HomeMy WebLinkAboutWWP2703557_2Ca �VAVw'lo%
Engineers... Working Wonders With Water"
August 9, 2010
8235B.10
Renton City Hall
1055 South Grady Way
Renton, WA 98057
Attention: Michael A. Benoit
Subject: Preliminary 90 Percent Lake Washington Beach Lift Station Replacement Design
Submittal
Dear Mike,
Please see enclosed two (2) copies of the 90 Percent Design Submittal for the Lake Washington
Beach Lift Station Replacement project for your review.
Please let us know if you have any questions or comments.
Sincerely,
CAROLLO ENGINEERS, P.C.
Tyler Whitehouse
TJW:tlh
Enclosures:
Two copies of the following:
- Preliminary 90% Project Schedule
- Preliminary 90% Construction Cost Estimate
- Preliminary 90% Specifications
- Preliminary 90% Drawings
1218 Third Avenue, Suite 1600, Seattle, Washington 98101
P. 206.684.6532 F. 206.903.0419
pw:\\Carollo\Documents\Client\WA\Renton\8235B10\Correspondence\Client\Benoit L-20100809.docx carollo.com
LAKE WASHINGTON BEACH
LIFT STATION REPLACEMENT PROJECT
Task Name
Duration
Start
Finish L
Task 3.2 - 60 Percent Design Development
15 days
Fri 6/18/90
Thu 7/8%10
Task 3.3 - 90 Percent Design Development
32 days
Fri 7/9/10
Mon 8/23/10
90 Percent Design Development
22 days
Fri 7/9/10
Mon 8/9/101
City Pothole Force Main
5 days
Thu 7/29/10
Wed 8/4/101
90 Percent Design Submittal
0 days
Mon 8/9/10
Mon 8/9/10I
City Review and Comments
10 days
Tue 8/10/10
Mon 8/23/10
90 Percent Carollo Internal Review
5 days
Tue 8/10/10
Mon 8/16/10
90 Percent Design Review Meeting
0 days
Mon 8/23/10
Mon 8/23/10
Task 3.4 - Final (Contract Document) Design Development
8 days
Tue 8/24/10
Thu 9/2/10
Contract Documents Development
8 days
Tue 8/24/10
Thu 9/2/10
Contract Documents Submittal
0 days
Thu 9/2/10
Thu 9/2/10
Task 4 - Bid Assistance
25 days
Fri 9/3/10
Thu 10/7/10
Task 4.1 - Respond to Questions and Issue Addenda
25 days
Fri 913/10
Thu 10/7/10
Advertise
15 days
Fri 9/3/10
Thu 9/23/10
Open Bids
0 days
Thu 9/23/10
Thu 9/23/10
Award Contract
10 days
Fri 9/24/10
Thu 10/7/10
Task 5 - Assistance During Construction
30 days
Thu 10/14/10
Thu 11/25/10
Tasks 5.1-5.4 - Submittals, RFIs, Mech & Elect Inspection
30 days
Thu 10/14/10
Thu 11/25/10
Pre -Construction Meeting
0 days
Thu 10/14/10
Thu 10/14/10
Submittals
20 days
Fri 10/22/10
Thu 11/18/10
Materials Wait Time
15 days
Fri 11/5/10
Thu 11/25/10
Construction
78 days
Thu 11/25/10
Tue 3/15/11
Mobilization
0 days
Thu 11/25/10
Thu 11/25/10
Landscape and Site Demolition
5 days
Fri 11/26/10
Thu 12/2110
City Install Waterline and Meter
3 days
Fri 12/3/10
Tue 12/7/10
Install Wet Well
15 days
Wed 12/8/10
Tue 12/28/10
Install 8" SS
5 days
Wed 12/29/10
Tue 1/4/11
Install Valve Vault, Site and Yard piping
10 days
Wed 1/5/11
Tue 1/18/11
Install Mechanical in Wet Well
5 days
Wed 1/19/11
Tue 1/25/11
Install Power Extension and Transfer Switch Cabinet
5 days
Wed 1/26/11
Tue 2/1/11
Test New Lift Station
2 days
Wed 2/2/11
Thu 2/3/11
Convert Exist Wet Well to Flow Thru Manhole
4 days
Fri 2/4/11
Wed 2/9/11
Startup and Commissioning
2 days
Thu 2/10/11
Fri 2/11/11
Decommission and Demo Existing Lift Station
5 days
Mon 2/14/11
Fri 2/18/11
Site Improvements
12 days
Mon 2/21/11
Tue 3/8/11
Substantial Completion
5 days
Wed 3/9/11
Tue 3/15/11
Final Acceptance
0 days
Tue 3/15/11
Tue 3/15/11 1
I
Task 5.5 - Record Drawings
15 days
Wed 3/16/11
Tue 4/5/11
Record Drawing Development
15 days
Wed 3/16/11
Tue 4/5/11
Project Completion
0 days
Tue 4/5/11
Tue 4/5/111
2010
90% PRELIMINARY PROJECT SCHEDULE
;r 2010 C
1/1 11/2 i 1/2
8/23
Project: Lake WA Beach Schedule Task Progress Summary V External Tasks Deadline
Date: Fri 8/6/10 Split Milestone ♦ Project Summary - External Milestone
1 1. March 2011 _ Aril 2011
I202/27 3/6 13/13',3/203/27 4/3 i4/164/174/241
sn
4/5
Page 1
Ca r�
PROJECT SUMMARY Estimate Class:
3
Project: Lake Washington Beach Lift Station Replacement
Preliminary 90% Construction Cost Estimate PIC:
Brian Matson
Job #: 8235610 PM:
Lara Kammereck
Location: Renton, WA Date:
August 4, 2010
Zip Code: 98055 By:
Tyler Whitehouse
Reviewed:
Brian Casey
NO. DESCRIPTION
TOTAL
01 Lake WA Beach New LS
$245,061
02 Demolition
$10,106
TOTAL DIRECT COST F
$255,167
General Conditions 5.0%
$13,000
Subtotal
$268,000
Contingency 5.0%
$13,000
Subtotal
$281,000
General Contractor Overhead, Profit & Risk 10.0%
$28,000
Subtotal
$309,000
Sales Tax (Based on King County, WA) 9.5%
$29,000
Subtotal
$338,000
TOTAL ESTIMATED CONSTRUCTION COST
$338,000
The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional opinion of
accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over variances in the cost of
labor, materials, equipment, nor services provided by others, contractor's means and methods of executing the work or of determining prices,
competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or guarantee that proposals,
bids or actual construction costs will not vary from the costs presented as shown.
