Original Message -----
From: James Wilhoit[mailto:jwilhoit@ci.renton.wa.us]
Sent: Tuesday, August 10, 2004 8:39 AM
To: Goss,Kevin
Cc: phillips@abam.com; selove@abam.com; John Hobson; Leslie Lahndt; Wolf,
Brian
Subject: RE: Project Drawings
Kevin,
If you'll cc me on your requests to our consultant I may be able to get some
action taken when Naomi's on vacation like she was last week.
James P. Wilhoit
Transportation Design
City of Renton WA
(425) 430-7319
(425) 430-7376 fax
(206) 818-9357 cell
>>> "Naomi Selove" <selove@abam.com> 8/10/2004 8:33:48 AM >>>
Good Morning Kevin,
Sorry I didn't get back to you yesterday. I did place a folder ("ABAM plans
7-9-04 \ SV-01") on the Buzzsaw site yesterday that contains our sheet cuts
with the survey. The storm system drawing is outdated. I should have a new
one on the site by Thursday. I will place our proposed roadway on the site
by Monday (at the latest) and the profiles for the storm system should be
done by the middle of next week.
I will phone you by mid afternoon about the schedules and any other
questions you may have. Would you still like a paper copy of our plans???
Thanks for your patience, Naomi
RothHill
%.,_1
MEMORANDUM
TO: John Hobson, P.E., City of Renton
FROM: Kevin Goss,
Roth Hill Engineering Partners, LLC
2600 116th Avenue NE, Suite 100
Bellevue, Washington 98004
Tel. 425.869.9448
800.835.0292
Fax 425.869.1190 RECEIVED
JUL I - 2004
CITY OF RENTON
UTILITY SYSTEMS
RE: Sunset Interceptor, Phase 3
COPIES: Scott Goss Project No: 15-011
DATE: June 30, 2004 Page 1 of 2
I am sending a status report on this project.
Project Tasks
Utilities Coordination: We have requested record drawings and/or base maps from all utilities
identified by One -Call as having facilities within the project limits. We have not yet heard from all
of the fiber optic companies and are still waiting for information from DOT, who indicated they are
still processing the request.
As you know, we hired CNI Locates to paint utilities throughout our project limits. We added
additional locating to their original proposal in order to identify facilities adjacent to those sewers
tributary to the main lines in Sunset. Their total cost was $7410.
We received a number of construction record drawings from the City for water, sewer and storm
facilities. We are reviewing those and checking that the base drawings reflect those facilities.
Topographic Survey: We have completed the majority of the topographic survey. We are
currently field -checking the data in conjunction with the utility map checking. From this, we will
identify any further topo pickups required. As we have discussed, we put our topo onto the City's
coordinate system and Berger/Abam's project is on a different project datum that is based upon
DOT's control system. Based upon your approval, we have adjusted our topography to be on the
project datum. To date, we have several hours invested in verifying the datums and coordinating
with Berger/Abam on this issue. Per our scope of services, we are relying upon Berger/Abam for
the topography within the limits of their survey. As they have provided us with a drawing showing
the right of way boundaries for the majority of our project limits, we will not be duplicating this
effort, but will show their boundaries as part of our drawings. We will put a note on our drawings
describing our use of Berger's project datum and reliance upon their topo and boundaries. Please
advise if it will be necessary to adjust the drawing back into the City's coordinates during this
phase of the project, or if it can stay this way until after construction. We plan to provide our
survey of manholes and inverts to Berger/Abam for their use, so that these aspects of the project
are consistent between the two drawing sets.
FA15\011\PM\StatusUH 063004 KRG memo status.doc
John Hobson
June 30, 2004
Page 2
Geotechnical Engineering: The field exploration for the geotechnical engineering was completed
on June 1s'. We have a brief summary of their results.that we are reviewing now. We plan on
providing a draft report to the City in the coming weeks for discussion of content and presentation
prior to development of the final report. We want to discuss what information you do and do not
want in your report and how the report will be used during bidding and construction.
Sewer Hydraulic Modeling: As you may know, this portion of the project is dependent upon the
completion of a portion of the City's overall hydraulic model being prepared by Roth Hill under a
separate contract. The schedule for that project has been revised in coordination with City staff
such that the Sunset area will be available for use on this project by July 9'h. This was originally
expected to be available on June 1 s'. Modeling of the existing system and proposed
improvements will begin as soon as the model is ready.
Coordination with Transportation Design Consultant: We have been in touch with •Be.rger/Abaco
as described above. They have been helpful in providing information beyond what is available on
Buzzsaw. We will continue coordinating with them to make these two projects correlate as much
as possible/reasonable.
PreliminaryEngineering Analysis and Design: This task will start upon the completion of the
survey drawing and will move into full swing when the hydraulic model is available.
Utility Locating: The need for potholing will be identified as we evaluate_ the proposed sewer
location and check the proposed stormwater design for Sunset and Duvall.
Schedule
An updated project schedule is attached. It reflects the delay in the model availability and
topographic survey. We understand that the schedules for the roadway projects are evolving.
Please let us know the current schedule for those so that we can focus our efforts as best as
possible to make this project fit with those.
Budget
Through the end of May, we estimate this preliminary engineering phase to be approximately 33%
complete, given that significant portions of the project cost are related to topographic survey and
geotechnical exploration. Correspondingly, through the end of May, we have spent $47,067, or
35% of the project budget.
F:\15\011\PM\Status\.JH-063004-KRG-rrerrio status.doc
City of Renton
Preliminary Engineering Study
Sunset Interceptor, Phase III
Exhibit B
Time Schedule of Completion
ID
Task Name
Duration
Start
Finish
Predecess
uary
I March I April I May
June
July
August I Septem
2/15 2/22 2/29 1 3/7 3/14 3/21 3/28 1 4/4 4/11 4/18 4/25 5/2 5/9 5/16 5/23 5/30 6/6 6/13 6/20
6/27 1 7/4 7/11 7/18 7/25
8/1 8/8 8/15 8/22 8/29 1 9/5 9/12
1
Finalize Scope, Schedule & Budget
0 days
Fri 4/2/04
Fri 4/2/04A
III
i
s
i
2
Research, Map Requests
60 days
Mon 4/5/04
Fri 6/25/04
1
3
Council Approval
0 days
Mon 5/3/04
Mon 5/3/04
1513
4
Geotechnical Evaluation
17 days
Mon 5/10/04
Tue 6/1/04
3wF
5
Topographic Survey
43 days
Mon 5/3/04
Wed 6/30/04
3
6
Draft Geotechnical Report
24 days
Wed 6/2/04
Mon 7/5/04
4
7
Final Geotechnical Report
20 days
Tue 7/6/04
Mon 8/2/04
6
8
Sewer/Model Analysis
34 days
Thu 7/1/04
Tue 8/17/04
4,5
9
Preliminary Engineering Analysis and Design
34 days
Thu 7/1/04
Tue 8/17/04
4,5
10
Draft Report
5 days
Wed 8/18/04
Tue 8/24/04
9,7,8
11
Meeting with City
5 days
Wed 8/25/04
Tue 8/31/04
10
12
Final Report
10 days
Wed 9/1/04
Tue 9/14/04
11
Project: Renton_030904_csr_schedul�
Date: Thu 6/24/04
Task
Split
$"
� -
Progress
Milestone
♦
Summary External Tasks' ,yFi
� � r:
Project Summary = External Milestone
Deadline
F:\15\011\PM\Agmnt\Renton_062404_krg_schedule.mpp
Page 1
Thu 6/24/04
2Y PLANNING/BUILDINGIPUBLIC WORKS DEPARTMENT
Renton City Hall 1055 South Grady Way, Renton, WA 98055
R UTILITY SYSTEMS DIVISION 425.430 7234 Fax: 425.430.7241
❑ TRANSPORTATION SYSTEMS DIVISION 425.430.7321 Fax: 425.430.7376
To: /d(E v,,j psi P 4E7.
DATE: <O — 4- —p 4-- Jos No.
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❑ SHOP DRAWING ❑ PRINTS
❑ COPY OF LETTER ❑
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COPIES
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NUMBER
DESCRIPTION / REMARKS
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Copies to:
From:
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IF ENCLOSURES ARE NOT AS NOTED, PLEASE NOTIFY US AT ONCE.
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APR-30-2004 FRI 03:50,PM HWA GEOSCIENCES
L
FAX NO, 4257742714 P. 01
mlU
I-MAGEOSCIENCES INC.
19730 64" Avenue West, Suite 200
Lynnwood, Washington 98036
Date: Phone: 425,774.0106
Fax: 425.774.2714
Fax:
Ta:
. . . . ............
------------
CC" Fax:
......... . ..... . ....
if any of these pages are not legible or you do not receive all the pages, please call (425) 774-0106.
APR-30-2004 FRI 03:51 PM HWA GEOSCIENCES FAX NO. 4257742714 P. 02
APR--30-2004 11:24 CITY OF RENTON PEPW 425 430 7241 P.03
I`_>{�,f �l'y1 �_ • '� reprc5cnting
ag= to comply with aJl tic regulations of the City of Rcnton. I shell prepare a traffic
control plan and obtain City approval of that plan. That plan shall be implemented for all
street and lane closures, and the plan shall be performed in compliance with the Manual on
Uniform Traffic Control Devices. I shall notify emergency scrviccs twenty-four (24) hours
before any street or lane closures. I understand any lane or street closures not in
conformance with the approved traffic control plan and/or without notification of emergency
services may. result in my receiving a citation for violation of R.C.W. 47.36.200 through
d736220, 9A.36.050 Reckless Endangerment, and other applicable State and City codes.
I certify I am responsible for the project and the responsible parry to be cited for violation of
R.0 W. 47,36.200 through 47.36.220 or 9A.36.050 Reckless Endangerment; and other
applicable State and City. codes.. -
NAME:
D.O.B.:
HOME ADDRESS'<> '� (� l L �. J
WORK ADDRESS:
V.
WORK PHONE:_�Z`� 1 A O 0 �? HOIvtE PHONE: C7
COWPL E YLS k o WEIGH. L. J IiETGxr: COLOR HAIR:),-)
WASI- INGrfON STATF, DRTVRRS IJCENSE NUMBER.-!21 1 —=P- N `:,c- 4-� 2 P?j
TOTAL P.a3
APR-30-2004 FRI 03:51 PM HWA GEOSCIENCES FAX NO, 4257742714 P, 03
• i IF'i�-Jtil-2Ul 4 11: 24 C I TY OF R=NTON PBPIJ 425 430 7241 P. 02
CITY OF RENTON
TRANSPORTATION SYSTEMS -TRAFFIC OPERATIONS -
TRAFFIC CONTROL PLAN
-* CONs1'p'uC`noN COMPANY: t s� ��� — APPL DATE:
y(^ ADDRICSS: I� ?�� _(q� yr _ (_ Lr� i Z PERIQT
�: _ _ ....__........- -.v..._
PHONE
. C014s-mUCTTON SUPERINTENDENT: ��/\ (� ��e� wL M��-/cFL ,�: (d `79 4 - 3t 23
PF01XCT NAMF: ;a � . „ F� FAx �_ (4 "%`l �—�-1 t `A
5 u �
PROTECT LOCATION: C?LJ\JALIli N E/S/A OF: "S;FT '8Wb gE:
'I�'W(7FtK TmIE'. _:,7...� �r D_7 �+� APPROVED BY:
PIOItk: DJL'i'F: _I� mr�i'�1 J? APPROVAL DATE:
____—._._..---�.:�arrru�rw�.nw�.oa-�e.r-:c,:a==ri-sue .. .... ... ..�..,.^ --_ _.__•^��wi� ^"------'--•__......
YOi'BS: I) WORK ZON7? TRAFFIC CONTROL SHALL BE IN ACCORDANCE WM MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (xurcn).
z) cAu 91'1 (usiNo a I-nui,. PHONY) ofe 2S3-852--2121 (USING A CF.I.L PRONE), PM. AND POIICE
DEPARTMENTS BEFORE ANY -CLOSURE WITHIN PV211C RIGHT OF WAY-
S) CALL 3a-MO TFANSIT CONTROL CENTER AT (sob) 684-2732 AT LEAST TWRNTY-FOUR (U) HOURS
BEFORE ANY STREET OR LANE CLOSURE AND 30 MINUTES BEFORE THE ACTUAL CLOSURE.
4) TBIS PLAN MUST BE SUBMITCCED AT LEAST TRRF,E (3) WOMaNG DAYS PRIOR TO ?FORK.
5) APPROVED TRAFFIC CONTROL PLAN MOST BE AT THE. WORK STT'S DURING WORK HOURS.
6) ANY VEI IMY, AM/OR RQUPMENT TO BE USED FOR WORK WITEMN TEE CITY RIGHT - OF RAY MUST
DISPLAY A COMPANY LOCO (ANY LEGALLY ACCEPTABLE SIGN SHOWMG A COMPANY NAME. ADDRESS,
AND TETYPHONB NUMAER) AT A CONSPICUOUS PLACE ON THE VENICT-r� OR EgUIPMF.NT,
CphfliE;VT'S: __
SKETCH
—NORTH—
I have; beon informed of my responsibilities for troffie control and OFFICE COPY T-
ncrc4 to CO:n l with all traffic re UlationS of the City of Renton. CONTRACTOR
J N Y 9 Y INSPECTOR X. ki RICK/
STGfd 4'rURx:: _._V .. DATR: PoucE F�ow ELoaIocf
_— C�pc .11u GRAY/STA, ill
r \:*AMC orta.nrw�\ics\e+RU 1.�1
MAY-12-2004 WED 06:23 PM AU4 GEDSDlEWpES \`
`
7 ~��
_- ''_--y- �\�� ^�~-�--------�----'
� d��� ��J/
To� \~ |��,�(\�~��\ Fax: ^��*�'—./z�`f|_____
FAX NO, 4257"T
742716 SCTENCESINC.
187SOG4mAvenue West, Suite 2OO
Lynnwood, Washington S803G
Phone: 425.774.0106
Fax: 435.774.2714
���� .
�' '
........... .-
`
Re.
�
r_' '
From:`-� ^_[�\/��\�____
NuU)be[o[ Pages."|'-� (including covcr page) \ Original to Follow via Mail Service
—T' \
Vl_ ---------'----�--------'-----------'---------�-------'—
-----_-_'--_----_''_----_'�_---__�
-'----'- -------------- --'----'-------'--------aV&hopages, picoxecall (425)774'O1D{i
ti�Y o City of Renton
;; A
�Nrv(0) 1055 South Grady Way
Renton, WA 98055
TO: Steve Greene
HWA
Phone: (425) 774-0106
Fax Phone: (425) 774-2714
ISUBJECT: Sunset Interceptor Ph III
Date: 05/20/2004
FROM: John Hobson
Phone: (425) 430-7279
Fax Phone: (425) 430-7241
INumber of pages including cover sheet 4
I REMARKS: ❑ Original to ElUrgent ❑ Reply ❑ Please [ For your
be mailed ASAP Comment review
Attached are your sheets with suggested relocations for Bore Holes 7, 8 and 9. Since you are only planning
to do a few of the bores within the trench zone, I suggest BH 6, 7, 9 and 10. These are the easiest for the
City to locate the center of the existing sewer lines and minimize disruption to traffic.
RENTON
AHEAD OE THE CURVE
MAY-12-2004 WED 06:23 PM HWA GEOSCIENCES FAX N0: 4257742714 P: 02
UV
; HWA G EOSCI ENCES INC.
isr,,.-r'�lirtri't;Iii;J;'!J]r•i:irr� - 11)',Jr•O�r•rrJv��)'
1'12().1TaC'1� �'C1r.M()ItANDIII\'1
NAME: SUNSE)' InT' FIRCf"VTOR-PI1ASF-III
5-12-2004
TO" 1\4r. ,lolm Hobson: City of Renton
l;tlt')1\T; Steven 1+:. Greene, L.I+..G: ll`Y'A Gr;USC1r.NCkS Inc.
So I.I. kiong, PY.: 1R't'A Gf;USCi�:Nc�s Inc.
SU13.1F,("1': SuNst TBOULt,vnRu Exri,utz�rt�r`rPLAN
1111% 03141,1' N0 2004-052
Attacluxl you will fincl n1ahs (J"if;ures 1 tliroligil 5) with the ahproximatca atiate 1 atons Of ur
propo,sul c:xl,lonAion boriligs for the above referenced project task. We p
dril]ing cica.iN=ities will be conducted over a 2 da.y. period. I.)t;lling will bnducte
ow-
holl
utilizing rl truc:k mounted drill rid; (22 feet long and 3 feet wide) equipped
scent mq�crs that can access pavccl areas onl`f H1S`through 13I3 ll�t)botzng locations in
the. field. I IWA internds to drill all S locations
Unicw.Avc--nuc to Duuall.,Avenue
We extract th'it drillinc; will be within the soutl1ctzunost eastbound lane of Sunset Blvd
within nr atljaeent to the existing sewer trc7ich. Drilling activities shall proceed from west
to c'.ast alonh the aligiirncrit..NNie'proposc.that a traffic control plan for the lane closure
(WSI)0'1' Stan(lircl Plan K-?) will be used. Whorl moving between holes on Sunset I31vd
a trucl: cclirih}!ul with,11asha Nvill follow the drill rig. .
We cxl>cct thltt cirillint will be, within the northern road shoulder of the northernmost
wc::(bouud lane or the two -«gay, turn lane cif Suruct Blvd within or adjacent to the existing
sewer tr,,nclt. Drilling activities shall proceed from cast to tivest along the alibnment. We
l,rolrcrs� flirt. a traffic control plan for the shot>ldc7 closure (WSDOT Standard flan I:-17)
will l)c ttsc;cl. 1-or 1he work in the n1eclian two-way turn -lane we will use a modified
version of MU.TM Plan '['A-15 kcepin� thc. work" area tntirely-in the turn lane and 19730 - rrich two:-,� w.
Suite zau
addin:,;. Cent (;I. l an closed sir�ns.hoth ways. Wher1 rnovittg betwec7l holes on Sunset 131v Ly"I�Woe,�.w=n �Ko3c,.r;)s7
a truck; cytrippo;J with f a.sltcrs will rollow tile drill rig. ,
t,x: tzs.�7i.>>ra
w�w.h,.'aficosicnccs.con,
MAY-12-2004 WED 06:24 PM HWA GEOSCIENCES FAX NO. 4257742714
P. 03
May 12-2004
IIWA Projcct No.'2004-052
Our intent is to rrlinimize disturbance Lo pavelnerlt, however, some disturbance to the
puvement will inevitably occur. Piezorncters will be installed and borings backfilied per
DOI; 1-CL;ul0ti011S. Holes will be patched at the surface with rapid setting concrete. All
cutlings will be removed and disposed off -site. We will coordinate our efforts with City
of jZuntoa personnel regarding access and adjust exploration locations, accordingly, in an
Of{Ort to m1r11r11i7c Surlicial and traffic impacts and insure a safe work environment.
HWA will locate the borings in the field utilizing marking paint and labeling the
grounLl/pivemcnt surface as follows: 11WA B11-1, BH-2, etc., and as appropriate. Utility
locates will be called in by HWA for all exploration locations as described below. We
rcquire thatthe ,uwcr pipe centerline and all other utilities wit.bin a 20 foot radius of our
propose.Ll hole locations be marked in the field. In addition, we request that the depth to
top of'tile existing sewer pipe or -invert and pipc:diameter be provided for each location.
'cable 1 summarizes the existing surface conditions, equipment to be used and traffic
uotrtrol measures proposcd at each exploration boring location.
e
7'Ai3LL
J.
SUNSI,'C 1N'1';,RC'E1P'1'0.R.
SUNSE`1' 3VLD EXPLORATION PLAS SUMNIARV
FAI'(..ORATION
A1'1'ri MMATF.'
i,L'I'ROXINIAIE
LOCATION
11120POSED
Tzm,' i '
tii(:NA'r10N
STATION
01+SL'1'
DLSCRIP'rION
rQt11PN1LSNT
CONTROI,
Men511Rts
Asphalt
Truck
Lane Closure
1,1WA-5
I56+50
25' RT.
Pavement
Mounted
flan K-7
HSA Drill ri,
.— ...... ........_
_ _....._.
--
T •k
Lane Ciosurc
HWA-6
160 �-50
I1WA-7
167,00
1
F 172+20
IlWA-tJ
IIWA-10
1A1+25
1$5.1 2S
191 r75
1,07 20
A1,phalL
21' RT PavLnient
Asphalt
21' !Z7' Pavement
- Asphzlt
24' RT Pavement
Asphalt
7' LT Pavement
- Asphalt
7' I.T Paveclient
Asphalt
7' LT Pavement
24' T,,T Pavcm:.nt
ru,
Mounted
HSA brill ri
Truck
Mountcd
HSA Drill ri
Truck
Mounted
HSA Drill ri
Truck '—
MOLLTIted
HSA Drill r
Truck
Mounted
HSA Drill r
Truck
Mounted
_ TTSA Drill c
Truck
Mounted
11SA Drill 1
Plan K-7
Line Closure
Plan K-7
I.anc Closure
Plan K-7
Median Twa-
Way turn lune
Closure TA- l 5
Median Two -
Way turn lane
Closure TA-15
Mcdian'N,O--
Way turn 1-trla
Closure TA-15
Shoulder
Closure Plan
K-17
C_�e(leralired dciails illustratin(r the traffic control plans K-7, K-17, and TA-15 is attached
(s figut'cs 6 Lhrough 8.
