HomeMy WebLinkAboutWWP273626 (2)John D. Hobson
From:.
Jennifer Bell Denniferb@jshproperties.com]
Sent:
Wednesday, September 04, 2013 9:57 AM
To:
David Christensen
Cc:
John D. Hobson
Subject:
RE: City Sewer Work
Thanks, Dave!!
Jennifer A. Bell, CPM® I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
office 425.917 3400 / fax 425.917.3401
ienniferb(2 hpropertie5. com
From: David Christensen [mailto:Dchristen@Rentonwa.gov]
Sent: Wednesday, September 04, 2013 8:48 AM
To: Jennifer Bell
Cc: John D. Hobson
Subject: RE: City Sewer Work
Jennifer,
Our contractor was discharging the groundwater from our excavation into the existing drainage system on the site. It
turns out that system has, at least for a portion of it, significant aging within the CMP pipe resulting in holes in the
existing pipe. The result was that our contractor had a portion of the system collapse into his excavation. The City will
work with the contractor and we will take care of any damage that resulted from our dewatering. At this point, this
appears to be limited to the first run of pipe that we were discharging into. However, we will CCTV further downstream
to ensure that the work did not cause additional damage. The City will also negotiate with our contractor any additional
costs that may have resulted from this additional work.
Once we have this complete, we would recommend that you have the remainder of your system analyzed by CCTV
Inspection to determine what if any additional repairs may be needed in the portions of the storm system not affected
by our project work. This work is probably best done during a dry period to ensure you can view the entire portion of
the pipe to determine condition.
Please let me know if you would like to discuss this further. Your e-mail was timely, as we were looking to notify you of
the work, we were just waiting for the site to stabilize so that we could identify the limits of the damage.
Dave Christensen
425.430.7212
From: Jennifer Bell[maiIto: jenniferb(�-b jshproperties.com]
Sent: Tuesday, September 03, 2013 2:42 PM
To: David Christensen
Subject: City Sewer Work
Hi Dave,
I have heard a rumor that there is a water leak that is Providence's responsibility over at Valley Office Park.
Can you please fill me in on anything that you know?
Thanks-
Jennifer
Jennifer A. Bell, CPM® I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
office 425.917.3400 / fax 425.917.3401
Jenniferbna,ishproperties, com
John D. Hobson
From: Jennifer Bell [jenniferb@jshproperties.com]
Sent: Monday, August 05, 2013 11:20 AM
To: Michael A Benoit
Cc: John D. Hobson
Subject: RE: Valley Office Park: 1801 Lind Avenue SW
Hi Michael,
Providence would like to move forward with the following:
Roof — Black
CMU — Split Face style, Khaki color
Thanks -
Jennifer
Jennifer A. Bell, CPM® I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
office 425 917 3400 / fax 425.917.3401
jenniferbQjshpropen`ies. com
From: Michael A Benoit [mailto:Mbenoit@Rentonwa.gov1
Sent: Monday, August 05, 2013 9:22 AM
To: Jennifer Bell
Cc: John D. Hobson
Subject: RE: Valley Office Park: 1801 Lind Avenue SW
CMU Blocks:
http://www.mutuaImaterials.com/professional/products/masonry-products/cmu?section=shapes-colors
You should be able to contact them to get a hard copy pamphlet. If you have the time Auburn is not far to go
see the actual products. The Home Depots at South Center and Kent carry the Mutual Material products but I
am not sure if they deal in the CMU blocks or, if so, what they might have in stock or for display purposes.
Mutual Materials — Auburn
1357 W. Valley Hwy N.
Auburn, WA 98002
Phone: (800) 688-8250
Roof
htti)://www.aepspan.com/roof/
The color chart I attached has a note on the right about 3/a way down about contacting AEP SPAN representative
for actual color samples and the phone numbers are on the bottom of the page
n��cG�oei ,mot.
Project Manager
Manager
Wastewater Utility
City of Renton
(425) 430-7206
From: Jennifer Bell[maiIto: jenniferbCabjshproperties. com]
Sent: Friday, August 02, 2013 12:30 PM
To: Michael A Benoit
Subject: Valley Office Park: 1801 Lind Avenue SW
Hi Mike,
I have been working with John on the lift station project over at Valley Office Park. Do you happen to have an extra
pamphlet that has the roof and structure color selections?
Thanks -
Jennifer
Jennifer A. Bell, CPM® I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
ohice 425 917 3400 / fax 425.917.3401
Ienniferb(2jshproperties. com
Denis Law
Mayor
r
City Of-E K . SAY
- L
Public Works Department - Gregg Zimmerman, P. E-,Aclministrato
N.oV6'mber 7, 2012
j
Ms. JennifqrBell, .CPM
JSH,P,,rqperties Inc, 1 2.
0
555,Sopth.R"e"nto'n'.'Vil,lagp Place, Suite 100
Renton, WA 98057
RE: `Easement Ae'q6isiiib'nfo'r*`LiriaAv6nbe',Lift Stati6rf oh'Pro%iiden'ce'Pr6perty
Dear. Ms. Bell:
Attached you wi I I. f i n d ja n original easement document for execution by ' id e n ce Health
Systems,— Wa,5h,ington..The,City.pasincorporated ,and ey*atqd,qII,)q.,yqyr comments regarding
the draft document submitted to.the CityOy e-mail, datedOctober9,' 2012, The following
re spQndstothe;5-,points made -'in,youre-mai
1) Is the City of;Pe'n'ion 'b:m'e'_n"6bie-to Prov'idenic'e'"including such p'?'bvisions, including
.,and especially on environrneytql indemnit y?.,As you con,in ogine, the,stotion will
be pumping materials that are environmental .jr.is,k,s... Another revision that,
Providence would like to see is th) at if the lift statiomever goes away that the City
of Renton will restore the area.
The r.evIised: easempntdocument.includes language.t_o a'ddress,our regulatory
. I ,. ,Z. 31'c:_3
requirements. regarding environmental hazards as well as a requirement -to
store the e_-,--1r9er.t a;-, at Eu-Cr: ime -s v�-E a nee_. ;U1 i1111.1
easement-.
e,wdI �'G*1j_P"l"'- :, , 1,;' l♦+ I2) Provid,okt1aa'fL1111rL (111LJIYCOOL 00'jC
area vvi;'! not impo,_rt ff.!turc r _h
/ev^eic,ompnt r
Yobr r6qd&st , ed'e-asem'e'ht-la"ngLiage'ch'A-ng'e" s1fde this item cannot be addressed as
'
part of an easerfi6nt document. 111,uIes df:cIeVe]opmehtvjill change overtime and
in no way can we con-im. it the City to future actions that may be taken by Council.
However. it is aiso true that the re .nr:itions of this easement only apply vvithirl the
easement area (with the exception of blasting within 15-feet), so as such this
easement should not restrain t~_ deveiopment of this property in the future.
; c6d L
L LY J
cu"s e -4 -t;,,. te It (200� L;rid
(iPnl d Avc�i !
_3rlLqit;n-1 to 1-.:I-j C"7 ing 0t1LIfi"V;"_7 t"r
around the of-eci where the new equipment will be instafled.
The City ' ! agrees as a condition of Providence Health Services granting this
easement to the C-ittv that we wilil inf'ail a niid-block cross-,,�,- i" vvlthi, j.
zt". The Cit.k!Jll include thisv,ork 25 part
lil"UUM
_D
of cuir Lift _qtptinn -nntrir acknow!edges its requirpmr-znt tc.
restore those Areas disturbed by nur contract work.
Ms. Bell -
Page 2 of 2 t -
No,vembe'r7;-2012'
t 4) What is the commm" 6 cement date for the project? What is the drop dead date for
the completion of the project? Is there an outside date?
Attached you will find our latest project schedule to complete the lift station
replacement. As far as a "drop dead date", the City does riot have any restraints
as to when the work needs to occur. The City Council has fully authorized all``
�. .._ , '
_ funding needed to complete this work'and we'anticipate completirig the project
roughly within the timeline provided.
5) Can the City of Renton come out and do a mock-up of how the property will be
affected.? Flags:in.the•ground-etc. An,cggrial-photo thatshowy the areas, that will,
be marked off and how the equipment will be placed `would be extremely
beneficial.
We have provided paint marks and stakes indicating the location of the primary
components of the proposed lift station as well as provided pictures of previous
insialla•tions-for'reference: `The'City will`include'in its,Cdntract clbcum'e'Hts a
'requiremen't for the contractor to submit on materia'I "colo"rs forthe-above
tground features including th•e•blocVaind ro'of,`as well asfhe"enclosu"re for the
generator, to best match existing building'colors on'th"e site, and we willrsubmit
those choices.to Providence for final selection of color.
In addition to:th'e`permanent easement"ddcument'welhbve also attached a -temporary
construction`e"asement to'provide`sufficient area for our coritractor to construct the new
proposed lift station facility:
Please h'ave' both'of these -document exe'cuted'by-the appropriate individuals at Providence
Health Systems and'-'Aurn both originals to'the'City for our final signature: The permanent
easement will be sent out by the City for recording with -King County, and JJc will provide a
ecorcled_copy to you for -year records pun its return. We will also_provide a copy of the
temporary construction easement at that time as well.
I greatly appreciate •your assistance.on this-matter.,_Please let me know if there is anything
additional that either you'or.,Providence requires,at this time.
Sincerely,
Wastewater Utility Supervisor
Attachments
H:\File Sys\WwP - WasteWater\W\IIP-27-3626 Lind Ave Lift Station\Design\Easernents.\Providence Letter for Easement.doc\DMCah
David Christensen
From:
David Christensen
Sent:
Wednesday, October 17, 2012 10:27 AM
To:
Mark Barber
Cc:
John D. Hobson
Subject:
FW: Utilities Easement at Lind Av Lift station
Attachments:
Easement - Lind Ave Lift Station - MODIFIED DMC.doc
Mark,
The Wastewater Utility is currently in the process of negotiating an easement from the folks at Providence to allow us to
modify the location of our existing lift station to give better access for our facility for the Crews. Providence has
reviewed our base easement language and has a couple of adds they would like to see. Below, items 1 and 2 cover
those additional items. I have attached a draft revise easement document that covers what they are looking for in item
one, and is shown in red. For item 2 1 do not believe we can address what they are looking for in easement language
and was looking to respond to that item as follows:
"Your requested easement language changes requested in item 2 of your e-mail cannot be addressed as part of an
easement document. Rules of development will change over time and in no way can we commit the City to future
actions that may be taken by the Council. However, it is also true that the conditions of this easement only apply within
the easement area (With the exception of blasting within 15-feet), so as such this easement in itself should not restrain
the development of this property in the future."
Please take a look at the revised easement language as well as my statement above and please let me know what
changes you would recommend prior to our response back to Providence. I am hoping to be able to provide a response
back to Providence in the next week or so. Let me know if that does not work within your schedule.
Thanks, Dave Christensen
425.430.7212
From: Jennifer Bell[mailto:jenniferb@jshproperties.com]
Sent: Tuesday, October 09, 2012 7:51 AM
To: David Christensen
Subject: RE: Utilities Easement at Lind Av Lift station
Hi Dave,
I met with m Providence contacts last week regarding the easement. I have a few
questions or comments.
1) Is the City of Renton amenable to Providence including such provisions, including
and especially an environmental indemnity? As you can imagine, the station will
be pumping materials that are environmental risks. Another revision that
Providence would like to see is that if the lift station ever goes away that the City
of Renton will restore the area.
2) Providence would like to see language in the easement that says that this little
area will not impact future development changes.
1
3) Providence would like to have the City of Renton install a crosswalk and two curb
cuts between Valley Office Park (1801 Lind Avenue) and Southgate II (2001 Lind
Avenue), in addition to re -striping, landscaping and fixing the asphalt in and
around the area where the new equipment will be installed.
4) What is the commencement date for the project? What is the drop dead date for
the completion of the project? Is there an outside date?
5) Can the City of Renton come out and do a mock-up of how the property will be
affected? Flags in the ground etc. An aerial photo that shows the areas that will
be marked off and how the equipment will be placed would be extremely
beneficial.
Thanks and please call or email me with any questions.
Jennifer
Jennifer A. Bell, CPM® I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
office 425.917 3400 / fax 425.917.3401
ienniferbCa?Lproperties. com
From: David Christensen [mailto:Dchristen@Rentonwa.gov]
Sent: Monday, October 08, 2012 2:08 PM
To: Jennifer Bell
Subject: Utilities Easement at Lind Av Lift station
Jennifer,
Just checking in to see if the folks from Providence have had a chance to review our proposed easement documents and
whether you and they would like to have us meet with you to go over any potential questions/issues. Internally, we just
received the 60% design plans and are currently reviewing those and I would I am hoping that we can move forward
with the design as we currently have the sight laid out.