fin: Lake WA Beach LS Cost Estimate.xls-PROJECT SUMMARY Page 1 of 1 Printed: 8/4/2010-10:11 AM
G" cat►r�, �s
Project: Lake Washington Beach
Lift Station Replacement
Preliminary 90 % Construction Cost
Estimate
Job #:8235B10
Location: Renton, WA
Estimate Class:
Build Cost Matrix I
3
Help? I
Capacity:
Connected HP:
RECAP MATRIX
Date : August 4, 2010
By: Tyler Whitehouse
SPEC. DIVISION/
ELEMENT
DESCRIPTION
DIV, 01
GEN
REOTS
DIV. 02
SITE
WORK
DIV. 03
CONC
DIV. 04
MSNRY
DIV. 05
METALS
DIV. 06
WOOD 8
Plastics
DIV. 07
MOIST
PROTN
DIV. OB
DOORS 8
WOOS
DIV. 09
FINISHES
IDIV. 10
SECIAL-
TIES
DIV. 11
EQUIP
DIV12
FURN
DIV. 13DV.
SPECIAL
CONST
14DIV.
CONVEY
15DV.16
PLUMBG
8 MECH
ELECT/
18 C
Div 17
INST.
8 CONT.
ELEMENT
TOTALS
ELEMENT
%ot
Total
01 Lake WA Beach New LS
02 Demolition_
$4 000 __ $63�824
$10.106
$39,287_ $5,320_
$1,657 ______ _____ _ _ __�_ $14,877
$23,315_A
___ $42,057 $47,524
"-'
$3,200
---$245,061
_8_6.04%
167
Page 1 of 1
Project: Lake Washington Beach Lift Station Replacement Preliminary
90 % Construction Cost Estimate
Job #: 8235810
Location: Renton, WA
Element: 01 Lake WA Beach New LS
DETAILED COST ESTIMATE
Date: August 4, 2010
By: Tyler Whitehouse
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
01000
Division 01 - General Conditions
Vactor Truck and Accessories
Total
4.00
Day
$1,000.00
$4,000.00
$4,000
Division 02 - Site Construction
02000
Misc Site Restoration Allowance LS
1.00
LS
$4,000.00
$4,000.00
02000
42" Colored Chain Link Fence
75.00
LF
$22.86
$1,714.35
02000
Slurry Seal
1,469.44
BY
$3.12
$4,580.24
02000
Dewatedng Allowance
1.00
LS
$7,500.00
$7,500.00
02000
Restripe Parking Lot Spaces
45.00
EA
$14.18
$638.21
02000
Wet Well Slide Rail Shoring System
1.00
LS
$7,886.01
$7,886.01
02000
Valve Vault Slide Rail Shoring System
1.00
LS
$3,584.55
$3,584.55
02000
Trench Boxes
15.00
Da
$103.90
$1,558.50
02000
Shoring Install Allowance
1.00
LS
$5,000.00
$5,000.00
02220
Asphalt Pavement Cutting
360.00
inFT
$.78
$281
02220
Remove 2"-3" Asphalt Pavement
800.00
SF
$.42
$334
02220
Asphalt Pavement Cutting
343.00
inFT
$.78
$267
02220
Remove 2"-3" Asphalt Pavement
268.67
SF
$.42
$112
02220
Core Drilling, 12" Diameter
1.50
LF
$157.10
$236
02300
20 Cy Dump Truck, 10 Miles/Round Trip
152.44
CY
$5.88
$896
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium Digging), 0-16'
D
73.19
CY
$6.18
$452
02300
Imported Pipe Bed & Zone/Confined Structure Backfill, Class B
Material
13.21
CY
$68.11
$900
02300
Cat 235 Trackhoe 1.12Cy Bucket, Class B (Medium Digging), 0-20'
D
152.44
CY
$4.10
$625
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
54.87
CY
$34.98
$1,920
02300
Imported Trench Backfill/Unconfined Strict. Bf, Class B Material
59.97
CY
$34.98
$2,098
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium Digging), 0-16'
D
24.00
CY
$6.18
$148
02300
20 Cy Dump Truck, 10 Miles/Round Trip
73.19
CY
$5.88
$430
02300
20 Cy Dump Truck, 10 Miles/Round Trip
24.00
CY
$5.88
$141
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
9.26
CY
$34.98
$324
02300
Tractor/Backhoe, 12" Bucket Class B (Medium Digging), 0-5' D
31.48
CY
$38.54
$1,213
02300
20 Cy Dump Truck, 10 Miles/Round Trip
31.48
CY
$5.88
$185
02300
Imported Pipe Bed & Zone/Confined Structure Backfill, Class B
Material
11.54
CY
$68.11
$786
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
19.94
CY
$34.98
$698
02742
3" Pavement Replacement On 8" Abc Over Trench
268.67
SF
$10.23
$2,748
02742
3" Pavement Replacement On 8" Abc Over Trench
800.00
SF
$10.23
$8,184
02772
6" Straight Conc Curb
70.00
LF
$9.20
$644
02820
3.5' H Double Swing Gate, Chain Link, 18'Opening
2.00
EA
$1,870.20
$3,740
Total
$63,824
Division 03 - Concrete
03000
Precast Concrete Manhole 8' ID, 19' deep
1.00
EA
$20,780.00
$20,780.00
03000
Precast Concrete Manhole 7x7x5 deep
1.00
EA
$13,507.00
$13,507.00
03000
Concrete Formwork in Wet Well
1.00
LS
$3,000.00
$3,000.00
03000
Flow Thru Manhole Conversion
1.00
LS
$2,000.00
$2,000.00
Total
$39,287
Division 05 - Metals
05000
SST Ladders
19.00
LF
$280.01
$5,320.20
Total
$5,320
Division 06 - Wood and Plastics
06000
FRP Grating
25.00
SF
$36.37
$909.13
06000
FRP Handrail
6.00
LF
$41.56
$249.36
06000
FRP Flange Beam
8.00
LF
$62.34
$498.72
Total
$1,657
Division 09 - Finishes
09000
Wet Well Coating
1,193.20
SF
$12.47
$14,876.82
Total
$14,877
Division 11 -Equipment
11000
Vaughan Chopper Pumps 2 and Accessories
1.00
LS
$21,839.78
$21,839.78
11000
Vault Sump Pump and Accessories
1.00
LS
$1,475.38
$1,475.38
Total
$23,315
Division 15 - Mechanical
15000
4" Force Main Installation and Patch
25.00
LF
$103.90
$2,597.50
15000
Hot Box Enclosure and Installation
1.00
LS
$1,039.00
$1,039.00
15000
SST Supports and Fasteners
1.00
LS
$2,500.00
$2,500.00
15000
Misc Piping and Fittings
1.00
LS
$2,000.00
$2,000.00
15000 4" RFCA, Fusion Epoxy, SST B&N
10.00
EA
$367.80
$3,677.96
15000
314" Reduced Press Backflow Preventer
1.00
EA
$332.48
$332.48
Un Lake W A Be LS C- Eslknae l Lak" W A B--LS Page 1 of 2 F- Rev 20MJ-
i
Project:
Lake Washington Beach Lift Station Replacement Preliminary
90 % Construction Cost Estimate
Job #:
8235B10
Location:
Renton, WA
Element:
01 Lake WA Beach New LS
SPEC. NO.
