HomeMy WebLinkAboutWTR2700909 W-909 HIGHLAND WATER RESERVOIR WTR-11 1
Concrete Roof Beams Crack Assessment t_
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FILE TITLE
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TRANSMITTAL
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To:—City--DL Renton _159Q_-L1,th Ave, U_—.—_—
__Z00 Mill Avenue S Bellevue, 98000_
BaDtDnAJae__9BD55 - Date: __- ---
Our Project No. _-S201_MG------_-_--.
Att .:-'"..-Mr...ROD- IflS1SL.-__——____ IF MATERIAL RECEIVED 15 NOl AS LISTED.
PLEASE NOTIFY US AT ONCE
Re: Supplemental._A.gpeg@egt-_—.
DIE ARE SENDING YOU
L3ARACNSO. ❑UNOSR SSPMIATE COVER YM
❑SHOP DRAW NSS(SDI❑DOCUMENTS ID) ❑TRACING(T) ❑COPY OF LETTER JCL)
(J PRINTS(P) ❑SPECIFICATIONS(S) ❑CATALOGSIC) D _—
STATUS. SUBMIT TED FOR APPROVAL(A)
SUBMITTED FOR R-CORD ONLY(S)
SUBMITTED FOR INFORMATION III
rC ,ATTACN- RpPyyAm;pluAlwnxFYi a!V DESCRIPTION ST
1 TlT1 ED NVY�FII m,PC~MY1 TUS
2 __ ( Supplemental—Agreement No. i to the
Consultant Agreement for Pngineerin
with the City of Renton, Waahin ton
—_ _ for South Talbot Hill Reservoir
Project
--- -- RECE1VEQ ---
--- NAN E_91997
CmaKM
Re15ANSS For Your revier-_and signature._ Please return one copy and retain
1 Copy for your files. . Thanks.
Rfc&ft FORMS
00" To rile
OF RFti
f o PUEUC WORKS DEPARTMENT
_ DESIGN/UTILITY ENGINEERING 0 235 2631
i ull
F MUNICIPAL BUILDING gOJ MILL AVE.50. RENTON,WASH.98055
9 e
�4� OFF
_.pTEM
BARBARA Y. SHINPOCH
MAYOR
MEMORANDUM
DATE: January 23, 1987
TOu Larry Warren, City Atturney
FROM: Dick Naughton, Public Works Director
SUBJECT: SUPPLEMENTAL AGREEMENT NO. 1
SOUTH TALBOT HILL RESERVOIR PROJECT
Please revie. the above reference] agreement as to legal form.
Thank you.
I N.03.19:dL0:mf —�—
Attachment
tam Lawrence
OF RENTON
Lawrence J. Warren, City Attorney
Daniel kellogg -David M. Dean-Mark E. Barber-Zanetta L. Fonics-Theodore R. Parry
Assistant City Attorneys
January 28, 1987
TO: Dick Houghton, Public Works Director
FROM: Lawrence J. Warren, City Attorney
RE: Supplemental Agreement No. 1
South Talbot Hill Reservoir Project
Dear Dick:
I have reviewed the above-captioned agreement as it is
approved as to legal form.
—7�
i'Y rt 1
Lawrence\J. Warren
LJW:nd
cc: Mayor
Post Office Box 626 - 100 S 2nd Street - Renton. Washington 98057 - (206) 255-8678
OF RF
� 1T
t"5 z PUB'.'.: WORKS DEPARTMENT
DESIGN;UTILITY ENGINEFRI.NG Bl 235 2631
n
O MUNICIPAL BUILDING 300 MILL AVE SO RENTON,WASM 99055
.P w u
Ep
ArED SEP1 E0
BARBARA Y. SH;NPOCH
MAYOR
MEMORANDUM
DATE: Teoruary A, 1907
TO: Maxine Motor. City Clerk
FROM: Run Olsen, Utility Engineering
SUBJECT: SUPPLEMENTAL AGREEMENT NO. 1 GA4• 071•w
SOUTH TALBOT MILL RESERVOIR PROJECT
Please execute the two attached supplemental agreements and forward to the
Mayor for signature. A copy of the City 4ttorney-s review is attached.
Please return both coples to me for transmittal to CM2m Ulll.
10.01.23.RLO:mf
Attachments
•
IN1 EROPF_I CE-gLWSPOMDENCE
Data 2/16/87
TO kon Olsen, Utility Enuineering
FROM: Maxine E. Motor, City Clark
SUBJECT. Supplemental Agreement No. 1 S Talbot Mill Resery oir
CAG U71-66
--------------•---••-----------------------------------------------------------
we return herewith fully executed ;muwwnt(a), as abow-
xx captioned, copy of which we have retained for our official
public records. Copies should oe forwarded to
one original and one copy forwarded. One original rLtain..i for our tiles.
and the other for your file.
pursuant to your memo of '/4/87 we return herewith
doeument(s), as above-c apt toned, which have been signed by
City Officials and need to be forwarded for further execution
by
Ile return herewith recorded document,$), as above-captioned,
copy of which we have retained for our official public records.