Thanks, Dave Christensen
425.430.7212
2
David Christensen
From: Jennifer Bell benniferb@jshproperties.comj
Sent: Tuesday, October 09, 2012 7:51 AM
To: David Christensen
Subject: RE: Utilities Easement at Lind Av Lift station
Hi Dave,
I met with m Providence contacts last week regarding the easement. I have a few
questions or comments.
1) Is the City of Renton amenable to Providekincluding such provisions, including
and especially an environmental indemnity? As you can imagine, the station will
be pumping materials that are environmental risks. Another revision that
Providence would like to see is that if the lift station ever goes away that the City
of Renton will restore the area. T
2) Providence would like to see language in the easement that says that this little
area will not impact future development changes.
3) Providence would like to have the City of Renton install a crosswalk and two curb
cuts between Valley Office Park (1801 Lind Avenue) and Southgate II (2001 Lind
Avenue), in addition to re -striping, landscaping and fixing the asphalt in and
around the area where the new equipment will be installed.
4) What is the commencement date for the project? What is the drop dead date for
the completion of the project? Ithere an outside date?
5) Can the City of Renton come out and do a mock-up of how the property will be
affected? Flags in the ground etc. An aerial photo that shows the areas that will
be marked off and how the equipment will be placed would be extremely
beneficial. per, lj,� � p,Gj��p, u / IkA , ':r )W
t,1-zP,e,)A4c7 4-0 lug.
Thanks and please call or email me with any questions.
Jennifer
Jennifer A. Bell, CPM@ I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
office 425.917.3400 / fax 425.917.3401
jennlferb@iLhpcQperties.com
From: David Christensen [maiIto: Dchristen4Rentonwa.gov]
Sent: Monday, October 08, 2012 2:08 PM
To: Jennifer Bell
Subject: Utilities Easement at Lind Av Lift station
1
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91
Return Address:
City Clerk's Office
City of Renton
1055 South Grady Way
Renton, WA 98057
Title: UTILITIES EASEMENT
Property Tax Parcel Number: 334040-4000
Project File #:
Street Intersection or Project Name: Lind Ave Lift Station
Reference Number(s) of Documents assigned or released: Additional reference numbers are on page
Grantor(s): Grantee(s):
1. Providence Health Systems - 1. City of Renton, a Municipal Corporation
Washington
Additional legal is on page of document. (Abbreviated legal description MUST go here.)
LEGAL DESCRIPTION:
That portion of Lot 4 of City of Renton Short Subdivision No. 431-79, recorded under Auditor's file
No. 8002269013, records of King County, Washington, described as follows:
Beginning at the intersection of the south line of the northwest quarter of the southwest quarter of
Section 19, Township 23 North, Range 5 East, W.M., in the City of Renton, King County,
Washington; with the centerline of Lind Avenue S.W.;
Thence along the centerline of said Lind Avenue S.W., N 1°20' 16" E a distance of 30.01 feet to a
point on the easterly prolongation of the north right-of-way line of S.W. 19`h Street;
Thence along said prolongation and along the north right-of-way line of S.W. 19`h Street, N
89°49'01" W a distance of 93.91 feet to the True Point of Beginning;
Thence northeasterly along a tangent curve concave to the northwest having a radius of 55.00 feet
through a central angle of 88°50'43" an arc length of 85.28 feet to a point of tangency with the west
right-of-way line of said Lind Avenue S.W.;
Thence perpendicular to said west right-of-way line N 88°39'44" W a distance of 80.00 feet;
Thence perpendicular to the north right-of-way line of S.W. 19`h Street S 0°10'59" W a distance of
55.00 feet to a point on the north right-of-way line of SW 19`h Street;
Thence S 89°49'01" E along the north right-of-way line of SW 19`h Street a distance of 25.00 feet to
the True Point of Beginning.
(SEE EXHIBIT "A")
Easement - Lind Ave Lift Station.doc\ Page 1 FORM 03 0013/bh/CA2-21-97
That said Grantor(s), for and in consideration of mutual benefits, do by these presents, grant, bargain, sell,
convey, and warrants unto the said Grantee, its successors and assigns, an easement for public utilities
(including water, wastewater, and surface water) with necessary appurtenances over, under, through, across
and upon the following described property (the right-of-way) in King County, Washington, more particularly
described on page 1. (or if full legal is not on page 1-- Exhibit A.)
For the purpose of constructing, reconstructing, installing, repairing, replacing, enlarging, operating and
maintaining utilities and utility pipelines, including, but not limited to, water, sewer and storm drainage lines
and facilities, together with the right of ingress and egress thereto without prior institution of any suit or
proceedings of law and without incurring any legal obligation or liability therefor. Following the initial
construction of its facilities, Grantee may from time to time construct such additional facilities as it may
require. This easement is granted subject to the following terms and conditions:
1. The Grantee shall, upon completion of any work within the property covered by the easement, restore the surface of
the easement, and any private improvements disturbed or destroyed during execution of the work that are outside
the limits of the facility, as nearly as practicable to the condition they were in immediately before commencement of
the work or entry by the Grantee.
2. Grantor shall retain the right to use the surface of the easement that is outside the limits of the facility as long as such
use does not interfere with the easement rights granted to the Grantee.
Grantor shall not, however, have the right to:
a. Erect or maintain any buildings or structures within the easement; or
b. Plant trees, shrubs or vegetation having deep root patterns which may cause damage to or interfere with the
utilities to be placed within the easement by the Grantee; or
C. Develop, landscape, or beautify the easement area in any way which would unreasonably increase the costs
to the Grantee of restoring the easement area and any private improvements therein.
d. Dig, tunnel or perform other forms of construction activities on the property which would disturb the
compaction or unearth Grantee's facilities on the right-of-way, or endanger the lateral support facilities.
e. Blast within fifteen (15) feet of the right-of-way.
This easement shall run with the land described herein, and shall be binding upon the parties, their heirs,
successors in interest and assigns. Grantors covenant that they are the lawful owners of the above properties
and that they have a good and lawful right to execute this agreement.
By this conveyance, Grantor will warrant and defend the sale hereby made unto the Grantee against all and
every person or persons, whomsoever, lawfully claiming or to claim the same. This conveyance shall bind the
heirs, executors, administrators and assigns forever.
IN WITNESS WHEREOF, said Grantor has caused this instrument to be executed this _day of 20
Easement - Lind Ave Lift Station.doc\ Page 2 FORM 03 0013/bh/CA2-21-97
Form 84
IN WITNESS WHEREOF, I have hereunto set my hand and seal the day and year as written below.
INDIVIDUAL FORM OF ACKNOWLEDGMENT
Notary Seal must be within box STATE OF WASHINGTON ) SS
COUNTY OF KING )
I certify that I know or have satisfactory evidence that
signed this instrument and
acknowledged it to be his/her/their free and voluntary act for the uses and purposes
mentioned in the instrument
Notary Public in and for the State of Washington
Notary (Print)
My appointment expires:
Dated:
REPRESENTATIVE FORM OF ACKNOWLEDGMENT
Notary Seal must be within box STATE OF WASHINGTON ) SS
COUNTY OF KING )
I certify that I know or have satisfactory evidence that
signed this instrument, on oath
stated that he/she/they was/were authorized to execute the instrument and
acknowledged it as the and
of to be the free and voluntary act of such
party/parties for the uses and purposes mentioned in the instrument.
Notary Public in and for the State of Washington
Notary (Print)
My appointment expires:
Dated:
CORPORATE FORM OF ACKNOWLEDGMENT
Notary Seal must be within box STATE OF WASHINGTON ) SS
COUNTY OF KING )
On this day of 19, before me personally appeared
to me known to
be of the corporation that
executed the within instrument, and acknowledge the said instrument to be the free
and voluntary act and deed of said corporation, for the uses and purposes therein
mentioned, and each on oath stated that he/she was authorized to execute said
instrument and that the seal affixed is the corporate seal of said corporation.
Notary Public in and for the State of Washington
Notary (Print)
My appointment expires:
Dated:
Easement - Lind Ave Lift Station.doc\ Page 3 FORM 03 0013/bh/CA2-21-97
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David Christensen
From: David Christensen
Sent: Wednesday, September 19, 2012 8:16 AM
To: 'Jennifer Bell'
Subject: RE: Lind Av Lift Station Easement at Providence Site
Jennifer,
In general a sewage lift station allows for certain portions of our service area where we cannot obtain gravity to flow to ,
and then be pumped to a different drainage basin, where it continues to flow by gravity to the treatment plant. A
typical lift station consists of a wet well where the sewage flows to and the pumps are contained, from there the flows
go through the pumps, then through a valve vault, where we have access to our check valves and gate valves to control
the flow, then the piping goes to the next basin where it discharges into a manhole. Along with this we will have a
control building that houses the electronics that operate the station and track flows, we will also have an on -site
generator when the site loses power. For this particular station the wet well will probably be about 14-foot in diameter
and about 25-foot deep, the valve vault will be about 8-foot by 12-foot, about 8-foot deep, to house the piping and
valves, the control building will be about 10-foot by 8-foot, standard floor height, and the emergency generator will be
in a noise control box that will limit noise to 55dba and will be about 5-foot by 8-foot, and about 6-foot in height.
For a schedule, we are looking at bidding the project this winter of 2012 with construction beginning about May of 2013,
with completion about November/December of 2013. The June 2014 date just gives us a little flexibility. If need be, we
can add language that says "either upon completion of construction, or June 2014, whichever occurs first".
Thanks, Dave C.
From: Jennifer Bell [mailto:jenniferb(a)jshproperties.com]
Sent: Wednesday, September 19, 2012 7:38 AM
To: David Christensen
Subject: RE: Lind Av Lift Station Easement at Providence Site
Hi Dave,
I got your package. Can you give me a detailed definition of what a "lift station" is and does? I also need to get some
sort of a construction schedule from you to support the June 2014 temporary easement expiration date.
Thanks -
Jennifer
Jennifer A. Bell, CPM® I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
office 425.917.3400 / fax 425.917.3401
jenniferbQj hproperties. com
From: David Christensen [mailto:Dchristen(-aRentonwa.gov]
Sent: Wednesday, September 19, 2012 7:34 AM
To: Jennifer Bell
Subject: FW: Lind Av Lift Station Easement at Providence Site
Jennifer,
- ENGINEERING GEOLOGY REPORT -
REPORT ON SITE GEOLOGY, HYDR0GEOL0GY,
ENGINEERING GEOLOGY, AND
GEommNICAL ENGINEERING ISSUES
CITY OF RENTON
LIND AVENUE LIFT STATION
Prepared by RH2 Engineering, Inc.
for the City of Renton
October 2012
This report is based on August 7 and 9, 2012, site investigations
and subsequent analysis, interpretation, and evaluation of site
geology, hydrogeology, engineering geology, and geotechnical
issues specific to the design and constructability of a lift station.
RH2 Pr ject: REN 112.023.01.107
Bothell
®
Bellingham
East Wenatchee
Medford
I
Portland
_ENGINEERS
_ P L A N N E R S
S C IENT I5TSIRW
Richland
Tacoma
City of Renton
Lind Avenue Lift Station
REPORT ON SITE GEOLOGY, HYDROGEOLOGY, ENGINEERING GEOLOGY, AND
GEOTECHNICAL ENGINEERING ISSUES
October 2012
Report based on August 7 and 9, 2012, Site Investigations
RH2 Engineering, Inc., (RH2) has prepared this report for exclusive use by the City of Renton (City) to
support the design of the Lind Avenue lift station. The project site is on Parcel 7001340760 at the
northeast corner of the intersection of Lind Avenue and SW 19,h Street, in Renton, Washington. Within
the limitations of the scope of work, schedule and budget, RH2 has completed geologic explorations to
gain information necessary for developing specific recommendations for the lift station design and
construction.
The geologic services have been conducted in accordance with the locally accepted practices of a licensed
geologist and per the elements of Chapter 18.220 of the Revised Code of Washington (RCXY) and
Chapter 308-15 of the Washington Administrative Code (WAC) that are included in the scope of work.
The conclusions and recommendations contained in this report are based upon surface and subsurface
geologic exploration of the earth materials and groundwater conditions at the site, and previous studies
and maps of the region. Use of this report by others, or for another project, is at the user's sole risk.