DESCRIPTION
15114
4"- 200 Psi Ci Fxf Swing Check Valve
15115
8" Mj X Mj D.I. Gate Valve, Nrs
15116
4" Fxf Cast Iron Plug Valve W/Handwheel Op
15120
5' C. 1. Valve Box For 3"-20" Valves
15120
Up To 6' Trench/Bury Indicator Post
15120
Add For Ea 6" Indicator Post Over 6'
15121
4" Flex Cpig, Buried Or Underwater
15121
8" Flex Cpig, Buried Or Underwater
15251
8" Cl 52 Cldi Mj Pipe In Open Trench
15251
4" Flg Cldi Pipe In Bldg
15251
4"X 3" 125# Cldi Fxf Concentric Rdcr
15251
4" 90" 125# Cldi Fxf Ell
15251
4" Cldi Fla Straiaht Tee In Place
DETAILED COST ESTIMATE
Date : August 4, 2010
By : Tyler Whitehouse
Reviewed: Brian Casey
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
2.00
EA
$1,325.86
$2,652
1.00
EA
$1,615.81
$1,616
3.00
EA
$888.43
$2,665
1.00
EA
$530.93
$531
1.00
EA
$876.92
$877
8.00
EA
$51.95
$416
4.00
EA
$653.70
$2,615
2.00
EA
$865.62
$1,731
5.00
LF
$34.51
$173
30.00
LF
$50.29
$1,509
2.00
EA
$546.13
$1,092
4.00
EA
$679.70
$2,719
1.00
EA
$1,008.33
$1,008
60.00
LF
$30.54
$1.832
15251
4" 45" Cldi Mj Bend
4.00
EA
$696.23
$2,785
15251
4" 22-1/2" Cldi M' Bend
1.00
EA
$696.23
$696
15251
8" Cldi FIg Straight Tee In Place
1.00
EA
$1,686.26
$1,686
15251
8" Cl 52 Cldi Mj Pipe In Open Trench
5.00
LF
$34.51
$173
15251
4" 45" 125# Cldi Fxf Ell
2.00
EA
$679.70
$1,359
15251
4" X 4" Cldi M' Tee Or Wye
1.00
EA
$1,173.19
$1,173
15257
.75" Type K Copper Piping In An Open Trench
20.00
LF
$8.09
$162
15265
8" Sdr-26 Pvc Sewer Pipe, In Trench
47.00
LF
$7.60
$357
15265
2" Sch 80 Pvc Pipe In A Trench
15.00
LF
$5.59
$84
Total
$42,057
Division 16 - Electrical
16000
Misc Electrical/Instrumentation
1.00
LS
$8.000.00
$8.000.00
16000
Standard Control Panel
1.00
LS
$17,081.16
$17,081.16
16000
Trenched Conduit Allowance
1.00
LS
$3,117.00
$3,117.00
16000
Power Service Extension
120.00
LF
$109.10
$13,091.40
16000
Utility Meter and Transfer Switch Cabinet
1.00
LS
$6,234.00
$6,234.00
Total
$47,524
Division 17 - Instrumentation and Controls
17000
BackupLevel Float System
1.00
LS
$997.44
$997.44
17000
Level Transducer
1.00
LS
$2.202.68
$2202.68
Total
Grand Total
Un: L*e W A Bean LS Cml Esibnale.. -01 Le W A B-c New LS
Page 2 of 2
Porn R- 200&km
DETAILED COST ESTIMATE
Project:
Lake Washington Beach Lift Station Replacement Preliminary 90%
Construction Cost Estimate
Job #:
8235B10
Date : August 4, 2010
Location:
Renton, WA
By: Tyler Whitehouse
Element:
02 Demolition
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
F
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
Division 02 - Site Construction
02000
Gut Existing Lift Station
1.00
LS
$3,000.00
$3,000.00
02000
Drain Rock Fill _
24.23
CY
$31.17
$755.25
02000
Demo Elect Panel
2.00
LS
$1,000.00
$2.000.00
02000
Misc Demolition and Restoration Allowance
1.00
LS
$2,000.00
$2,000.00
02000
Demo Top of Steel Structure
1.00
LS
$1,000.00
$1,000.00
02220
Concrete Curb/Gutter Demolition
120.00
LF
$5.63
$675
02300
Cut & Remove Tree, 24" Diameter
1.00
EA
$675.35
$675
Total
$10,106
Grand Total
$10-106
Iln. Lake WA Beach LS Ceal Esamale 4.-02 D it Page 1 of 1 F— R- 20081u-
¢s�
�s�Isrtteac:0 ia.21
a� APPROXIMATE -
FENCED AREA
= 720 SO FT
's (20FTx36FT)
ANTENNA
(-20 FT TALL, TYPI
LIMITS OF CONTRACTOR
LIFT STATION OPERATIONS
(BELOW GRADE)
r VALVE VAULT
I (BELOW GRADE)
en
i-A.KF C�vT k1,415 t;5L-& 56
a(�o Tc�— T�►2�� �c� �S
. ..........
j„
'•<,.aRap GENE COULON MEMORIAL BEACH
et,Q PARK ENTRANCE
A SITE- PLAN
SCALE: 1"40'
FILE: 8453-SRV
C:\pw_working\projectwise\elongoda\dms99193\Figure-1 3-08-10 08:49am ELongoria XREFS:8453-SRV
� � h • ► � , ��� � �t 2 rLq
CHAIN LINK FENCE WI PRIVACY SLATS
(PRIVACY SLATS NOT SHOWN FOR
CLARITY, TYP)
TOWN 3'-0')
1
12'-0- (TYP)
rl—AN SECTION
SCALE: 1'=5'
FILE: -
:T
i
I,
::{'
r.•.
