HomeMy WebLinkAboutSWP2702959G
Gray & Osborne, Inc.
CONSULTING ENGINEERS
June 5, 2003
Mr. Allen Quynn, P.E.
City of Renton
1055 South Grady Way
6" Floor
Renton, Washington 98055
SUBJECT: SW 7TH STREET PHASE 1, 95% SUBMITTAL
CITY OF RENTON, KING COUNTY, WASHINGTON
G&O #02640
Dear Mr. Quynn:
Attached is our 95% submittal of the plans, and cost estimate for Phase 1 of the SW 7`h
Street Storm Drainage Improvement Project. Specifications were submitted via e-mail on
June 2, 2003. Included with this submittal are the following:
• One full-size plan set and one half-size plan set (11 x 17)
• One cost estimate
We look forward to discussing this submittal with City staff and proceeding to a final
submittal of these documents. Please contact me if you have any questions or require
further information to accommodate your review.
Very truly yours,
GRAY & OSBORNE, INC.
Michael J. auhola, P.E.
MJJ/sn
Encl.
701 Dexter Avenue N., Suite 200 Seattle, Washington 98109 (206) 284-0860 Fax (206) 283-3206
l Aylen Quynn - Slide Rail Trench Shoring P g
From: Matt Winkelman <mwinkelman@g-o.com>
To: Allen Quynn <aquynn@ci.renton.wa.us>
Date: 10/7/03 11:55AM
Subject: Slide Rail Trench Shoring
Allen,
I just spoke with Brian at United Rentals Trench Safety regarding slide
rail trench shoring installation. According to the specifications for
installation, the panels are installed before the rails. The order of
work for installation is:
1. Excavation of the trench section to a depth of about 2 feet to
guide the panels when installed.
2. Excavation within the trench section concurrent with pushing of
the panels deeper into the trench. Driving the panels into place
is not recommended. Pushing of the panels can be accomplished
using the bucket of a construction vehicle.
3. Once the panels are at the correct depth (invert of the pipe), the
rails and cross -braces are pushed into place. One complete
section of panels and rails creates a bay.
4. Installation requires two pieces of construction equipment for our
application: A 300+ series machine to assemble the system, pushing
the panels and rails into place and a smaller back -hoe to guide
the panels in place during installation.
5. Three or four bays would be constructed at a time. Bays range in
length from 10' to 20'. By installing multiple bays at one time,
the contractor can excavate, install pipe, and backfill at the
same time. Once the trench work is completed within a bay, the
panels and rails are removed and re -installed for construction of
the next segment of pipe.
Construction of the slide rail system should not be louder than the
other equipment in use at the construction site. However, Brian said
that a contractor might try to bend the rules by driving the rails into
place instead of pushing them, thus creating additional noise. The
construction inspector should keep watch of installation of the bays.
Please call me if you would like to discuss this construction sequence.
I will be receiving more information and photographs of installation of
this type of trench shoring system at other job sites later this week.
Thank you,
Matt Winkelman
Design Engineer
Gray & Osborne
Client: Renton G-O # 02640
Electronic File Transfer -
Note that these electronic files are provided as a courtesy only. Gray & Osborne, Inc. in no way
guarantees the accuracy or completeness of the digital data contained within these files. Further more,
Gray & Osborne, Inc. assumes no liability for any errors or omissions in the digital data herein. Anyone
A,Ion Quynn Slide Rail Trench Shoring Page 2
using the information contained herein should consult the approved or certified hard copy drawings or
reports for the most current information available.
CC: Stacy Clear <sclear@g-o.com>, Mike Jauhola <mjauhola@g-o.com>, Ken Enns
<kenns@g-o.com>
06!01�!200 07:58 FAX 206 283 3206 GRAY.OSBORNE
Z001
lsmmyl $z Osborne, Inc.
CONSULTING ENGINEERS
FAX COVER SHEET
DATE: June 7, 2004
TO: Organization:
City of Renton - SW Utility
CC: Gray & Osborne, Inc.
FROM: Matt Winkelman
Attention: Fax Number:
Mr. Allen Quynn, P.E.-425-430-7241
Mr. Ron Berger - - -
Telephone No: 206-284-0860
Fax No: 206-283-3206
We are transmitting ! pages, including this cover sheet. If you do not receive all of the pages, please
call us as soon as possible.