Based on the explorations completed under the scope of work, RH2 predicts that the types of earth
materials encountered during excavation and construction of the facility will consist of variably thick
layers of sand, silt, and gravel derived from river alluvium. The lateral and vertical continuity and
composition of the alluvium is often variable. Groundwater is approximately 5 to 8 feet deep below the
project site, and groundwater conditions will affect design and construction of the lift station.
Site inspection by RH2 during construction is recommended to determine the significance of variations
in the geology and hydrogeology. RH2 should be notified when excavation begins and for the inspection
of the subgrades prior to the initial placement of the foundations to confirm that the earth materials and
groundwater conditions are consistent with those predicted in this report and meets the design
requirements. If unsuitable earth materials and/or groundwater conditions are exposed,
recommendations for correcting the problems may include additional field investigation. If conditions
change due to new construction at or adjacent to the project, RH2 should inspect those changes prior to
construction. We look forward to assisting and supporting the City to ensure successful construction of
the facility.
Sincerely, `e
RH2 Engineering, Inc. m/
Steve Nelson, L.HG, L.G.
Licensed Geologist and Hydrogeologist Steve Nelson
Daniel W. Burwell, P.E.
Project Engineer 3830
�.`'4 G 1 S I P. t,,",,-L
Richard H. Harbert, P.-
President
This report is a final and complete response to all elements in the Scope of Work and Contract agreement between the
City of Renton and RH2 Engineering.
TABLE OF CONTENTS
ENGINEERING GEOLOGY REPORT.....................................................1
INTRODUCTION........................................................................................1
ProjectDescription....................................................................................... 1
Locationand Existing Conditions................................................................... 1
Purposeof the Engineering Geology Report ................................................... 1
Products....................................................................................................... 2
PreviousWork.............................................................................................. 2
Exploration Methods and Strategy................................................................. 2
REGIONALGEOLOGY................................................................................ 2
SITE GEOLOGY......................................................................................... 3
Subsurface Exploration and Investigation...................................................... 3
Soil and Rock Mechanical Relationships Related to Geologic Materials and
SurficialGeologic Processes.......................................................................... 4
GeologicLaboratory Tests............................................................................. 4
GeologicIn -situ Tests................................................................................... 5
Hydrogeology............................................................................................... 5
INTERPRETATION, ANALYSIS, AND EVALUATION OF SITE GEOLOGY AND
HYDROGEOLOGY......................................................................................7
CONCLUSIONS AND RECOMMENDATIONS................................................8
Conclusions - Risks, Hazards, and Mitigation ................................................. 8
Recommendationsfor Design and Earthwork ................................................. 8
Excavation to the Subgrade and Excavation Stabilization ............................... 8
Groundwater Control.................................................................................... 9
Inspection and Treatment of In -situ Earth ...................................................
10
SubgradePreparation and Compaction........................................................
10
Compaction of Structural Fill.......................................................................
11
Earth Strength and Bearing Capacity...........................................................
it
Earth Pressures..........................................................................................
12
Potential Settlement of the Structures.........................................................
12
Potential Settlement of Adjacent Structures and Utilities .............................
12
SeismicDesign...........................................................................................
13
On -site Infiltration Capacity........................................................................
13
Seasonof Work..........................................................................................
13
BidDocuments...........................................................................................
13
FIGURE
FIGURE 1 — GEOLOGIC EXPLORATION MAP
APPENDICES
APPENDIX A BORING LOG
APPENDIX B MATERIALS LABORATORY REPORT
APPENDIX C HYDROGEOLOGIC ANALYSIS OF AQUIFER TESTING DATA
APPENDIX D GEOTECHNICAL CALCULATIONS SUMMARY
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ENGINEERING GEOLOGY REPORT
This report is presented in a format consistent with the elements of the practice of geology
outlined in Chapter 18220 of the Revised Code of Washington (RCXYO and Chapter 308-15 of the
Washington Administrative Code (\X/AC). RH2 Engineering, Inc., (RH2) has addressed all tasks
in the scope of work for the Lind Avenue Lift Station project agreement with the City of
Renton (City) and all geologic risks relevant to the feasibility of the project about which RH2
has knowledge.
INTRODUCTION
Project Description
The City proposes to construct a wastewater lift station that will include a 10-foot-wide by
20-foot-long, 14-foot-deep dry well, and a 12-foot-diameter, 25-foot-deep wet well (the
project).
Location and Existing Conditions
The project site is located on the northwest side of the intersection of SW 19th Street and
Lind Avenue, in Renton, Washington, on private land which includes an easement held by the
City (see Figure 1 — Geologic Exploration Map). The surrounding properties are occupied
by office buildings, roads, and a vacant lot.
Figure 1 shows the existing site structures and the soil boring/monitor well location. This
information should be used to guide any and all alterations to the site, including excavation
for the proposed structure and dewatering during construction.
The project site is flat in a paved parking lot. The lift station will be completed at grade and
the dry well and wet well will be completed below the existing grade at depths of
approximately 14 feet and 25 feet, respectively.
Purpose of the Engineering Geology Report
This report is a public document. It is specific to this project and has been prepared to
support the planning, permitting, design, and bid documents for this project. This report is
intended to support the completion of the project for the City and protect the public interest
by safeguarding life, health, property, and the environment, while promoting public welfare in
a manner consistent with Chapter 18.220 RCW and Chapter 308.15 WAC, which regulate the
licensed practice of Geology.
This report with its appendices, including a soil boring/monitoring well construction log,
grain -size analyses, and Atterberg limits reports, supports RH2's design of the project.
This report includes recommendations for enhancing the constructability of the project based
on site -specific characterizations of the earth materials and groundwater that will likely be
encountered during excavation for the project. The purpose of this report is not to dictate
any means and methods for construction of the project, but is intended to provide
information that will be useful to contractors for preparing bids. Providing this report and
appendices will support contractors' cost estimates for excavation, grading, and managing
groundwater activities that are specific to the conditions at the project site. Contractors must
independently interpret the findings in this report to select construction, safety, equipment,
and contingencies for completing the project.
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City of Renton Engineering Geology Report
Lind Avenue Lift Station October 2012
Products
Based on the available geologic, hydrogeologic, and geotechnical engineering data, this site is
suitable for construction of the project and associated improvements; therefore, planning,
permitting, and design should proceed.
Previous Work
RH2 reviewed the following documents and websites:
Booth, D.B, Troost, K.A., and Wisher, A.P., 2007, Geologic Map of King County, 1:100,000
scale.
Driscoll, F.G., 1995, Groundwater and Wellr, Second Edition.
Golder Associates, Inc., Site Exploration Results and Geotechnical Recommendations, East Valley
Lift Station Replacement Project, Renton, lllashington. July 2002. Report prepared for the
City of Renton.
Palmer, S.P., 1997, Holocene Geologic History and Sedimentolog of the Duwamish and Puyallup
Valleys, Washington, Washington Department of Natural Resources, Geology and
Earth Resources Division.
Washington Department of Natural Resources Washington Interactive Geologic Map.
Accessed August 10, 2012. https://fortress.wa.gov/dnr/geology/
Woodward, D.G., Packard, F.A., Dion, N.P., and Sumioka, S.S., 1995, Occurrence and
Qualiy of Ground Vater in Southwestern King County, Vashington. Water Resources
Investigations Report 92-4098, 69 pages, 4 plates.
Exploration Methods and Strategy
One soil boring completed as a groundwater monitoring well/test well was used to explore
the earth materials (stratigraphy, composition, texture, structure, cohesion, and bearing
capacity) and groundwater conditions (permeability, liquefaction, seepage, and infiltration)
below the ground surface at the project site. The 41.5-foot-deep soil boring provided data on
the density of the earth using the Standard Penetration Test (SPT), which was used to
calculate the bearing capacity of the entire section of earth materials that will be supporting
the lift station, as well as estimate the potential for settlement and liquefaction.
REGIONAL GEOLOGY
The project site is within the Duwamish Valley, near the historic confluence of the Black
River and Green River to form the Duwamish River, prior to the opening of the Lake
Washington Ship Canal and the permanent diversion of the Cedar River into Lake
Washington in 1917 (Palmer, 1997). The present day surface of the Duwamish Valley was
formed by the deposition of material from rivers (alluvium and volcanic mudflows) flowing
into Puget Sound (Palmer, 1997).
The ground surface elevation of the project site is approximately 29 feet above mean sea
level. The Duwamish/Green River Valley forms a low-lying area between upland areas
mantled with glacial drift. The valleys represent areas of deposition since the last glaciation.
Tectonically, the site lies between an oblique convergent plate boundary and the rising and
volcanically active Cascade Mountain Range. An active subduction zone lies deep below King
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City of Renton Engineering Geology Report
Lind Avenue Lift Station October 2012
County, and the continental crust is being compressed and pushed northward. The site is also
located between the east -west trending Seattle and Tacoma fault zones. This tectonic setting
results in significant seismic activity and, assuming a 50-year design -life for the proposed lift
station, there is a high probability that the lift station will experience a deep subduction
earthquake, an intermediate crustal earthquake (like the 2001 Nisqually earthquake) and/or a
shallow earthquake that breaks the ground surface (e.g., along the roughly east -west trending
Seattle or Tacoma fault zones). Approximate 50-year probabilities for Puget Sound
earthquakes are as follows:'
• Cascadia M9: 10 to 14 percent
• Seattle Fault M >_6.5: 5 percent (from slip rate, GR model; 1,000 year return
time)
• Deep M >_6.5: 84 percent (from 1949, 1965, 2001)
• Random shallow M 5_6.5 15 percent for entire Puget Sound area including Seattle
Fault zone.
The Washington State Department of Natural Resources (WADNR) Interactive Geologic
Map, based on the National Earthquake Hazards Reduction Program (NEHRP), assigns the
Seismic Site Class for the project site as being very close to the contact between an area
mapped as D to E and one mapped as F. Field observations confirm that this site is
appropriately categorized as Site Class D to E. Site Class F has been reserved in Washington
State for areas containing peat deposits that are at least 10 feet thick. The silt layer penetrated
by the soil boring at the project site was less than 10 feet thick and will be excavated for
construction of the lift station (see the Site Geology section).
The WADNR characterized the project area with moderate to high liquefaction susceptibility.
SITE GEOLOGY
The project site has been disturbed by clearing and grading and is covered with asphalt,
concrete, landscaping, and an existing lift station. No surficial soil or bedrock was observed at
or near the project site.
The geomorphology of the project site is dominated by the deposition of fluvial deposits
associated with river channels, floodplains, and associated wetlands. Because the shallow
sediment was deposited in a river, floodplain, deltaic, or wetland environment, without
subsequent consolidation or compaction, the project site contains soft to moderately dense
soil.
The WADNR geologic map, accessed on August 10, 2012, and the Geologic Map of King
County (Booth et al., 2007) identifies the surficial geologic unit as alluvium with nearby peat
and/or wetland deposits.
Subsurface Exploration and Investigation
On August 7, 2012, RH2 supervised the drilling and sampling of one soil boring/monitoring
well to explore and characterize the geology and hydrogeology of the site.
' taken from http://earthquake.usgs.gov/hazards/
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City of Renton Engineering Geology Report
Lind Avenue Lift Station October 2012
One soil boring was completed to a total explored depth of 41.5 feet, using a truck -mounted,
hollow -stem auger drill rig (BK-81) provided and operated by Holocene Drilling, Inc., of
Puyallup, Washington. Soil samples were collected at 5-foot intervals using SPT methods with
an auto -hammer. Upon completion of the geological investigation, the bore hole was
completed as a groundwater monitoring well that was used to measure the groundwater
conditions and evaluate aquifer properties using short-term pumping tests.
Figure 1 shows the location of the boring and subsequent monitoring well. Appendix A
contains the soil boring log. Appendix B contains the grain -size analysis and Atterberg limits
results for representative soil samples.
Soil and Rock Mechanical Relationships Related to Geologic Materials and Suriicial
Geologic Processes
Four geotechnical zones or domains, listed from shallowest to deepest, were found within the
site: 1) asphalt and granular fill; 2) silty sand with gravel; 3) silt with organic matter; and 4)
sand with interbedded silt and gravel. These can be distinguished based on compositional and
textural differences.
1. Zone 1 consists of asphalt and granular fill. This zone ranged from ground surface to
a depth of approximately 3 feet deep. This zone includes approximately 0.3 feet of
asphalt underlain by coarse -grained sand and crushed gravel.