:::ti:':`:�:•:::•:::•:
•:•Y•:•:•:•:•::•Yo:•
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- SCALE: l'-5'
FILE: -
3'-(' - 6'-0'
SHOWN 3'-0-)
1
SECTION `��c�c,•a �-v 2 �p T�"�
SCALE: 1 `=5'
FILE: - _
Figure No. 1
SITE PLAN AND SECTIONS
LAKE WASHINGTON BEACH LIFT STATION
CITY OF RENTON
4C_
Engineers...Wortdng Wonders With Water "
Engineers... Working Wonders With Water"
June 18, 2010
8235B.10
Renton City Hall
1055 South Grady Way
Renton, WA 98057
Attention: Michael A. Benoit
Subject: Preliminary 60 Percent Design Submittal
Dear Mike,
Please see enclosed two (2) copies of the 60 Percent Design Submittal for the Lake Washington
Beach Lift Station Replacement project. It shall be noted that the estimated construction cost of the
project has increased since the preliminary design phase. The preliminary design construction cost
for the Lake Washington Beach Lift Station Replacement project was estimated to be $280,000
(Carollo, Lake Washington Beach Alternatives Analysis Final, July 2009). The current 60 percent
construction cost for Lake Washington Beach Lift Station Replacement project is estimated to be
$339,000.
Key project elements not included in the preliminary design construction cost include:
• Additional power service extension.
• Additional gravity sewer extension.
• Slurry seal and parking lot re -striping.
• Fencing and swing gates.
• Ladders and platform in wet well.
• On -site water accessories.
Please let us know if you have any questions or comments.
Sincerely,
CAROLLO ENGINEERS, P.C.
Tyler a
use
TJW:tlh
Enclosures:
Two copies of the following:
- 60% Lake Washington Beach Lift Station Replacement Construction Schedule
- 60% Lake Washington Beach Lift Station Replacement Construction Cost Estimate
- 60% Lake Washington Beach Lift Station Replacement Specifications
- 60% Lake Washington Beach Lift Station Replacement Drawings
1218 Third Avenue, Suite 1600, Seattle, Washington 98101
P.206.684.6532 F.206.903.0419
pw \\Carollo\Documents\Client\WA\Renton\8235810\Correspondence\Client\Benoit L-20100618.docx Carollo.com
PROJECT SUMMARY Estimate Class:
Project: Lake Washington Beach Lift Station Replacement
Preliminary 60% Construction Cost Estimate PIC:
Job #: 8235B10 PM:
Location: Renton, WA Date:
Zip Code: 98055 By:
Reviewed:
3
Brian Matson
Lara Kammereck
June 17, 2010
Tyler Whitehouse
Brian Casey
NO. DESCRIPTION
TOTAL
01 Lake WA Beach New LS
$215,033
02 Demolition
$8,823
TOTAL DIRECT COST
$224,000
General Conditions 5.0%
$11,000
Subtotal
Contingency 20.0%
$235,000
$47,000
Subtotal
$282,000
General Contractor Overhead, Profit & Risk 10.0%
$28,000
Subtotal
$310,000
Sales Tax Based on King County, WA) 9.5%
$29,000
Subtotal
$339,000
TOTAL ESTIMATED CONSTRUCTION COST
339,000
The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional opinion of
accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over variances in the cost of
labor, materials. equipment: nor services provided by others. contractor's means and methods of executing the work or of determining prices,
competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or guarantee that proposals,
bids or actual construction costs will not vary from the costs presented as shown.
f rcn Lake WA Beach LS Cost Estimate xls-PROJECT SUMMARY Page 1 of 1 Printed: 6/17/2010-10:22 AM
Project:Lake Washington Beach
Lift Station Replacement
Preliminary 60% Construction Cost
Estimate
Job #:823SB10
Location: Renton, WA
Estimate Class:
Build Cost Matrix
,
J
Capacity:
Connected HP:
RECAP MATRIX
Date: June 17, 2010
By: Tyler Whnehouso
SPEC. DMSIOW
ELEMENT
DESCRIPTION
DIV. 01
GEN
REOTS
DIV. 02
SITE
WORK
DIV. 03
GONC
DIV. 04
MSNRY
DIV. OS
METALS
DIV, 06
WOOD 8
Plastics
DIV. 07
MOIST
PROTN
DIV 08
DOORS 8
WDOS
OIV. 09
FINISHES
DIV. 10
SPECIAL-
TIES
DIV. 11
EOUIP
DIV, 12
FURN
DIV. 13
SPECIAL
CONST
DIV. t4
CONVEY
OIV. 16
PLUMBG
S MECH
DIV. 16
ELECT/
I & C
Div 17
INST.
& CONT.
ELEMENT
TOTALS
ELEMENT
x of
row
01 Lake WA Beach Now LS
$4.000
$47.573
$27.729
$5.320
$1.657
$14.877
$2.3_315
$4011.2
$37.251
S3.200
$215,033
96.06%
02 Demolition
$8.823
_
_ -`
$8,823
3.91%
---------------
Page 1 of 1
41
DETAILED COST ESTIMATE
Project: Lake Washington Beach Lift Station Replacement Preliminary
60 % Construction Cost Estimate
Job #:
Location:
Element:
8235BIO
Renton, WA
01 Lake WA Beach New LS
Date : June 17, 2010
BY: Tyler Whitehouse
Y
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
Division 01 " General Conditions
01000
Vector Truck and Accessories
4.00
Day
$1 000.00
$4,000.00
TOW
$
Division 02 - Site Construction
02000
Misc Site Restoration Allowance LS
1.00
LS
$4,000.00
$4,000.00
02000
42' Colored Chain Link Fence
75.00
LF
$22.86
$1,714.35
02000
Shoring Allowance
1.00
LS
$3,000.00
$3,000.00
02000
Slurry Seal
1,469.44
SY
$3.12
$4,580.24
02000
Dewatering Allowance
1.00
LS
$5 000.00
$5 000.00
02000
Restripe Parking Lot Spaces
45.00
EA
$14.18
$638.21
02220
Asphalt Pavement Cutting
360.00
inFT
$38
$281
02220
Remove 2"-3" Asphalt Pavement
800.D0
SF
$.37
$298
02220
Asphalt Pavement Cutting
343.00
mFT
$.78
$267
02220
Remove 2"-3" Asphalt Pavement
268.67
SF
$.37
$100
02220
Core Drilling, 12" Diameter
1.50
LF
$157.10
$236
02260
12' D X 12' W Trench And Manhole Boxes
30-00
DAY
$72,73
$2,182
02300
20 Cy Dump Truck, 10 Miles/Round Trip
112.00
CY
$5 14
$576
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium Digging), 0-16'
D
73.19
CY
$6.83
$500
02300
Imported Pipe Bed S Zone/Confined Structure Backfill, Class B
Material
13.21
CY
$68,64
$907
02300
Cat 235 Trackhoe 1.12Cy Bucket, Class B (Medium Digging), 0-20'
D
112.00
CY
S4.10
S459
02300
Imported Trench Backfill/Unoonfined Struct. Bf, Class B Material
54 87
CY
S37.26
$2,045
02300
02300
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
Cat 225 Trackhoe, 3I4Cy Bucket, Class B (Medium Digging), 0-16'