Also sent original document this date: ❑
Client: City of Renton G&O No: 02640
Project: SW 7th Street Storm Drainage Project, Phase 2
MESSAGES/COMMENTS:
Allen,
Attached are the revisions for Vault No. 1. The vault was moved 12 feet east to Centerline
Station 1+62 due to the location of a concrete fiber optics duct bank within SW 7"' Street.
Movement of the vault by 12 feet was also chosen in order to utilize pipe that was already
produced and fit into the pipe layout provided by Hanson Pipe. It is our understanding that the 1-
1/2" water service line shown at Station 1+61 is abandoned and should be removed, as necessary,
during installation of the vault. As noted on the revised drawings, the invert elevations for the
vault should remain the same.
Please call me if you have any questions or need further information.
Thank you,
1
Matt Wi ' elman
The information contained in this facsimile is intended for the use of the addressee only. If you have received this
facsimile in error, please notify the sender by telephone; this communication should not be copied or distributed
and the original should be destroyed. Thank you.
701 Dexter Avenue N., Suite 200 Seattle, Washington 98109 (206) 284-0860 Fax: (206) 283-3206
Fsx Vault 1 Rev
06/07/2004 07:58 FAX 206 283 3206
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V �� HWA GEOSCIENCES INC.
_. SUgg'z oa'o.Qti- Geonvironmenta `ere ;ic,es' Inspection CV0 siit.3'
December 30, 2003
HWA Project No. 2003-007-21
Gray & Osborne, Inc.
701 Dexter Avenue North, Suite 200
Seattle, Washington 98109
Attention: Matt Winkelman
Subject: EXCAVATION DEWATERING ESTIMATES
SW 71h Street Storm Drain Replacement
Renton, Washington
Dear Mr. Winkelman:
This report summarizes HWA GeoSciences Inc. (HWA's) construction dewatering evaluation for
the City of Renton SW 71h Street Storm Drain Replacement project, based on HWA's prior field
investigations and laboratory testing.
SITE LOCATION & DESCRIPTION
The City of Renton plans to replace the existing, undersized storm drain along SW 7th Street
between Lind Avenue east to Morris Avenue, with a new 60 inch storm drain. We understand
that trenching options include steel sheet piling driven to at least twice the excavation depth
below the trench bottom along the full length of the alignment. Planned trench excavation depth
will vary from approximately 10 to 14 feet below grade.
SCOPE
The objective of this evaluation is to estimate the range of dewatering volumes for trenching
operations along the alignment. HWA performed the following tasks:
• Reviewed available existing data
19730 - 64 h Avenue W.
Suite 200
Lynnwood, WA 98036-5957
Tel: 425-774-0106
December 30, 2003
HWA Project No. 2003-007
• Estimated permeability based on grain size distributions performed during geotechnical
study
• Estimated the range of expected dewatering volumes.
Refer to our geotechnical report dated March 14, 2003 for boring logs and laboratory test results.
DEWATERING ANALYSES
Our analyses consisted of selecting several analytical approaches and determining the major
hydrogeologic parameters that influence the inflow volumes into a shored trench excavation and
dewatering volumes required for open cut trenching.
ANALYTICAL APPROACH
HWA utilized the Universal Well Formula, a derivative of Darcy's Law to estimate the amount of
flow from wells dewatering a length of excavated trench (Powers, 1992), where:
and
�K H2 -hz +2 xK H2 - h 2
Q In R. 2L
rs
Q = Rate of discharge to lower water table to target elevation (W/min)
K = Hydraulic conductivity ($/min)
H = Height of static potentiometric surface above base of aquifer (aquifer thickness)
h = Height of controlled potentiometric surface above base of aquifer
&= Radius of influence (cylindrical area)
L = Radius of influence (linear area) or distance to line source
rs = Radius of trench
x = Length of trench segment dewatered
The above -listed principal dewatering parameters serve as the basis for estimating dewatering
flows. Extreme variability (spatially and temporally) throughout the site of these dewatering
parameters requires simplifying assumptions based on the available data in order to develop
estimates of dewatering volumes. This method assumes flow to wells along the trench. The
planned use of sheet piling prior to excavation will reduce flows within the sheet piles.