Sun.sct lrtte.rctj)Lor-1'1lT Rxplonuion Plan-11 2 1•iWA CrEoSCtE`NCFS INC.
MAY-12-2004 WED 06:24 PM HWA GEOSCIENCES FAX NO. 4257742714 P. 04
Y r q
p /r/
I NjoiNfl
V,
C,
7
r f.) I
LIJ
C3,
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C-3
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1-70
B.4 4, t P*4 7 Teat. k4 1�-PLZS
7:1
SUNSETF-X?LORA-T.'C-N
INTERCEPTOR-Pli Rl
Flr.T" S,�,.%E-ET 3'LVD PLAN.MAP
u , I RENTON. V%IASr-VNGTCYN
HWAGELOSa�,,,us LNC,
I
L-v
23
51,1
Li
>
<
cn
P.
SIJ
a
SASEC019
loo
Glor of t>Z).#aWAY)
op- me'va \,JL�--r 45w4--t
goge: WOLJ--> Ai-.T- 15 w rR-Ewc*�
s�;.NE,Ej- :,N'-; ERCEP EXPLO-RATICIN'
S:;NSET BLVD p ,,!AP
ON
FIV.-AGECOSCENCIS 1
NC
i ,, �II:, il: -_,
F7 T-n
uval
GItC 5 C LE N, III: S
J8o la
CAN sla Pepk:-7 IAJ - rp-arijeW
SUNSET INTERCEPTIOR-P'l' III
SUINSETBLVD,
R-N-,.tJ%.WAS�.';NGT6N'
HAPLCRAT,!C-N
PLAN !AP
2C34-052
John Hobson - RE: Mahole locations - Sunset and Duvall Pagey1 i
From: "Wolf, Brian" <BWolf@rothhill. com>
To: 'John Hobson' <Jhobson@ci.renton.wa.us>
Date: 05/14/2004 9:35:35 AM
Subject: RE: Mahole locations - Sunset and Duvall
John,
Here is his latest proposal. It is based on removing the area between
Anacorters Ave and Fields Ave from the scope, which should be part of the
area picked up by the Berger/Abam survey. As for those, we are still
waiting on the drawings. I spoke to Naomi at their office yesterday
afternoon. The drawings were due in from the surveyor last week, but hadn't
gotten to them. Hopefully, we'll have something here soon.
-----Original Message -----
From: John Hobson[mailto:Jhobson@ci.renton.wa.us]
Sent: Friday, May 14, 2004 9:28 AM
To: Wolf, Brian
Subject: Re: Mahole locations - Sunset and Duvall
I will contact the maintenance department to get the missing structures
uncovered and located for the surveyor. I'll let you know as soon as their
ready for survey.
CNI's email came out garbled again and I could not decipher it this time.
If you got a better copy could you please send me the vital information
(that would be the cost).
We had the sewer main marked on Wednesday for HWA's borings. I met with
HWA's Brad Thurber onsite yesterday and everthing was going fine.
I am going out to check on their markings for the Sunset borings today so I
can schedule the sewer centerline marking prior to the work. I'll also get
them set up with a traffic control plan and construction permit for the
Sunset work.
I will be out of the office on Monday, May 17 and will return Tuesday.
If anything critical needs to be taken care of on Monday, please contact
Mike Benoit at 425-430-7206.
>>> "Wolf, Brian" <BWolf@rothhill.com> 05/13/2004 9:45:39 AM >>>
John,
Per the note from our surveyor (read below), we are having trouble finding
a few manholes off Sunset, and a few cleanouts off Duvall. We need some
assistace in finding those. If you could have a crew open up those areas
appropriately so we could get the measure -downs on these manholes, I would
appreciate it.
On an other subject, we are trying to finalize the locating with C-N-I.
Their estimate was based on the whole stretch of Sunset within the project
scope. We need to get a number based on the areas not included in the scope
of Berger/ABAM's work, unless you feel the need for them to mark the whole
stretch.
John Hobson - RE: Mahole locations - Sunset and Duvall
Page 2
Also, how far along are your locates for the areas within HWA's
boring.
Have you been coordinating with them as far as locating the centerlines
accurately, as they were going to be boring within the trenchlines of the
sewers?
Roth Hill Engineering Partners, LLC
Brian Wolf
2600 116th Avenue N.E., Suite 100
Bellevue, WA 98004
Tel. 425.869.9448 / 206.682.7426
Fax 425.869.1190
Public Works Solutions
> -----Original Message-----
• From: Brave, Duwayne
> Sent: Wednesday, May 12, 2004 7:08 AM
> To: Wolf, Brian
> Cc: Lemasa,Mike; Holladay, Bill
> Subject: Sunset interceptor
> Brian,
> Wanted to let you know that we have finished the manhole locations
on
> Duvall and Sunset outside of the area we are to do the topo on, and
have
> begun measure downs.
> Need to let you know that there were 3 clean -outs and one manhole
though
> that we were unable to locate.
> The clean out numbers are 823,824,340. At the north end of Duvall
ave.
> These are in a new short plat and may be buried under new
landscaping.
> Also unable to find manhole 96.
> South of Sunset and just west of Anacortes ave. It is on a vacant lot
that
> is 3/4 covered with dense blackberries. We may need to have the city
> recover these for us to get location and measure downs.
> DuWayne
This message has been scanned by the City of Renton's filtering gateway.
CC: "Goss,Kevin" <krGoss@rothhill.com>
CITY OF RENTON
TRANSPORTATION SYSTEMS -TRAFFIC OPERATIONS - MAY Z 5 2004
TRAFFIC CONTROL PLAN
CONSTRUCTION COMPANY: HI�I/�
Sc1�1.1C� S
APPL DATE:
ADDRESS:
ij
PERMIT
L�jal>�laob /d
9�� 3�
PHONE:
CONSTRUCTION SUPERINTENDENT:
�ST-tRV'+J Ca12 �1e =
MOB./CEL.
#: (?c(G) -7<i -- -3 Z3
PROJECT NAME: ��►.iSE-T 5�.1�`� 'Fzi+ yS
FAX
PROJECT LOCATION: Si:►1�c'r"N
E" 1.AIe' N&S/W OF:. U
ve kiz,
l7 CI TVLh
WORK TIME: 8"ye) -- s : c c)
APPROVED BY:
WORK DATT;:_TNylzs . "Z ? Fiz (
IZ % APPROVAL DATE:
NOTES: 1) WORK ZONE TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD).
2) CALL 911 (USING A LOCAL PHONE) OR 253-852-2121 (USING A CELL PHONE), FIRE, AND POLICE
DEPARTMENTS BEFORE ANY CLOSURE WITHIN PUBLIC RIGHT OF WAY.
3) CALL METRO TRANSIT CONTROL CENTER AT (206) 684-2732 AT" LEAST TWENTY-FOUR (24) HOURS
BEFORE ANY STREET OR LANE CLOSURE AND 30 MINUTES BEFORE THE ACTUAL" CLOSURE.
4) THIS PLAN MUST BE SUBMITTED AT LEAST THREE (3) WORKING DAYS PRIOR TO WORK.
5) APPROVED TRAFFIC CONTROL PLAN MUST BE AT THE -WORK SITE DURING WORK HOURS:
6) ANY VEHICLE AND/OR EQUIPMENT TO BE USED FOR WORK WITHIN THE CITY RIGHT.OF WAY MUST
DISPLAY A COMPANY. LOGO (ANY LEGALLY ACCEPTABLE SIGN SHOWING A COMPANY NAME, ADDRESS,
AND TELEPHONE NUMBER) AT A CONSPICUOUS PLACE ON THE VEHICLE OR EQUIPMENT.
COMMENTS:
L:►Jlntij --- SKETCH
AV Kier S�f•tsi`T' t3L 1�I�
�•C�T.I"i;�2 "Tui�l,1 LAuJG
-------------
o • ® /l////i r t� we .�">x�
r �
GGM 71_ TuaN t drJc v
-� byVALL AUE t� 4
—NORTH—
. 5-r-�.>J 1,�.� >� I
�L�tJ ,--J
K-7✓J
s�,Js�r
L I -A
L 1I✓t i • i `—�
p SI �al:�'Dp'�li
K•-i1
sr-��►DH2D
ALL, tiJ
�- K"-Z3 6-4c•n-1
s � rAc,{ FE;
►� I-ldL La CAi IoI'A
have been informed of my responsibilities for traffic control and "°'c°P"Y""Y;T-
agree to comply with all traffic regulations of the City of Renton. CONTRACTOR
INSPECTOR K. KIT HICK/
SIGNATURE: DATE: POLICE FLOYD ELDRIDGE
FIRE JIM GRAY/STA_ #II
C:\TRAFnC 0PERATI0NS\1CP\CTRLPLN3
APR-30-2004 FRI 03:51 PM HWA GEOSCIENCES FAX N0, 4257742714 P. 02
APR-30-2004 11:24 CITY OF RENTON PBPW 425 430 7241 P.03
5
. represcndng -
i ( -
at= to comply with all tXafc regulations of the City of Rcnton. I shall prepare a traffic
control plan and obtain City_ approval of that plan. That plan shall be implemented for all
street and lane closures, and the plan shall bo performed in compliance with the Manual on
Uniform Traffic Control Devices. I shall notify emergency services twenty-four (24) hours
before any street or lane closures. I understand any lane or street closures not ie
conformance with the approved traffic control plan andlor without notification of ernergeney
services may. result :in my rci,!6YM9 a citatioa for violation of R.C.W. 47.36.200 through
47.36120, 9A.36.W Reckless Endangerment, and other applicable State and City codes.
I certify I am responsible for the projoct and the responsible party to be cited for violation of
R,C,yV; =: d ] 36,204 through .47.36.220 or 9A.36.050 Reckless Endangerment, and other
applicabl4 Scale and G7ty codes
NAME: '
D.O.B.. t L)
HOME ADDMS;� .j `� (l ? �� J 1, S
WORK ADDRESS?
nn 1
�e
WORK PHONE:�� _1� �� HOME _PHONE -
COLOR EYES, WEI(3H'I': 1` J HEIGHT: S I l COLOR
WASHINGTON STATE DRWERS UCENSE NUMBER:
C:CTtotGc Opaaoaoo\raCRfinas .:
TOTAL P.03
I
i
I
mot} 4 O
I. O
BH -►z O
�►4-7
t
O J
i
SIGN SPACING = X (FEET)
Rural Rood& 45 MPH
500'.-
urDan Arterials 35/40 MPH
350'.-
Uraan Stre eta
Reslaentlal Areda 6 25/30 MPH
Business District&
2001•-
Ail signs ore alocK on orange
unless Otherwise designated.
C20-2A
CHANNELIZING DEVICE SPACING (FEET)
MPH
TAPER
TANGENT
35/45
30
60
25/30
20
40
High Level
96" min Warning Device
BUFFER DATA
BUFFER SPACE = B
SPEED (MPH)
1.25
130
1 35
40
1 45
LENGTH ifeet)l
55
1 SS
1120
1 170
12201
=14VTYz?_
L_A.pj C
C ILoSa>
R4-7
B/W
tl
a a a 0 a ° « a ° a
--------- ------- - ----°# -O ---- ---- -- - ----- -------°qa--------------------
°---- -- ---- ----
d I A o
i t
ROAD
WORK
R4-1
AHEAD
B /W
W20-1
LE�N
LEGEND
C( SIGN LOCATION -TRIPOD MOUNT
0 0 0 TEMPORARY TRAFFIC
CONTROL DEVICES
SAME TAPER FOR ALL SIDES.
I a
[/ 500' MAX.
/ 10' MIN TO EDGE OF G20-2A ENO
PAVEMENT OR OUTSIDE AOAD wOAK
EDGE OF PAVED SHOULDER
WORK IN CENTER OF
LOW -VOLUME ROAD
STANDARD PLAN K-23
SHEET I OF 1 SHEET,
APPROVED FOR PUBLICATION
Harold J. Petetfeso 12.20-02
inns now.ws.o��urtr�sw.�om�wnwrr�emuataw.anc VA
nnm..�wswrrsarawnnwo.owwwrameiswnawti Wmh�M!1� �fT
ArpalMYMnOMIA1f0eWflfwOfAWegnl AOYI'wrrarwwm
wsnou�c
[NO
ROAC YORE
or reverse cone to to
C20 20 show end of work area
SOO'Buffer Vehic►e with
TMA (optlonal)
•t 00'
—'1Rr— I r-8
W-21L1 M20-StRI w2o•�
Block on Orange Rto" ROAD
A0
OM MORX
RARtAHEAD
X X X
HO�/ ARE
R
AREA�—
�-a
I I 1
' r
7
'
T
BUFFER DATA
Buffer Space
Speed (MPH)
25
30
35
40
45.
50
55
60
65
B (FT) 2
SS
1 85
1 120
170
220
280
335
41S
485
Buffer Vehicle Roll Ahead Distance
4 Yard Dump Truck
24.000 LBS
Stationary
Operation
Moving
Operatlon
8 (FT) 1
100
175
Roll Ahead Stopping' Distance Assumes
65 MPH Speed and Dry Pavement
�ECENo
° ° ° Cnonne i i z i'ng Dev I ces
C40 Seduenttal Arrow Siqn
on°aO�ojr-1 ona diviaso rloadwayrwhe a one lane Isucllosed.
SIGN SPACING
TABLE
Roadway Type
Speed
X
Freewo s and
Expreswoys
55/65 MPH
(orSaslper
Rural Roads
45/55 MPH
50012
Urban Artericla '
35/40 MPH
350't
Urban Streets
Residental
ond'Suslness
25/30 MPH
2001t
Districts.
MINIMUM TAPER LENGTH a L IN FEET
Lone
Width
(feet)
Posted Speed (MPH)
2S
30
3S
40
43
1 s0
Ss
6s
10
los
1%
2e5
270
4501
Soo
sso
-
It
Iis
16S
22S
29S
49S
t2
12S
180
24S
320
S40
�gk
NOTE
1. jf Buffr Vehicle Is not used see
Buffer Data Table for required
buffer space distance.
Ineeepereted enenga to Cnepter 6 of 1400 end rtil"
SJO
OAT[
I REv1S10N
18T
APPR 0
CHANNELIZING
DEVICE SPACING (FT)
MPH
Toper ITangent
50/6S
40
80
35/45
30
60
25/30
20
40
[FOR LOCAL
AGENCV USE
TRAFFIC CONTROL PLANT
YASMINGTON STATt DEPARTMENT OF TRANSPOR1010%
OLYM►IA. VASMINOTON
APPRovto MONTH DAY, YEAR
STANDARD PLAN K-7
N
+
NOTES
1. No encroachment on travelled lone, if
encroachment is necessary, lone must be
closed.
2. See Buffer Data Table. Use of buffer vehicle
Is recommended, it may be o work vehicle. if
buffer vehicle is used, minimum distance from
end of toper to work area sholl be total of "R"
space. if buffer vehicle IS not used, minimum
distance Shall be "B".
°
00' -
P X ��• X ►r X L—/3 2' MIN
1 I 500 +
Buffer vehicle 020.20
ROAD with beacon "
WORK SHOULDER SHOULDER (opt; Ono l ) END
WORK CLOSED ROAD PORK
AHEAD AHEAD
w201 W21-5 W21-502 atoperetoeshowe
end of work area
SIGN SPACING TABLE
Roadway Type
Speed
X
Freeways
Expressways
55/65 MPH
(or as per
MUT )
Rural Roods
45/55 MPH
500't
Urban Arteriols
35/40 MPH
350't
Urban Streets
Residentol
25/30 MPH
200't
and Business
Districts
LEGEND
0 0o Cnonnelizing Devices
Typicol opplicotion - Shoulder work on freeway
or expressway.
o.\t17 d'A unp o loos in•41•ta
CHANNEL•IZING
DEVICE SPACING (FT)
MPH
Toper
Tangent
50/65
40
80
35/45
30
60
25/30
207
40
MINIMUM TAPER LENGTH = L IN FEET
Lone
Width
(feet)
Posted Speed (MPH)
25
30
35
1 40
45
S0;
SS
65 .
10
Los
15012051270
456
SOO
550
11
115
165
225
29S
495
550
905
12
125
180
245
1 320
540
600
660
780
BUFFER DATA
Buffer Space
Speed (MPH)
25
30
35
40
45
50
55
60
1 65
B (FT) :
55
85
120
170
220
280
335
415
485
Buffer Vehicle Roll Ahead Distance
4 Yard Dump Truck'
24,000 LBS
Stationary
Operation
Moving
Operation
B (FT) it
100
17S
Roll Ahead
65 MPH
Stopping Olstonee Assumes
Speed and Dry Pavement
lneerparoted changes to Chapter 6 of MUTCD °na r/sl9n#d
SJD
DATE
REVISION
I BY
I APPR'D
FOR LOCAL
AQMHCV USE
TRAFFIC CONTROL PLAN
1
WASMINGTON STATE DEPARTMENT OF TRANSPORTATION
OLYMPIA. WASHINGTON
APPROVED MONTH DAY, YEAR
STANDARD PLAN K-17 I
CITY OF RENTON
Construction Permit
Permit Number: U040220
Permission is hereby given to do the following described work,
according to the conditions hereon and according to the approved plans
and specifications pertaining thereto, subject to compliance with the Ordinances of the City of Renton.
Work Description:
DRILL TEST HOLES IN ROW
Job Address:
DUVALL AVE NE- SUNSET BLVD TO CITY LIMIT
Owner:
CITY OF RENTON
1055 S GRADY WAY
RENTON, WA 98055
Contractor:
HOLOCENE DRILLING INC
Contractor License:
HOLOCDI044KH
3719 70TH AVE E, BLDG B
Contractor Phone:
253-863-9888
FIFE, WA
City License:
WD00
98424
Contact: CITY OF RENTON
Contact's Phone:
425-430-7279
Other Information:
Date of Issue 05/04/2004
Work Order
87031
Date of Expiration
Parcel Number
Date Finaled
Inspector's Name
Inspector's Phone
It is understood that the City of Renton shall be held harmless of any and all liability, damage or injury arising from the
performance of the work described above. You will be billed time and material for any work done by City staff to repair
damages. Any work performed within the right-of-way must be done by a licensed, bonded contractor.
Call 425-430-7203 one working day in advance for inspections.
Locate utilities before excavating.
Call before you dig - 48 Hour Locators 1-800-424-5555
I hereby certify that no work is to be done except Subject to compliance with the Ordinances of the
as described above and in approved plans, and that City of Renton and information filed herewith
work is to conform to Renton codes and permit is granted.
ordinances.
<W/
Applican v Public Works Rep
HIS PERMIT MUST BE POSTED AT THE JOB SITE AT ALL TIMES.
ENG01 12/00 bh
Roth Hill Engineering Partners, LLC
Roth H i I I
LETTER OF TRANSMITTAL
To: John Hobson
City of Renton
Planning/Building/Public Works
1055 South Grady Way
Renton, WA 98055
Please find: ❑ Herewith
via: Hand Deliver
2600 116"' Avenue NE, Suite 100
Bellevue, Washington 98004
Tel. 425.869.9448
800.835.0292
Fax 425.869.1190
Date: September 14, 2005
Client: City of Renton
Contract No:
Project No: 0015.00003.001
Subject: Sunset Interceptor, Ph. 3
COPIES
DATE
NO.
DESCRIPTION
1
9/9/05
Final Drawings
THESE ARE TRANSMITTED as checked below:
❑ As requested
❑ For review and comment
❑ For approval
REMARKS:
❑ For your file ❑ Approved as noted
❑ For your information ❑ Returned for corrections
❑ Approved as submitted ❑ Resubmit copies
James Wilhoit called me and asked me to send him revised drawings that included the federal aid
tracking number on each sheet. I further understood from him that the PDF files were a little difficult to
read. Hopefully, these will be better. Please let me know if you have any questions.
COPIES: File
FA0015\000111Design\Corresp\Owner\DC_072005_TF_Transmtl_Design Dwgs.doc
SIGNED:
Tony Fisher, P.E.
From: James Wilhoit
To: Hobson, John; Selove, Naomi
Date: 06/20/2007 9:38:32 AM
Subject: RE:
OK. Thank you, John.
James P. Wilhoit, PE
Transportation Design
City of Renton WA
(425) 430-7319
(425) 430-7376 fax
(206) 818-9357 cell
>>> John Hobson 6/20/2007 9:37 AM >>>
James & Naomi,
The proposed revision to the sanitary sewer alignment will work fine. The clearances between the
proposed pipes are great enough to achieve compaction so I don't see the need for any special measures
such as "ethafoam" padding. If we end up with a clearance of less that 6" than we should use ethafoam
for a cushion between the pipes.