D
20 Cy Dump Truck, 10 Miles/Round Trip
59.97
21.00
73.19
CY
CY
CY
S37.26
$6.83
$5.14
$2,235
$143
$376
02300
20 Cy Dump Truck, 10 Miles/Round Trip
21.00
CY
$5.14
$108
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
926
CY
$37.26
$345
02300
Tractor/Backhoe, 12" Bucket Class B (Medium Digging), 0-5' D
31.48
CY
$38.54
$1,213
02300
20 Cy Dump Truck, 10 Miles/Round Trip
31.48
CY
$5.14
$162
02300
Imported Pipe Bed 6 Zone/Confined Structure Backfill, Class B
Material
11.54
CY
$68.64
S792
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
19.94
CY
$37,26
$743
02742
3" Pavement Replacement On 8" Abc Over Trench
268.67
SF
$10.23
$2,748
02742
3" Pavement Replacement On 8' Abc Over Trench
80000
SF
$10.23
$8,184
02820
3.5' H Double Swing Gate, Chain Link, 18' Opening
200
EA
$1,87020
$3,740
Total
$47,573
Division 03 - Concrete
03000
03000
03000
03000
Precast Concrete Manhole V ID, 19' deep
Precast Concrete Manhole 7x7x5 deep
Concrete Formwork in Wet Well
Flow Thru Manhole Conversion
1.00
1.00
1.D0
1.00
EA
EA
LS
LS
$20,260.50
$12,468.D0
$3,000.00
$2,000.00
$20,260.50
$12,468.00
$3,000.D0
$2,000.00
Total
$37,729
Division 05 - Metals
05M
SST Ladders
19.DO
LF
$280.01
$5 320.20
Total
$5,320
1
M r wx�LSc E-e l E-wAB� i-!-S Page 1 of 2 F-Rw, ppyi,m
DETAILED COST ESTIMATE
Project:
Lake Washington Beach Lift Station Replacement Preliminary
60 % Construction Cost Estimate
Job #:
82351310
Date : June 17, 2010
Location:
Renton, WA
By : Tyler Whitehouse
Element:
01 Lake WA Beach New LS
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
Division 15 - Mechanical
15000
4" Force Main Installation and Patch
25.00
LF
$103 90
$2,597.50
15000
Hot Box Enclosure and Installation
1.00
LS
$1,039,00
$1,039.00
15000
SST Supports and Fasteners
1.00
LS
$2,500.00
$2,500.00
15000
Misc Piping and Fittings
1.00
LS
$2,000.00
$2.000.00
15000
4" RFCA, Fusion Epoxy, SST B&N
3.00
EA
$367.80
$1,103.39
15114
4'- 200 Psi Ci Fxf Swing Check Valve
2.00
EA
$1,325.86
$2,652
15115
8' Mj X Mj D.I. Gate Valve, Nrs
1.00
EA
$1,615.81
$1,616
15116
4" Fxf Cast Iron Plug Valve W/Handwheel Op
3.00
EA
$888.43
$2,665
15118
1" Bf Preventer Ass W/2 Cv 8 2 Gtv
1.00
EA
$1,452.07
$1,452
15120
5' C. I. Valve Box For 3"-20" Valves
1.00
EA
$530.93
$531
15120
Up To 6' Trench/Bury Indicator Post
1.00
EA
$876.92
$877
15120
Add For Ea 6" Indicator Post Over 6'
8.00
EA
$51.95
$416
15121
4" Flex Cplg, Buried Or Underwater
6.00
EA
$653.70
$3,922
15121
8" Flex Cplg, Buried Or Underwater
2.00
EA
$865.62
$1,731
15251
8" CI 52 Cldi M' Pipe In Open Trench
5.00
LF
$34.51
$173
15251
4" Fig Cldi Pipe In Bldg_
30.00
LF
$50.29
$1,509
15251
4'X 3" 125# Cldi Fxf Concentric Rdcr
2.00
EA
$546.13
$1,092
15251
4" 90' 125# Cldi Fxf Ell
4.00
EA
$679.70
$2,719
15251
4" Cldi Fig Straight Tee In Place
1.00
EA
$1,008.33
$1 008
15251
4" Cl 52 Cldi Mj Pipe In Open Trench
60.00
LF
$30.54
$1.832
15251
4" 90' Cldi Mj Bend
2.00
EA
$695.19
$1,390
15251
4" 45' Cldi Mj Bend
3.00
EA
$696.23
$2,089
15251
4' 22-1/2' Cldi Mj Bend
1.D0
EA
$696.23
$696
15251
8" Cldi Fig Straight Tee In Place
1.00
EA
$1.686.26
$1,686
15251
8" Cl 52 Cldi Mj Pipe In Open Trench
5.00
LF
$34.51
$173
15257
1" Type K Copper Piping In An Open Trench
20.00
LF
$10.10
$202
15265
8" Sdr-26 Pvc Sewer Pipe, In Trench
47.00
LF
$7.60
$357
15265
2" Sch 80 Pvc Pipe In A Trench
15.00
LF
$5.59
$84
Total
$40,112
Division 16 - Electrical
16000
Misc Electrical/Instrumentation
1.00
LS
$5,000.00
$5,000.00
16000
Standard Control Panel
1.00
LS
$17.081.16
$17,081.16
16000
Trenched Conduit Allowance
1.00
LS
$2,078.00
$2,078.00
16000
_
Power Service Extension
120.00
LF
$1D9.10
$13.091.40
Total
$37,251
Division 17 - Instrumentation and Controls
17000
Backup Level Float System
1.00
LS
$997,44
$997 44
17000
Level Transducer
1 00
LS
$2.202.68
$2,202 68
Total
$3.200
Grand Total
$215,033
imLacewAB-a LSc E-esorL-wAeeerew LS Page 2of2 F-Rev'o -
DETAILED COST ESTIMATE
Project:
Lake Washington Beach Lift Station Replacement Preliminary 60%
Construction Cost Estimate
Job A:
8235B10
Date : June 17, 2010
Location:
Renton, WA
By : Tyler Whitehouse
Element:
02 Demolition
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
Division 02 - Site Construction
02000
Misc Demolition and Restoration Allowance _
1.00
LS
$3.000.00
$3,000.00
02000
Gut Existing Lift Station
1.00
LS
$3,000.00
_ $3,000.00
02000
Drain Rock Fill
24.23
CY
$31.17
$755.25
02000
Demo Elect Panel
1.00
LS
$1,000.00
$1.000.00
02220
Demo Small Steel Buildings
%27
CF
$.30
$15
02220
Concrete Curb/Gutter Demolition
75.00
LF
$5.02
$377
02300
Cut & Remove Tree, 24" Diameter
1 00
EA
$675.35
$675
Total
$8,823
Grand Total
$8,823
Im Le WABer LSEsi—21D� Page 1 of 1 F—R.2008J—
PROJECT SUMMARY Estimate Class:
Project: Lake Washington Beach Litt Station Replacement
Preliminary 60% Construction Cost Estimate PIC:
Job 8235B10 PM:
Location: Renton, WA Date:
Zip Code: 98055 By:
Reviewed:
3
Brian Matson
Lara Kammereck
June 17, 2010
Tyler Whitehouse
Brian Case
NO 71, -• DESCRIPTION
01 Lake WA Beach New LS
TOTAL
$215,033
02 Demolition
$8 823
TOTAL DIRECT COST
$224,000
General Conditions 5.0%
$11,000
Subtotal
Contingency 20.0%
Subtotal
$235,000
$47,000
$282,000
_
General Contractor Overhead, Profit & Risk 10.0%
$28,000
Subtotal
$310,000
Sales Tax (Based on King County, WA) 9.5%
$29,000
Subtotal
$339,000
TOTAL ESTIMATED CONSTRUCTION COST
The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional opinion of
accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over variances in the cost of
labor, materials, equipment: nor services provided by others, contractor's means and methods of executing the work or of determining prices,
competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or guarantee that proposals,
bids or actual construction costs will not vary from the costs presented as shown.