SW 7th Dewater rpt.doc 2 HWA GEOSCIENCES INC.
December 30, 2003
HWA Project No. 2003-007
An alternate analysis estimates inflow at the base of the sheet -piled trench, using Darcy's Law,
Q = KiA
where
i = hydraulic gradient
A = unit area
This method also entails simplifying assumptions, particularly regarding the hydraulic gradient,
which is estimated conservatively.
Hydraulic Conductivity (K)
We estimated hydraulic conductivity (K) using grain size distribution data for selected soil
samples, using three interpretive methods:
• An empirical method derived from blending various soil grain sizes and hydraulic
conductivity testing (Massmann, 2003).
• A graphical method in which the uniformity coefficient (D60/D10) is plotted against the
D50 to yield an estimate of K (Powers, 1992).
• Hazen formula, K (cm/sec) = D102 (mm) (Powers, 1992).
These methods are limited to coarse grained soils only. We estimated hydraulic conductivity for
the finer grained soils (silts) and coarser gravel and sand samples encountered in BH-1 and BH-2
(no grain size analysis was performed on these materials during the geotechnical evaluation) from
published approximations and experience in our own laboratory testing. Vertical hydraulic
conductivities in alluvial sediments may be five to ten times lower than horizontal hydraulic
conductivities, due to stratification of sediments, therefore the estimates shown may be
conservative. Refer to Table 1 for estimates of K.
SW 7th Dewater rpt.doc 3 HWA GEOSCIENCES INC.
December 30, 2003
HWA Project No. 2003-007
Table 1
HYDRAULIC CONDUCTIVITY (K) ESTIMATES
Boring
Depth
Soil
Class
Massmann
ft/min
Powers
ft/min
Hazen
ft/min
HWA
ft/min
BH-1
6 -10
GP-SP
NA
NA
NA
1.0
BH-1
17.5 -19
SP-SM
5.69E-02
3.94E-03
1.60E-02
BH-2
7.5 - 9
SM
1.74E-02
5.91 E-03
4.93E-03
13H-3
7.5 - 9
ML
4.50E-03
NA
NA
BH-4
7.5 - 9
ML
2.00E-3
NA
NA
13H-5
5 - 6.5
ML
4.02E-03
NA
NA
BH-6
7.5 — 9
ML
3.50E-03
NA
NA
BH-7
7.5 — 9
SW-SM
1.58E-01
7.88E-02
1.97E-02
BH-7
10 - 11.5
SP-SM
1.59E-01
1.18E-01
1.44E-01
Aquifer thickness(IT)
Existing well log data in the project area suggest that the total aquifer thickness exceeds 80 feet.
The presence of intermittent fine grained layers and stratification will reduce the effective aquifer
thickness, consequently, 60 feet was used for flow estimates.
Height of controlled potentiometric surface above base of aquifer (h)
This value was estimated based on ground water levels measured in February, and trench depths
as provided by Gray & Osborne, with an added two feet of drawdown.
Radius of influence (Ro)
SW 7th Dewater rpt.doc 4 HWA GEOSCIENCES INC.
December 30, 2003
HWA Project No. 2003-007
Radius of influence was estimated based on Suchart's formula,
R, = 300(H — h),[K
With Ro, H and h in feet and K in cm/sec.
DEWATERING VOLUMES
Using the above approach, parameter assumptions, and our understanding of the site
hydrogeology, dewatering flows will vary significantly along the alignment as summarized in
Table 2.
TABLE 2
Dewatering Estimates
(per 100 feet of trench*)
Boring
Depth Soil
Class
(feet)
K
(ft/min)
Trench Water
depth depth
(feet) (feet)
Q a
(gpm)
Q b
(gpm)
BH-1
6-10
GP-SP
1.00E+00
10
7
4444
4488
BH-1
17.5-19
SP-SM
5.69E-02
10
7
531`
255
BH-2
7.5-9
SM
1.74E-02
10
7
244'
78
BH-3
7.5-9
ML
4.50E-03
11
8
107
20
BH-4
7.5-9
ML
2.00E-03
10
6
68
9
BH-5
5-6.5
ML
4.02E-03
8
4.0
102
18
BH-6
7.5-9
ML
3.50E-03
8
4.5
93
15
BH-7
7.5-9
SW-SM
1.58E-01
6
4.0
1024
709
vjOrK-
tfo �F-
SW 7th Dewater rpt.doc HWA GEOSCIENCES INC.