John
>>> James Wilhoit 06/19/2007 11:31 AM >>>
need to discuss with John, and he's tied up the rest of the day (Tues. 6/19). Will get back to you Wed.
6/20
James P. Wilhoit, PE
Transportation Design
City of Renton WA
(425) 430-7319
(425) 430-7376 fax
(206) 818-9357 cell
>>> "Selove, Naomi" < Naomi.Selove(aabam.com > 6/19/2007 11:22 AM >>>
Per our phone conversation yesterday with John, I said I would determine if the storm line could be
lowered. The storm line is 24" DIA and the slope varies from 1 % (in the vicinity of the conflict at 202+80) to
3.3% (near the vicinity of outfall at 208+05). The storm line can be lowered one foot to avoid the conflict
with the sanitary sewer line. Which would entail lowering approx 710 LF of 24" pipe.
As an alternative I checked to see if we could lower the pipe a foot but make up the drop by making the
slope shallower to the north. In order to do this we would have to increase the pipe size (due to decreased
capacity at the shallower slope). This then decreases the vertical clearance between the offsite SD line
going to the outfall and the onsite SD line going to the pond which would result in having to lower the pipe
anyway. (The offsite line is below the onsite line). Therefore this alternative is not feasible.
Another alternative I investigated is another configuration of the SS line, with the SD remaining in its
current configuration. See attached "SD conflicts with sanitary sewer 6-19-07.pdf'. There would be approx
0.92 ft of clearance at point "C" and 0.86 ft of clearance at point "D". The clearance at point "C" could be
increased to approx 1 ft by dropping the SD line 0.1 ft. I am unable to increase the clearance at point "D".
As a safety factor I assumed a PVC wall thickness of 2" and 3" on the CPEP pipe. Please see attached
calculations.
John Hobson - RE Page 2 `
Please let us know what you would like to do. Or contact me if you need clarification.
Naomi Selove-Schneider
Engineer
Voice 206-431-2279
Fax 206-431-2250
Email Naomi.Selove(a)_abam.com BERGER/ABAM Engineers Inc.
33301 9th Ave S, Suite 300
Federal Way, WA 98003-2600
http:Hwww.abam.com
Notice: This message (including any attachments) contains confidential information intended for a specific
individual and purpose, and is protected by law. If you are not the intended recipient, you should delete
this message, and any disclosure, copying, or distribution of this message, or the taking of any action
based upon it, is prohibited.
From: James Wilhoit fmailto:iwilhoit(cDci.renton.wa.us]
Sent: Monday, June 18, 2007 1:44 PM
To:John Hobson
Cc: OConnor, Mat; Selove, Naomi
Subject: Fwd:
John -
Can you revise the SS line or tell us how you want it revised?
James P. Wilhoit, PE
Transportation Design
City of Renton WA
(425) 430-7319
(425) 430-7376 fax
(206) 818-9357 cell
>>> "Selove. Naomi" < Naomi.SeloveCa abam.com > 6/18/2007 10:46 AM >>>
James,
Per our meeting of 5/17/07, we were to determine locations where there were less than one foot of
clearance between the existing sanitary sewer lines and the proposed storm drain system. There is one
location (STA 184+34) where there is 0.90 feet of clearance. We shall add this location to our potholing
schedule.
I also checked the clearances between the proposed SS lines and proposed storm system. There is one
conflict at STA 202+80. At this location the storm line can not be lowered, if lowered it creates an
additional conflict with another SD line.
Please forward to John Hobson to revise SS line.
-APR-29-2004 THU 09:41 AM HWA GEOSCIENCES
FAX NO, 4257742714
P. 02
ZHWA GEOSC1ENCES INC.
;� ( i,rv(t•c;,,;i,',�! )':�,;i:,rrri:r.• 11�•r/ra�r��l:n,i. .
(:l i -( l%I'll(,r?rll, ))r,II "i'I I'i,,,I • INIII,,, IIllr! (- I,',(I1fQ
l'It().iE CT NAMi?: SUNSET INT1?t CUTTOR-PURSE III
f)AT17,,: 4-29-2004
TO: Ali% John Hobson: City of Renton
1"ROM: Steven J?. Greene, L.E.G: HWA GEOSCIENCFS inc.
Sa I'i. Hong, .Y.E,: HWA GFOSCIENCES Inc.
SUBJE,C .,
PROJ V,('T NO.
DOVALL AVENUE FXVLORATION PLAN
2004-052
ne Attached you -will lined aps (Fi.,pures.l dhrou in 4) with the approxilrlute locations of our
proposcd exploration borings for the above rcfcrcneed project task. We anticipate that
drilling nclivitius will be conducted over a 1-2 day period. Drilling will be conducted
utilizinp a truck mounted drill rig (22 feet long and 8 feet wide) equipped with hollow -
stem aup,crs that call access paved areas only. We have marked G boring locations in the
field. I IWA intonds to drill at as few as 3 or as many as 5 of the locations depending
conditions obsca-ved and the driller's rate of progress.
WC Cxllecl 11111t (lrillirlg" will be ,along the shoulder of the westernmost southbound lane of
Duvall Avenue within or adjacent to the existing sewer trench. Drilling activities 511a11
procccd from north to south along the alignment.. We propose that a traffic control plan
for tllc lane closure (WSDOI' Standard Plan K-17) will be used. When moving between
holes on Duvall Avenue a truck equipped with flashers will follow the drill rig.
Our 111tL)111. i; tO 11)11111111/-C disturbancc to pavcincnt, however, some disturbance to the
pavcmealt will inevitably occur. Piezometers will be installed and borings hackfilled per
DOE" regnlatiorts, Holes will be patched at the surface with rapid setting concrete. All
cuttings will be rerrioved and disposed off -site. We will coordinate our efforts with City
of Renton personnel regarding access and adjust exploration locations, accordingly, in an
c.[Toi-1 to minimize sm-(ieial;and traffic impacts and insure a safe work environment.
l l NVA will locate tho borings in the field utilizing marking paint and labeling the
01,01.11)dlptivement surface as follows: IMA Mi-1, 1311-2, etc.; and as appropriate. Utility
r.:
locates will bu called in by the client for all exploration locations as described below. We 19730-6401M.nucW.
require that Lhe sewer pipe: centerline and all ether utilities within a 20 foot radius of our SWIL7200
Lynnwood, OVA 98036,5957
TO: 1'5.7'14.0106
Pax: 42S.774.2714
www.11 %"ugcnscir/it
APR-29-2004 THU 09:42 AM HWA GEOSCIENCES FAX NO. 4257742714
P. 0;i
��hril ?9-2004
1IWA ProiccL No. 2004-052
hroposcd hole locations be niarkcd in the field. In addition, vve request that the depth to
top oFthc exisLin; scwer ripe or invert and pipe diainetcr be providetl for each location.
Tablc I summarizes the existinb surface conditioiis, equi.pinent-to-bc.used-and-traffic---
control measures proposed at each exploration btnino location.
TATIL-F I
SUNS1,71' INTERCEPTOR: DUVALL AVE EXPL01tATION PLAN SUMMARY_
1+;\f'L.U1L�1'lUN APPROXIMATL API'1:0XIMATF. LOCATION Y'RovosEl) TRAFFIC
OKSICiNATnoN ti'1'AT'!UN 0 1 SE,l r DESCRivrioN I EpU1PMEN1 CONTROL
Grass covered
11WA-1A*
197+74'
34' T_T
area west of
ditch
Asphalt
FIWA•IB
1971-23'
30' LT
Pavenlcllt
Asphalt
IIWA-2
1931-12'
22' LT
Pavcmcnt
Asphalt
11WA-3
197+69'
23' LT
Pavement
........ ._ .._ .....--
—
—._Asphalt
----•--
-
HWA-4
1831-23'
20' LT
Pavement
......._....
Asphalt
11WA-1__,..j 179 F 66' 28' I-T Pavement
?Nr, e-Only one to be drilled.--
Truck
Mounted
Nonc Nccded
HSA Trill rid
—
WSDOT Plan
Truck
Mounted
K-17-Close
HSA Drill rig_
Shoulder
WSDOT Plan
Truck
Mounted
K-17-Close
HSA Drill rig
Shoulder_ __
WSUO'I' Plan
Tnlck
Mounted
K-17-Close
I1SA Drill rig
Shouldcr
Truck
_
WSDOT flats
Mounted
K-17-Close
J-TSA Drill rig
Shouldcr
Truck
WSDOT Plan
Mounted
K-17-Close
ITSA Drill ri4
Shouldcr
A Gcnerali7.ed detail illustrating the traflie control plan K-17 is attached as figure 5
Table 2 summarizes the -existing borings (shown on the attached figures) that will be utilized as
sttrnlrnwrital information for this Pn)icct.
'CARLt, 2
SOU111 INTERCEPTOR PIYASI+,1 1. LXIS'rtNG SUBSURFACE. EXPLORATIONS
T;xlllt►ratilln
_l)e_signntiOil _
B!`1-11
Conducted
- _13.y
_Geol_ng7iuccrs_
Approxima(c
Station
Approximate
_Off Set —
Depth
(feet)
201+56
7' LT _
_21.5
_-_ _
1.311-12
I IT-13
I3II-14 ----
II>�-15
I,kf-16
195,60
50' RT
8.5
195+00
40' RT
21.5
191+50
CL
20.5
1.85+98
180+85
8' RT
14
18
6' 1.T
�unscL lntcrccptor-P1ll Exploration flan -A 2 HWA GEOSCIENCES INC.
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' SUNSE, INE.:�CEPTOR-PH i.!
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uLai -DUVALL RENTON, PLAN iMAP
HWAG7K)SCENCES I NC- Z-3-441� F '."URe 2
APR-29-2004 THU 09:43 AM HWA GEOSCIENCES
FAX NO. 4257742714
F. Ub
MAICHLINE. SLE I'IGLJ(?C
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C U. V/,-!- AVE. R E N T OX.
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EXPLORATION
PLAN "JAP
Ta,ceG for VSDOT. 092
-
- - - - -
- - - - -
.01M v.1-d
- - -
- - - - -
- - - -
-l' fl
CLOSED
TRAFFIC C0.NT—^CL PLAN
IQ
sv„
STANDARDP,-N4 K -17
SUNSE7 INTERCEPTOR. -PH."'
u"l DUVALL AVE,RENTO\','
HWA G-EoSCihN-CESlNC %-'!-'SHI',,G'-'ON
TRAFFIC
CONTROL PLAN
H��oc�iJt' �R���►�C�
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Cv,y-r. # IOC--V COTo44K14
CITY OF RENTON RECEIVED.
PLANNING/ BUILDING/ PUBLIC WORKS JAN 131004
MEMORANDUM CITY OFRENTON
DATE: JANuARY 22. 2004
TO: David Christensen, Wastewater Engineering/Technical Services
Abdoul Gafour, Water Engineering
Karl Hamilton, Transportation Operations
Kayren Kittrick, Development Services
Ron Straka, Surface Water Engineering
John Thompson, Maintenance Services
FROM: Robert Lochmiller, Transportation Design, ext. 7303
SUBJECT: City of Renton Standard Specification Review, Division 7
A review needs to be done by your groups to see which City Specials should be updated, deleted, or if
new ones need to be created, to correspond with the WSDOT Standard Specification and Amendments
of 2004.
There are seven divisions, numbered 1 through 9. Division 3 and 4 have no amendments. Over the next
few months, the Transportation Design Section will be sending out to you the latest City Amendments to
the WSDOT Standard Specifications. Attached you will find Division 7 Please respond to each
package as you receive it. Do not save up everything until the end and try to respond to it then, as you
will find that this will not produce a product worthy of use by the City of Renton.
Should we get no comments from your Section at the end of review, it will be assumed that your Section
agrees verbatim with the attached package.
When reviewing and you have a modification, deletion, or new special for a certain section, please fill
out a revision form (also attached). This form can be e-mailed to you so you may fill it out
electronically, and print it as many times as needed. At the end of the review period the updates will be
incorporated into the software.
If you have any questions or comments please let me know.
Attachments: 2
cc: Leslie Lahndt
File
5?'—'C\ Sf
(1ZGSFS
H:\Division.s\TRANSPOR.TAPDESIGN.ENG\SPECWpec Com ittee\Spec Review Memo 04.doc
R7-01.DT8
7-01 DRAINS
3
4
5
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8
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56
R7-01.2. DT8
7-01.2 Materials
The second paragraph of Section 7-01.2 is revised as follows:
Drain pipes may be concrete, zinc coated (galvanized) corrugated iron with Asphalt
Treatment I, aluminum coated (aluminized) corrugated iron with Asphalt Treatment I, zinc
coated (galvanized) steel with Asphalt Treatment I, corrugated aluminum alloy, polyvinyl
chloride (PVC), or corrugated polyethylene (PE) at the option of the Contractor unless the
Plans specify the type to be used.
R7-01.3. DT8
7-01.3 Construction Requirements
Section 7-01.3 is revised as follows:
We second paragraph is revised as follows:
PVC drain pipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal
as described in Section 9-04.8. The bell shall be laid upstream. PE or ABS drain pipe shall
be jointed with snap -on, screw -on, or wraparound coupling bands as recommended by the
manufacturer of the tubing.
The sixth paragraph is revised as follows:
PVC underdrain pipe shall be jointed using either the flexible elastomeric seal as described
in- Section 9-04.8 or solvent cement as described in-Section-9=04.9, at the option of the
Contractor unless otherwise specified in the Plans. The bell shall be laid upstream. PE or
ABS drainage tubing underdrain pipe shall be jointed with snap -on, screw -on, or wraparound
coupling bands, as recommended by the manufacturer of the tubing.
R7-01.4. DT8
7-01.4 Measurement
Section 7-01.4 is supplemented adding the following:
When the contract does not include "structure excavation Class B" or "Structure excavation
Class B including haul' as a pay item all costs associated with these items shall be included
in other contract pay items.
R7-02. DT8
7-02 CULVERTS
R7-02.2.DT8
7-02.2 Materials
The second paragraph of Section 7-02.2 is revised and supplemented as follows:
Where steel or aluminum are referred to in this Section in regard to a kind of culvert pipe,
pipe arch, or end sections, it shall be understood that steel is zinc coated (galvanized) with
Asphalt Treatment I or aluminum coated (aluminized) corrugated iron or steel, and aluminum
is corrugated aluminum alloy as specified in Sections 9-05.4 and 9-05.5. Where plain or
reinforced concrete, steel, or aluminum are referred to in Section 7-02 it shall be understood
that reference is also made to PVC.
R7-03. DT8
7-03 STRUCTURAL PLATE PIPE, PIPE ARCH, ARCH, AND UNDERPASS
R7-03.2. DT8
DIVISION 7 -UPDATED January22, 2004
2
4
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57
58
59
7-03.2 Materials
The first paragraph of Section 7-03.2 is revised as follows:
Materials shall meet the requirements of the following sections:
Concrete Class 3000
6-02
Corrugated Steel Asphalt Treatment 1
9-05.6(8)
Corrugated Aluminum
9-05.6 8
Reinforcing Steel
9-07
R7-03.5. DT8
7-03.5 Payment
The first paragraph of Section 7-03.5 is revised as follows:
Payment will be made in accordance with Section
that are included in the proposal:
"St. Str. Plate Pipe Gage In. Diam.", per
"St. Str. Plate Pipe Arch Gage Ft.
Treatment I.
"St. Str. Plate Arch Gage Ft.
Treatment 1.
"Structure Excavation Class B", per cubic yard.
1-04.1, for each of the following bid items
linear foot with Asphalt Treatment I.
_ In. Span", per linear foot with Asphalt
In. Span", per linear foot with Asphalt
"Structure Excavation Class B Incl. Haul", per cubic yard.
If no bid item for Structure Excavation Class A or Structure Excavation Class B, including
haul, is included in the schedule of prices then the work will be considered incidental and its
cost should be included in the cost of the pipe. "Shoring or Extra Excavation Class B". If it is
not in the contract, then it shall be incidental.
R7-04. DT8
7-04 STORM SEWERS
R7-04.2. DT8
7-04.2 Materials
The second paragraph of Section 7-04.2 is revised as follows:
Where steel or aluminum are referred to in this Section in regard to a kind of storm sewer
pipe, it shall be understood that steel is zinc coated (galvanized), Asphalt Treatment
Coated corrugated iron or steel and aluminum is corrugated aluminum alloy as specified in
Sections 9-05.4 and 9-05.5.
The Contractor shall require pipe suppliers to fumish certificates signed by their authorized
representative, stating the specifications to which the materials or products were
manufactured. The Contractor shall provide 2 copies of these certifications to the Engineer
for approval. Certificates showing nonconformance with the Contract shall be sufficient
evidence for rejection.
Approval of certificates shall be considered only as tentative acceptance of the materials and
products, and such action by Engineer will not relieve Contractor of his/her responsibility to
perform field tests and to replace or repair faulty materials, equipment, and/or workmanship
and Contractor's own expense.
R7-04.4. DT8
7-04.4 Measurement
The first paragraph of Section 7-04.4 is revised as follows:
The length of storm sewer pipe will be the number of linear feet of completed installation
measured along the invert and will include the length through elbows, tees, and fittings. The
number of linear feet will be measured from the center of manhole or from the center of
catch basin to center of catch basins and similar type structures.
DIVISION 7 -UPDATED January22, 2004
1
2
3
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
R7-04.5.DT8
7-04.5 Payment
The second and third paragraphs of Section 7-04.5 are revised as follows:
The unit contract price per linear foot for storm sewer pipe of the kind and size specified
shall be full pay for all work to complete the installation, Including adjustment of inverts to
manholes. When no bid item "gravel backfill for pipe bedding" is included in the Schedule of
Prices, pipe bedding, as shown in the standard plans, shall be considered incidental to the
pipe and no additional payment shall be made.
Testing of storm sewer pipe, if required by the Engineer, shall be considered incidental to
and included in the unit contract prices for other items.
Cost of connecting pipe to structures shall be included in the various unit contract prices for
storm sewer pipe, and no additional compensation will be allowed.
Abandonment and plugging of pipe shall be included in the lump sum contract price for
"Removal of Structure and Obstruction". No separate payment will be made.
R7-05.dt8
7-05 MANHOLES, INLETS, AND CATCH BASINS
R7-05.3.dt8
7-05.3 Construction Requirements
Section 7-05.3 is supplemented by adding the following:
All manholes shall have eccentric cones and shall have ladders.
R7-05.3(1).DT8
7-05.3(1) Adjusting Manholes and Catch Basins to Grade
Section 7-05.3( ) is replaced with:
Where shown in the Plans or where directed by the Engineer, the existing manholes,
catch basins, or inlets shall be adjusted to the grade as staked or otherwise designated
by the Engineer.
The existing cast iron ring and cover on manholes and the catch basin frame and grate
shall first be removed and thoroughly cleaned for reinstalling at the new elevation. From
that point, the existing structure shall be raised or lowered to the required elevation.
In unpaved streets: Manholes, catch basins and similar structures in areas to be
surfaced with crushed rock or gravel shall be constructed to a point approximately eight
inches below the subgrade and covered with a temporary wood cover.. Existing
manholes shall be cut off and covered in a similar manner. The contractor shall
carefully reference each manhole so that they may be easily found upon completion of
the street work. After placing the gravel or crushed stone surfacing, the manholes and
manhole castings shall be constructed to the finished grade of the roadway surface.
Excavation necessary for bringing manholes to grade shall center about the manhole
and be held to the minimum area necessary. At the completion of the manhole
adjustment, the void around the manhole shall be backfilled with materials which result
in the section required on the typical road way section, and be thoroughly compacted.
In cement concrete pavement: Manholes, catch basins and similar structures shall be
constructed and adjusted in the same manner as outlined above except that the final
adjustment shall be made and cast iron frame be set after forms have been placed and
checked. In placing the concrete pavement, extreme care shall be taken not to alter the
position of the casting in any way.
DIVISION 7 -UPDATED January22, 2004
1 In asphalt concrete pavement: Manholes shall not be adjusted until the pavement is
2 completed, at which time the center of each manhole shall be carefully relocated from
3 references previously established by the contractor. The pavement shall be cut in a
4 restricted area and base material be removed to permit removal of the cover. The
5 manhole shall then be brought to proper grade utilizing the same methods of
6 construction as for the manhole itself. The cast iron frame shall be placed on the
7 concrete blocks and wedged up to the desired grade. The asphalt concrete pavement
8 shall be cut and removed to a neat circle, the diameter of which shall be equal to. the
9 outside diameter of the cast iron frame plus two feet. The base materials and crushed
10 rock shall be removed and Class 3000 or Commercial Portland Cement Concrete shall
11 be placed so that the entire volume of the excavation is replaced up to within but not to
12 exceed 2 inches of the finished pavement surface. On the day following placement of
13 the concrete, the edge of the asphalt concrete pavement, and the outer edge of the
14 casting shall be painted with hot asphalt cement. Asphalt Class G concrete shall then be
15 placed and compacted with hand tampers and a patching roller. The complete patch
16 shall match the existing paved surface for texture, density, and uniformity of grade. The
17 joint between the patch and the existing pavement shall then be carefully painted with
18 hot asphalt cement or asphalt emulsion and shall be immediately covered with dry
19 paving sand before the asphalt cement solidifies. The inside throat of the manhole shall
20 be thoroughly mortared and plastered.