2. Zone 2 consists of approximately 5 feet of medium dense, moist, very dark gray, silty
sand with gravel (USCS — SM). Groundwater was not encountered in this zone.
Occasional fragments of sand to gravel -sized pieces of charcoal were encountered.
This unit occurs from the base of the Zone 1 to a depth of 6 to 9 feet below the
ground surface.
3. Zone 3 consists of approximately 5 feet.of soft, olive brown, moist to wet elastic silt
with some organic material (USCS — MH) from approximately 8 to 13 feet below
ground surface. This zone contains no sand or gravel. One 3-inch-diameter fragment
of wood was penetrated by the split -spoon during sampling.
4. Zone 4 consists of at least 28 feet of black to very dark gray wet sand with
interbedded lavers of sandy silt and gravel (USCS — SP). The grain size and density of
Zone 4 increases with depth. Zone 4 is dominated by sand with or without silt
interbedded silt layers from approximately 15 feet to 25 feet, and by sand with or
without gravel and interbedded gravel layers from approximately 25 feet to at least
41.5 feet (boring completion depth). Density of the unit increases with depth from
loose at 15 feet, medium dense from 20 to 30 feet, and very dense from 35 to 40 feet.
The geologic conditions at the project site are similar to those observed during field
investigations for the City's East Vallejo Lift Station (Golder, 2002).
Geologic Laboratory Tests
Grain -size analysis was performed on three samples collected at depths of 15, 25, and 35 feet.
These samples consisted of poorly graded sand with silt, poorly graded sand, and poorly
graded sand with gravel, respectively.
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City ofRenton Engineering Geology Report
Lind Avenue Lift Station October 2012
Atterberg limit testing was performed on two samples with high silt percentage at depths of 5
feet and 10 feet. Atterberg limits characterize the silty material within Zone 2 as low plasticity
silt (ML). Atterberg limits characterize the silt within Zone 3 as elastic silt (All-1).
Tests were performed by HWA Geosciences, Inc., and are summarized in Table 1 and
presented in Appendix B.
Table 1. Results of Atterberg Limit Testing
Sample Depth
ft
Geotechnical
Zone
Liquid Limit
Plastic Limit
Plasticity
Index
5 — 6.5
2
17
13
4
10 — 11.5
1 3
55
37
18
Geologic In -situ Tests
In -situ SPTs were performed at regular intervals in the soil boring, and the results are
presented in the boring log in Appendix A.
Hydrogeology
Groundwater was encountered during project site explorations. While drilling on August 7,
2012, visibly groundwater -saturated sediment was encountered at depths below approximately
13 feet. Groundwater in the monitoring well constructed after completion of the boring rose
to a depth of approximately 7.5 feet below the top of well casing (0.35 feet below ground
surface). The depth to groundwater was 8.11 feet below the top of casing on September 28,
2012. Groundwater levels will likely fluctuate by a few feet annually. Constructing the wet
well will require site excavation to a depth of 25 feet, approximately 17 feet below the
summer (low) groundwater level.
On August 9, 2012, a centrifugal pump was used to develop the monitor well through
intermittent and constant -rate pump operation to remove sediment from the well and
formation adjacent to the well. After 40 minutes of pumping, the discharge water was free of
sediment and the monitor well appeared fully developed.
After the water level recovered from the development pumping, a short-term pumping and
recovery test was performed on the well to estimate aquifer properties. The well was pumped
for 135 minutes at an average rate of 15.75 gallons per minute (gpm) and discharged to a
nearby City sanitary sewer manhole. The water level in the well was measured from the top of
the casing. At the start of testing, the static water level was 7.30 feet below the top of the
casing. After appro_r-imately 80 minutes of pumping, the groundwater level declined by 1.59
feet to a depth of 8.89 feet. During the final 26 minutes of pumping, the water level rose by
0.06 feet from its maximum depth to stabilize at a depth of 8.83 feet (drawdown of 1.53 feet).
See Appendix C, Figure C-1. The short-term specific capacity of this well is approximately
10 gpm/ft (15.75 gpm per 1.575 feet). Attempting to draw a straight line (Cooper Jacob
method) through the data points leads to much uncertainty in the calculation. The straight
line show on Figure C-1 in Appendix C is one possible interpretation. This line produces a
transmissivity of almost 70,000 gallons per day per foot (gpd/ft). Using specific capacity to
estimate transmissivity (Transmissivity equals Specific Capacity multiplied by 2000) leads to
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City of Renton Engineering Geology Report
Lind Avenue Lift Station October 2012
an estimate of 20,000 gpd/ft (Driscoll, 1995). The pumping portion of the test suggests
transmissivity of the aquifer ranges from 20,000 to 70,000 gpd/ft.
At the conclusion of pumping, the groundwater level recovered to pre -test water levels in
30 minutes. The check valve in the pump was not completely effective at preventing water in
the discharge line from seeping back into the well, and introduced a minor error into the
estimate. Analysis of the recovery data using the Cooper Jacob method provides estimates in
the aquifer transmissivity value ranging from 35,000 to 60,000 gpd/ft, similar to the range
estimated from the pumping portion of the test (see Appendix C, Figure C-2).
Grain -size analysis was performed by HWA GeoSciences on three samples of the aquifer
material collected during the soil boring (Appendix B). Grain size analysis, and more
specifically uniformity coefficient and diameter of the 50 percent retained size combined with
density obtained from SPT values can be used to estimate aquifer properties. The three
samples were classified as loose poorly graded sand with silt (SP-SM), medium dense, poorly
graded sand (SP), and very dense poorly graded sand with gravel (SP). Table 2 contains the
grain -size analysis and SPT classification used to estimate the hydraulic conductivity of each
sample (Driscoll, 1995).
Table 2. Summary of Grain -Size analysis correlation to Hydraulic
Conductivity2
Sample
Depth
ft
SPT
(N)
Density
Uniformity
Coefficient
D5„ grain
size
min
Permeability
(cm * 10-4/sec)
Hydraulic
Conductivity
d/ ft-
15 - 16.5
5
Loose
3.25
0.24
200
426
25 - 26
23
Medium
4
0.7
500
1,065
36 - 36.5
>50
Very Dense
18.5
3
Off scale
NA
2 Driscoll, 1995
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City of Renton
Lind Avenue Lift Station
Engineering Geology Report
October 2012
Table 3. Summary of Estimated Aquifer Properties
Data Source
Pumping Test
Recovery Test
Grain -Size and
Specific
Aquifer Property
Density
Capacity
Correlation
Correlation
Minimum
Estimated
35,000
6,390
Transmis sivity
d/ft
70,000
20,000
Maximum
Estimated
60,000
15,975
TransmissivitST
d/ ft
Aquifer
Thickness ft '
15
15
15
15
Minimum
Estimated
Hydraulic
2,333
426
Conductivity
(gpd/ft)r
4,667
1,333
Maximum
Estimated
Hydraulic
4,000
1,065
Conductivity
(gpd/ft2)
'Screened interval thickness (15 feet) was chosen as opposed to saturated thickness
penetrated (28.5 feet). If flow into the well was not strictly horizontal, but from the
penetrated thickness or greater, this would cause the hydraulic conductivity to decrease
proportionately based on the thickness chosen.
Based on the analyses performed on the aquifer material (Table 3), the hydraulic conductivity
of the aquifer is estimated to range from 400 to 5,000 gpd/ft'., which is equivalent to fine
gravel/coarse sand indicated in Driscoll (1995) and comparable to field interpretation and
laboratory analyses of representative samples.
INTERPRETATION, ANALYSIS, AND E VAL UA TION OF SITE
GEOLOGYAND HYDROGEOLOGY
Up to 3 feet of granular fill overlain by asphalt likely occurs as the surficial layer below the
project site. Native medium dense silty sand underlain by soft elastic silt with trace organic
material exists to a depth of 13 feet. Loose to very dense sand with interbedded layers of
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City ofRen ton Engineering Geology Report
Lind Avenue Lift Station October 2012
sandy silt and gravel occurs from 13 feet to approximately 26 feet. Below 26 feet, the soil
consists predominantly of sand with interbedded layers of gravel.
Depth to groundwater measured on two separate occasions ranged from 7.65 to 8.11 feet
below ground surface (August 7, 2012 and August 9, 2012, respectively). This elevation may
represent a seasonal low value, and may rise by 1 to 2 feet in the winter months, to a
minimum level of approximately 5 feet below ground surface. Short-term pumping test
results for the depth interval between 20 and 35 feet indicated moderately permeable aquifer
conditions characteristic of sand with gravel.
CONCL USIONS AND RECOMMENDATIONS
Conclusions - Risks, Hazards, and Mitigation
• Risks from landslides and mass wasting are negligible at this site because of its
location near the axis of a wide, flat-bottomed valley. However, this site potentially
susceptible to post-lahar sedimentation as identified by WADNR (Mount Rainier
Lahar (Volcanic Mudflow) Hazards — Property at Risk, accessed August 14, 2012)
• Risks from flooding are low. The site is outside the mapped floodways, 100-year
floodplains, and channel migration hazard areas (King County iMAP, accessed
August 14, 2012)
• Risks from groundwater seepage during and after construction are high and must be
mitigated.
• See Seismic Design section for details regarding earthquakes and liquefaction.
Recommendations for Design and Earthwork
The dry well foundation will be constructed in an excavation cut through medium dense silty
sand and into the base of Zone 3 soft elastic silt, which is considered unsuitable as a
foundation for the dry well. The Zone 3 unit should be over -excavated to the depth of
moderately dense sand unit in Zone 4 at a depth of approximately 16 feet and backfilled with
structural fill (see the Excavation to the Subgrade and Excavation Stabilization section).
The wet well will be constructed to a depth of approximately 25 feet within medium dense
sand, and approximately 17 feet below static groundwater elevation.
The excavation for the wet well will encounter variable conditions including soft elastic silt,
loose poorly graded sand, and moderately permeable sand with gravel. The sand unit in
Zone 4 is considered suitable as a foundation layer for the wet well. Excavation for both the
dry well and wet well will require stabilization of the excavation and groundwater control.
Excavation to the Subgrade and Excavation Stabilization
• Excavated soils should be exported and not be used for structural fill.
• Excavation for the dry well and. wet well foundations should proceed until a level
surface has been cut into moderately dense native sand (Zone 4) at or below the
design depth.
Page 8
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City of Renton
Lind Avenue Lift Station
Engineering Geology Report
October 2012
• If a zone of unsuitable earth materials is found at the foundation depth, then over -
excavation to remove all unsuitable earth will be necessary (see the Groundwater
Control section).
• The contractor should install construction stabilization (shoring, for example) as
necessary to protect workers inside excavations and to support excavated vertical
slopes. All excavations should comply with all Occupational Safety and Health
Administration (OSHA) and Washington Industrial Safety and Health Act (WISHA)
safety requirements.
• Design and construction of excavation stabilization methods should anticipate
groundwater pressures of up to 20 feet of head at the base of the excavation and be
designed and constructed to sufficiently prevent adverse groundwater seepage when
groundwater controls are inactive.
Groundwater Control
Groundwater control will be a significant construction issue that should be undertaken by a
contractor or subcontractor with relevant experience for construction with similar
groundwater and soil conditions and similar underground structures. The following
summarizes conditions that likely will occur and objectives that should be met to successfully
complete the project.
• The excavation will encounter dry to moist conditions to a depth of approximately
8 feet and groundwater -saturated conditions below 8 feet. If construction occurs
during the vet season, groundwater -saturated conditions may occur below 5 feet.
Groundwater control will be required to maintain dry conditions during excavation
and to maintain the stability of the excavation floor.
• The contractor should anticipate and plan for moderately permeable groundwater -
saturated sand with gravel below depths of 15 feet. Design of groundwater controls to
maintain excavation stability should anticipate and plan for at least 20 feet of
groundwater pressure head at the excavation depth of 25 feet below ground surface.
• The contractor should anticipate and plan for a groundwater control system to
dewater the soil that will be removed to a depth of the dry well and wet well
foundations (approximately 15 and 25 feet, respectively)
• The contractor should anticipate and plan for a groundwater control system to
maintain a controlled groundwater elevation that is at least 2 feet below the edges and
the center of the excavation at all times. The contractor should have contingency
plans in the event of loss of power, inability to discharge water, and/or settlement of
the excavation support.
• The contractor should anticipate combined pumping rates from a groundwater
control system .ranging between 100 gpm and 400 gpm. Groundwater discharge
should be managed through settlement and filtering so that it is free of sediment and
does not exceed discharge limits for the City wastewater system.