December 30, 2003
HWA Project No. 2003-007
13H-7 1 10-11.5 1 SP-SM I 1.59E-01 1 6 1 4.0 1 1029 1 714
* Flows to an excavation, as the Darcy modification formula indicates, are logarithmic in nature.
Consequently, per foot of trench flow will typically be higher for shorter lengths of open trench than for longer
lengths of open trench.
a — Universal well formula, seasonal high ground water (assumes no sheet piles)
b — Darcy's law, flow into sheet -piled trench bottom, seasonal high ground water
c — Flows likely higher than indicated (coarsest layers not analyzed)
CONCLUSIONS AND RECOMMENDATIONS
Dewatering volumes will likely vary considerably along the trench alignment, due to the
variability of geologic conditions, and depending on ground water levels at the time of
construction. The above rates were calculated for water levels measured during February of
2003. Worst case estimates near BH-I anticipate up to 4,000 gpm per 100 feet of trench,
although other areas may require little or no dewatering. Based on water levels measured by the
City in September 2003 (three to eight feet lower), summer flows may be less (e.g., up to
approximately 3,400 gpm/100 foot trench near BH-1, little or no flow possible near BH-3, BH-4
and BH-5). Due to the large observed seasonal ground water level variations, project scheduling
may have a significant impact on dewatering flows. Hydraulic conductivity values for gravels
encountered at BH-I were estimated conservatively based on visual soil classification; no
laboratory or hydrogeologic testing was performed. Additional studies including installation of
driven piezometers, pumping tests, and measuring ground water levels are recommended in order
to more accurately estimate flows along the alignment.
Some areas of anticipated low ground water flow (e.g., near BH-4, BH-5, or BH-6) may be
subject to soft conditions or flowing soils, if confined conditions exist in the more permeable
sandy layers underlying the silts, during periods of high ground water. This can be prevented by
lowering the water table prior to excavation.
If subsidence to structures adjacent to the excavation is a concern, foundation surveys of
structures along the trench alignment should be preformed prior to dewatering.
REFERENCES
Powers, J. Patrick, Construction Dewatering, New Methods and Applications, John Wiley and
Sons, Inc., New York, 1992.
SW 7th Dewater rpt.doc 6 HWA GEOSCIENCES INC.
December 30, 2003
HWA Project No. 2003-007
Massmann, Joel, course notes: Stormwater Infiltration Fundamentals, Design, and Site
Assessment, a Short Course, October 28, 2003.
1111611 KI 1111MI
The conclusions expressed by HWA are based solely on material referenced in this report.
Observations were made under the conditions stated. Within the limitations of scope, schedule
and budget, HWA attempted to execute these services in accordance with generally accepted
professional principles and practices in the area at the time the report was prepared. No warranty,
express or implied, is made. Experience has shown that subsurface soil and groundwater
conditions can vary significantly over small distances. Inconsistent conditions can occur between
explorations and not be detected by a geotechnical study. If, during future site operations,
subsurface conditions are encountered which vary significantly from those described herein,
HWA should be notified for review of the recommendations of this report, and revision of such if
necessary.
The findings and recommendations of this report were prepared in accordance with generally
accepted professional principles and practices in the fields of geotechnical engineering and
engineering geology. No warranty, expressed or implied, is made. We do not warrant the
accuracy of information supplied by others, nor the use of segregated portions of this report.
HWA does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and cannot be responsible for the safety of personnel other than our own
on the site.
We appreciate the opportunity to provide our services. Should you have any questions regarding
this report, or require additional services, please contact us at your convenience.
Sincerely,
HWA GEOSCIENCES INC.
SW 7th Dewater rpt.doc 7 HWA GEOSCIENCES INC.
December 30, 2003
HWA Project No. 2003-007
Greg W. Emens, P.G. Arnie Sugar, P.G.
Hydrogeologist Senior Environmental Geologist
GWE:AS:gwe
SW 7th Dewater rpt.doc 8 HWA GEOSCIENCES INC.