21
22 Adjustment of inlets: The final alignment and grade of cast iron frames for new and old
23 inlets to be adjusted to grade will be established from the forms or adjacent pavement
24 surfaces. The final adjustment of the top of the inlet will be performed in similar manner
25 to the above for manholes. On asphalt concrete paving projects using curb and gutter
26 section, that portion of the cast iron frame not embedded in the gutter section shall be
27 solidly embedded in concrete also. The concrete shall extend a minimum of six inches
28 beyond the edge of the casting and shall be left 2 inches below the top of the frame so
29 that the wearing course of asphalt concrete pavement will butt the cast iron frame. The
30 existing concrete pavement and edge of the casting shall be painted with hot asphalt
31 cement. Adjustments in the inlet structure shall be constructed in the same manner and
32 of the same material as that required for new inlets. The inside of the inlets shall be
33 mortared and plastered.
34
35 Monuments and cast iron frame and cover: Monuments and monument castings shall
36 be adjusted to grade in the same manner as for manholes.
37
38 Valve box castings: Adjustments of valve box castings shall be made in the same
39 manner as for manholes.
40
41 R7-05.3(2).DT8
42 7-05.3(2) Abandon Existing Manholes
43 Section 7-05.3(2) is revised as follows:
44
45 Where it is required that an existing manhole be abandoned, the structure shall be
46 broken down to a depth of at least 4 feet below the revised surface elevation, all
47 connections plugged, the manhole base shall be fractured to prevent standing water,
48 and the manhole filled with sand and compacted to 90 percent density as specified in
49 Section 2-03.3(14)C. Debris resulting from breaking the upper part of the manhole may
50 be mixed with the sand subject to the approval of the Engineer. The ring and cover shall
51 be salvaged and all other surplus material disposed of.
52
53 R7-05.3(3).dt8
54 7-05.3(3) Connections to Existing Manholes
55 Section 7-05.3(3) is supplemented by adding the following:
56
57 Where shown on the plans, new drain pipes shall be connected to existing line, catch
58 basin, curb inlets and/or manholes. The contractor shall be required to core drill into the
59 structure, shape the new pipe to fit and regrout the opening in a workmanlike manner.
DIVISION 7 -UPDATED January22, 2004
1
Where directed by the engineer or where shown on the plans, additional structure
2
channeling will be required.
3
4
A "connection to existing" item will be allowed at any connection of a new line to an
5
existing structure, or the connection of a new structure to a existing line. No
6
"connection to existing" will be accepted at the location of new installation, relocation
7
and adjustment of line manholes, catch basins or curb inlets.
8
9
Any damage to existing pipe or structure that is to remain in place resulting from the
10
Contractor's operations shall be repaired or replaced at his own expense.
11
12
The unit bid price per each shall be full compensation for all labor, materials and
-7-o5.1, 13
equipment required.
14
p�`" `' "' �177 r 15
R7-05.4.dt8
�� do 16
7-05.4 Measurement
Section 7-05.4 is follows:
17
revised and supplemented as
n/1
►14, �M0Le LppTl"C 18
(******)
19
Manholes will be measured per each. Measurement of manhole heights for payment
20
purposes will be the distance from finished rim elevation to the invert of the lowest outlet
21
pipe.
22
23
Adjustments of new structures and miscellaneous items such as valve boxes shall be
24
considered incidental to the unit contract price of the new item and no further compensation
25
shall be made.
26
27
Adjustment of existing structures and miscellaneous items such as valve boxes shall be
28
measured by "Adjust Existing ," per each, which shall be full pay for all labor and
per
29
materials including all concrete for the adjustment in accordance with Section 7-
30
05.3(1) and the City of Renton Standard Details.
31
32
Connection to existing pipes and structures shall be measured per each.
33
34
R7-05.5.dt8
35
7-05.5 Payment
36
Section 7-05.5 is supplemented as follows:
37
(******)
38
"Adjust Existing ," per each.
39
The unit contract price per each for "Adjust Existing shall be full pay for all costs
40
necessary to make the adjustment including restoration of adjacent areas in a manner
41
acceptable to the Engineer.
42
43
If no bid item for Structure Excavation Class A or Structure Excavation Class B is included in
44
the schedule of prices then the work will be considered incidental and its cost should be
45
included in the cost of the pipe.
46
' , LZ -�—fy2. tTt,-cc
47
"Connect to Existing Catch Basin," per each.
48
49
"Connect Structure to existing pipe," per each.
50
51
R7-08.dt8
52
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS
53
54 R7-08.3(1)C.dt8
55 7-08.3(1)C Bedding the Pipe
56 Section 7-08.3(1)C is supplemented by adding the following:
57
DIVISION 7 -UPDATED January22, 2004
1
Pipe bedding for PVC sewer pipe shall consist of clean, granular pea gravel
2
consistent with section 9-03.12(3). It shall be placed to a depth of 6" over and 6"
3
under the exterior walls of the pipe.
4
5
Hand compaction of the bedding materials under the pipe haunches will be
6
required. Hand compaction shall be accomplished by using a suitable tamping tool
7
to firmly tamp bedding material under the haunches of the pipe. Care shall be
8
taken to avoid displacement of the pipe during the compaction effort.
9
10
Pipe bedding shall be considered incidental to the pipe and no further
11
compensation shall be made.
12
13
R7-08.3(2)A.dt8
14
7-08.3(2)A Survey Line and Grade
15
Section 7-08.3(2)A is replaced with:
16
17
Survey line and grade control shall be provided in accordance with Sections 1-05.4,
18
1-05.5 and 1-11 In a manner consistent with accepted practices.
19
20
The Contractor shall transfer line and grade into the trench where they shall be
21
carried by means of a laser beam using 50 foot minimum intervals for grade
22
staking. Any other procedure shall have the written approval of the Engineer.
23
24
R7-08.3(2)B.dt8
25
7-08.3(2)B Pipe Laying — General
26
Section 7-08.3(2)B is supplemented by adding the following:
27
28
Checking of the invert elevation of the pipe may be made by calculations from
29
measurements on the top of the pipe, or by looking for ponding of 1/2" or less,
30
which indicates a satisfactory condition. At manholes, when the downstream
31
pipe(s) is of a larger size, pipe(s) shall be laid by matching the (eight -tenths) flow
32
elevation, unless otherwise approved by the Engineer.
33
34
All pipe, fittings, etc. shall be carefully handled and protected against damage,
35
impact shocks, and free fall. All pipe handling equipment shall be acceptable to the
36
ENGINEER. Pipe shall not be placed directly on rough ground but shall be
37
supported in a manner which will protect the pipe against injury whenever stored at
38
the trench site or elsewhere. No pipe shall be installed where the lining or coating
39
show defects that may be harmful as determined by the ENGINEER. Such
40
damaged lining or coating shall be repaired, or a new undamaged pipe shall be
41
furnished and installed.
42
43
The CONTRACTOR shall inspect each pipe and fitting prior to installation to insure
44
that there are not damaged portions of the pipe. Any defective, damaged or
45
unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be
46
removed from the interior of the pipe before lowering into position in the trench.
47
48
Pipe shall be kept clean during and after laying. All openings in the pipe line shall
be closed with water tight expandable type sewer plugs at the end of each days
49
operation or whenever the pipe openings are left unattended. The use of burlap,
50
wood, or other similar temporary plugs will not be permitted.
51
- - Where necessary to raise or lower the pipe due to unforeseen obstructions or other
52
causes, the ENGINEER may change the alignment and/or the grades. -€ pf-�r
53
short runs-vAk4Y! -be fi pipes she lakik
54
gfed _ _ _ _ _ —T
55
I u
56
o pre ment.— --
57
58
Unless otherwise required, all pipe shall be laid straight between the changes in
59
alignment and at uniform grade between changes in grade. For concrete pipes
P��ES SHd.i-L_ 1 n1S� oLLe-1� Yiti[:t� 1 HL LC%J=—iZ '! Z�:TRJc2
DIVISION 7 -UPDATED January22, 2M4 6
'Tr*E
i F r=►x��c-E�. T^*+E tom► I Tv 13Ls I kisrsr..
'T}t
N1C j,02 E�LA n-w..J TZ)WAA?-0 n� Lv j2 S�Z..cTv�2� htC i"l
1 with elliptical reinforcement, the pipe shall be placed with the minor axis of the
2 reinforcement in a vertical position.
3
4 Immediately after the pipe joints has been made, proper gasket placement shall be
5 checked with a feeler gage as approved by the pipe manufacturer to verify proper
6 gasket placement.
7
8 R7-08.3(2)E.dt8
9 7-08.3(2)E Rubber Gasketed Joints
10 Section 7-08.3(2)E is supplemented as follows:
11 g ..... )
12 are shall be taken by the CONTRACTOR to avoid over pushing the pipe and
13 damaging the pipe or joint system. Any damaged pipe shall be replaced by the
14 Contractor at his expense.
15
16 R7-08.3(2)H.dt8
17 7-08.3(2)H Sewer Line Connections
18 Section 7-04.3(2)H is supplemented by adding the following:
19
20 All connections not occurring at a manhole or catch basin shall be done utilizing
21 pre -manufactured tee connectors or pipe sections approved by the Engineer. Any
22 other method or materials proposed for use in making connections shall be subject
23 to approval by the Engineer.
24
25\ Unless otherwise approved by the Engi r connections of lateral sewers to
26 existing mains shall be made through a cast iro saddle secured to the sewer main
27 with stainless steel bands. When the exls In main Is constructed of vitrified clay,
28 plain or reinforced concrete, cast or ductile iron pipe, the existing main shall be cor
29 drilled.
30
31 Connections (unless booted connections have been provided for) to existing
32 concrete manholes shall be core -drilled, and shall h t
33 m® -
34 use a conical type flexible seal equal to kore-N-Seal. PVC pipe
35 connection shall consist of tee, nipple and couplers as approved by th ngineer.
36
'37 R7-08.3(2)J.dt8
38 Section 7-08.3(2)J is an added new section:
39 (******)
40 7-08.3(2)J Placing PVC Pipe
41 in - PVC pipe shall be laid
42 beginning at the lower end, with the bell end upgrade. Pea gravel will be used as
43 the bedding material apd extend from 6" below the bottom of the pipe to 6"aboye
44 the top of the pipe.jWhen it is necessary toconnect to a structure with a mudded
45 joint a rubber gasketed concrete adapter -collar will be used at the point of
46 (connection. — -----
47 Itj1=r -tn.s CaYc—Rc�fl �
48 R7-08.4.dt8 -7 _
49 7-08.4 Measurement
50 The first paragraph of Section 7-08.4 is revised as follows:
51 (******)
52 Gravel backfill for foundations, or gravel backfill for pipe zone bedding when used for
53 foundations, shall be measured by the cubic yard, including haul, as specified in 2-09, or by
54 the TON.
55
56 R7-08.5.dt8
57 7-08.5 Payment
58 Section 7-08.5 is replaced with:
59 (******)
DIVISION 7 -UPDATED January22, 2004
1
Payment will be made in accordance with Section 1-04.1 for each of the following bid items
2
that are included in the proposal:
3
"Gravel Backfill for Foundations Class ", per cubic yard, or Ton.
L
— 4
"Gravel Backf ill for Pipe Zone Bedding", per cubic yard, or Ton.
5
All costs associated with furnishing and Installing bedding and backfill material within the
6
pipe zone in the installation of culvert, storm sewer, and sanitary sewer pipes shall be
7
included in the unit contract price for the type and size of pipe installed.
8
"Plugging Existing Pipe", per each.
9
"Commercial Concrete", per cubic yard.
10
"Structure Excavation Class B", per cubic yard.
11
"Structure Excavation Class B Incl. Haul", per cubic yard.
12
Unless specifically identified and provided as separate items, structure excavation,
13
dewatering and backfilling shall be incidental to pipe installation and no further compensation
14
shall be made.
15
All costs in jointing dissimilar pipe with a coupling or concrete collar shall be included in the
16
unit contract price per foot for the size and type of pipe being jointed.
17
"Shoring or Extra Excavation Class B", per square foot.
18
If this pay item is not in the contract, then it shall be incidental.
19
20
R7-09.dt8
21
7-09 PIPE AND FITTINGS FOR WATER MAINS
22
23 R7-09.3(15)A.dt8
24 7-09.3(15)A Ductile Iron Pipe
25 The first paragraph of Section 7-09.3(15)A is revised as follows:
26
27 Long radius ("{ ;:? uct or more'? curves, either horizontal or vertical, may be laid with
28 standard pipe by deflecting the joints. If the pipe is shown curved in the Plans and
29 no special fittings are shown, the Contractor can assume that the curves can be
30 made by deflecting the joints with standard lengths of pipe. If shorter lengths are
31 required, the Plans will indicate maximum lengths that can be used. The amount of
32 deflection at each pipe joint when pipe is laid on a horizontal or vertical curve shall
33 not exceed one half of the manufacturer's printed recommended deflections.
34
35 R7-09.3(15)B.dt8
36 7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 inches and Over)
37 Section 7-09.3(15)B is supplemented as follows:
38
39 Polyvinyl Chloride (PVC) Pipe shall not be used for water mains and
40 appurtenances.
41
42 R7-09.3(17).dt8
43 The title and text of section 7-09.3(17) has been revised as follows:
44 7
45 - 09.30) Laying Ductile Iron Pipe and Fittings with Polyethylene
46 Encasement
47 The Contractor shall lay ductile iron pipe with a polyethylene encasement. Pipe and
48 polyethylene encasement shall be installed in accordance with AWWA C105. The
49 polyethylene encasement shall also be installed on all appurtenances, such as pipe
50 laterals, couplings, fittings, and valves, with 8 mil. polyethylene plastic in accordance
51 with Section 4-5 of ANSI 21.5 or AWWA C105.
52
53 The polyethylene wrap shall be tube type and black color. Any damage that occurs to
54 the wrap shall be repaired in accordance with ANSI/AWWA C105/A21.5-93.
55
56 Installation of the polyethylene encasement shall be considered incidental to the
57 installation of the pipe and no additional payment shall be allowed.
58
59 R7-09.3(19)A.dt8
DIVISION 7 -UPDATED January22, 2004
1 7-09.3(19)A Connections to Existing Mains
2 Section 7-09.3(19)A is revised and supplemented as follows:
3
4 The Contractor may be required to perform the connection during times other than
5 normal working hours. The Contractor shall not operate any valves on the existing
6 system . Water system personnel will operate all valves on the existing system for
7 the contractor when required.
8
9 No work shall be performed on the connections unless a representative of the
10 water department is present to inspect the work.
11
12 When not stated otherwise in the special provisions or on the plans all connections
13 to existing water mains will be done by City forces as provided below:
14
15 City Installed connections:
16 1. Connections to existing piping and tie-ins are indicated on the drawings. The
17 contractor must verify all existing piping, dimensions, and elevations to assure
18 proper fit.
19 2. Connections to the existing water main shall not be made without first making
20 the necessary arrangements with the Engineer in advance.
21
22 A two -week advance notice shall be required for each connection which requires a
23 cutting of the existing water mains or a shut -down of the existing water mains. The
24 City reserves the right to re -schedule the connection if the work area is not ready at
25 the scheduled time for the connection.
26
27 Work shall not be started until all the materials, equipment and labor necessary to
'28 properly complete the work are assembled on site.
29
.30 The Contractor shall provide all saw -cutting, removal and disposal of existing
'31 surface improvements, excavation, haul and disposal of unsuitable materials,
32 shoring, de -watering, foundation material, at the connection areas before the
33 scheduled time for the connection by the City. The Contractor shall provide all
34 materials necessary to install all connections as indicated on the construction
35 plans, including but not limited to the required fittings, couplings, pipe spools,
36 shackle materials to complete the connections. The Contractor shall provide and
37 install concrete blocking, polywrap the piping at the connections, backfill and
38 surface restoration at the locations shown on the plans for the connections to the
39 existing water mains.
40
41 The City will cut the existing main and assemble all materials.
42
43 R7-09.3(21).dt8
44 Section 7-09.3(21) has been supplemented by adding the following:
45
46 - 09.3(21) Concrete Thrust Blocking and Dead -Man Block
47 Provide concrete blocking at all hydrants, fittings and horizontal or vertical angle points.
48 Conform to The City of Renton standard details for general blocking, and vertical blocks
49 herein. All fittings to be blocked shall be wrapped with 8-mil polyethylene plastic.
50 Concrete blocking shall be properly formed with plywood or other acceptable forming
51 materials and shall not be poured around joints. The forms shall be stripped prior to
52 backfilling. Joint restraint (shackle rods), where required, shall be Installed in
53 accordance with section 7-11.3(15).
54
55 Provide concrete dead -man blocks at locations shown on the plans. The dead -man
56 block shall include reinforcing steels, shackle rods, installation and removal of formwork.
57
58 Blocking shall be commercial concrete (hand mixed concrete is not allowed) and poured
59 in place.
60
DIVISION 7 -UPDATED January22, 2004
2
3
4
6
8
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
R7-09.3(23).dt8
7-09. (23) Hydrostatic Pressure Test
Section 7-09.3(23) is supplemented and revised as follows:
A hydrant meter and a back flow prevention device will be used when drawing water
from the City system. These may be obtained from the City by completing the required
forms and making required security deposits. There will be a charge for the water used.
Before applying the specified test pressure, air shall be expelled completely from the
pipe, valves and hydrants. If permanent air vents are not located at all high points, the
contractor shall install corporation cocks at such points so that the air can be expelled
as the line is filled with water. After all the air has been expelled, the corporation cocks
shall be closed and the test pressure applied. At the conclusion of the pressure test, the
corporation cocks shall be removed and plugged. .
The quantity of water required to restore the pressure shall be accurately determined by
either 1) pumping from an open container of suitable size such that accurate volume
measurements can be made by the Owner or, 2) by pumping through a positive
displacement water meter with a sweep unit pumping through a positive displacement
water meter with a sweep unit hand registering 1 gallon per revolution. The meter shall
be approved by the Engineer.
Acceptability of the test will be determined by two factors, as follows:
1. The quantity of water lost from the main shall not exceed the number of
gallons per Flour as listed in the following table.
2. The loss in pressure shall not exceed 5 psi during the 2 hour test period.
All water used to perform hydrostatic pressure shall be charged a usage fee.
Allowable leakage per 1000 ft. of pipeline"' in GPH
"If the pipeline u
the allowable leakage
will be the sum of the computed leakage for each ;viz;;. For those diameters or
pressures not listed, the formula below shall be used:
Nominal Pipe Diameter in inches
PSI
6"
8"
10"
12"
16"
20"
24"
450
0.95
1.27
1.59
1.91
2.55
3.18
3.82
400
0.90
1.20
1.50
1.80
2.40
3.00
3.60
350
0.84
1.12
1.40
1.69
2.25
2.81
3.37
275
0.75
1.00
1.24
1.49
1.99
2.49
2.99
250
0.71
0.95
1.19
1.42
1.90
2.37
2.85
225
0.68
0.90
1.13
1.35
1.80
2.25
2.70
200
0.64
0.85
1.06
1.28
1.70
2.12
2.55
nder test contains sections of various diameters.
The quantity of water lost from the main shall not exceed the number of gallons per hour
as determined by the formula L=N P
in which: 7400
L = Allowable leakage, gallons/hour
N =No. of joints in the length of pipeline tested
D = Nominal diameter of the pipe in inches
P = Average test pressure during the leakage test, psi
The paragraph stating that `There shall not be an appreciable or abrupt loss in pressure
during the 15 minute testperiod." Is deleted.
R7-09.3(24)A.dt8
Section 7-09.3(24)A shall be revised and supplemented as follows:
7-09.3(24)A Flushing and "Poly -pigging"
Sections of pipe to be disinfected shall first be poly -pigged to remove any solids or
contaminated material that may have become lodged in the pipe. If the main cannot
DIVISION 7 -UPDATED January22, 2004 10
2
3
4
5
6
7
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
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be "poly -pigged", then a tap shall be provided large enough to develop a velocity of
at least 2.5 fps in the main.
The "Poly -pig" shall be equal to Girard Industries Aqua -Swab -AS, 2lb/cu-ft density
foam with 90A durometer urethane rubber coating on the rear of the "Poly -pig" only.
The "Poly -pig" shall be cylinder shaped with bullet nose or squared end.
The paragraph stating: "Where dry calcium hypochlorite is used for disinfection of
the pipe, flushing shall be done after disinfection." is deleted.
Dechlorination of all water used for disinfection shall be accomplished in
accordance with the City's standard detail. Water containing chlorine residual in
excess of that carried in the existing water system, shall not be disposed into the
storm drainage system or any water way.