• The contractor should periodically monitor the quality of water from the construction
dewatering system for the presence of sediment, odors and color in the water.
Page 9
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City of Renton Engineering Geology Report
Lin dAvenue Lift Station October2012
Inspection and Treatment of In -situ Earth
• A Licensed Engineering Geologist (LEG) or Professional Engineer with geotechnical
experience (PEG) should inspect the excavation and confirm that the native earth
materials encountered during excavation are consistent with this report, meet the
design requirements, and are favorable for proceeding with the project as planned.
• A LEG or PEG should inspect the in -situ native earth materials at the subgrade
elevations before the placement of any imported material.
• All cobbles greater than 4 inches in diameter and all organic material should be
removed from the subgrade.
• A smooth (toothless) backhoe bucket may be necessary to strip off the final layer of
earth before during creation of a level pad at the subgrade. The zone of disturbed
earth materials on the level pad should be less than 2 inches thick prior to any
compaction.
• After the native subgrade has been inspected and approved, it should be tested for
zones of weakness by probing. This testing should be observed and approved by a
LEG or PEG.
• Zones of soft soil at the subgrade elevation that are less than 1 foot thick should be
over -excavated and backfilled with crushed surfacing base course (CSBC) with less
than 5 percent passing the No. 200 sieve per the Washington State Department of
Transportation (\X/SDOT) 2010 Specifications 9-03.9(3). This crushed rock should be
placed in lifts that are a maximum of 6 inches thick when loose and then compacted
to a firm and unyielding condition.
• Soft soil deeper than 1 foot should be fully excavated to moderately dense sand layer
and backfilled with a base layer of quarry spalls overlain by a layer of crushed rock or
Controlled Density Fill (CDF) at the direction of the LEG or PEG.
Subgrade Preparation and Compaction
• The in -situ subgrade, prepared as recommended in the previous section, will lose
strength if it is disturbed or becomes loose or wet. After inspection and approval of
the in -situ subgrade by a LEG or PEG, the native subgrade should be kept dry and
undisturbed until it can be entirely covered by the surfacing layer.
• A layer of CSBC should be placed in two lifts that are not more than 6 inches thick
when loosely placed. Each lift should be compacted to a firm and unyielding surface
Placement and compaction of the crushed rock should be observed by a LEG or
PEG.
• Alternatively, installing a "rat slab" at the base of the excavation to provide a working
surface may be considered in lieu of a layer of CSBC. This approach may reduce
groundwater control requirements by providing a hydraulic seal, as long as the rat slab
is designed to counter the uplift hydraulic pressure at the base of the excavation.
Page 10
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City ofRenton
Lind Avenue Lift Station
Engineering Geology Report
October 2012
• The crushed rock surface can be the finished subgrade. The LEG or PEG may direct
the contractor to further test this subgrade using a hoepack. This testing must be
observed and approved by a LEG or PEG.
• Contractors should note that the dry well and vet well footings should be poured
directly on a firm and unyielding surface of crushed rock that is "free of all loose
material," not saturated with water, and undisturbed by construction activity. "Free of
all loose material' means that, in areas where concrete foundations will be poured,
there shall not be any loose material, including earth, fill or construction debris
resulting from building the forms and placing rebar.
• If foundation subgrades are loosened by formwork placement or other construction
activities, they should be restored to a firm and unyielding condition with motorized
equipment like a plate compactor or hand tampers immediately before pouring
concrete. In certain situations, a Vactor truck or other suction equipment may
effectively remove loose earth and water.
• The footings for dry well and wet well are adequately deep to provide protection from
frost penetration.
Compaction of Structural Fill
Structural fill will be placed between the native soil and the wet and dry well. Structural fill
may also be placed at the base of the excavation to replace unsuitable soil at the foundation
subgrade elevation.
• Structural fill should be within +/- 2 percent of its optimum moisture content when
placed.
• Structural fill should be placed in lifts not to exceed 12 inches in loose thickness and
then compacted using methods that will not compromise the adjacent structures.
Compaction should achieve 95 percent of maximum dry density as determined by the
modified proctor test (ASTM D 1557) at depths within 2 feet vertically and
horizontally of foundation elements and proposed surfaces. Outside of these zones
(beside drywell and wet well walls, compaction should achieve 90 percent of
maximum dry density (ASTM D1557).
Earth Strength and Bearing Capacity
• Strength and bearing capacity assumes the subgrade will be prepared as described in
the Subgrade Preparation and Compaction section.
• The undisturbed native sand unit of Zone 4 is suitable for supporting the proposed
wet well and dry well if loads can be spread so they do not exceed 3,000 pounds per
square foot (pso for the net allowable bearing capacity. The estimated bearing
capacity is based on SPT values for in -situ sand with gravel, which was at or exceeded
20 blows for less than 6 inches of penetration. The bearing capacity may be increased
by one-third for seismic (short -time duration) loads to a net allowable bearing capacity
of 4,000 psf.
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City of Renton
Lind Avenue Lift Station
Earth Pressures
Engineering Geology Report
October 2012
The wet well and dry well will experience earth pressures from unsaturated and saturated soil
against these subsurface structures, which will be partially submerged below the water table.
Appendix D contains a summary of calculations for the following earth pressure estimates.
• The at rest earth pressure above the water table is 61 psf per foot of unsaturated soil
depth. The active earth pressure for soil below the water table is 38 psf per foot of
submerged soil depth and 100 psf per foot of submerged soil depth combined
submerged soil earth pressure and hydrostatic pressure.
• The active earth pressure above the water table is 40 psf per foot of unsaturated soil
depth. The active earth pressure for soil below the water table is 25 psf per foot of
saturated soil depth for soil and 87 psf per foot of saturated soil depth for combined
earth and hydrostatic pressure.
Potential Settlement of the Structures
Constructing the wet and dry wells in groundwater -saturated conditions at the project site will
affect groundwater pressure and native soil response to changes in loading and unloading as
construction proceeds during multiple phases of operation and removal of excavation
stabilization and groundwater controls. Immediate settlement of the wet well and dry well will
likely occur as the soil is loaded by the weight of the structures, and as the excavation
stabilization is removed. Once construction is complete and the wet well and dry well are in
place and the wet well is filled, additional settlement that may occur will likely be negligible
(see the Potential Settlement of Adjacent Structures and Utilities section).
In addition, the adjacent ground surrounding the construction may be affected by activities of
excavation stabilization and groundwater control. The methods used for construction should
consider the risk of vibration -induced settlement.
• Piping connections to the dry well and wet well should be designed with flexible
joints to accommodate settlement of up to 1 inch. This recommendation also applies
for mitigation of potential settlement during a seismic event.
• The estimated post -construction settlement of the dry well and vet well foundations
is less than 0.25 inches overall, assuming the entire foundation is placed on
moderately dense sand or moderately dense sand backfilled with structural fill as
described in this report.
• The estimated post -construction differential settlement of the dry well and wet well
foundations is less than 0.25 inches overall.
Potential Settlement of Adjacent Structures and Utilities
The adjacent ground surrounding the construction may be affected by activities of excavation
stabilization and groundwater control due to vibration and/or changes in hydrostatic pressure
and water elevations. The proximity and potential vulnerability of nearby structures and
utilities should be considered when selecting the methods for excavation stabilization and
groundwater control should consider. Prior to construction, nearby structures and utilities
should be identified, and assessed for potential vulnerability, and if warranted, surveyed for
Page 12
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City of Renton
Lind Avenue Lift Station
Engineering Geology Report
October 2012
position. The allowable changes in position and/or orientation should be pre -determined and
stated within construction bid documents.
During and after construction, selected nearby structures and utilities potentially affected by
construction should be monitored for changes in position and/or orientation.
Seismic Design
• The dry well and wet swells should be designed to the 2009 International Building
Code (IBC) standards as adopted by the State of Washington. It is almost certain that
the wet well and dry well will be subject to.an earthquake greater than Magnitude (M)
6.0 with its epicenter within 100 miles of the site during its design life (50 years).
• The location of the site is at latitude 47.462923 N and longitude 122.223813 W.
• The moderately dense sand with gravel that will support the dry well and wet well
should be considered as a Site Class D, soft soil in the classification system from the
2009 IBC, Table 1613.5.2 Site Class Definitions.
• Liquefaction hazards associated with earthquakes are moderate to because the till and
glacial drift is very dense and the saturated zone is believed to be more than 100 feet
below ground surface.
On -site Infiltration Capacity
• No infiltration rate testing was conducted since all excess water at the site will be
routed into the municipal stormwater system.
Season of Work
• RH2 recommends constructing the project between July 1" and September 30th, at the
time of lowest groundwater elevations at the project site.
Bid Documents
• This Engineering Geology Report and appendices should be provided to all
contractors interested in submitting bids for the work, to ensure site specific estimates
for excavation, shoring, and construction de\watering.
Page 13
10/18/2012 2:37:54 PM \\rh2\dE\Bothe11\DataARGV \112-023\Geo and %1onitorVA ell\Report\REV Lind Ave lump Station GeoReport 10-18-2012.docc
FIGURE 1
GEOLOGIC EXPLORATION MAP
\OATAVM-D-QOJ
APPENDIX A
SOIL BORING LOG
Boring Exploration Log
Lind Lift Station
Geologic Investigation
(Prov. Health Pkg Lot)
REN Lind LS MW-1
City of Renton
Renton, WA
REN 112-023
Exploration Name
Project
Location
Andy Dunn, LHG
August 07, 2012
BK-81 truck -mounted hollow stem auger - 4-in. ID
Holocene Drilling
Inspected by
Date
Drilling Equipment and Contractor
Depth
Blow counts*
Description
Lithology Well
Completion
Well Description
5
0 to 3 ft —Asphalt overlying Granular Fill (gravel, sand, silt)
................
Flush Monument set
in Concrete
3 to 8 feet: Silty Sand with Gravel (SM), dark gray; fine to
medium sand, low to moderate plasticity, fine subrounded
gravel; trace charcoal; soft; moist. (Alluvium)
10
6-9-5
SWL = 7.4 BTOC
8/7112
8 to 13 feet: SILT (ML), olive brown; moderate plasticity
(elastic), few pieces of woody debris to 3 inches, trace fine to
medium sand; soft; moist to wet. (Alluvium)
Hydrated Medium
Bentonite Chips
Colorado SIIICa Sand
10x20
2-inch ID 0.020-inch
machine -slotted
Sch 40 PVC
Threaded end cap
Native soil
15
0-1-2
13 to 41.5 ft: SAND (SP): dark gray; fine to medium, some
coarse; some layers of sandy silt (ML) and layers of fine to
coarse subrounded gravel (GP); coarsening below 26 feet;
wet; loose to very dense (Alluvium).
Boring completed at 41.5 feet.
20
1-2-3
25
0-10 9
30
2-s n
35
2-6-13
40
17-30-50/6
22-31-50/6
Collected using SPT methods I Surface Elevation = 30 feet amsl. Cedar River = 19 feet amsl. Lake Washington = 17 feet amsl.
APPENDIX B
MATERIALS LABORATORY REPORT
' I-IWWA GEOSmNCES INC.
August l 4, 2012
HWA Project No. 2012-013-23 Task 600
RH2 Engineering, Inc.
22722 29t1i Drive SE, Suite 210
Bothell, Washington 98021
Attention: Mr. Steve Nelson, LG, LHG
Subject: Materials Laboratory Report
Crain Size Testing
Ren Lind Pi-ojeet
Dear Mr. Nelson;
As requested, HWA GeoSciences Inc. (HWA) performed laboratory testing for the subject
project. Herein we present the results of our laboratory analyses, which are summarized on the
attached Figures. The laboratory testing program was performed in general accordance with
your instructions and appropriate ASTM Standards as outlined below.
SAMPLE INFOIINIATION: The subject samples were delivered to our laboratory on August 8,
2012 by RH2 personnel. The samples were designated with project name and depth of sampling.
The samples were delivered in small sealed plastic bags. Based on manual -visual methods, the
soil description for the samples is as follows:
Ren Lind 5' Very dark gray, silty SAND with gravel (SM)
Ren Lind 10' Olive brown, elastic SILT (MH)
Ren Lind 15' Black, poorly graded SAND with silt (SP-SM)
Ren Lind 25' Very dark gray, poorly graded SAND (SP)
Ren Lind 35' Very dark gray, poorly graded SAND with gravel (S11)
MOISTURE CONTENT 01, SOIL: The moisture content of selected soil samples (percent by dry
mass) was determined in general accordance with ASTM D 2216. The results are shown on
Figures 1 through 3.