Copies should be forwarded to appropriate parties and retained
as necessary for your files.
Please file a fully executed copy with the City Clerk's office
for our permanent records when received.
Thank you.
MEM:db
cc:
• CAG-G%86, Adden. 1.1-87
SUPPLEMENTAL AGREEMENT NO. 1
TO THE
CONSULTANT AGREEMENT FOR ENGINEERING
WITH THE
CITY OF PENTON, WASHINGTON
FOR
SOUTH TALBOT HILL RESERVOIR PROJECT
This Supplemental Agreement No. I is made by and between
CH2M HILL NORTHWEST, INC. , a professional engineering corpo-
ration (the CONSULTANT) , and the City of Renton (the AGENCY) .
It is mutually agreed that the terms, stipulations, and con-
ditions of our original agreement (CAG 071-86) shall be
binding u?on the parties hereto except insofar as amended
and/or modified by this Supplemental Agreement Nc. 1 .
ARTICLE 1
The additional specific services which the CONSULTANT agrees
to furnish are as follows:
H. HIGHLANDS TWO WATER RESERVOIRS--CONCRETE ROOF BEAMS
CRACK ASSESSMENT
The Highland reservoirs are of concrete construction
below grade with a hopper bottom and covered with cor-
rugated aluminum roofing. The 2-mg reservoir was con-
structed in 1960 and measures 122 feet by 227 feet in
plan dimensions and is approximately 15 feet deep. The
1.5-mg reservoir was constructed prior to 1960; however,
the cover was added in 1960. This reservoir measures
150 feet by 150 feet in plan dimensions and is approxi-
mately 15 feet deep. The City of Renton has requested
that the CONSULTANT assist in inspecting a set of cram;
observed between the concrete roof beams at each reser-
voir. The specific inspection services to be provided
by the CONSULTANT are limited to the following:
1 . The inspection at earl. reservoir by the Consultant
will specifically consist of and shall be limited
to, visually inspecting the cracks located between
the concrete beams supporting the corrugated alu-
minum roofing, at the location of the supporting
columns.
A letter report will be prepared for the City of
Renton stating our opinion of the signifi_ance of
the cracks between the concrete roof beams. If
appropriate, the report will recommend that the
effect of the cracks on the structural integrity
of the roof beams be reviewed by Richard E. Wolff,
seOS36/051/1
• i
Consulting Engineer, the original design engineer
for these reservoirs.
3. The inspection will consist of a visual examina-
tion of these cracks in order to render an opinion
of their significance. All inspection will be
visual and no concrete cores, or other inspection
_hods or procedures will be used. If appropri-
.Le, the Consultant will recommend that tests be
performed.
4. The letter report shall not guarantee the struc-
tural integrity of the original design by Richard E.
Wolff Consulting Engineer, and that construction
o° the reservoirs is as shown on the Drawings for
protect W-24.
5. One of the reservoirs, the 2-mg reservoir, is de-
watered and cleaned at this time and our work on
this reservoir can proceed immediately. The CON-
SULTANT will be notified by the City of Renton
when the second, or the 1.5-mg reservoir has been
dewatered and cleaned in order to proceed with the
work in this reservoir.
ARTICLE 2
As consideration for providing the additional services enu-
merated in Article 1, the AGENCY shall pay the CONSULTANT:
1. For HIGHLANDS TWO-WATER RESERVOIRS--CONCRETE ROOF
BEAMS CRACK ASSESSMENT, as enumerated in Article 1,
the amount of the CONSULTANT's salary costs, as
defined in Article VI of the original agreement,
expended for services, multiplied by a factor of
2.2, plus direct expenses in connection therewith.
The estimated cost of Four Thousand Dollars
($4,000) shall not oe exceeded without the
approval of the AGENCY.
ARTICLE 3
Payments to the ENGINEER as prescribed in Article 2 are to
be made as follows:
1. For HIGHLANDS TWO-WATER RESERVOIRS--CONCRETE ROOF
BEAMS CRACK ASSESSMENT, within thirty (30) days
after date of billing, the amount due, as pre-
scribed in Article 2, for such services rendered
during the mon`h.
se0536/051/2
ARTICLE 4
It is further mutually agreed by the parties hereto:
1 . That Article V of our original Agreement shall b.
revised to read as follows:
The CONSULTANT will not begin work on any of the
services listed in Article 1 until authorized in
writing by the AGENCY to proceed, the public works
director to have authcrity to give such approval.
ARTICLE 5
IN WITNESS WHEREOF, the parties hereto each herewith sub-
scribe the same in triplicate.
y1-v� For City of Renton
Attest 7Z1s.,a yt By �L OAV PCC'R.
Title C,.- s Title Mayor
Date /, , z I
For CH2'M((,,HILL �NpORTHWEST, Inc.
By �-h(Lt� ',
Title ST-r/�IM�`
Dated //zB)?7
.g.
Vbnners
t • Economists
Scientists
1 April 8, 1987
522074.00
i
Mr. Jack Crumley
Public Works Field Superintendent
3555 WE 2nd St.eet
Penton, Washington 98056
Dear Mr. Crumley
subject: Highlands Two Water Reservoirs--Concrete Roof
Reams Crack Assessment
' we are pleased to submit the enclosed report following our
inspection of the cracks between the conc-ete roof beams at
each reservoir.