Vn_ Lake WA Beach LS Cost EsWnete-xlr, P UECT SUMMARY Page 1 of 1 Prnted: rot 7/2010-10 zz AM
Gti ca+rr,
Project:Lake Washington Beach
Lift Station Replacement
PreBminary BOY. Construction Cost
Estimate
Job 0:8235BIO
Location: Renton, WA
Estimala Class
BubdCost Katrix I
3
Help?
Capacay:
Connaclad HP:
RECAP MATRIX
Dab : June 17, 2010
By: Tyler Whitehouse
SPEC. DMaIOW
ELEMENT
DESCI"FTION
DIV. 01
OEN
REQTS
DIV. 02
SITE
WORK
DIV. 03
CO.
DN. 04
YSNItY
DIV. 06
YETALS
DN. 00
WOOD a
Plastics
DIV. 07
MOIST
PROTN
DN. 00
DOORS a
WDOS
DIV 00
FINISHES
DN. 10
8►ECIAL-
TIES
ON. it
EQUIP
DIV. 12
FURN
DN. 13
SPECIAL
CONST
DN. 14
CONVEY
DIV. 16
PLUMBG
a MECH
DIV. It
ELECT/
I & C
Div 17
MST.
a CONT.
ELEMENT
TOTALS
ELEW T
x a
row
1 Lake WA Bosch New LS
2 DsmoUtK>n
$4,000
$41 573
$8,823
$37 729
$5 320 $I 657
$14,877
$23,315
$40, 112 $37,251
$3.200
$215,033
$8,923
96.04%
3.0 %
OW DLIMM Came
1 aN
LA f
f •
•se n
w
Page 1 011
nnwa. sirrmiow2a,w
43rca
Project: Lake Washington Beach Lift Station Replacement Preliminary
60% Construction Cost Estimate
Job 0: 8235B10
Location: Renton, WA
RIGN rlt: 01 Lake WA Beach New LS
DETAILED COST ESTIMATE
Date : June 17, 2010
By: Tyler Whitehouse
Reviewed• Brian Casey
SrM NO.
DtUMPT10M
s-
CA ANTITY
u1a r
[
UW CM
3,
SUITOTAL
TOTAL
Dfvisbn Ot - General Co�etdoes
01000
Vector Truck and Accessories
4.00
Day
$1.000.00
$4.000.00 - - -
Total
$4,000
W vision 02 •Site Construction
_
02000
Misc Site Restoration Allowance LS
1.00
LS
$4,000.00
$4.000.00
02000
42' Colored Chain Link Fence
75.00
LF
$22.86
$1,714.35
02000
Sharing Allowance
1.00
LS
$3,000.00
$3,000.00
02000
Slurry Seal
1469.44
SY
$3.12
$4.580.24
02000
Dewatering Allowance
1.00
LS
S5,000.00
$5,000.00
02000
Restripe Parking Lot Spaces
45.00
Fir
$14.18
$638.21
02220
Asphalt Pavement Cutting
360.00
inFT
$.78
$281
02220
Remove 2'-3' Asphalt Pavement
800.00
SF
$.37
$298
02220
Asphalt Pavement Cutting
343.00
inFT
$.78
$267
02220
Remove 2'-3' Asphalt Pavement
268.67
SF
$.37
$100
02220
Core Drilling, 12' Diameter
1.50
LF
$157.10
$236
02260
12' D X 17 W Trench And Manhole Boxes
30.00
DAY
$72.73
S2,182
02300
20 Cy Dump Truck, 10 Miles/Round Trip
112.00
CY
$5.14
$576
02300
Cat 225 Trackhos. 3/4Cy Bucket, Class B (Medium Digging), 0-16'
D
73.19
CY
$6.83
$500
02300
Imported Pipe Bed 3 Zone/Confined Structure Backfill, Class B
Material
13-21
CY
$68.64
$907
02300
Cat 235 Trackhoe 1.12Cy Bucket, Class B (Medium Digging), 0-20'
D
112.00
CY
$4.10
S459
02300
Imported Trench BackfilWnoonfined Strut. Bf, Class B Material
54.87
CY
$37.26
$2,045
02300
Imported Trench BaddiilWnconfined Strut. Bf, Class B Material
59.97
CY
S37.26
$2,235
02300
Cat 225 Trac hoe, 3/4CY Bucket, Class B (Medium Digging), 0-16'
D
21.00
CY
$6.83
$143
02300
20 Cy Dump Truck, 10 Miles/Round Trip
73.19
CY
$5.14
$376
02300
20 Cy Dump, Truk, 10 Miles/Round Trip
21.00
CY
$5.14
$108
02300
Imported Trench BackfilUUnoonfined Struct. Bf, Class B Matenial
926
CY
$37.26
$345
02300 TractorBac hoe, 12' Bucket Class B (Medium Digging), 0-5' D
31.48
CY
S38.54
$1,213
02300 20 Cy Dkxnp Truk, 10 Miles/Round Trip
31.48
CY
S5.14
$162
Imported Pipe Bed 6 Zone/Corrfined Structure BackfiO, Class B
02300 Material
11.54
CY
$68.64
$792
02300 Imported
Trench Backfill/Un confined Strout at, Gass B Materal
19.94
CY
$37.26
$743
02742 3" Pavement Replacement On 8' Abe Over Trench
268.67
SF
$10.23
$2,748
02742 3' Pavement Replacement On 8' Abc Over Trench
800.00
SF
$10.23
S8 184
02820 3-5' H Double Swing Gate, Chain Link, 19 Opening
2.00
EA
$t 870.20
$3.740
Total
$47,573
Division 03 - Concrete
03000 Precast Concrete Mangle 8' ID, 19
1.00
EA
$20,260.50
$20,260.50
03000 Precast Concrete Manhole 7x7x5 deep