R7-09.3(24)D.dt8
7-09.3(24)D Dry Calcium Hypochlorite
Section 7-09.3(24)D has been replaced with:
Dry calcium hypochlorite shall not be placed in the pipe as laid.
R7-09.3(24)K.dt8
7-09.3(24)K Retention Period
Section 7-09.3(24)K has been revised as follows:
Treated water shall be retained in the pipe at least 24 hours but no long than 48
hours. After this period, the chlorine residual at pipe extremities and -at other
representative points shall be at least 25 mg/I.
R7-09.3(24)N.dt8
7-09.3(24)N Final Flushing and Testing
Section 7-09.3(24)N has been revised as follows:
Before placing the lines into service, a satisfactory report shall be received from the
local or State health department or an approved testing lab on samples collected
from representative points in the new system. Samples will be collected and
bacteriological tests obtained by the Engineer.
R7-09.3(25).DT8
Section 7-09.3(25) is a new additional section:
-09. (25) Joint Restraint Systems
General:
Where shown on the plans or in the specifications or required by the engineer, joint
restraint system (shackle rods) shall be used. All joint restraint materials used shall be
those manufactured by star national products, 1323 holly avenue PO box 258,
Columbus Ohio 43216, unless an equal alternate is approved in writing by the engineer.
Materials:
Steel types used shall be:
High strength low -alloy steel (cor-ten), ASTM A242, heat -treated, superstar "SST"
series.
High strength low -alloy steel (cor-ten), ASTM A242, superstar "SS" series.
Items to be galvanized are to meet the following requirements:
ASTM All 53 for galvanizing iron and steel hardware.
DIVISION 7 -UPDATED January22, 2004 11
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ASTM A123 for galvanizing rolled, pressed and forged steel shapes.
Joint restrainer system components:
Tiebolt: ASTM A242, type 2, zinc plated or hot -dip galvanized. SST 7:5/8" for 2"
and 3" mechanical joints, 3/4" for 4" to 12" mechanical joints, ASTM A325, type 3D,
except tensile strength of full -body threaded section shall be increased to 40,000
lbs. minimum for 5/8" and 60;000 lbs. minimum for 3/4" by heat treating (quenching
and tempering) to manufactures reheat and hardness specifications. SST 753: 3/4"
for 14" to 24" mechanical joints. same ASTM specification as SST 7. SST 77: 3/4"
same as SST 7, except 1" eye for 7/8" rod. same ASTM specification as SST 7.
Tienut: heavy hex nut for each tiebolt: SS8: 5/8" and 3/4", ASTM A563, grade C3,
or zinc plated. S8: 5/8" and 3/4", ASTM A563, grade A, zinc plated or hot -dip
galvanized
Tiecoupling: used to extend continuous threaded rods and are provided with a
center stop to aid installation, zinc plated or hot -dip galvanized. SS10: for 5/8" and
3/4" tierods, ASTM A563, grade C3. S10: for 5/8" and 3/4" tierods, ASTM A563,
grade A.
Tierod: continuous threaded rod for cutting to desired lengths, zinc plated or hot -dip
galvanized. SS12: 5/8" and 3/4" diameter, ASTM A242, type 2; ANSI B1.1. S12:
5/8" and 3/4" diameter, ASTM A36, A307.
Tiewasher: round flat washers, zinc plated or hot -dip galvanized. SS17: ASTM
A242, F436. S17: ANSI 618.22.1.
Installation:
Install the joint restraint system in accordance with the manufactures instructions so
all joints are mechanically locked together to prevent joint separation. Tiebolts shall
be installed to pull against the mechanical joint body and not the MJ follower.
Torque nuts at 75-90 foot pounds for 3/4" nuts. Install tiecouplings with both rods
threaded equal distance into tiecouplings. Arrange tierods symmetrically around
the pipe.
Pipe Diameter Number of 3/4"
Tie Rods Required
4" ....................... 2
6" ...................... 2
8" ..................... 3
10" ...................... 4
12" ...................... 6
14" ...................... 8
16" ...................... 8
18" ...................... 8
20" ...................... 10
24" ......................14
30" ..................... (16-7/8"rods)
36" ..................... 24-7/8"rods)
Where a manufactures mechanical joint valve or fitting is supplied with slots for "T" bolts
instead of holes, a flanged valve with a flange by mechanical joint adapter shall be used
instead, so as to provide adequate space for locating the tiebolts.
Where a continuous run of pipe is required to be restrained, no run of restrained pipe
shall be greater than 60 feet in length between fittings. Insert long body solid sleeves
DIVISION 7 -UPDATED January22, 2004 12
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as required on longer runs to keep tierod lengths to the 60 foot maximum. Pipe used in
continuously restrained runs shall be mechanical joint pipe and tiebolts shall be installed
as rod guides at each joint.
Where poly wrapping is required all tiebolts, tienuts, tiecouplings, tierods, and
tiewashers, shall be galvanized. All disturbed sections will be painted, to the inspectors
satisfaction, with koppers bitomastic no. 300-m, or approved equal.
Where poly wrapping is not required all tiebolts, tienuts, tiecouplings, tierods and
tiewashers may be galvanized as specified in the preceding paragraph or plain and
painted in the entirety with koppers bitumastic no. 800-m, or approved equal.
Tiebolts, tienuts, tiecouplings, tierods, and tiewashers shall be considered incidental to
installation of the pipe and no additional payment shall be made.
R7-09.4.dt8
7-09.4 Measurement
Section 7-09.4 is revised as follows:
Measurement of bank run gravel for trench backfill will be by the cubic yard measured by the
calculation of neat lines based on maximum trench width per Section 2-09.4 or by the ton, in
accordance with Section 1-09.
Measurement for payment of concrete thrust blocking and dead -man blocks will be per
cubic -yard when these items are included as separate pay items. If not included as separate
pay items in the contract, then thrust blocking and dead -man blocks shall be considered
incidental to the installation of the water main and no further compensation shall be made.
Measurement for payment for connections to existing water mains will be per each for each
connection to existing water main(s) as shown on the plans.
R7-09.5.dt8.
7-09.5 Payment
Section 7-09.5 is revised and supplemented as follows:
' Pipe for Water Main and Fittings In. Diam.", per lineal foot.
The unit contract price per linear foot for each size and kind of " Pipe for Water Main
_In. Diam." shall be full pay for all work to complete the installation of the water main
including but not limited to trench excavating, bedding, laying and jointing pipe and fittings,
backfilling, concrete thrust blocking, installation of polyethylene wrap, cleaning by poly -pigs,
vertical crosses for insertion and removal of poly -pigs, temporary thrust blocks and blow -off
assemblies, testing, flushing, disinfecting the pipeline, shackle rods, abandoning and
capping existing water mains, removing miscellaneous pipes, removing and salvaging
existing hydrant assemblies, and other appurtenances to be abandoned as shown on the
plans, and cleanup.
"Concrete Thrust Blocking and Dead -Man Blocks", per cubic yard.
The unit contract price bid for "Concrete Thrust Blocking and Dead -Man Block" Shall be for
the complete cost of labor, materials, equipment for the installation of the concrete thrust
blocks and dead- man blocks, including but not limited to excavation, dewatering, haul and
disposal of unsuitable materials, concrete, reinforcing steel, shackle rods and formwork. If
this item is not included in the contract schedule of prices, then thrust blocking and dead -
man blocks shall be considered incidental to the installation of the pipe and no further
compensation shall be made.
"Connection to Existing Water Mains", per each.
DIVISION 7 -UPDATED January22, 2004 13
1 The unit contract price per each connection to existing water mains shall be for complete
2 compensation for all equipment, labor, materials required for the connections to the existing
3 water mains.
4
5 Payment for "removal and replacement of unsuitable material" will be considered incidental
6 to or calculated under other bid items and no further compensation will be made.
7
8 "Bank Run Gravel for Trench Backfill", per cubic yard or ton.
9
10 The unit contract price per cubic yard or ton for "Bank Run Gravel for Trench Backfill" shall
11 be full pay for all work to furnish, place, and compact the material in the trench. Also
12 included in the unit contract price is the disposal of excess and unusable material excavated
13 from the trench.
14
15 "Foundation Material', per ton or cubic yard.
16
17 Payment at the unit contract price for "foundation material" shall be full compensation for
18 excavating and disposing of the unsuitable material and replacing with the appropriate
19 foundation material per Section 9-30.713(1).
20
21 R7-12.dt8
22 7-12 VALVES FOR WATER MAINS
23
24 R7-12.3(1).dt8
25 7-12.3(1) Installation of Valve.Marker Post
26 Section 7-12.3(1) has been revised as follows:
27 (******)
28 Where required, a valve marker post shall be furnished and installed with each valve.
29 Valve marker posts shall be placed at the edge of the right-of-way opposite the valve
30 and be set with 18 inches of the post exposed above grade.
31
32 The rest of this section is deleted.
33
34 R7-12.3(2).dt8
35 Section 7-12.3(2) is a new section:
36 ******)
37-12.3(2) Adjust Existing Valve Box to Grade
38 Valve boxes shall be adjusted to grade in the same manner as for manholes, as detailed
39 in Section 7-05.3(1) of the Renton Standards. Valve box adjustments shall include, but
40 not be limited to, the locations shown on the Plans.
41
42 Existing roadway valve boxes shall be adjusted to conform to final finished grades. The
43 final installation shall be made in accordance with the applicable portions of Section 7-
44 12.
45
46 In the event that the existing valve box is plugged or blocked with debris, the Contractor
47 shall use whatever means necessary to remove such debris, leaving the valve
48 installation in a fully operable condition.
49
50 The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half
51 inch (1/2") below finished grade.
52
53 R7-12.4.dt8
54 7-12.4 Measurement
55 Section 7-12.4 is supplemented by adding the following:
56 (******)
57 Adjustment of existing valve boxes to grade shall be measured per each, if included as a
58 separate pay item in the Contract; if not a separate pay item but required to complete the
59 work, then value box adjustment shall be considered incidental.
DIVISION 7 -UPDATED January22, 2004 14
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Hydrant auxiliary gate valve will be included in the measurement for hydrant assembly and
will not be included in this measurement item.
R7-12.5.dt8
7-12.5 Payment
Section 7-12.5 is replaced with the following:
"Gate Valve from 4 inch to 10 inch in diameter and Valve Box," per each.
The unit contract price per each for the valve of the specified size, shall be full pay for all
labor, equipment and material to furnish and install the valve complete in place on the water
main, including trenching, jointing, blocking of valve, painting, disinfecting, hydrostatic
testing, cast-iron valve box and extensions as required, valve nut extensions, adjustment to
final grade.
"12 inch Gate Valve and Concrete Vault," per each.
The unit contract price per each for the 12" gate valve assembly, shall be full pay for all
labor, equipment and material to furnish and install the valve complete in place on the water
main, including trenching, jointing, blocking of valve, by-pass assembly, cast-iron casting and
cover, ladder rung, concrete risers as required, adjustment to final grade.
"16 inch and larger Butterfly Valve and Concrete Vault," per each.
The unit contract price per each for the 16" and larger butterfly valve assembly, shall be full
pay for all labor, equipment and material to furnish and install the valve complete in place on
the water main, including trenching, jointing, blocking of valve, painting, disinfecting,
hydrostatic testing, concrete vault, cast-iron casting and cover, ladder, concrete risers as
required, adjustment to final grade.
"Blow -off assembly," per each.
The unit contract price per each for each blow -off assembly shall be for all, labor, equipment
..and material to complete the installation of the assembly per the City of Renton Water
Standard Detail, latest revision.
"Air-Release/Air-Vacuum Valve Assembly," per each.
The unit contract price per for air-release/air-vacuum valve assembly shall be for all, labor,
equipment and material to complete the installation of the assembly including but not limited
to, excavating, tapping the main, laying and jointing the pipe and fittings and appurtenances,
backfilling, testing, flushing, and disinfection, meter box and cover, at location shown on the
plans, and per City of Renton Standard Detail, latest revision.
"Adjust Existing Valve Box to Grade (RC)," per each.
The contract bid price for "Adjust Existing Valve Box to Grade" above shall be full
compensation for all labor, material, tools and equipment necessary to satisfactorily
complete the work as defined in the Contract Documents, including all incidental work. If not
included as a separate pay item in the Contract, but required to complete other work in the
Contract, then adjustment of valve boxes shall be considered incidental to other items of
work and no further compensation shall be made.
R7-14.dt8
7-14 HYDRANTS
R7-14.3(1).dt8
7-14.3(1) Setting Hydrants
Paragraph four and five of Section 7-14.3(1) is revised and the section is supplemented
as follows:
After all installation and testing is complete, the exposed portion of the hydrant shall be
painted with two field coats. The type and color of paint will be designated by the
Engineer.
DIVISION 7 -UPDATED January22, 2004 15
1
2 Any hydrant not in service shall be identified by covering with a burlap or plastic bag
3 approved by the Engineer.
4
5 Hydrants shall be installed in accordance with AWWA specifications C600-93, Sections
6 3.7 and 3.8.1 and the City of Renton standard details. Hydrant and guard posts shall be
7 painted in accordance with the water standard detail. Upon completion of the project,
8 all fire hydrants shall be painted to The City of Renton specifications and guard posts
9 painted with two coats of preservative paint NO. 43-655 safety yellow or approved
10 equal. Fire hydrants shall be of such length as .to be suitable for installation with
11 connections to 6", 8" AND 10" piping in trenches 3 - 1/2 feet deep unless otherwise
12 specified. The hydrant shall be designed for a 4-1/2 foot burial where 12" and larger
13 pipe is shown unless otherwise noted on the plan.
14 Fire hydrant assembly shall include: cast-iron or ductile iron tee (MJ x FL), 6" gate
15 valve (FL x MJ), 6" DI spool (PE x PE), 5-1/4" MVO fire hydrant (MJ connection), 4" x 5"
16 Stortz adapter, cast iron valve box and cover, 3/4" shackle rods and accessories,
17 concrete blocks and two concrete guard posts (only if hydrants are outside right-of-way).
18
19 Joint restraint(Shackle Rods) shall be installed in accordance with Section 7-11.3(15).
20
21 R7-14.3(3).dt8
22 7-14.3(3) Resetting Existing Hydrants
23 Section 7-14.3(3) is supplemented by adding the following:
24 (******)
25 All hydrants shall be rebuilt to the approval of the City (or replaced with a new hydrant).
26 All rubber gaskets shall be replaced with new gaskets of the type required for a new
27 installation of the same type.
28
29 R7-14.3(4).dt8
30 7-14.3(4) Moving Existing Hydrants
31 Section 7-14.3(4) is supplemented by adding the following:
32
33 All hydrants shall be rebuilt to the approval of the City(or replaced with a new hydrant).
34 All rubber gaskets shall be replaced with new gaskets of the type required for a new
35 installation of the same type.
36
37 R7-14.5.dt8
38 7-14.5 Payment
39 Section 7-14.5 is revised as follows:
40 (******)
41 Payment will be made in accordance with Section 1-04.1, for each of the following bid items
42 that are included in the proposal:
43
44 "Hydrant Assembly", per each.
45 The unit contract price per each for "Hydrant Assembly" shall be full pay for all work to
46 furnish and install fire hydrant assemblies, including all costs for auxiliary gate valve,
47 shackles, tie rods, concrete blocks, gravel, and painting and guard posts required for the
48 complete installation of the hydrant assembly as specified. The pipe connecting the hydrant
49 to the main shall be considered incidental and no additional payment shall be made.
50
51 "Resetting Existing Hydrants", per each.
52 The unit contract price per each for "Resetting Existing Hydrant" shall be full pay for all work
53 to reset the existing hydrant, including rebuilding (or replacement with a new hydrant),
54 shackling, blocking, painting, and guard posts and reconnecting to the main. The new pipe
55 connecting the hydrant to the main shall be considered incidental and no additional payment
56 shall be made.. Guard posts, shown on the plans shall be incidental to the contract.
57
58 "Moving Existing Hydrants", per each.
59 The unit contract price per each for "Moving Existing Hydrant' shall be full pay for all work to
60 move the existing hydrant, including new tee, rebuilding (or replacement with a new
DIVISION 7 -UPDATED January22, 2004 16
pEL,_ 1 L_
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hydrant), shackling, blocking, painting, and guard posts and reconnecting to the main. The
new pipe connecting the hydrant to the main shall be considered incidental and no additional
payment shall be made . Guard posts, shown on the plans shall be incidental to the
contract.
R7-15.dt8
7-15 SERVICE CONECTIONS
R7-15.3.dt8
7-15.3 Construction Details
Section 7-15.3 is supplemented as follows:
Pipe materials used to extend or replace existing water service lines shall be copper.
Where instalation is in existing paved streets, the service lines shall be installed by a
trenchless percussion and impact method (hoe -hogging). If the trenchless percussion and
impact method fails, regular open trench methods may be used.
R7-15.5.dt8
7-15.5 Payment
Section 7-15.5 is revised as follows:
Payment will be made in accordance with Section 1-04.1, for the following bid item when it is
included in the proposal:
"Service Connection In. Diam.", per each.
The unit contract price per each for "Service Connection In. Diam." shall be full pay for
all work to install the service connection, including but not limited to, excavating or (hoe -
hogging), tapping the main, laying and jointing the pipe and fittings and appurtenances,
backfilling, testing, flushing, and disinfection of the service connection.
R7-17.dt8
7-17 SANITARY SEWERS
R7-17.2.dt8
7-17.2 Materials
Section 7-17.2 is replaced with the following:
Pipe used for sanitary sewers may be:
Rigid Thermoplastic
_t*ve-9- Concrete
PVC (Polyvinyl Chloride)
Ductile Iron C% E�>>F 64�C VA 1ar'—s4T-1
All sanitary sewer pipe shall have flexible ('sketed joints unless otherwise specified.
It is not intended that materials listed are to be considered equal or generally
interchangeable for all applications. The Engineer shall determine from the materials listed
those suitable for the project, and shall so specify in the specifications or plans.
Materials shall meet the requirements of the following sections.
Plain Concrete Storm Sewer Pipe .7(1)
Reinforced Concrete Storm Sewer Pi 9-05.7(2)
Solid Wall PVC Sanitary Sewer Pipe 9-05.12(1
Profile Wall PVC Sanitary Sewer Pipe 9-05.12(2
Ductile Iron Sewer Pipe 9-05.13
� 1 V. H T> lv � , r_J � 04 CG H l t��C P � P'F 1,1 - c
All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and
permanent under normal conditions of handling and storage.
DIVISION 7 -UPDATED January22, 2004 17
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2
R7-17.3(1).dt8
3
7-17 3(1) Protection of Existing Sewerage Facilities
4
Section 7-17.3(1) is supplemented by adding the following:
5
6
When extending an existing sewer, the downstream system shall be protected from
7
construction debris by placing a screen or trap in the first existing manhole downstream
8
of the connection. It shall be the contractor's responsibility to maintain this screen or
9
.� tra unti ne" ystem is placed in service and then to remove it. Any construction
10
de ns which enter the existing downstream system, shall be removed by the contractor
11
at his expense, afidio the satisfaction of the Engineer. When the first manhole is set,
12
it's outlet shall be plugged until acceptance by the Engineer.
13
14
R7-17.3(2)H.dt8
15
7-17.3(2)H Television Inspection
16
Section 7-17.3(2)H is supplemented by adding the following:
17
18
Once the television inspection has been completed the contractor shall submit To
19
the Engineer the written reports of the inspection plus the video tapes. Said video
20
tapes are to be in color and compatible with the City's viewing and recording
21
systems. The City system accepts 112" wide high density VHS Tapes. The tapes will
22
be run at standard speed SP (1 5/16 I.P.S.).
23
24
R7-17.4.dt8
i'
25
7-17.4 Measurement
26
Section 7-17.4 is supplemented as follows:
27
(******)
28
Measurement of "Bank Run Gravel for Trench Backfill Sewer' will be determined by the
29
cubic yard in place, measured by the neat line dimensions shown in the Plans, or by the Ton
30
on truck tickets.
31
32
R7-17.5.dt8
r
33
7-17.5 Payment
34
Section 7-17.5 is revised and supplemented as follows:
35
36
Payment will be made in accordance with Section 1-04.1, for each of the following bid items
1
37
that are included in the proposal:
38
39
" er Pipe _ In. lam. , p ot.
`�04_Rek#-6onc.
40
41
Sewer Pipe =-1rr ' .", per finear foot.
"PVC Sanitary Sewer Pipe In. Diam.", linear foot.
per
42
.-"Ductile Iron Sewer Pipe In. Diam.", per linear foot.
43
The unit contract price per linear foot for sewer pipe of the kind and size specified shall be
44
full pay for furnishing, hauling, and assembling in place the completed installation including
j
45
all wyes, tees, special fittings, joint materials, bedding material, and adjustment of inverts to
46
manholes for the completion of the installation to the required lines and grades.
47
48
`Testing Sewer Pipe", per linear foot.
49
The unit contract price per linear foot for "Testing Sewer Pipe" shall be full pay for all labor,
50
material and equipment required to conduct the leakage tests required in Section 7-17.3(2).
`Testing
51
If no unit price for Sewer Pipe" is included it shall be considered incidental to the
52
pipe items.