PARTICLE SIZE ANALYSIS OF SOILS: Selected samples were tested to determine the particle
distribution of material in general accordance with ASTM D422. The results are summarized on
the attached Grain Size Distribution report, Figures 1 and 2, which also provide information
regarding the classification of the sample and the moisture content at the time of testing.
21312 301h Drive SE
Suite 110
hothell, kVA 98021.7010
Tel: 125.774.010E
1=ax: 425.774.271,1
wwwAlwageo.coIII
August 14, 2012
HWA Project No. 2012-013, Task 600
LIQUID LimIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS (ATTERBERG LIMITS:
Selected samples were tested using method ASTM D 4318, multi -point method. The results are
reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index report, Figure 3.
CLOSURE: Experience has shown that laboratory test values for soil other natural materials vary
with each representative sample. As such, HWA has no knowledge as to the extent and quantity
of material the tested sample may represent. HWA also makes no warranty as to how
representative either the sample tested or the test results obtained are to actual field conditions.
It is a well established fact that sampling methods present varying degrees of disturbance or
variance that affect sample representativeness.
No copy should be made of this report except in its entirety.
We appreciate the opportunity to provide laboratory testing services on this project. Should you
have any questions or comments, or if we may be of further service, please call.
Sincerely,
HWA GEOSCIENCES INC.
94�
Harold Benny
Materials Laboratory Manager
Attachments:
Figures 1 & 2 Particle Size Analysis of Soils
Figure 3 Liquid Limit, Plastic Limit and Plasticity Index of Soils
George Minassian, Ph.D., P.E.
Geotechnical Engineer
Letter Report 2 FIWA GeoSciences Inc.
SYMBOL
SAMPLE
DEPTH (ft)
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
% MC
LL
PL
PI
Gravel
Sand
0
•
Ren Lind
5.0 - 6.5
(SM) Very
]3�09
_J
dark gray, silty SAND with gravel
11
17
13
4
18.2
43.7
■
Ren Lind
15.0 - 16.5
(SP-SM) Black, poorly graded SAND with silt
31
0.4
90.6
♦
Ren Lind
25.0 - 26.5
(SP) Very dark gray, poorly graded SAND
19
6.1
90.0
PARTICLE -SIZE ANALYSIS
� Laboratory Testing for RH2 Engineers, Inc. OF SOILS
HWAGEOSCIENCESINC. Ren Lind METHOD ASTM D422
PROJECT NO.: 2012-013 TF)OO FIGURE
HWAGRSZ 2012-073 T600.GPJ Bn G/12
my- Me
SYMBOL
SAMPLE
DEPTH (ft)
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
% MC
LL
PL
pl
Gravel
Sand
Fines
•
Ren Lind
35.0 - 36.5
(SP) Very dark gray, poorly graded SAND with gravel
10
39.5
56.8
3.7
PARTICLE -SIZE ANALYSIS
Laboratory Testing for RH2 Engineers, Inc. OF SOILS
HWAGEOSCIENCES INC. Ren Lind METHOD ASTM D422
PROJECT NO.: 2012-013 TGOO FIGURE: 2
HWAGRSZ 2012-013 T600.GPJ 8/14/12
60
CL
CH
50
d
40
LLI
0
Z
30
U
F-
20
g
10
CL-ML
ML MH
0
0
20
40 60
80
100
LIQUID LIMIT (LL)
SYMBOL
SAMPLE
DEPTH (ft)
CLASSIFICATION
% MC
LL
PL
PI
%Fines
•
■
Ren Lind
Ren Lind
5.0 - 6.5
10.0 - 11.5
(SM) Very dark gray, silty SAND with gravel
(MH) Olive brown, elastic SILT
11
58
17
55
13
37
4
18
38.0
� Laboratory Testing for RH2 Engineers, Inc. LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS
HWIIlGEO$CIENCESINC. Ren Lind METHOD ASTM D4318
PROJECT NO.: 2012-013 TGOO FIGURE: 3
FiWAATTB 2012-013 T600.GPJ B114/12
APPENDIX C
HYDROGEOLOGIC ANALYSIS OF
AQUIFER TESTING DATA
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APPENDIX D
GEOTECHNICAL CALCULATIONS SUMMARY
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Calculations 1 Earth Pressures - Equivalent Fluid Pressure
REN 112.023.01.104
Sand
Effective Friction Angle 30 degrees
Soil Unit Weight (moist) y 121 Ibs/ft3
Rankine Theory
Lateral At Rest Pressure for Sloped Conditions: Dry Soil, above water table
Ko 0.5 At Rest Coefficient
P. 61 Ibs/ft2 per foot depth No Slope At Rest Earth Pressure
Active Earth Pressures:
Ka 0.333 Active Earth Coefficient (level backfill)
N 40 Ibs/ft2 per foot depth Active Earth Coefficient (level backfill)
Passive Earth Pressures:
1.5 Factor of Safety
P 3.0 Passive Earth Coefficient (reciprocal of active earth pressure)
P 363 Ibs/ft2 per foot depth
P 242 Ibs/ft3 Safety Factor - Depends on Situation
Earth Pressures:
le Distribution lRobe
at 0.6 of backfilled wall height (F
Surcharge Pressures
P9 100 Ibs/ft (300 Ibs/ft2 ' Ka) Robe
Lind Ave LS
10/10/2012 9:31 AM J:\Data\REN\112-023\Geo and Monitor Well\Data\App D Renton Lind LS Geo Calcs.xlsx
City of Renton
Lind Ave Lift Station Replacement
Engineer's Construction Cost Estimate
Prepared by: David Baisch
Last Updated: 1/16/2013
Bid Item
Description
Units
Qty.
Engineers Estimate
unit price
total price
I
2
3
4
5
6
7
8
9
10
11
12
13
Mobilization and Demobilization
Site Work and Utilities
Traffic Control
Trench Safety and Shoring
Dewatering
Lift Station Structural
Electrical Building Structural
Lift Station Pumps and Motors
Mechanical
Electrical
Finishes
Operation & Maintenance Manuals & On Site Owner Training
Construction Records
LS
LS
LS
LS
LS
LS
LS
LS
LS
LS
LS
LS
LS
1
1
1
1
1
1
1
1
1
1
1
1
1
$31,000
$31,000
$99,000
$99,000
$10,000
$10,000
$15,000
$15,000
$29,000
$29,000
$169,000
$169,000
$25,000
$25,000
$46,000
$46,000
$48,000
$48,000
$147,000
$147,000
17000
$17,000
$2,500
$2,500
$5,000
$5,000
SUBTOTAL $643,500
TAX 9.5% $61,133
$704,633
1/17/2013 1 1:36 AM Z:\Bothe11\Dala\REM1 12-023\Design\Cost Estimate\Engineer Cost Estimate - Lind LS.xlsx
Return Address:
City Clerk's Office
City of Renton
1055 South Grady Way
Renton, WA 98057
Title: UTILITIES EASEMENT
Property Tax Parcel Number: 334040-4000
Project File #:
Street Intersection or Project Name: Lind Ave Lift Station
Reference Number(s) of Documents assigned or released: Additional reference numbers are on page
Grantor(s): Grantee(s):
1. Providence Health Systems - 1. City of Renton, a Municipal Corporation
Washington
Additional legal is on page of document. (Abbreviated legal description MUST go here.)
LEGAL DESCRIPTION:
That portion of Lot 4 of City of Renton Short Subdivision No. 431-79, recorded under Auditor's file
No. 8002269013, records of King County, Washington, described as follows:
Beginning at the intersection of the south line of the northwest quarter of the southwest quarter of
Section 19, Township 23 North, Range 5 East, W.M., in the City of Renton, King County,
Washington; with the centerline of Lind Avenue S.W.;
Thence along the centerline of said Lind Avenue S.W., N 1 °20' 16" E a distance of 30.01 feet to a
point on the easterly prolongation of the north right-of-way line of S.W. 19`h Street;
Thence along said prolongation and along the north right-of-way line of S.W. 19`h Street, N
89°49'01" W a distance of 93.91 feet to the True Point of Beginning;
Thence northeasterly along a tangent curve concave to the northwest having a radius of 55.00 feet
through a central angle of 88°50'43" an arc length of 85.28 feet to a point of tangency with the west
right-of-way line of said Lind Avenue S.W.;
Thence perpendicular to said west right-of-way line N 88°39'44" W a distance of 80.00 feet;
Thence perpendicular to the north right-of-way line of S.W. 19`h Street S 0°10'59" W a distance of
55.00 feet to a point on the north right-of-way line of SW 19`h Street;
Thence S 89°49'01" E along the north right-of-way line of SW 19`h Street a distance of 25.00 feet to
the True Point of Beginning.
(SEE EXHIBIT "A")
Easement Lind Ave Lift Station.doc\ Page 1 FORM 03 0013/bh/CA2-21-97
That said Grantor(s), for and in consideration of mutual benefits, do by these presents, grant, bargain, sell,
convey, and warrants unto the said Grantee, its successors and assigns, an easement for public utilities
(including water, wastewater, and surface water) with necessary appurtenances over, under, through, across
and upon the following described property (the right-of-way) in King County, Washington, more particularly
described on page 1. (or if full legal is not on page 1-- Exhibit A.)
For the purpose of constructing, reconstructing, installing, repairing, replacing, enlarging, operating and
maintaining utilities and utility pipelines, including, but not limited to, water, sewer and storm drainage lines
and facilities, together with the right of ingress and egress thereto without prior institution of any suit or
proceedings of law and without incurring any legal obligation or liability therefor. Following the initial
construction of its facilities, Grantee may from time to time construct such additional facilities as it may
require. This easement is granted subject to the following terms and conditions:
1. The Grantee shall, upon completion of any work within the property covered by the easement, restore the surface of
the easement, and any private improvements disturbed or destroyed during execution of the work that are outside
the limits of the facility, as nearly as practicable to the condition they were in immediately before commencement of
the work or entry by the Grantee.
2. Grantor shall retain the right to use the surface of the easement that is outside the limits of the facility as long as such
use does not interfere with the easement rights granted to the Grantee.
Grantor shall not, however, have the right to:
a. Erect or maintain any buildings or structures within the easement; or
b. Plant trees, shrubs or vegetation having deep root patterns which may cause damage to or interfere with the
utilities to be placed within the easement by the Grantee; or
C. Develop, landscape, or beautify the easement area in any way which would unreasonably increase the costs
to the Grantee of restoring the easement area and any private improvements therein.
d. Dig, tunnel or perform other forms of construction activities on the property which would disturb the
compaction or unearth Grantee's facilities on the right-of-way, or endanger the lateral support facilities.
e. Blast within fifteen (15) feet of the right-of-way.
This easement shall run with the land described herein, and shall be binding upon the parties, their heirs,
successors in interest and assigns. Grantors covenant that they are the lawful owners of the above properties
and that they have a good and lawful right to execute this agreement.
By this conveyance, Grantor will warrant and defend the sale hereby made unto the Grantee against all and
every person or persons, whomsoever, lawfully claiming or to claim the same. This conveyance shall bind the
heirs, executors, administrators and assigns forever.
IN WITNESS WHEREOF, said Grantor has caused this instrument to be executed this _day of 20
Easement - Lind Ave Lift Station.doc\ Page 2 FORM 03 0013/bh/CA2-21-97
IN WITNESS WHEREOF, I have hereunto set my hand and seal the day and year as written below.
INDIVIDUAL FORM OF ACKNOWLEDGMENT
Notary Seal must be within box STATE OF WASHINGTON ) SS
COUNTY OF KING )
I certify that I know or have satisfactory evidence that
Notary Seal must be within box
Notary Seal must be within box
signed this instrument and
acknowledged it to be his/her/their free and voluntary act for the uses and purposes
mentioned in the instrument
Notary Public in and for the State of Washington
Notary (Print)
My appointment expires:
Dated:
REPRESENTATIVE FORM OF ACKNOWLEDGMENT
STATE OF WASHINGTON ) SS
COUNTY OF KING )
I certify that I know or have satisfactory evidence that
signed this instrument, on oath
stated that he/she/they was/were authorized to execute the instrument and
acknowledged it as the and
of to be the free and voluntary act of such
party/parties for the uses and purposes mentioned in the instrument.
Notary Public in and for the State of Washington
Notary (Print)
My appointment expires:
Dated:
CORPORATE FORM OF ACKNOWLEDGMENT
STATE OF WASHINGTON ) SS
COUNTY OF KING )
On this day of 19, before me personally appeared
to me known to
be of the corporation that
executed the within instrument, and acknowledge the said instrument to be the free
and voluntary act and deed of said corporation, for the uses and purposes therein
mentioned, and each on oath stated that he/she was authorized to execute said
instrument and that the seal affixed is the corporate seal of said corporation.