PROJECT REQUEST FORM
PLANNINGBUILDING/P'UBLIC "WORKS
SOME SECT IONS APPLY l Q C1P AND SOME APPLY TO DEVELOPER PROJECTS
DATE: %2 a s OLS CONTACT:_ M t vt WO# (1. - 9 s o
FILE STATUS
( EXISTING_` OR NEW
FILE CODE (PRl-xi xxxx):
LOCATION
My Work Space: SyGt -luJr
File Bay Shelf #:
_ ther:
PROJECT 'NAME: , z 1 �c %� (label line one)
tgNO hvT< UJ• =ice "Muir,, nvc (10 ch racters rriaic)
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Allowable Folder Title"(CIP ONLY):. ' SEE ATTATCHED"ALLOWABLE FOLDER CHECKLIST pg.-2 (label line two)
i/
DESCRIPTION OF PROJECT: 1d o,c-e 'S: (lit! LE �C Siff iyv\ Owe, nr wi It, Ct)
a 's <
ADDRESS/STREET NAME(S): /2- S -S -
DEV/CNTR/OWN/CNSLT:
OTHER ALIASES:
Circle Size of Waterlline:
8"
10"
12"
Circle One:
New / Replace / Extension
Circle Size of Sewerline:
8"
10"
12"
Circle One:
New / Replace / Extension
Circle Size of Stormline:
12"
18"
24"
Circle One
New / Replace / Extension
CHECKEACH DISCIPLINE INVOLVED IN PROJECTLtr . Drwg # of sheets
TED (roadway/drainage)
(off site improvements) (include TESC)
TRO (Signalization, Channelization, Lighting)
WWP (wastewater)
(sanitary sewer main)
WTR (water) (Mains, Valves, Hydrants)
(inc. composite & HorizontalCtrl)
SWP (surface water imp.) %bus, j
(CIP onlyxinclude basin name)
PLR (plan review) (Neccessary for developer files) T. Oetteronly)
PLFrASE CiEECYTID15'CIPLINES WTICH IVE�Ii Td' SIGIJYLYLARS ,
.WATER'. WASTEWATER . SURFACE:WTER TRANSP.OtTATION FIRE.
FOR FH,E MAWTAINANCF INF. ONLY
File Codes:
Date Entered and Labels Made:
RgtfonnN E W YROJ.doc
CIP PROJECT FILE PICKLIST
UTILITIES
FILE TITLE FOLDER SIZE* QUANTITY
CORRESPONDENCE.................................................................
General.............................................................................
Consultant.........................................................................
City....................................................................................
OtherAgencies..................................................................
Contractor.........................................................................
Grants/Loans.....................................................................
DESIGN/PLANNING...................................................................
Design...............................................................................
Consultant Selection..........................................................
Contracts...........................................................................
Reports/Studies/Calculations (Geotech, Surveying, etc)....
Consultant Payments.........................................................
AGREEMENTS (Interlocal, Cost Sharing, MOA's, etc) ................
SEPA..........................................................................................
PERMITS/PLAN REVIEW...........................................................
EASEMENTS/DEEDS .................................................................
CONSTRUCTION.......................................................................
Bid Info (Bid Tab, Agenda Bill, Committee Reports)..........
Insurance & Legal Review .................................................
Contract Document (inc. Specs, Contract & Bid does).......
Submittals.........................................................................
Materials
Shop Drawings
Schedules
Traffic Control Plan
PayEstimates...................................................................
Prevailing Wages
ChangeOrders..................................................................
Inspection/Progress Reports ..............................................
Photos, Site Condition Reports
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Contract
Invoices
Operations & Maintainance................................................
General Information
Manual
As-built/Survey Notes
LITIGATION................................................................................
LID..............................................................................................
Public Notification..............................................................
Public Meetings.................................................................
Final Assessment Roll .......................................................
Miscellaneous....................................................................
SAD............................................................................................
Public Notification....................................................... I......
PublicMeetings.................................................................
Final Assessment Roll .......................................................
Miscellaneous....................................................................
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'FOLDER SIZE CHOICES: - 1", 2", or 4" side tab for shelf storage (IS, 2S, or 4S).
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