53
54
"Removal and Replacement of Unsuitable Material", per cubic yard.
55
The unit contract price per cubic yard for "Removal and Replacement of Unsuitable Material"
56
shall be full pay for all work to remove unsuitable material and replace and compact suitable
57
material as specified in Section 7-08.3(1)A.
58
59
"Bank Run Gravel for Trench Backfill Sewer", per cubic yard, or Ton.
DIVISION 7 -UPDATED January22, 2004 18
I The unit contract price per cubic yard, or Ton for "Bank Run Gravel for Trench Backfill
2 Sewer" shall be full pay for all work to furnish, place, and compact material in the trench.
3
DIVISION 7 -UPDATED January22, 2004 19
Changes to City's General Special Provisions
(Wastewater Utility Comments)
Std. Spec. No. 7-05.3
Supplemental — Construction Requirements
Add:
Sanitary sewer pipe to manhole connections shall be "Kor-n-Seal" boot or approved
equal.
All sanitary sewer manholes shall be coated per Section 7-05.3(5).
Manhole base sections shall be placed on a graded and firmly compacted granular
bedding course conforming to the requirements for sewer bedding in Section XXX
of the Standard Specifications. The bedding shall be at least 6-inches thick and
at least 12-inches beyond the limits of the base section all around. The
\extend
bedding must be graded to ensure uniform contact and support of the manhole in a
true vertical position. Manhole channels shall conform to the City's standard details
and the construction plans. All manholes shall be installed with locking frame and
cover as shown on City of Renton detail BR29.
Std. Spec. No. 7=05.3(1)
Supplemental— Adjusting Manholes to Grade
Add:
The Contractor shall construct manholes so as to provide adjustment space for
setting cover and casting to a finished grade as shown on the construction plans.
Manhole ring and covers shall be adjusted to the finished elevations per standard
detail BR29, SP Page B074, prior to final acceptance of the work. Manholes in
unimproved areas shall be adjusted to 6-inches above grade.
Std. Spec. No. 7--05.3(3)
Supplemental— Adjusting Manholes to Grade
Add: \
Connections to existing sanitary sewer manholes shall be core drilled. Couplings
"Kor-n-Seal"
\shall
be equal to boots. Existing sanitary sewer manholes shall be
cleaned, repaired, and rechanneled as necessary to match the new pipe configuration
and as shown on the construction plans.
Std. Spec. No. '7-05.3(4)
Revised — Connections to Existing Manholes
Delete second senten&e-.11,
One length of ductile iron pipe shall be provided outside the manhole
Add: \
Drop Manhole Connections shall be per the City of Renton's Standard Plans. Inside
Manhole Drop Connections are only to be used upon prior approval of the Engineer.
Std. Spec. No. 7-05.3(5)
New — Manhole Coatings
Add:
All new sanitary sewer manholes shall be coated as specified below.
The following coating system specifications shall be used for coating (sealing) all
interior concrete surfaces of sanitary sewer manholes.
\
'Coating Material: High Solids Urethane
Surfaces: Concrete
Surface Preparation: In accordance with SSPC SP-7
(Sweep of brush off blast)
Application: Shop/Field
The drying time between coats shall not exceed 24 hours in
any case.
System Thickness: 6.0 mils dry film
Coatings: Primer: One coat of Wasser MC-Aroshield (2.0 mils DFT)
Finish: Two or more coats of Wasser MC-Aroshield
(min. 4.0 mils DFT)
Color: White
HAFile Sys\WWP - WasteWater\WWP-03-0000 Correspondence - WastewateMohnMSPECS\Std-Spec-Revisions.doc
Std. Spec. No. 7-08.3(2)B
Revised — Pipe Laying - General
Delete beginning line 52,
page 6: \
Except for short runs which may be permitted by the Engineer, pipes shall be laid
uphill on grades exceeding 10 percent. Pipe which is laid on a downhill grade
Add:
Unless permitted by the Engineer, pipes shall be installed from the lower elevation
structure, uphill, to the higher elevation structure. If the Engineer allows the pipe to
be installed from the higher elevation structure toward the lower structure then the
pipe shall be blocked and held in place until sufficient support is furnished by the
following pipe to prevent movement.
Std. Spec. No., 7-08.3(2)H
Revised — Sewer Line Connections
Add at line 26, page,7:
a cast iron or PVC saddle
Delete beginning line 32,
page 7:, ��,
have an "O" ring rubber gasket meeting ASTM C-4 78 in a manhole coupling equal
to the Johns -Manville Asbestos -Cement collar, or
Std. Spec. No:, 7-08.3(2)J
Revised — Placing PVC Pipe
Delete beginning at line 41,
page 7:
In the trench, prepared as specified in Section 7-12.3(1)
Delete beginning at line 44
page 7: \
When it is necessary to connect to a structure with a mudded joint a rubber gasketed
concrete adapter -collar will be used at the point of connection.
Std. Spec -.,No. 7-17.2
Revised — Materials
Delete on line 4.1, page 17:
Concrete (remove from allowable "Rigid" materials)
Add to line 43?, page 17:
HDPE (High Density Polyethylene)
Delete line 51, page 1'7:,
Plain Concrete Storm Sewer Pipe 9-05.7(1)
Delete line 52, page 17: \
Reinforced Concrete Storm Sewer Pipe 9-05.7(2)
Add new�line 56, page 17:
High Density Polyethylene Pipe 9-05.21
Std. Spec. No\7-17.5
Revised — Payment
Delete on line 39, page 18:
"Plain Conc. Sewer Pipe _ In. Diam. ", per linear foot.
Delete on line 40, paged 8:
"Cl. _Reinf. Conc. Sewer Pipe _ In. Diam. ", per linear foot.
Add line after current line 42
page 18:
"HDPE Sanitary Sewer Pipe _ In. Diam.", per linear foot.
HAFile Sys\WWP - WasteWater\WWP-03-0000 Correspondence - WastewateMohnH\SPECS\Std-Spec-Revisions.doc
APR-29-2004 THU 09:41 A.M. HWA GEOSCIENCES
FAX K 4257742714 P, 01
14'
Ual
FTTTR
HWAGEoSCIENCES I NC.
19730 64"' Avenue West, Suito 200
Lynnwood, Washington 98036
Phone: 425.774.0106
Fax: 425.774.2714
Fax: (42-'5) T d1-1
........ ... ..
Cc: Fax:
.......... . ... .... .. ... ... . ......... . ............
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...... .......
GL.................
If any of these pages are not legible or you do not receive a// the pages, please call (425) 774-0106,
APR-29-2004 THU 09:41 AN HWA GEOSCIENCES FAX NO, 4257742714
UMi H WWA.GEOSCiENCES INC.
u(c'cl,,;ic',t! !r,; iurrrirl !h"11oy(olv,,r •.t:c c'r,c'irc,r!nrrnl,rl �ctr;c',• Irr !'c'ctr, r c lr,lru'
►_'it().l E,c"' INIA1 E.- SuNsE'r 1N,j,cwxP•roR-P11A5E III
i )A'I' l::
I,0 :
I"R0NI .,
SUBJECT!
I'R0 J f,('T NC).
4-29-2004
1\1r. Johi1 11obson: City of Renton
Stcvcn E. Greene, L.> .G: 11WA GEOSCIENCI S lnc. �c
Sa 1•I. Fong, .P.E.: HWA GcoScmNCES Inc.
DUVALL AVENUE 1 X1'LONATION PLAN
2004-052
Att...1c1)ed you;will find maps (1; igures ;l through 4) with the approximate locations of our
llrc�pilscd exploration borings for the above referenced project task. We anticipate that
drillini; activities will be conducted over ail-2 day period. Drilling will be conducted
llflll7.lil_g a truck mounted drill rig (22 feet lono and 8 feet wide) equipped with hollow -
stem auras that Cali access pavctl areLs only. We have rnarked G boring, locations in the
field. 1 IWA intends to drill at as few as :3 or as many as 5 of the locations depending
conditions observed and the drillcr's rate of progress.
We cxllccl tllitt drillirl�, will be Along the shoulder of file westernmost southbound lane of
Duvall Avenue within or adjacent to the existing sewer trench. Drilling activities shall
— 1_rrc�cccrl-Gi'�lm-rror-th_tcl_5outh_along the alignment. We propose that a traffic control plan
for the lane closure (WSDO`l• Stand::ird'Plail K-17) will be used:- Wlicii moving bctw-ccin — - -
llolcs,oll Duvall Avenue a truckequipped with flashers will follow the drill rib.
Our llitulll. is to millimi/_e disturbancc to pavement, however, some disturbance to the
1lavcinent will inevitably occur. f'ie omctcrs will be installed and borings hackfilled per
DO.[.? re"111ations, Holes will be patched at the surface with rapid setting concrete. All
cuttings will be removed and disposed off site. We will coordinate our efforts with City
of Rculon personnel regarding access and adjust exploration locations, accordingly, ill an
UTR)I1 to minimize surficial;alld traffic impdct.s and insure a Safe work environment.
I I WA will locate tho borings in the field utilizing marking paint and labeling the
rcn.lnd/p:lvemer,t surface as follows: NWA RN-1, 1311-2, etc.; and as appropriate. Utility
localcs,will be called in by the client for all exploration locations as described below. We 19730-04L11MctnteW.
rcquirC that Lhe se\'ver pipe centerline and all other utilities within a 20 foot radius of our Suitc 2i1i1
Lynnwood, OVA 98U. 6.5957
TA 1)5.714.0106
Pax: 425.77,1.2714
www.hwa„roscirnc',i:..i nm
APR-29-2004 THU 09:42 AM HWA GEOSCIENCES rAX Nu. 4�5b(KCI1q
r u3
April 29-2004
11WA T'rojcct No. 2004.052
proposed hale locations be marked in the field. In addition, we request that the depth to
top of flic existing sewer ripe or invert and pipe diainetcr be provided for each location.
'fable I suntmnrizcs the existing surface conditions, equipment to be used and traffic
control me�lsures proposed at each exploration buiing location.
TA13LF l
SUNS1in, wrERC EPTOR: DUVALL AVE' EXPLOlUTION PLAN SUMMARY
VXPLOR,01ON
AITROXIMATL
API'Iit x1MATF
LOCATION
PROI-OSED
'rRAFFIC
OF-SIrJNATION
S'T-m-ION
0I-F'SE,1'
DEscizu nON
EQUIPMENT
CONTROL
Grass covered
lv1F.AStIRIS
Tniek
IIWA- IAA
197+74'
34' T- C
area.west of
Mounted
None Needed
ditch
HSA Trill rir.
Truck
Asphalr
WSDOT Plan
FlWA-lB*
1971,23'
30' LT
Pavement
Mounted
K-17-Close
HSA Drill ri_k._
_Shoulder
WSDOT Plan
Asphalt
Tnick
IIWA-2
193t-12'
22' LT
Pdvement
Mounted
K-17-Close
-
11SA Drill rig
Shoulder_
WSDOT Plan
Asphalt
Tntck
IIWA-3
197+69'
2Y U1'
Pavement
Mounted
K-17-Close
I1SA Drill rig
Shoulder _
—.'_
Asphalt —
Truck
WSDOT Ylan
IIWA-4
1831-23'
20' LT
Pavement
Mounted
K-17-Close
J-TSA Drill rig
Shoulder
Truck
Aspbal[
WSDOT flan
11WA-1
79166'
28' LT
Pavement
Mounrc;d
K-17-Close
ITSA Drill riq
Shoulder
__
�Ni,te-Only enc to
b� drilled.---
.._..__..
A Gcneralizcd detail illustrating the trtflic control plan K-17 is attached as figure 5.1-1
Tabic 2 summarizes the existing borings (shown on the attached figures) that will be utilized as
supplc•nlental information for this pr jcct.
SOC 1111 INTERCf,P`I'OR MASE Ift EXI&I'ING SUBSURFACE EXPLORA11ONS
Exploration ,
_Desi�n�ilion_
13�i-11
Conducted
_ _L3y
Creol;nl;ineers_
._......._....� -
-
Approximate'
Station
Approximate
_ Off Set -
T�
201+56
7' I,T-
-
1111-12
__
195 ► GO
50' RT
131I-13 -----
-- ---I3II-14 ----
F3H-15
III-l6
— 195-E00
40' RT_.
191+50
CL. —
185+98
180+85
"
6' I.T
_ Depth
(feet)
21.5
8.5
21.5
20.5
14
18
>unsCt Interceptor-P1I1 Exploration Plan -A 2 HWA GF.OSCIL•NCES INC.
-Ir
EXPL.1,4AnGN-
S- B-I by GmEr-px-x-i. Z*AP.
6H. F-WA Geokmccc�
Taira for 6=EjQ:n"c-, -'v24-:ia�d c-n (--wv¢ o by WAY.
UL"I
HI,-VAGIE-OSUENCESINC
- - - - - - - - - - —
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--7
lit, I
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'SET INTEnCEPTOR-PH;;';
EXPLORA TiON
DUVALL AVE. REN TON. PLAN NIA51
'A'ASh"NG7ON
APR-29-2004 THU 09:42 AM HWA GEOSCIENCES
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'-APR-29-2004 THU 09:43 AN HWA GEOSCIENCES
FAX NO, 4257742714
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TRAFFIC
SUN,SE; INTERCEPTOR -PH �H
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DUVALL AVE. RENTOti',;
CONTROL PLAN
WASHINGTON
f H; AGMSC ENCES tNc
._�-►la z� 2 F. �,fi�.
CITY OF RENTON
J '�6R SUNSET INTERCEPTOR, PHASE 3
SANITARY SEWER SYSTEM IMPROVEMENTS
GENERAL SCOPE OF WORK
UPSIZE EXISTING SANITARY SEWER ON NE SUNSET
BOULEVARD FROM UNION AVENUE NE TO FIELD
AVENUE NE, AND MISCELLANEOUS SANITARY
SEWER MODIFICATIONS ON DUVALL AVENUE NE
FROM NE SUNSET BOULEVARD TO SEE 100TH
STREET.
CITY OF RENTON
CITY COUNCIL
DON PERSSON, PRESIDENT
TERRY BRIERE, PRESIDENT PRO TEM
TONI NELSON
DAN CLAWSON
RANDY CORMAN
DENIS LAW
MARCIE PALMER
MAYOR
KATHY KEOLKER-WHEELER
CHIEF ADMINISTRATIVE OFFICER
JAY COVINGTON
PLANNING/BUILDING/PUBLIC
WORKS ADMINISTRATOR
GREGG ZIMMERMAN
UTILITY SYSTEMS DIRECTOR
LYS HORNSBY
30% DESIGN SUBMITTAL
Roth Hill Engineering Partners, LLC
2600 116th Avenue NE #100
RothHill Bellevue, Washington 98004
Tel 425.869.9448
Fax 425.869.1190
CITY OF RENTON
1055 SOUTH GRADY WAY
RENTON, WASHINGTON 98055
CONTACT PERSONNEL
JOHN HOBSON, PE PROJECT ENGINEER (425)430-7279
DAVE CHRISTENSEN, PE WASTEWATER UTILITY (425)430-7212
MANAGER
SEATTLE PUBLIC UTILITIES
PUGET SOUND ENERGY
COMCAST CABLE
QWEST
360 NETWORKS
LEVEL 3
TIME WARNER
XO COMMUNICATIONS
EMERGENCY 911
ONE CALL 1-800-424-5555
HORIZONTAL AND VERTICAL CONTROL:
PROJECT DATUM PER BERGER/ABAM
I z
Roth Hill Engineering Partners, LLC
2600 116th Avenue NE #1 DO
Bellme, Washingtm 98004
RothHill Tel 425.969.9448
%AI Fax 425.869.1190
NO.
LLJ
Lu
U-11
uj)
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Prt MA
BPW
3pw
REVISION BY DATE APPR
NOT TO SCALE
>
Fcc7sy
X
CITY OF
RFNTON
Plonning/BuiIding/Public Works Dept.
SUNSET INTERCEPTOR
PHASE
INDEX SHEET
1/27/20051
SW 3-23-5
EX.SSMH 113 b
RIM=389.12 +
IE 376.33 E •,
IE 376.45 S C
�. '1 .....__ ..._....._..._. __-......_..__. _...._____.._ _...... _. ....__ ... __..._.___....__.
IE=376.10 W
aµry THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SINNER CONDUCTED BY ROTH MLL
I II
,,1
THE DEPTHS OF STORM PPE CROSSINGS SHOWN IN THE PROFILE ME CALCULATED BASED UPON FIELD
SURVEY OF INVERT ELEVATIONS FOR ADJACENT BASINS WHERE THAT W
INry \. ENGINEERING (BASEDBNGINEEUPON APROIECTOPOGRAWHOSE EPRO
' O IPERFORED
"{{IIIIII
A E SHOWN S. ALL OTHER
STORM GROSSINGSMESIgDPTHS. ASSUMED ATLALOEPIHS. ALL °TI�RUTRRY
AVALABIE SOME 6 PROFILE
:CROSSINGS IN TFff PROFIE ARE 51gWN AT ASSUMED DEPTHS. AGiWLDEPTH OF THESE lR0.Itt
SURVEY YBEREOBY
TL O42305-9177 a IN BERGEILA9AN ENGIt♦EERS.INC)AIAATGPOGMPFfIC BURNER PERFORMED BY BERGERIABAM
�xnl ,x ', ENGINEERS, WC OR ITS CONSULTANT. ROTH HILLS SURVEY LIMITS ARE GENERALLY WEST OF STATION
Z
162.60 AND EAST OF STATION 169 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
! CROSSINGS IS HOT MOM THIS TIME. ENE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING
THE ELEVATIONS OF IRIIfTY CROSSINGS R110R TO CONSTRUCTION
• JI
` n N , t� ➢ MANHOLES BETWEENSTATIONSAVENUE 1DRAWNNSUNSET BOED ULEVARD AND BETWEEN STATIONS
{{1`'1,1 ' RMM-0E-WAY
174�0RIGHTOAND 0E-WAY
AVENUE THE FOR TH ENTIRE PROJECT
4PoEG FOR THE ENRRE PROJECT IURTS WHICH ROTH HILL IS
I'I 'll
MESS RA INGS.
INDUCTION i '' REFLECTING ON THESE DRAWINGS.
i1NG� N III11 1� 11 Oym1 ,�
LIGH LOOPS1'
NANDIHOLE /.: i' II 6'{X6'(TYP) i UTILTIES INFO _. ___ ___ ... .. __ - _.....
RAUTION SHOWN IS EASED UPON RECORDS RECEIVED FROM THE RESPECTNE UTILRY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMAIESOF THE
'•
(� J i EXPECTEDLOCATIONSOFTHE UTIMES WHERE FIELD LOCATING WAS NOT POSMI,AND UPON
LOCATIONS PROVIDED IN THE TOPOGnAR6C SURVEY FILES FROM BERGERIAENA ENGINEERS, INC. AS
I EX. CB DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARENOTSHDWN, EXGEPTI;4RE
I THEY COULD BE IDENTPIED. THERE MAY Be ADDITIONAL UTILITIES WITHIN THE ROADWAY,EUHER LAS
7Y9 'I I .1 I n 1 1� R RIM=39010
0 , FlBE OR ABANDONED THAT ARE HOT SNOIYN ON THESE DRAWINGS.
C I U
' I VP LT IE 396.70 12 '.•E
H2O ELEV=386\20
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RIM=392 83 !, ' 2. B tCgC �y
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A� \ \ ' ` I \\ 1GNp LIGt1T� (- ? ) END OF CULVERTS NOTLOCATED. APPROXIMATEoDP\[SOUTH
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LOCATIONS SHOWN
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INDUCTION \�i i +,bo �a, TRAFFIC LIGH TING \
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EX.CB-I 11.), I I�FIBER-OPTIC DUCTS
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APPROX. LOC. � '- �L - -b4, �-- -_ EX.. 2" DI. N
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IE=388 55 I Z S _ _��- _
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RIM=393.10 MH 104` EX CB TYPE 271
E-386.52 W 0} �S/L h' ' -� I ` SOLID LID 39
E=386.61 NE ITRAFFIC COCA.) F,MI-_-` II•IL\ G4`=389.41 12" E
IE=387.10 S CNTL PNL11RAFg3/1_
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=� "
1
\ INDUCTION 11 oo r© I _ /P - - _
iRAFF INC - DRI VEWA= 7
14 L_` TELE L_HAND HOLE Pp TrELE �- NwR EX.SSMH 102
_ _ 4
11 LOOPS �-1 111 - '' _ EX- DRIVEWAY _ �,
II 5'%6'(iYP) J-: 1 ;�. �111 = P;;,t - _%'-� ►- - - _�
I I "ABAND. LIFT STATION �Y1I�_.^_
OU TLEi _
�'ry TLl/032305 903/
•y
t '( _ EX.SSMH 103
1i 11i li (APPRO%. LOC.)