Notary Public in and for the State of Washington
Notary (Print)
My appointment expires:
Dated:
Easement - Lind Ave Lift Station.doc\ - Page 3 FORM 03 0013/bh/CA2-21-97
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EXHIBIT "A"
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POWER EASEMENT
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ECOR ING NU BER: l
80020 0480
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RE ORDIN NUMB F. i�
8 03150 12 ?;
ED VI#LVE 'V ULT
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---SD-----SD-----5,-- - --
PROPOSED EASEMENT
I I ADJUSTMENTI
PRdPOSEDIWET
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---------------------------------� =----- -- -`�\
EXISTING WET WELL
SW 19TH ST EXISTING CURB
EASEMENT PLAN
1'=20'
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110 II
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EXISTING DRY WELL
SEWER EASEMENT
RECORDING NUMBER:
8002269013
SEE NOTE REGARDING CURVE
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30 45
55.00
34.30
11
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KFENTON
15 5oup�
SURVEYOR MAP
NOT TO SCALE
RECORDING NUMBER: 8002269013
SW 19TH ST.
VICINITY MAP
1•-200'
NOTES:
1) THE SHOWN SEWER EASEMENTS WERE OBTAINED
FROM THE KING COUNTY RECORDING OFFICE. WE
WERE UNABLE TO CONFIRM THIS IS THE MOST
CURRENT EASEMENT.
2) THE SHOWN SEWER EASEMENT IS DESCRIBED BY
THE SURVEYOR TO FOLLOW THE CURVE OF THE
ROAD. AS SHOWN, THE RADIUS OF THE ROAD
EASEMENT IS 55' WHILE THE SEWER EASEMENT IS
SAID TO HAVE A RADIUS OF 35'.THIS DISCREPANCY
SHOULD BE RESOLVED WITH THE EASEMENT
ADJUSTMENT.
ENGINEERS
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VICINITY MAP
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Denis
Ma o aw — :; City of,,- b G
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Public Works Department - Gregg Zimmerman, P. E., Administrator
November 7, 2012
Ms. Jennifer Bell, CPM
JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
RE: Easement Acquisition for Lind Avenue Lift Station on Providence Property
Dear Ms. Bell:
Attached you will find an original easement document for execution by Providence Health
Systems — Washington. The City has incorporated and evaluated all of your comments regarding
the draft document submitted to the City by e-mail dated October 9, 2012. The following
responds to the 5-points made in your e-mail:
1) is the City of Renton amenable to Providence including such provisions, including
and especially an environmental indemnity? As you can imagine, the station will
be pumping materials that are environmental risks. Another revision that
Providence would like to see is that if the lift station ever goes away that the City
of Renton will restore the area.
The revised easement document includes language to address our regulatory
requirements regarding environmental hazards as well as a requirement to
restore the easeme. t vie.: 4t such time as rF no iono_r ._\t rmite a ieed for
easement.
1. _. _ _ ,_ _� +,, �+ +h ++,.,
2) Providence w;:uic.r iiKe i-C see ial oUcige iii i,rc r_iuriiiei,L i1,�L sC.y� "" .L ilii, 1!«1�
area f/ill not imi'll c jutL!!-C develC»merit changes.
Your requested easement language changes for this item cannot be addressed as
part of an easement document. Rules of development will change over time and
in no way can we commit the City to future actions that may be taken by Council.
However, it is also true that the conditions of this easement only apply within the
easement area (v,ith the exception of blasting within 15-feet), so as such this
easement should not restrain the development of this property in the future.
Provilolc-Inre Word ; lii:e tc, gave tfie City Oj Renton install a CI"GssiNalA and two Curb
Cuts between 1�a11Py' i {F' e PI ;"t: �i:3n1 ii 7d ,�L/'' 1!'A! C!I Soi,rngate 11.(2001 Lind
AvenueJ, in addi! i-o!? to ;-e-striping, landscoping and fixing the asphalt in and
around the area La/here the new equipment will be instailed.
The City agrees as a condition of Providence Health Services granting this
easement to the City that we will install a n d-block crosswalk within S. 19"
Street, includi<<„ 40A , _ ,; :red curb cuts. The City will irrh.,,de this work as part
of our Lift Station contract. The City also ackno%vledges its requirement to
restore those areas disturbed by our contract work.
_ _ _„ - - -
I\CI ILVII L LV I I�11 1.11 I-ILI. I11 rruY . ...... I , •uu. �. :y �:::'. i....�. - �... ..... ... :. �'.;
Ms. Bell
Page 2 of 2
November 7, 2012
4) What is the commencement date for the project? What is the drop dead date for
the completion of the project? Is there an outside date?
Attached you will find our latest project schedule to complete the lift station
replacement. As far as a "drop dead date", the City does not have any restraints
as to when the work needs to occur. The City Council has fully authorized all
funding needed to complete this work and we anticipate completing the project
roughly within the timeline provided.
5) Can the City of Renton come out and do a mock-up of how the property will be
affected? Flags in the ground etc. An aerial photo that shows the areas that will
be marked off and how the equipment will be placed would be extremely
beneficial.
We have provided paint marks and stakes indicating the location of the primary
components of the proposed lift station as well as provided pictures of previous
installations for reference. The City will include in its contract documents a
requirement for the contractor to submit on material colors for the above
ground features including the block and roof, as well as the enclosure for the
generator, to best match existing building colors on the site, and we will submit
those choices to Providence for final selection of color.
In addition to the permanent easement document we have also attached a temporary
construction easement to provide sufficient area for our contractor to construct the new
proposed lift station facility.
Please have both of these document executed by the appropriate individuals at Providence
Health Systems and return both originals to the City for our final signature. The permanent
easement will be sent out by the City for recording with King County, anu we will provide a
recorded copy to you for your records upon its return. We will also provide a copy of the
temporary construction easement at that time as well.
I greatly appreciate your assistance on this matter. Please let me know if there is anything
additional that either yot-or Providence requires at this time.
incerel�r;
Oa id WChrl'stensen-J
Wastewater Utility Supervisor
Attachments
H:\File Sys\VAA61P - WasteWater\WtNP-27-3626 Lind Ave Lift Station \Design\Easements\Providence Letter for Easement.doc\DMCah
David Christensen
From: Jennifer Bell Uenniferb@jshproperties.com]
Sent: Tuesday, October 09, 2012 7:51 AM
To: David Christensen
Subject: RE: Utilities Easement at Lind Av Lift station
I met with m Providence contacts last week regarding the easement. I have a few
questions or comments.
1) Is the City of Renton amenable to Providence including such provisions, including
and especially an environmental indemnity? As you can imagine, the station will
be pumping materials that are environmental risks. Another revision that
Providence would like to see is that if the lift station ever goes away that the City
of Renton will restore the area.
2) Providence would like to see language in the easement that says that this little
area will not impact future development changes.
3) Providence would like to have the City of Renton install a crosswalk and two curb
cuts between Valley Office Park (1801 Lind Avenue) and Southgate II (2001 Lind `'LC
Avenue), in addition to re -striping, landscaping and fixing the asphalt in and
around the area where the new equipment will be installed. ;NC_,_,.,v4FZ ,I,J may_
C. O/JPI Ti'J p' c;
%P we ,.,L.c;c
4) What is the commencement date for the project? What is the drop dead date for
the completion of the project? Is there an outside date?
5) Can the City of Renton come out and do a mock-up of how the property will be
affected? Flags in the ground etc. An aerial photo that shows the areas that will
be marked off and how the equipment will be placed would be extremely
beneficial.
Thanks and please call or email me with any questions.
Jennifer
Jennifer A. Bell, CPM@ I JSH Properties Inc.
555 South Renton Village Place, Suite 100
Renton, WA 98057
office 425. 917. 3400 / fax 425, 917. 3401
ienniferbC�?L!�hproperties. com
From: David Christensen [mailto:Dchristen@Rentonwa.gov]
Sent: Monday, October 08, 2012 2:08 PM
To: Jennifer Bell
Subject: Utilities Easement at Lind Av Lift station
Jennifer,
Just checking in to see if the folks from Providence have had a chance to review our proposed easement documents and
whether you and they would like to have us meet with you to go over any potential questions/issues. Internally, we just
received the 60% design plans and are currently reviewing those and I would I am hoping that we can move forward
with the design as we currently have the sight laid out.
Thanks, Dave Christensen
425.430.7212
2
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WASTEWATER CREW WORK REPORT
WORK ORDER. #
ADDRESS
ACTIVITY #
DATE
CLOSE YES or NO
LABOR
EQUIPMENT
EMPLOYEE #
NAME
HOURS
KOT
UNIT #
HOURS
06097 .
Sittner, Rocky
06601
Hiatt, Kevin
03484
Larsen, Marney
09027
Wallace, John
COMMENTS
FURTHER ACTION REQUIRED:
T•\WW\( RF.WRFPnRTC no
PUBLIC WORKS DEPARTMENTriroolcity.f
M E M O R A N D U M
DATE: October 5, 2012
TO: Rich Marshall, Maintenance Manager
Stan Job, Maintenance Supervisor
Dave McKinney, Lift Station Technician FROM: John Hobson, Wastewater Utility Engineer, xI 7279 k
1
SUBJECT: Lind Avenue Lift Station 60% Plan Review
I have attached 3 sets of the 60% design plans for the Lind Avenue Lift Station
replacement project for your review. Since this is the 60 % review, you'll notice that
there are a number of details and notes that are missing and/or need updating (usually
indicated by red text). Your review should concentrate on the overall layout of the
station, equipment and materials, and how it could affect the operation and
maintenance of the new station. Please return your comments to me by October 24,
2012.
The project is currently scheduled to be advertised for bid in December 2012, with
construction beginning in March 2013.
Attachments
h:\file sys\wwp - wastewater\wwp-27-3626 lind ave lift station\design\review 60% memo.doc/JHah
Return Address:
City Clerk's Office
City of Renton
1055 South Grady Way
Renton, WA 98057-3232
Title: TEMPORARY CONSTRUCTION Property Tax Parcel Number: 334040-4000
AGREEMENT
Project File #: WWP-27-3626
Project Name: Lind Avenue Lift Station
Grantor(s): Grantee(s):
1. Providence Health Systems - 1. City of Renton, a Municipal Corporation
Washington
The Grantor, for and in consideration of mutual benefits, does by these presents, grant, unto the City of
Renton, a Municipal Corporation, Grantee herein, its successors and assigns, permission to use for public
purposes with necessary appurtenances over, under, through, across and upon the following described real
estate, for Right -of -Way purposes, situated in the County of King, State of Washington:
LEGAL DESCRIPTION:
A temporary construction easement over and across the following described area:
That portion of Lot 4 of City of Renton Short Subdivision No. 431-79, recorded under Auditor's file
No. 8002269013, records of King County, Washington, described as follows:
Beginning at the intersection of the south line of the northwest quarter of the southwest quarter of
Section 19, Township 23 North, Range 5 East, W.M., in the City of Renton, King County,
Washington; with the centerline of Lind Avenue S.W.;
Thence along the centerline of said Lind Avenue S.W., N 1'20' 16" E a distance of 30.01 feet to a
point on the easterly prolongation of the north right-of-way line of S.W. 19th Street;
Thence along said prolongation and along the north right-of-way line of S.W. 19th Street, N
89649'01" W a distance of 93.91 feet to the True Point of Beginning;
Thence northeasterly along a tangent curve concave to the northwest having a radius of 55.00 feet
through a central angle of 88°50'43" an arc length of 85.28 feet to a point of tangency with the west
right-of-way line of said Lind Avenue S.W.;
Thence N 01 °20' 16" E along the west right-of-way of Lind Ave SW a distance of 15.00 feet;
Thence perpendicular to said west right-of-way line N 88°39'44" W a distance of 180.00 feet;
Thence perpendicular to the north right-of-way line of S.W. 19th Street S 0° 10'59" W a distance of
70.00 feet to a point on the north right-of-way line of SW 19th Street;
Thence S 89°49'01" E along the north right-of-way line of SW 19th Street a distance of 125.00 feet to
the True Point of Beginning.
All situate in the Southwest Quarter of Section 19, Township 23 North, Range 5 East, W.M., in King
County, Washington.
This permit shall become effective upon execution by the Grantor from date hereof, and shall
terminate on June 1, 2014.