The inspection services specified in CH2M HILL's scope of
work were to include visual inspection of the cracks located
between the coacrete beams supporting the corrugated alumi-
num roofing at the location of the supporting columns. This
report states our opinion of the significance of these
cracks and is based on the above visual observation only.
' We thank the city and staff for their assistance during in-
spection and especially for furnizhinq us with the reservoir
drawings by Richard E. Wolff, Consultinq Engineer, Seattle,
' Washington (2.0-MG reservoir dated March 8, 1960, and 1.5-MG
reservoir dated April 26, 1961) , and for draining and clean-
ing the reservoirs prier to the inspection.
If questions arise, please contact us.
Sincerely,
J. Dennis Wermcrantz, P.E.
Project Manager
' nb/se6103/056
Enclosure
CH2MR41 Seanb Olace 777109MAie* , NE,9011 I ,Wm ,Vto, 1(6453500)
' PO aca 91500&Mews.Wmhkp 96WQ 2050
i
iCONTENTS
i payr
Conclusions and Recommendations 1
iReservoir Descriptions 1
Inspection Observations
iEvaluations 2
App�andix. 2,0-MG Reservoir Rey Plan, Field Observations,
i and Photographs
Appendix. 1.5-MG Reservoir Key Plan, Field Observations,
and Photographs
1
1
i
1
1
1
1
1
CONCLUSIONS AND RECOMMENDATIONS
Cracks were observed between the concrete beams supporting
the roof at the location of the supporting columns in the
2.0-MG reservoir but not in the 1.5-MG reservoir. we con-
clude that th. cracks are due to the apparent simple span
beam design and do not appear to be a structural strength or
stability problem. The 1.5-MG reservoir roof beams appear
to be designed for continuity at the supporting columns and
did not crack.
We recommend that the city personnel inspect these cracks
when the reservoirs are emptied at scheduled cleaning in-
tervals. The most importar,t item tc be noted is any changes
in the size and appearance of these cracks. Please contact
us it any significant changes are noticed.
' RESERVOIR DF.SCR-PTIONS
The Highland reservoirs are of concrete construction below-
grade with a hopper bottom and covered with corrugated alu-
minum roofing. The 2.0-MG reservoir was constructed in 1960
' and measure. 122 feet by 227 feet in plan dimensions and is
approximately 15 feet deep. The 1.5-MG reservoir was con-
structed prior to 1960; however, the cover was added in
1960. This reservoir measures 150 feet by 150 feet in plan
dimensions and is approximately 15 feet deep.
' INSPECTION OBSF'VATIONS
Visual inspection of the 2.0-MG reservoir was made on Febru-
ary 23, 1987, and of the 1.5-MG reservoir on March 6 and 9,
1987.
At the time of the visits the reservoirs were drained with
no standing water on the lower slab.
The visual inspection did not include the use of any testing
equipment and no samples were taken for subseque�it inspec-
tion and testing. The visual inspection was made using an
extension ladder furnished by the City of Renton maintenance
' staff to reach the location of the beams.
The following observations and evaluations are based on the
described procedures and sources and no other basis for
evaluation or interpretation of the condition of the reser-
voirs is implied.
The inspection showed significant cracks above the columns
in the 2.0-MG reservoir but no cracks above the columns in
the 1.5-MG reservoir. Please refer to the photographs and
field observations in the appendix.
se6103/058/1 1
EVAL6ATION
For the p•irpose of this inspection it was assumed that all
mat.rials and workmanship are as specified and the reser-
voirs are constructed as shown on Richard E. Wolff's, the
consulting design engineer, drawings.
The 2.0-MG reservoir beam to column connection detail shows
no continuous top beam steel reinforcing between the beams
over :he columns. The only reinforcing in the grout key
protrudes from the beams into the grout fill. and appears to
hock around the column dowels Please refer to the appendix
for a detail of this connection. In our opinion this condi-
tior has insufficient end moment capacity to resist rotation
under flexural load and insufficient grout key reinforcinq
to maintain the grout's integrity when subjected to precast
beam shortening--thus significant cracking can result. It
appears that it was the designers intent to design these
beams for no continuity over the columns, and other than the
appearance of the cracks, it presents no structural integri-
ty problems.
In contrast, the 1.5-MG reservoir beam to column connection
detail shows continuous top beam steel reinfr-cing between
the beams over the columns with a welded splice. Beam rtin-
forcing extends into the grout key and reinforcing ties are
also shown in the grout key. It appears that it was the
designers intent to design these beams for continuity over
the columns and detailed them to have the flexural and
tensile capacities to resist significant cracking. Please
refer to the appendix for a detail of this connection.
The described and documented grout cracking appears to be
' stable with no repair procedures considered necessary. How-
ever, we recommend that, because these cracks have been
noticed only recently, visual follewup inspections be done
' by the City personnel when the reservoirs are emptied for
cle,ning.
t
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FILE TITLE
901
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