EX.SSMH 108 !11 Ex.CB
EX.MH souD uD='92.70
+\RIM=39385
��': TRANSFORMER TLjJ032305-9049
T
TL#032305-9191
1 RIM=415.06 f IE=390-7 8 NE
[
1Ic=405.56 N GOES TO MH10a"
T �4
1E=405.75 W '^ FILLED WITH SOIL
. A .. .......I:: -. .- :. _ - - - ..:..I:. :..-.--...::
.:400... ... .., - - -I- .. - I- i : - i
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::: PROP. 20'HDPE;._ .... ..
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7LF 9
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� SC -O. 55 ,
-. -. .. I ....- ... ... -- ... .. - i ...: ..
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375 IR
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- II IN �3 349 � � IN VERi OUT �384.03 W 8 E
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375
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- - RIM 392.9 INERT IN 302.87'(SE)
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RT� OUT t382:
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. ....... .. .. .. ... -... ... .. . .. ,INVERT OUT 23. w, .. --.-.. ..... ...-...
: RIM '39i'30 � - I � I �
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Roth Hill Engineering Partners, LLC
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V Fax425.869.1190 1 INCH = 20 FT NO. REVISION BY DATE APPR �^" ^
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SW 3-23-5
--._.._...... - ..... . ... ._.......... .............................. __... .......................
THESE DRAWINGS WERE FREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL --------. ......... ----. ........_....-..-.... .__-_.- ............... .. .......:
''. ENGINEERING (BASED UPON A PROJECT DATUM MOM COORDINATES WERE PROVIDED BY THE DEPTHS CF STORM PIPE CROSSINGS SHOWN IN THE PROFILE ARE CALCULATED BASED UPON FIELD
BERGER/ABAM ENGINEERS. We) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGERIABAM '', SURVEY OF INVERT ELEVATIONS FOR ADJACENT CATCH BASINS, WHERE THAT INFORMATION IS
ENGINEERS, INC OR US CONSULTANT. ROTH HILLS SURVEY LIMITS ARE GENERALLY WEST OF STATION AVAILABLE. SOME GTIXtM DRAM AR CROSSINGS E SHOWN AT ASSUMED DEPTHS. ALL OTHER UTILITY
162Hi0 AND EAST OF STATION 189•75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANRARY SEWER CROSSINGS IN THE PROFILE ARE SHOWN AT ASSUMED DEPTHS. ACTUAL DEPTH OF THESE UDUTY i a
MPNHOlES BETWEEN STATION5162,60 AND 1B9,]G ON SUNSET BOIIIEVARDANO BETWEEN STATIONSCROSSINGS IS NOT XNOWN AT THIS TIME. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING �1
INN AND 20D-W ON DUVAILAVENUE. THE DRAWINGS RECEIVED FROM BERGERIABAM INCLUDE THE ELEVATIONS OF Iffl1TY CROSSINGS PRIOR TO CONSTRUCTION
///��� RIOHT-0E-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROTECT LIMBS WHICH ROTH HILL IS
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J
EX.SSMH 118
RIM=395.44
I356.25 8 E
IE=387.47 CTR
... _ .__ .. --
UTNiIESINFORAUTION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECRVE UTILITY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTRJTIES, ESTWATEB OF THE
e / EXPECTED LOGPONS OF T/ff UTILITIES WHERE FIELD LOCATING WAS NOT P0.5S'NIE, AND UPON
LOGTIONS PRpVIDEDNTHE TDPOGRAPHq SURVEY FOES FROM BERGERIABAM ENGINEERS, INC. AS
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IIF/0 AS BUILTYJ
i j
x'�� ,4 �f
ry0N
_( SHALLOW)
/ DESCRBTED ABOVE. N GENERAL, LATERALAND SERVICE LOCATIONSARE NOT GROWN EY.CEPT WHEREi_
THEYCOIRD BE IDENTIFIED, THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LINE
i ii7 5 JJ
4-
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LAIC
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Roth
Hill
Engineering
Partners,
LLC
�1/27/2005
2600116th
Avenue NE #100
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SCALE
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NO.
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BY
DATE
"' 4 -18
Lu
LL _
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SSMh
Lu
ml
c
TL#032305-9202 w
NE SUNSET BLVD
POSSIBLE BURIED TEL CROSSING PER RECORD DRAWINGS_
Ems!
SW 3-23-5
INDUCTION LOOPS G %�
(6' DIAM) TYPICAL
`EJ(. 328 /
{ 5 co TL# 0323059282 e 7Ap
/
� , �JF %.$SMH 92
EE SURVEYED)- /
-
9 7 X.SSM 24 Qq
< <
APPr20%II LO I r H � • /
�_ PROP MH 9
Ex` THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
( APPROX. LOC ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGEWASAME GINEERS,BC.)ANDATOPOGRAPHICSURVEYPERFIX MSYBERGERIAAAM
EX 12" DI W -p—I - „ -A - ._ _.,t -- ---
AD ..
D a" AC W (APPRO%. LOCJ _
165+00 166+00 �� 1
...... _! .....
BORING INDUCTION
cOCAJON EX.SSMH-94 6' DPS _ _O
6' DIA (TYP)Q
O
--�_---___----�----------------------1-------------_-_---
U
Ex CATV & TELEX
SAME TRENCH EO
(APPROX. LOC.) 20
TL#032305-9093
(AP'W6 . LOC.)
E%PPRO
Ex. POWER /�3P��'P _ _
G � I
I j �
+ TLy032305-9097
Al
1 I"=393.2
2 - DIRECTIONAL DRILLED
SEWER
-SEWER IN I
( T/L
%x DIA. CASING 168+00
-� POSSIBLE BUFt1 ED
ABAND. 6" W� TEL CROS3 PER ( ��
(APPRO%. LOC) \' RECORD _DRA�iTJ G$-(
II 1 �
MH 91 (I EX.SSMH 90
- - - - - - - - - - - - - I - - - -'
C_ G'I
ENGINEERS, M OR ITS CONSULTANT. ROTH HILLS SURVEY LIMITS ARE GENERALLY WEST OF STATION
16Z.BOANp EAST OF STATION 1fl9.75 a15UNSET B0IAEVARD. BUT INCLUDE THE SANITARY SEWER
--- - `- _ --'- MAWIOLEBBETWEENSTAM) 162,BB 1M.750NSUNMTBIXILEVARDA10BE1VlEENSTAT S
174. AND 200.00 ON DUVALL AVENUE. THE DRAWINGS RECENED FROM BERGFFLA INCLUDE
RX' F-WAYAND PROPERTY BCUNDAMES FORTHE ENTIRE PROJECT UMRS, WHICH ROTH HILL
REFLECTING ON THESE DRAWINGS.
...... .. _...._.. ......__...... ...... ............... ___...._..............
(�_� - UTIURES INFORMATION SHOWN IS BASED UPON RECORDS RECE-D FROM THE RESPECTIVE UFlUTY
SEE s
EL) / r R DERS, FIELD LOCATING OF B>EMIFIABIE PORTIONS CA THOSE UTRRRES, ESTIWITES DF THE
_ SEE _S' 9 yy EXPECTED LOCATONS OF THE URLRIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
.-. .. -.. a, LOGiIONS PROVIDED INTHE TOPOGRAPHIC SURVEY FILES FROM BERGERIABAM ENGINEERS. WC. AS
1 +0O :DESCRIBED ABOVE. WGENERAL LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN. EXCEPT WHERE
-j Vx n G OR ABANDONED.THAT ARE NOT SHOWN ON THESE DRAWTNGS THEY C� BE IOTIEB WITHIN THE ROADWAY. EffHER LIE
'.SSMH190A
-.. . y.. -
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•� �� ��r'' (APPRC.)LiNo------------- -
1 EX.SSMH 89 PROP.
L Ufa A ($$ SSMH 90B
�PPRUX. LUG,
I'I
it s �I
I /
..................
THE DEPTHS CA STORM PIPE CROSSINGS SHOWN IN THE PROFILE ARE CALCULATED BASED UPON FELD
SURVEY OF INVERT ELEVATIONS FOR ADJACEM CATCH BASINS. WHERE THAT INFORIAATION 0
AVAILABLE, SOME STORM DRAIN CROSSINGS ME SHOWN AT ASSUMED OEPTHS. ALL OTHER LTR. T
CROSSINGS IN THE PROFILE ARE SHOWN AT ASSUMED DEPTHS. ACTUAL DEPTH OF THESE UTILITY
CROSSINGS IS NOT KNOWN AT THIS RME. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING
THE ELEVATIONS OF UTRITY CROSSINGS PRIOR TO CONSTRUCTION
TL#51 5970- ol 15
EXMt 328 0TL #516 9 70- 0 i 10
APOk 130' N
, .\ ,, S
TL#5169-/0-0119 (,11.1111H 12
SURVEYED)
TL#516970-0121
2- 4
\ i'X�8�" D I W
---- --------
NE SUNSET BLVD
EX SS
-(APPROX LOC.)
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z.
Ex A— . ........
ABNND AC W ABANEL A- AC
POSSIBLE BURIED TEL.
rCICIIING PER
RECORD DWNDO GS UBLE Y,
DOUBLE YELLOW R.P.M.
. ........ RA......... .
1-00 170+00 171+00 172+00 173+Ob 174+00
- - - - - - -
BCIIIILE YELLOW
Lu POSSIBLE BURIED TEL.
Lu CROSSING PER
RECORD ORAWNGS ©GRIN"_ DASHED WillE LINE W/
LOOCA11111
EX. CATV & TELE EX.CATV &-JELE
W. SAME TRENCH 7 SA,E TRENCH
SW 3-23-5
__..._.. _ __... .._ __.... .
......
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY BOTH HILL.......... .. ...._...._. .._..__._.. ._._.....
Ui1LJHES INFORMAi10.N SNONN LS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
ENGINEERING IBMED UPON A PROIECT DATUM WHOSE COORDIII WERE PROVIDED BY PItOVIOERS, FIELD LOCATING OFIOENTIFNBLE PORTIONS OF THOSE URRIHES, ESTIMATES OF THE THE DEPTHS OF STORM PIPE CROSSINGS BROWN IN ME PROFILE ARE CALCULATED BASED UPON FlELU
F IDENES
WHERE FIELD LOCATING WAS NOTS,ESTIMATES
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGERIABAM PROVIDED LOCATIONS OF THE POSSIBLE, AND UPON SURVEY OF INVERT ELEVATIONS FOR ADJACENT CATCH BASINS. WHERE THAT INFORMATION IS
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OMITS ARE GENERALLY WEST OF STATION LOCATIONS PROVIDEDINTHE TOPOGRAPHIC SURVEY FILER FROM BERGERIABPAI ENGINEERS. INC. AS
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EDDEI ATASSUMEDDEPTH$ THESE URLITYITY
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
EX.SSMH 192
RIM=434.27
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THE DEPTHS OF STORM PIPE CROSSINGS SHOWN IN THE PROFILE ARE C OLILATED BASED UPON FIELD
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AVAILABLE SOI.TE STORMDRAPICROSSWGSARESHOWNATASSIIMEDOEPi16. All OT n!-ITY
CROSSWGS W THE PROFLE ARE SIpNM AT ABSUMED DEPTKS. ACRIAL DEPTN OF THESE UT
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THE ELEVATIONS OF UIIRY CROWNW PRIOR ro CONBIRUCTION
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THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL ............. ......__....... ..........__.... .........__... ._...._........_.
ENGINEERING(BASFD UPON A PROTECT DATUM WHOSE COORDINATES WERE PROVIDED BY IRLITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
BERGFRIABAY ENGINEERS. WC.) ANO A TOPOGRAPHD SURVEY PERFORMED BY BERGEfUASAY PROVIDERS. FIELD LOCATING OF IDE—IM E PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
ENGINEER$. WC OR ITS CONSULT-R. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION FXPECTED LOCATION$ OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE. AND UPON
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MANHOLES BETWEEN STATIONS ifii� ALA 1B9•]S pR SCANSET BONEVARDAND BETWEEN STATIONS DESCRIBEOABOVE IN GENERAL. LATERAL AND SERVICE LOUTIONSARE NOT SHOWN. EXCEPT WHERE
1 Td-00 AND 200l000N BLNAIL AVENUE. THE DRAWINGS RECEIVED FROM BERGEfR/ABAM INCLUDE THEY COULD BE IDENTIFIED. THERE MAY BE PDDITIONAI UTILITIES WITHIN THE ROADWAY. ETI1ffR LNE
RIGHT-0F WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS. WHICH ROTH HILL IS OR ABANDONED THAT ARE NOT SHOWN ON THESE DRAWINGS.
REFLECTING ON THESE ORAW WIGS.
................. I ° ZT ............ .. _.._.... ._..................
1�p1� THE DEPTH$ OF STORM PIPE CROSSINGS SHOWN IN THE PROFILE ARE CALCULATED BASED UPON FIELD
SURVEY OF INVERT ELEVATIONS FOR ADNCENT CATCH BASINS WHERE THAT INFORMATION IS
l ° AVAILABLE SOME STORM DRAIN CROSSINGS ARE SHOWN AT ASSUMED DEPTHS. ALL OTHER UTILITY
CROSSINGS IN THE PROFILE ME SHOWN AT ASSUMED DEPTHS. ACTUAL DEPTH OF THESE UTILITY
CROSSINGS IS HOT KNOWN AT THIS TIME. THE CONTRACTOR SHAM BE RESPONSIBLE FOR VERIFYING
F N THE ELEVATIONS OF UTLITY CROSSINGS PRIOR TO CONSTRUCTION
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THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL---� ----�-"' - --�-' "'-- ..........--� ' '
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BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM I PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE THE DEPTHS OF STORM INK CROSSINGS SHOWN IN THE PROFILE AREG CLAATED BASED L FIELD
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-�= ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON AVA44BLE. SOME STORM IX N CROSSINGS ARE SHOWN AT ASSUMED DEPTHS. ALL OTT2R UTILITY
- 162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS CROSSINGS IN THE PROFILE ARE SHOWN AT FSSUAIED DEPTHS. ACTUAL DEPTH OF THESE unlT`r
— MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS i DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE ! CROSSINGS NOT KNOWN AT THIS TIME. THE CONTRACTOR SHAM BE RESPONSIBLE FOR VERIFYING
174+00 AND 200+00 ON DWALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LNE T� "T soF uram cRosswOs PRUR TO coNSTRLIcnoN
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
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THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING IBASED UPON A PROTECT DATUM WHOSE COOROIMTES WERE RtOVIDED BY
SERGERIABaM ENGINEERS WC. AND A TOPOGRAPHC SURVEY PERFORMED BY BERGFRIABAM
162 ENGINEERS, EAS OR ITS CONSULTANT ROTH HILLW SURVEY LIMOS ARE GENERALLY WEST OF STATION
R8N ARDEASTOFSTATION RBlU ON SUNSET BOULEVARD.BUTINCLUDETHESANITPENSEWER
MANHOLES BETWEEN STATIONS 1E2� AND 18B•TB ON SUNSET BOULEVARD AND BETWEEN STATgNS
RD2 OVENUE.RCNDFTGRlU
RIGHTFWAY.DPROPERWWDIESFORHENRPROECTLIMaS,WCHRONL S
REFLECTING ON THERE DRAWINGS.
UTRRDB WFOUMTION SHOWTJ IDENTIFIABLE BASED UPON RECORDS F THO EO FROM Tiff TIMATES ME
PROVIDERS, FIELD LOCATINGOF]UTIESWHEPORTIONSOFTHOSESNOTIE5,E IME,AN U THE
LOCATIONS
OF THE UTLLRIESWHEREVEY LOCATING WASNOTPOSSIBLE,ANDUPON
LOCATIONS PROVIDED W THE iOPOGRAPMC SURVEY RUES FROM BEMEWABAAI ENGINEERS. WC. AS
OESCROULD VE.INGENERAL. LITERALANDSERVICE LOCAIIESWARENOT ROADN. EXCEPT WHERE
—COULD EE IDENTIFIED. THERE MAYBE THESE
DRAWINGS.
INGS. S WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT PRE NOT SHOWN ON THERE DRAWINGS.
THE DEPTHS OF STORM PIPE CROSSINGS SHOWN IN THE PROFILE ARE CALCULATED BASED UPON FIELD
SURVEY OF INVERT ELEVATIONS FOR ADJACENT CATCH B/SINS, WHERE THAT INFOU.NTION IS
AVAILABLE. SOME STORM DAWN CROSSINGS ARE SHOAM AT ASSUMED DEPTHS. ALL OTHER UTRUTY
CROSSNGS W THE PROFLE ARE HOWN SAT ASSUMED DEPTHS, ACTUAL. OFPTH OF THESE U71UTY
CROSSINGS 6 NOT MOWN AT THIS TIME. THE CONTACTOR SHALL BE RESPONSIBLE FOR VERIFYING
THE ELEVATIONS OF UTILITY CROSSINGS PRIOR TO CONSTRUCTION
SW 3-23-5
4
—. - .... ---- ..... _........ ..... ... ...... .........
THESE DRAWINGS WE RE PREPARED FROM BOTH A TOPOGRPPHIC SURVEY CIXI CTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DAUM WHOSE COORDINATES WERE PROVIDED BY
BERGEWMAM ENGINEERS, INC) AND A TOPIX-IUPHJC SURVEY %RFORAL:D BY BERGEWABAAI
FNGWEEAS,INC OR RS CONSULTAM. ROTI/HILLSSUYVEYLJABTSAREGENERALLYWESTOFSTATION
162. AND EAST OF STATION IRH75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162-M AND M-75 ON SUNSET BOULEVARD AND BETWEEN STATIONS
1 TNDB AND 200.00 M OWALLAVENUE. THE DRAWINGS RECEIVED FROM BERGEPJABAM WCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS. WHICH ROTH HILL M
REFLECTING ON THESE DRAWINGS.
...... .. ........... .. ............ ................ ..............._ ___...
UTILITIES INFORMATION SHOWN M BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTLRY
MOVDERS, FIELD LOCATING OF DEN IFIMI E PORTIONS OF THOSE UTIURES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE UTILITIES WHERE REM LOCATING WAS NOT POSSIBLE. AND UPON
LOCATIONS PROVIDED W THE TOPOGMPHD SURVEY FILES FROM BERGERIABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. W GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY SE ADDITIONAL UOLITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED. THAT ME NOT SHOWN ON THESE DRAWINGS
-- I
1
I STORY �V 1 TL#516970-0152
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]]yTL# TL/J516970-0140
STORY �y
HOUSE
T CHAINLINK DUVALL AVE NE' C;....... ;a
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Ill F I COVER I
`'' 484+00 185+00 (APPROX. LOG.) 18�+(T(1 ,
—e G rl , DfiIFG
o _
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:. - I❑ __ ___ - EX. POWER
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r 9Llr w mil: —P r�P _
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4
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GRAVEL DRIVEWAY i
oc12
v
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THE DEPTHS OF STORM NPE CROSSINGS SHOWN W THE PROFILE ARE CALCUIATED BASED UPON FEED
SURVEYOFINVERTELEVATIONS FORADJACENTCATCH BASINS, WHERE THAT INFORMATION IS
AVAIIABIE. SOME STORM DRAW CROSSINGS ARE SHOWN AT ASSUMED DEPTHS. ALL OTHER UTILITY
CROSSINGS IN THE PROFILE ARE SHOWN AT ASSUMED DEPTHS. ACTUAL DEPTH OF THESE UTILITY
CROSSINGS IS NOT DlOATJ AT THIS TIME, THE CONDUCTOR SHALL BE RESPONSIBLE FOR VEMFYING
THE ELEVATIONS OF UTILITY CROSSINGS PRIOR TO CONSTRUCTION
' STORM MANHOLE ,
GE=423.31 I I
BUT VAULT=415.761
I
II TL#522650-0440 i CONCRE LE -- W000 DECK
CONCRETE PATIO -- j
TENNIS �� 5-[ _ J
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IE 409-66 E
4Gy.3t3 W r I scP 5.
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� 5'GIA 'Eat .7a w I �< 'co
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IQ
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2.5' 'MDE � ---
BRICK BORDE
rLg516970-0020 al �/ AILS r
SW 3-23-5
a
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERNG (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
SERGERIABAM ENGINEERS INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGERIABAM
ENGINEERS, INC O ITS CONSULTANT. ROTH HELLS SURVEY LIA80 ARE INCLUDE
MESA WEST OF STATION
1GNHANDEASTE STATIONSIU- ONSUNSETBWLEVPROBUTINCLUDERIESANITARYSEWER
MANHOLESBETWEENSTATIONS ENUE.AHID 18B•]S ON SUNSET BOIAEVARD AND BETWEEN STATIONS
1 )d•IIAND �IID•00 aH DWALL AVENUE THE DRAWING$ RELENEp FROM BERGEWABAM INCLtDE
RIGHT -OF WAY AND PROPERTY BODNOARIES FOR THE ENDRE PRGIECT LIMBS. WHICH RDTH HILL IS
REFLECTING ON THESE DRAWINGS.