Title: TEMPORARY CONSTRUCTION Property Tax Parcel Number: 334040-4000
AGREEMENT
Project File #: WWP27-3626 Project Name: EARLINGTON SANITARY SEWER
Grantor(s): Grantee(s):
1. Providence Health Systems - 1. City of Renton, a Municipal Corporation
Washington
INDIVIDUAL FORM OF ACKNOWLEDGMENT
Notary Seal must be within box STATE OF WASHINGTON ) SS
COUNTY OF KING )
1 certify that I know or have satisfactory evidence that
signed this instrument
and acknowledged it to be his/her/their free and voluntary act for the uses and
purposes mentioned in the instrument
Notary Public in and for the State of Washington
Notary (Print)
My appointment expires:
Dated:
H:\File Sys\WWP - WasteWater\WWP-27-3626 Lind Ave Lift Station\Design\Temporary Construction Easement - Lind Ave Lift
Station.DOC
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TEMPORARY CONSTRUCTION EASEMENT
;1 s•'.:., M'":....fi..'�.�,3"i17�4"A-i ...:. ... :. ..... .
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UTILITIES it AR )I
E-S-E'b`E M�T� �iY `' 11 t 11kti
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THISJ_NS-T- VM_ENT, made this2nddby of FEBRUARX 19 g2 ;
by and between :THE PRUDENTIAL.INSURANCE COMPANY OF.AMERICA; A NEW JERSEY: C0000TION
hereinafter called "Grantor(s)'', and: the EN
CITY OF. a Muntclpal-Corporation of:,King
tv County, Washington, hereinafter called."Grantee... .
lO. WITNESSETN.
ai 'ThatsaidGran tor (s), for and in consideration of the sum of
O
(One -Do _Pain by Grantee -and other valuable consideration, do -by
these presents, grant, barga.i-n,.sell,,.convey , and .warrant unto the said Grantee, its
successors: and ,ads i gns an easement;.for. pubi l c uS I � i C i es .( Inc lud i ng water and sewer) wi th.
nteeSsar.y: appur-tenances=over;._thro.ugh,.actoss and upon the follotiving descct�ed:nroperty
In King County,',Washington, mo.re:particularly described.as follows.
That.portion of Lot 4 of.City'of Renton.Short'Subdivision No. 431-79.`recorded
under Auditor's file No..8002269013, records of King .County, Washington.
i described.'as follows:
l Beg inn ing-at-the-inter-section_-of-the-south-line-of-the-northwest quarter of
j the`southvest:quarter o.f'Section 19, Township•23-North; Range 5_East, W.M.,
Ii King County. Washington; with'the centerline of Lind Avenue S.W.
Thencealong. the centerline of said Lind Avenue S.W., N 1°20'16" E..a distance .
. 3Q;01.feet to :a point on the easterly prolongation of the north right -of -
of way.. line_of.S.W. 19th`Street;
i
i Thence-along-said-prolongation_and along the north.right=of-way line of S.W.
19.th'$treet,.N. 89'49'01': W..a'distance of 93.91.feet to the True Point of
I Beginning;
Thence.northeasterly along a tangent curve concave to the northwest having .
a. radius of 55.00:feet.through.a central of 88'50'43" an are length.of
$5:28.feat to a point of.tangency with the west right-of=way line of said
Lind Avenue S.W.';
1 Thence Perpendicular .to said.west right-of-way line N—$$°39`44:"7W—a-d1-stance- -
of.55.00 feet to the center."of the circle of said curve;
Thence pe-rpendi-cu-lar.-to-the north r-i-ght-of-way.line-of=S..W.-1_-9th-Sir.ee.t..
5,.0.°10:'S9" N :a distance of 55.00 feet..to the True Point of Beginning.
Cont thing 2.345 sq, ft. ±
1°/ EXCISE TAX NOTREQUIRED
1t1n jtO RnMids Ulvision
9Y -� Deputy'
%3i� �:<�?`.a SL�i. L'4Y'L�s'S. S3fir�'�`�:�1.�'.�u �:,'i�$,..U'";�'CY�'}:P�-'��a •.tea � t� +� c. 1a r ��� i..' ;:Co :'c .- .- -:r.Tr
Said heretofore mentioned grantee, `its successors or assigns sh.;ll
have: the right. without`.prio.r notice or. proceeding: at :l aw, at` such tunes as
may `be necessary>to enter upon sa1d._aboVe describe .proper...: for the purpose
of construe �ng,.'ma�ntaimng,' rep airing, -e taring or reconstructing:said.:
utiii_ty,,or making any connections ther6il without incur`ri.ng any legal
obligations: or lability therefore;,provided, that such: cons truction,:main
tain'ng. repairing, altering 6T ,reconstruction of such .util_ity shall be..
accorrpl shed in -such a. manner`that =the prlvaLe .)"provements existing in` the ri ght
riglit.(s)-of->.ay,'sha11 not be',disturbed or.damaged,: or in the event they: are.: .
disturbed or Damaged, hey wi-1_l�replaced in as�jood_a_conditton as they were.
�rme'diately before the property was:.entered Upoh'by the Grantee, And it is
0; fustier,agreed that Grantee shall rpt consiruc+ any new utility. tructuvisible
from .Grantor's abutting:: property —Other: than:repair or.replacement of:c,urrent
structures.,; withoua.the prior;.written.co.nsent of Grantor.
The Grantor-shal1:fully use and enjoy: -the aroredescrrbed premises
l nel udi di -the .n ght o.-retain=the- ri gnt to=userthe—s.urf_ace o_f: said -r� ght-of wa f
if. uch .use does not..interfere xith ins.tallati.on and. maintenance of the. utility
)ine_'' However; -the :grantor shall n.ot erect: buildings or structures over, under
or -,crass -the right-of=way—dur-ing- lle.ex-isfen•ce_of such utility
This%easer>znt, shall be :a..covenant running with the la.�d and shall be bind
-
rng on theme is'. successors, hei is and assigns: Grantors covenant that '
they;�t�il� i�6fy ners of. _•the at;ove properties and `that they have `a goad and
1ewfi�l�`." h yft► f p" a this'agreerrent
THE:.JP COMPANY.'OF AMERICA wDo
F3 - 18 T23N R5E W 1/2
4324
036
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SANITARY SEWERS
Public Works Department,
Wastewater Utility,
Engineering Division,
D. Ellis
5319
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631 5319
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151h St
6319
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03/30/12 City of
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(;3
0 200 400 Feet 19 T23N R5E W 1/2
1:4, 800
5319
50 hr labor cost per hr.
150 hr equip cost per hr.
+ operator
Units
Unit Price
labor hrs.
equip hrs.
Subtotal
Total
Mob/Demob
$ 27,652.95
Demo Wet Well
1 ea
16 hr
8 hr $
2,000.00
Demolition
$ 4,000.00
Demo Wet Well
1 ea
16 hr
8 hr $
2,000.00
Demo Dry Well
1 ea
16 hr
8 hr $
2,000.00
By Pass System
$ 30,OS0.00
48" Man Hole (15' deep)
1 ea
$
2,500.00
16 hr
8 hr $
4,500.00
Eletrical/ Gas for By Pass Pump
1 Is
$
3,000.00
16 hr
$
3,800.00
Pump
2 ea
$
9,000.00
16 hr
$
18,800.00
4" HDPE Discharge Hose
100 It
$
12.00
$
1,200.00
Misc Fittings
4
$
150.00
$
600.00
Set up and Operation
23 hr
$
1,150.00
By Pass Tie In
$ 3,100.00
8" (FLxRJ) Tee
1 ea
$
600.00
16 hr
8 hr $
2,600.00
8" Cap with 4" Port
2 ea
$
250.00
$
500.00
Sewage Truck For shut down
1 ea
$
1,500.00
$
1,500.00
Valve Vault
$ 9,500.00
Valve Vault
1 ea
$
5.500.00
$
5,500.00
Valve Vault Hatch
1 ea
$
4,000.00
$
4,000.00
Mechanical
$ 73,400.00
Check Valves
2 ea
$
900.00
8 hr
8 hr $
3,400.00
Isolation Valves
2 ea
$
1,200.00
8 hr
8 hr $
4,000.00
Mag Meter
1 ea
$
6,000.00
8 hr
8 hr $
7,600.00
Misc. Piping and Fittings
1 Is
$
12,000.00
8 hr
8 hr $
13,600.00
Pump and Rail
2 Is
$
20,000.00
48 hr
16 hr $
44,800.00
Wet well
$ 29,011.85
8' Dia x 20 (Depth)
1 ea
$
8,000.00
4 hr
$
8,200.00
On Grade Footing (14'xl4'xt')
7.3 cy
$
470.00
$
3,411.85
Hatch and Lid
1 ea
$
4,000.00
$
4,000.00
Ladder
1 ea
$
3,000.00
8 hr
$
3,400.00
Painting
1Is
$
10,000.00
$
10,000.00
Tie In
$ 3,100.00
8" (MJxFI) Tee
1 ea
$
700.00
$
700.00
8" Gate Valve
2 ea
$
1,200,00
$
2,400.00
Site Work
$ 33,500.00
Land Scalping
1 Is
$
10,000.00
$
10,000.00
Site Excavation
16 hr
8 hr $
2,000.00
Dewatering
1Is
$
10,000.00
$
10,000.00
HMA repair
1
$
2,000.00
$
2,000.00
Site Clean Up
16 hr
8 hr $
2,000.00
TESC
1Is
$
7,500.00
$
7,500.00
Eletrical (I-S.)
$ 160,000.00
Base Cost $ 373,314.90
25'^9"',
Wetwell Rehabilitation
50 hr labor cost per hr.
Estimate By: TRL
150 hr equip cost per hr.
+ operator
Date:4/4/12
Units
Unit Price
labor hrs.
equip hrs.
Subtotal
Total
Mob/Demob
$
27,142.76
Demolition
$
2,000.00
Demo Dry Well
16 hr
8 hr $
2,000.00
Wet Well Lid Removal
16 hr
8 hr
New Pumping Configuration
$
14,000.00
Remove Pump
16 hr
8 hr $
2,000.00
Additional 8" DI Pipe
120 If
$
100.00
$
12,000.00
Pump and Rail
2 ea
$
20,000.00
48 hr
16 hr $
44,800.00
Additional 8" Fittings
2 ea
$
800.00
$
1,600.00
Tempary By Pass
$
6,000.00
4 - Sewage trucks (3 days)
120 hr
$
6,000.00
Valve Vault
$
9,500.00
Valve Vault
1 ea
$
5,500.00
$
5,500.00
Valve Vault Hatch
1 ea
$
4,000.00
$
4,000.00
Mechanical
$
70,600.00
Check Valves
2 ea
$
900.00
8 hr
8 hr $
3,400.00
Isolation Valves
2 ea
$
1,200.00
8 hr
8 hr $
4,000.00
Mag Meter
1 ea
$
6,000.00
8 hr
8 hr $
7,600.00
Misc. Piping and Fittings
1 Is
$
12,000.00
8 hr
8 hr $
13,600.00
Pump and Rail
2 Is
$
20,000.00
16 hr
8 hr $
42,000.00
Wet Well Modification
$
36,584.51
12'x1'2x10' - 10" thickness
7.7 cy
$
470.00
4 hr
$
3,802.28
Anchoring System
3.6 cy
$
400.00
16 hr
8 hr $
3,422.22
Hatch and Lid
1 ea
$
4,000.00
$
4,000.00
Stainless Steel Grating
48 sf
$
70.00
48 hr
$
5,760.00
Stainless Angle Bracketing System
80 It
$
25.00
16 hr
$
2,800.00
Stainless Handrail
1 ea
$
3,000.00
8 hr
$
3,400.00
Ladder
1 ea
$
3,000.00
8 hr
$
3,400.00
Wet Well Painting
1 Is
$
10,000.00
$
10,000.00
Tie In
$
3,100.00
8" (MJxFI) Tee
1 ea
$
700.00
$
700.00
8" Gate Valve
2 ea
$
1,200.00
$
2,400.00
Site Work
$
37,500.00
Landscaping
1Is
$
12,000.00
$
12,000.00
Site Excavation
16 hr
8 hr $
2,000.00
Dewatering
1Is
$
10,000.00
$
10,000.00
HMA repair
1
$
2,000.00
$
2,000.00
Site Clean Up
32 hr
16 hr $
4,000.00
TESC
1
$
7,500.00
$
7,500.00
Site Electrical (L.S.)
$
160,000.00
Base Cost $
366,427.27
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