1.00
EA
$12,468.00
$12,468.00
03000 Concrete Formwork in Wet Well
1.00
LS
$3,000.00
S3,000.00
03000 Flow Thru Manhole Conversion
1.00
LS
S2,000.00
$2,000.00
S37,7211
visien OS - Metals
Division
05000 SST Ladders
19.00
LF
$280.01
S5 320.20
TOW
SS,320
Division Of - Wood and Mastics
06000 FRP Grating
25.00
SF
S36.37
5909.13
06000 FRP Handrail
6.00
LF
$41.56
$249.36
06000 FRP Flange Beam
8.00
LF
$62.34
$498.72
Total
i1,037
Division 09 - FhOshes
09000 Wet Well Costing
1,193.20
SF
$12.47
$14 876.82
TOW
S7 S77
DMsisn 11
11000 Vaughan Chopper Pumps 2 and Accessories
1.00
LS
$21,839.78
$21,939.78
11000 Vault Sump Pump and Accessories
1.00
LS
$1,475.38
$1,475.38
TOW
$23,315
as LrWAO MLscarbrr.e.okkr.WAa."a LS Page 1 of 2 y,,,P-
„�
Project: Lake Washington Beach Lift Station Replacement Preliminary
60 % Construction Cost Estimate
Job #: 8235B10
Location: Renton, WA
Clement: 01 Lake WA Beach New LS
DETAILED COST ESTIMATE
Dab : June 17, 2010
By : Tyler Whitehouse
Reviewed: Brian Casey
SPEC NO.
# fs }1Qp
(MANT"Y, :
UN"
UINT COST
SUIrTQTAL
TOTAL .
DMOon 15 - Mechanical
15000
4' Force Main Installation and Patch
25.00
LF
$103.90
$2,597.50
15000
Hot Box Enclosure and Installation
100
LS
$1,039.00
$1,039,00
15000
SST Supports and Fasteners
1.00
LS
$2,500.00
$2,500.00
15000
Misc Pip and Fittings _ _ _ _
1 00
LS
$2,000.00
$2.000.00
15000
15114
15115
15116
4' RFCA, Fusion Epoxy, SST B&N
4'- 200 Psi G F)f Swing Check Valve
8' M' X Mj D.I. Gate Valve, Nrs _
4' Fxf Cast Iron Pkig Valve W/Hartdwheel Op
3-00
2.00
1.00
3.00
EA
EA
EA
EA
$367.80
$1.325.86
$1,615.81
S888.43
$1,103.39
$2,652
$1,616
$2,665
15118
1' Bf Preventer Ass W/2 Cv 8 2 Gtv
1.00
EA
$1,452.07
$1,452
15120
5' C. I. Valve Box For 3'-20' Valves
1,00
EA
$530.93
$531
15120
Up To 6'Trench/Bury Indicator Post
1.00
EA
$876.92
$877
15120
Add For Ea 6' Indicator Post Over 6'
8.00
EA
S51 95
$416
15121
4' Flex Cplg, Buried Or Underwater
6.00
EA
S653.70
$3,922
15121
15251
8' Flex Cplg, Buried Or Underwater
8' Cl 52 Ckti FA Pipe In Open Trench
_ 200
5.00
EA
LF
$865.62
$34.51
$1 731
$173
15251
4' Fig Cldi Pipe In Bldg
30.00
LF
$50.29
$1,509
15251
4'X 3' 125# Cldi Fd Concentric Rda
2.00
EA
$546.13
$1,092
15251
4' 90' 125# Ckti Fxf Ell
4.00
EA
S679.70
$2,719
15251
4' Cldi FIg Straigtit Tee In Place
1.00
EA
$1,008.33
$1,008
15251
4' Cl 52 Cldi 4 Pipe In Open Trench
60.00
LF
$30.54
$1,832
15251
4- 90- Cldi Mj Bend
2.00
EA
$695.19
$1,390
15251
4- 45- Cidi Mj Bend
- -
3.00
EA
$696-23
$2,089
15251
4' 22-1/2' Cldi Mj Bend
1.00
EA
SM-23
$696
15251
8' Cldi Flg Straight Tee In Place
1.00
EA
$1,686.26
$1,686
15251
8' CA 52 C16 4 Pipe In Open Trench
500
LF
S34.51
$173
15257
1' Type K Copper Piping In An Open Trench
20,00
LF
$10.10
$202
15265
8' Sdr-26 Pvc Sewer Pipe. In Trench
47,00
LF
$7.60
$357
15265
2' Sch 80 Pvc Pipe In A Trench
15.00
LF
$5.59
$84
Tatid
540,112
Division III - [kttrkal
16000 Misc Elect icalAnstrimrontation
16000 Standard Cor" Panei
1.00
1.00
LS
LS
$5,000.00
$17,081.16
$5,000.00 _
$17,081.16
16000 Trenched Con" Albwancs
- -- - -
1.00
LS
$2,078.00
$2,078A0
16000 Power Service Extension
120.00
LF
$109.10
$13,091.40 -
Tabill
$37,251
Division 17 - Instruntenbtlon and Controls
17000 Backup Level Float System
1,00
LS
$997.44
$997.44
17000 Level Transducer
1.00
LS
$2.202.68
$2,202.68
_ Total
$3,200
Grand Total
$215,033
v LrwAems,LSC-E.`„r. Il wA&�M LS Page 2of2 F-q �
Q CA_ !i?
DETAILED COST ESTIMATE
Project:
Lake Washington Beach Lift Station Replacement Preliminary 60
Construction Cost Estimate
Job #:
8235810
Date : June 17, 2010
Location:
Renton, WA
By :Tyler Whitehouse
Element:
02 Demolition
Reviewed: Brian Casey
SPM NO.