UTILITIES INFORMATION SHOVM IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE URITY
PROVIDERS FIELD LOCATING OF IDEIrtIFABLE PORTIONS OF HOSE UTIMOES. ESTIMATES OF THE
EXPECTED lOC/.TIONS OF ME UTIlRIES WHERE FIELD LOCATING WAS NOT POSSIBLE. AND UPON
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGERIABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL. LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
.......... .............. .. ................ .. _....... ......... _...... .............. - .. .........
THE DEPTHS OF STORM PPE CROSSINGS SHOWN N THE PROFILE ARE CALCULATED BASED UPON FIELD
SURVEYLESVERTELEVATIONSCRADIICENT CATCHBYAT WHERETHATI,F LOT 6
AVAILABLE. SOME STORM DRAIN CROSSINGS ARE SMOVM AT ASSUMED DEPTHS. AIL OTHER UTY
CROSSINGS N THE PROFLLE ARE SHOWN AT ASSUMED DEPMS. ACTUAL DEPTH OF THESE UTILRY
CROSSINGS IS NOT KNOWN AT THIS TBE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING
THE ELEVATIONS OF UTILITY CROSSINGS PRIOR TO CONSTRUCTION
I
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1 y STq�P BAR 1 i .. ... ...... ... .._ # __ _ ___ ___ _ ___ ___ ___ ___ ___ _ --------------- -__ ___
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1 _ _ _ - __ __ __ _ _ ___ - __ ___ _ ___ ___
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o (APPRISE LOG) : � ••-- - -dam-- ��F`_ ���� -- � -�� �_�� A8'AND. 2 AC W(AF'PRO�C� (APPItO
DOUBLE YELLOW R.P. M__-- -_ _--DOUBLE WHITE R.P.M. 71 s T DOUBLE YELLOW R.P.M. 1 D
_ DOUBLE YELLOW R.P.M.
189+p0 /� i,90+ lEx. TALE l91 -...0 -_ --_-- -_
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r�.iBRA. e• .'.'.L' CONCRETE WALK uVsr rlmR CONCRETE WALK_______________
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` xx I ROW OF 12 ORNAMOENTALD
'• '--a_''T'' `� _ J •r a =4 ROW OF 21 ORNAMENTAL CEDARS
_ ' rd r \ y 1 r ! - 1 .. r I CEDARS 2 TO 4 HAM RIP_ LI
I ; IE=a1IE 4RIM 230 N 18" DRIP LINE
4' CHAINLINK 1 r T '•lr - 6' 4'/0 •`
r CONCRETE "-rd'r I r� PLANTER.-- -�� IE=41 a.59 SEr 4 x : POST + -
f
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CONCRETE p i - _ 9RJ.CK \ ... .Y _ , z
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TL �'109131-0070 15.9' .I ) �` s'S rrcA I, 6 W000 HOUSE NO 7018
NW 3-23-5
— —_
. _ . ...._.... _.......
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTC HILL
ENGINEERING (BASED UPON A PROJECT DATUM W1105E COORDINATES WERE FRONDED BY
......._..__............__._......... ......._..._............_.__........_.._...._............ .__....._..... ........__ _ .
�
UTILITIES INFORNAiION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTIfTI'
PROVIDERS, FEUD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UNTIES, ESTIMATES OF THE
_..._... _... _.__- .._..... ....._______- _-__-_...... _....._.___._
THE DEPTHS 6 STORM PIPE CROSSINGS SHOWN W THE PROFILE ARE CALCULATED BASED UPON FIELD
_
BERGER/ABMA ENGINEERS, WC.) AND A TOPOGRAPHIC SURVEY PERFORMED BI BERGER/ABAV
EXPECTED LOCATIONS OF THE UTLITES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
SURVEY OF INVERT ELEVATIONS FOR PWM CATCH INS, MERE MAT INFORMATION IS
--
—
ENGINEERS, INC OR ITS CONSULTANT. ROM HILLS SURVEY' URVEMIM ARE GEWR%LLY MST OF STATION
162.60 AND EAST OF STATION 1B 75 ON SUNSET BOULEVARD, BUT INCLUDE T4 SANITARY SEWER
NANHIOIES BEIWEEtI STATONS 18ZNWMD tB9.I50N SUNSET BOULEVARDMO BETWEEN $TATWNS
174+W AND N ON DUVALL AVENUE THE DMWNGS RECEIVED FROM BERCERIABAN INCLUDE
RIGHT -OF WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROM HILL IS
REFLECTING ON THESE DRAWINGS,
;LOCATIONS PROVIDED IN TIE TOPOGRAPHIC SURVEY FILES FROM BERGEPNBAM ENGINEEAS, INC. AS
DESCRIBED ABOVE. VJ GENERAL. LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
:THEY COULD BE IDENTIFlED. lIDRIONAL UTILITIES WITHIN TROADWAYEI FE , i/ER LINE
THERE MAY BE A
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
AVAILABLE. SOME STORM DRMN CROSSINGS ME SHOWN AT ASSUMED DEPTHS. ALL OTHER UTILITY
: CROSSINGS W TIE PROFILE ARE SHOWN AT ASSUMED DEPTHS. ACTUAL DEPTH OF THESE lJTIfTY
CROSSINGS IS NOT KNOWN AT THIS TINE. THE CONTRACTOR SMALL BE RESPONSIBLE FOR VERIFYING
ME ELEVATIONS OF UTILITY CROSSINGS PRIOR TO CONSTRUCTION
EX.MH 75 1
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THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGERIABAM
ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION
162+60 AND EAST OF STATION 169+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS
174+M AND 200+00 ON DUVALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
REFLECTING ON THESE DRAWINGS.
UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGERIABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
THE DEPTHS OF STORM PIPE CROSSPIGS SHOWN IN THE MOFYE ME CALCULATED BASED UPON FIELD
SURVEY OF INVERT ELEVATIONS FOR ADJACEM CATCH BASINS, WHERE THAT INFORMATION IS
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CROSSINGS IN E PROFILE ARE SHOWN AT AT ASSUDEPTHS MED . ACTUME THESE
AL OF ESE UTILITY
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NOT NNDWTi AT THB TYRE. THE CONTRACTORS M RESPONSIBLE FM WRFYING
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1 INDUCTION LOOPS 1
(6'X6') TYPICAL
1
Partners, LLC
2600 116th Avenue NE #100
Bellevue, Washington 98004
Tel 425.869.9448
Fax 425.869.1190
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TL#032305-9037 PRELIMINAR'
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DESIGNED: 1 —20' �% }= CITY OF SUNSET INTERCEPTOR / /
BPW/KRG R E �l T O N PHASE 3 FIELDBOOK:
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BPW
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ore 0
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EX.MH 290
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RIM=454.61
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IE=439.27 E CHAN
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Q
IE=449.51 E IE DROP
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MH 276
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415
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SURVEYED:
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SCALE:
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1 20
HORIZONTALVERTICA! NAD 1983/1991
.►
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PHASE 3
DATE:
8/16/2004
OK:
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RENTON
PACE:
PAGE:
r
DRAWN:
PW
ONE INCH I
DATUM
DRAWING NO:
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AT FULL SCALE
Planning/Building/Public Works Dept.
SEWER PLAN AND PROFILE
J
NO.
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IF NOT ONE INCH
SCALE ACCORDINGLY
NE SUNSET BOULEVARD
SHEET: OF:1 G
1 0 6
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
PROVIDERS, FIELD LOCATING 0 IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE TILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
LOCATIONS PROVIDED IN THE T POGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT, WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
SURVEYED: SCALE:
MJL 1 „-20, HORIZONTAL AD 1983/1991
DESIGNED:
BPW/KRG
DRAWN:
BPW
I ONE INCH DATU M
CHECKED: IF- AT FULL SCALE
IF NOT ONE INCH
N 0. REVISION BY DATE A P P R APPROVED: SCALE ACCORDINGLY
I
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STAT ON
162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIO S
174+00 AND 200+00 ON DUVALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
REFLECTING ON THESE DRAWINGS.
CITY OF
RENTON
Planning/Building/Public Works Dept.
SUNSET INTERCEPTOR
PHASE 3
SEWER PLAN AND PROFILE
NE SUNSET BOULEVARD
DATE:
8/16/2004
FIELD130OK:
PAGE:
DRAWING NO:
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THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
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RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
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NO.
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
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THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
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370
Roth Hill Engineering Partners, LLC
2600 116th Avenue NE #100
• Bellevue, Washington 98004
RothHill Tel425.869.9448
Fax 425.869.1190
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INVERT IN 386.03 (NE)
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BY I DATE I APPR
MJL
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BPW
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HORIZONTAL: NAD 1983/83/1991 /I
VAL RENTON
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SUNSET INTERCEPTOR
PHASE 3
SEWER PLAN AND PROFILE
NE SUNSET BOULEVARD
INVERT IN 388.80 (
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38
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DATE:
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FIELDBOOK:
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EX.SSMH 94 �oQ EX.S MH 91 I EX.SSMH 90
7
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TL#032305-9093
0 IV`� o� �� �2 O~ /� ti
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EX. POWER
(APPROX. LOC.)
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION
162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS
174+00 AND 200+00 ON DUVALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
REFLECTING ON THESE DRAWINGS.
EX.
ELE
EX.
PWR (APPROX.
LOC.)
405
4O5
-
(APP
OX. LOC. EX
PWR
X. 8" WATER
EX.
(APP
ELE
EX.
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OX. LOC.
EX. TELE
(APPROX.
LOC.)
400
400
-
-
■
■
395
■
■
■
■
■
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395
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--
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■
■
118LF
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SL=0.0079
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■
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EX.
SSMH 89
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EX. SSMH 9
2.37 (S)
RIM
INVERT
RTT1IN3-3
IN 392.5
385
S —
EX.
SSMH 91
INVERT IN 3
400.9
IN 390.7
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INVERT
(E
INVERT OUT
391.85 (W)
TRENCH
INVERT
OUT 39255
(N.
EX. SSMH
94
RIM
00.74
INV
RT IN 391.4
N
C SS
H 95
INVERT
IN 388.82
(E)
INVERT
INVERT
O 39
OUT 0
S
78 (W)
380
380 M 40
.47
INVERT
OUT 388.53
W
VERT
N 388.80
W)
VERT
OUT 388.10
W)
375
375
PROP. 15" HDPE
PROP. " HDPE
PROP. 15" HDPE
PROP.
1 " PVC
CUT
PIPE BURST CONC.
PIPE BURST CONC.
PIPE BURST CONC.
OPE
370
370
- -
-
-
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-- -I'
SURVEYED:
MJL
DESIGNED
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DRAWN:
BPW
SCALE:
1 "=20'
ONE INCH
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SCALE ACCORDINGLY
VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATU M
. CITY OF
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1%J ri
tu%J 6 oiu
SUNSET INTERCEPTOR
PHASE 3
DATE
8/16/2004
FIELDBOOK:
PAGE:
DRAWING NO -
N0.
REVISION
CHECKED
BY I DATE I APPR I APPROVED:
Planning/Building/Public Works Dept.
SEWER PLAN AND PROFILE
NE SUNSET BOULEVARD
OF: 3 16
1n
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION
162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS
174+00 AND 200+00 ON DUVALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
REFLECTING ON THESE DRAWINGS.
EX.
-ELE
405 (APPROX.
EX
LOC.)
PWR
405
-- -
A
.
EX.
GAS
(A
PROX. LOC.)
T
■
■
400
■
400
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SIDE
395
■
_-_-_
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----
395
ELF
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1.0079
2"
12" PVC
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390
EX. SSMH
88
390
RIM 403.30
INVERT ltq-397.26
INVERT OUT
PIPE
397.18 PIPE
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SSMH 89
401.53
385
RIM
385
V
PT _1N_ 392
INVERT
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55 (N)
380
380
PROP. 151
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL o
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY `\ ' o'r ♦ , �i' ,' / �,� a o`' a
EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON BERGERIABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE 162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER il� ® �,� //r;' / / ;'' / ,r oQQ// �+ �`� „' i ��Qa� Q �a,\�\ a o 0
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390
385
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410
■
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INVERT
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INVERT
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E)
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)
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(W)
PROP' 1 " HDPE PROP. 1 " PVC PROP. 12" (PVC?)
PIPE URST PVC OPEN CUT REALIGN CROSSING?
$ -15"?
SURVEYED: SCALE:
MJL
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991
DESVGNED: y BPW/KRG
DRAWN:\�Y ` �,• (� •� BPW ONE INCH
CHECKED: DATUM
AT FULL SCALE
Nn. REVISION BY DATE APPR
APPROVED: SCALE
NOT ONE INCH
ALE ACCORDINGLY
8" CONC.
X. SSMH 16
I qVERT IN 40 .17 (N,S
I VERT OUT 01.17 (N
Q
ti
co
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U)
w
PROP.
8" PVC
CITY OF
RENTON
Planning/Building/Public Works Dept.
N CUT
_X. SSMH 17 39
NVERT IN 4 1.76 (E)
NVERT OUT 401.58 (SW)
39
Q —
2
cn
cn
a 38
38
DATE:
SUNSET INTERCEPTOR 8/ K6/2004
PHASE 3 EIE
PAGE:
DRAWING NO
SEWER PLAN AND PROFILE
NE SUNSET BOULEVARD SHEET: 5 OF 16
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UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION
162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS
174+00 AND 200+00 ON DUVALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
REFLECTING ON THESE DRAWINGS.
F�JMiNAR"
r
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415
EX. PWR
EX. INDUCTION
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EX. GAS
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APPROX. LOC.)
APPROX. LOC.
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TER
EX. 8" WATER
410
■
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405
■
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EX. SSMH 174
SSMH 216
X. SSMH 6-A
X. SSMH 17
RIM 409.78
INVERT IN 4
INVERT OUT
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403.06 W
RIM
INVERT
410.06
IN 403
--
RTOtJfi
05 (E) 395
IM 406.E
JVERT IN 40
.17 (N,S)
NVERT IN 4
1.76 (E)
JVERT OUT 4.01.17
(W)
NVERT OUT
01.58 (SW)
i
390
M
c
C
c
c
6
L
L
C
L
C
c
L
c
c
L.
L
L
L
L
UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UTILITY
PROVIDERS, FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES, ESTIMATES OF THE
EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSSIBLE, AND UPON
LOCATIONS PROVIDED IN THE TOPOGRAPHIC SURVEY FILES FROM BERGER/ABAM ENGINEERS, INC. AS
DESCRIBED ABOVE. IN GENERAL, LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN, EXCEPT WHERE
THEY COULD BE IDENTIFIED. THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY, EITHER LIVE
OR ABANDONED, THAT ARE NOT SHOWN ON THESE DRAWINGS.
THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION
162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS
174+00 AND 200+00 ON DUVALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
REFLECTING ON THESE DRAWINGS.
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TL#516970-0051 �� ; o ^ �#807903_0480 �/ I I 1\�RIXM�111.35
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---- ---- -- --- c�--- --- Q /�'^�---------- --- — — — ----- — ABAND. 3" AC W (APPROX. LOC)
r- t - -- - �--1 ---------- --- -- _ ---- _
EX.SSMH 216 �7,o-
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1 180+�� C/ J RIM=410.16
181+00 = I x _ IE=405.14 N � � = 4 40 E �- w Q
82+00 18
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EX.SSMH 174 Ex. 4" GAS GGGG
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m
P P P P P P P P vip P Q P P P P P
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420
415
EX. GAS
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--
APPROX. LOC.
EX. GAS
(APPROX. L
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410
405
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-
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---
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SL=0.0037
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8"PVC
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EX. SIDE SE
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EX. SIDE SEWEF
E
. SIDE SEWER
EX. S
DE SEWER
400
216
RIM
395 INVERT
(E)
\EX.
RIM
INVERT
INVERT
SSMH (SSMH
410.16 TIE -I
IN 403.9
IN 405.1
)
E)
(N)
EX. SSMH
217
404.38 (E)
404.40 (W
NIV
INV
INV
SSMH 218
8 (E)
2(N)
(b
RTOIN9404.
RT IN 404.
RT OUT 404.89
RIM 410.76EX.
INVERT IN
INVERT OUT
410.06
IN 403.05
i
A a
420
415
- 410
405
400
95
SURVEYED:
MJL
SCALE:
1 '=20
1988
HORIZONTAL NAD°1983/1991
DATUM
"OR
, CITY OF
•' '
hL
_ RENT 0 N
Planning/Building/Public Works Dept.
SUNSET INTERCEPTOR
PHASE 3
SEWER PLAN AND PROFILE
NE SUNSET BOULEVARD
DATE:
8/16/2004
DESIGNED:
BPW/KRG
FIELDBOOK:
PAGE:
DRAWN:
BPW
ONEINCH
NSCALE
CHECKED:
AT
IF NOT ONE INCH
SCALE ACCORDINGLY
DRAWING NO:
N0.
REVISION
BY
DATE
APPR
APPROVED
SHEET OF
7 16
W
W
Q
Z
W
J
W
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00
3
0
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Q
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W
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3
0
0
0
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0
0
V)
3
/
0
0
0
in
0
0
/
i�
w
Q
z
W
1
to
0
0
N
z
0
o'
w
w
-I
0
3
w
H
z
G
EX.MH 192
� ` RIM=434.27 O
TL 80TL#807904-0140 \ \� Z�E:428.28 N CHAN7904-0130�`LPO `Q TL 807904-0120 # E418.80 10" N IE DROP
# \ I E= 418.64 S
tx
TL 032305-9185
APPEARS TO BE #
12"TEE W-E-N x
• IN CONC VAULT
x_-- NE SUNSET BLVD\
/ —x
— --FO --FO-- FO-----F ---- -FO- -- FO-----FO-----F�--- --- — — — — - - - - - - - _ - - -
m __-- _ 60 & LEV 3 FIBER-FO-----FO-----F----�0----- _
------ -- I FO-----FO---- - -
/ s0 - ___-_ _ __FO-:!:I- _ �- _--�:�_ --�_F -----K-----F( C ---- 9----- --- # =_=_ �_- _ -- - ---- ---- ---- --- ---- ---- ---- ---- ---- ----F FO-
FO- FO- FO- FO- FO- -FO- FO- FO- FO- FO- FO-_ _
_ - — __ =¢r - - - _ _ _ _ —
/ - SD ' _ �'=—�D=�F - - - = F es=- - - F(( - -FO- - - - -FO
i----SD-----SD-----SD - D- SD------�D-"---�[3" -�D---SD--�== --- --�— -=
- -SD- D---- �
SD---- o
9 I --SD--- --SD-----SD--- r �o- — r r— r r r r r r r— r— r— r r r— r
-SD- �-
Q -SD---SD--------SD-------SD----- r r � — r r — — � — � r
_ ------ —SD— I EX.MH 277
— r r
I� RIM=425.97
--r—r+rrr—Lr--rrrr--------rrrrrrrrnr—r IE=417.78 N
C1a ---
_ 190+00 fE=417.81 E - X.MH 276
189+� _ _-- - - - - I - - - — - - - - — -- 191+00 RIM428.94
_ - = IE=428.94 E
- -
n All- IE=428.92 W
EX.MH 278 �� - �
RIM=417.04 9
IE=406.86 NE
I =406.90E 'O� zzz
-
�=�t06-g�--W-�� -
EXG 4" GAS .' G
0
C�
0
G G
TL#032305-9078
O
OFIP - -
- --OHP---- -- - OHF
OHP--- —
v
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THESE DRAWINGS WERE PREPARED FROM BOTH A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL
ENGINEERING (BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY
BERGER/ABAM ENGINEERS, INC.) AND A TOPOGRAPHIC SURVEY PERFORMED BY BERGER/ABAM
ENGINEERS, INC OR ITS CONSULTANT. ROTH HILL'S SURVEY LIMITS ARE GENERALLY WEST OF STATION
162+60 AND EAST OF STATION 189+75 ON SUNSET BOULEVARD, BUT INCLUDE THE SANITARY SEWER
MANHOLES BETWEEN STATIONS 162+60 AND 189+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS
174+00 AND 200+00 ON DUVALL AVENUE. THE DRAWINGS RECEIVED FROM BERGER/ABAM INCLUDE
RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS, WHICH ROTH HILL IS
REFLECTING ON THESE DRAWINGS.
4 4 0
-----
4 4 0
43
-
- -
■
435
■
■
430
■
---- - --
■
430
EX. GAS
00398
425
■
—
425
■
_ 2791-F— —
—_ ,� —
_
■
_-- _
--
EX. S
MH 276
---
_---'
RIM 4
56.54
420
■
`_--_—
INVER
IN 428.94
E)
-
_
--"�
— ---
INVER
OUT 428.9
(W) 420
415
— —
415
l _
■
265 LF �-
—
-
■
— — —
EX. SIDE SEWER
EX. SSM
277
410 ■
—___
_— ___—
RIM 425.97
410
INVERT IN
417.81 E
—
INVERT I
417.78 N
INVERT
UT 417.73
)
SIDE SEWER
0.0041
405
405
EX. SS
H 278
RIM 41
400 INVERT
.04
IN 406.88 (
)
400
INVERT
OUT 406.90
(W)