DascaurnON
OUAItTTTY
UMIT
UWT COST
SUBTOTAL
TOTAL
x
Etta
DMslon 02 • Sit* Construction
02000
Misc Demolition and Restoration Alknvance
1.00
LS
$3.000.00
S3.D00.00
02000
Gut Existing Lift Station
1.00
LS
$3,000.D0
_
S3,000.00
02000
Drain Rock Fill
24.23
CY
$31.17
$75525
02000
Demo Elect Panel
1.D0
LS
$1,D00.00
$1.000.00
02220
Demo Small Steel Boldings
50.27
CF
$.30
$15
02220
Concrete Curb/Gutter Dernolihon
75.00
LF
$5,02
$377
02300
Cut 6 Remove Tree, 24' Diameter
1.00
EA
$675,35
$675
---
_ Total
$8,823
Grand Total
$3,823
u..i wA era LS C-Es.mr.i D.ba Page 1 of 1
CC 'AP1 MOrAoft 11,110%
Task Name
Task 3.2 - 60 Percent Design Development
60 Percent Design Submittal
City Review and Comment Response
60 Percent Design Review Meeting
Tbik 3.3 - 90 Percent Design Development
90 Percent Design Development
90 Percent Carollo Internal Review
90 Percent Design Submittal
City Review and Comment Response
90 Percent Design Review Meeting
Task 3.4 - Final (Contract Document) Design Development
Contract Documents Development
Contract Documents Submittal
Task 4 - Bid Assistance
Task 4.1 - Respond to Questions and Issue Addenda
Advertise
Open Bids
Award Contract
Task 5 - Assistance During Construction
Tasks 5.1-5.4 - Submittals, RFIs, Mech & Elect Inspection
Pre -Construction Meeting
Submittals
Materials Wait Time
construction
Mobilization
Landscape and Site Demolition
City Install Waterline and Meter
Install Wet Well
Install 8" SS
Install Valve Vault, Site and Yard piping
Install Mechanical in Wet Well
Install Power Extension
Test New Lift Station
Convert Exist Wet Well to Flow Thru Manhole, Vactor U/S MH
Startup and Commissioning
Decommission and Demo Existing Lift Station
Site Improvements
Substantial Completion
Final Acceptance
Task 5.5 - Record Drawings
Record Drawing Development
Project Completion
Duration
15 days
0 days
10 days
0 days
25 days
10 days
5 days
0 days
10 days
0 days
10 days
10 days
0 days
30 days
30 days
20 days
0 days
10 days
30 days
30 days
0 days
20 days
15 days
78 days
0 days
5 days
3 days
15 days
5 days
10 days
5 days
5 days
2 days
4 days
2 days
5 days
12 days
5 days
0 days
15 days
15 days
0 days
Fri 6/1W10
Fri 6/18/10
Fri 6/16/10
Thu 7/8/10
Fri 719/10
Fri 7/9/10
Fri 7/23110
Thu 7/29/10
Fri 7/30/10
Thu 8/12110
Fri 8/13110
Fri 8/13/10
Thu 8/26/10
Fri 8/27110
Fri 8/27/10
Fri 8/27/10
Thu 9/23/10
Fri 9/24110
Thu 10114/10
Thu 10/14/10
Thu 10/14/10
Fri 10/22/10
Fri 11/5110
Thu 11/25/10
Thu 11/25/10
Fri 11/26/10
Fri 1213/10
Wed 12/8/10
Wed 12/29/10
Wed 1/5111
Wed 1/19/11
Wed 1/26/11
Wed 2/2/11
Fri 2/4/11
Thu 2/10/11
Mon 2/14111
Mon 2/21 /11
Wed 3/9/11
Tue 3/15/11
Wed 3/16/11
Wed 3/16/11
Tue 4/5111
Thu 718/10
Fri 6/18/10'
Thu 7/1/10
Thu 7/8/10
Thu 8/12/10
Thu 7/22/10
Thu 7/29/10
Thu 7/29/10
Thu 8/121,0
Thu 8/12/10
Thu 8/26110
Thu 8/26/10
Thu 8/26/10
Thu 1017/101,
Thu 10/7/10'
Thu 9/23/10
Thu 9/23/10,
Thu 1017/10
Thu 11/25/10
Thu 11/25/10
Thu 10/14/10
Thu 11/18/10'
Thu 11/25/10
Tue 3/15/11
Thu 11/25/10
Thu 12/2/10
Tue 1217/10
Tue 12/28/10;
i
Tue 114/111
I
Tue 1/18/11�
Tue 1/25/11�
Tue 2/1/11
Thu 2/3/11I
I
Wed 2/9/11
Fri 2/11/11
Fri 2/18/11I
Tue 3/8/11
Tue 3/ 15/11 j
I
Tue 3/15/111
Tue 415111
Tue 4/5/11
Tue 4/5/11'
LAKE WASHINGTON BEACH
LIFT STATION REPLACEMENT PROJECT
60% PRELIMINARY PROJECT SCHEDULE
30 6/6 6/136l20 Y August
2 P_ —0 _ - r 2 ___ November 2010
June ___T 'Jul 2010- A ust 2010 Se tember 2010 October 2010 No _
6/27 7/4 7/117/18,1/25 8/1 8/8 8/15 /22 /29 9/5 /1219/1919/26 10/TO/1 �1� 0/2 0/3 111/71 1/1� 112
111111"'MMMMMMV
6/18
i
7/8
MOW
7/29
8112
�8126
MMMMMW
9/23
*-4W14
Project: Lake WA Beach Schedule Task -- Progress Summary 00000111V External Tasks Deadline
Date: Fri 6/18/10 Split Milestone O Project Summary External Milestone
12/5
11 February 2011
/16 1/231/30 2/6 �/l32/202�
p 4/5
1
Page 1
CCAM POPAIIIIII11lift 19,v%
Task Name I Duration Start
k 3.2 - 60 Percent Design Development
15 days
Fri 6/18/10
Thu 7/81101
60 Percent Design Submittal
0 days
Fri 6/18/10
Fri 6118/10
City Review and Comment Response
10 days
ind 6/18110
Thu 7%1/10
60 Percent Design Review Meeting
0 days
Thu 7/8110
Thu 7/8/10
k 3.3 - 90 Percent Design Development
25 days
Fri 7/9110
Thu 8/12/10
90 Percent Design Development
10 days
Fri 7/9/10
Thu 7/22/10
90 Percent Carollo Internal Review
5 days
Fri 7/23/10
Thu 7/29/10
90 Percent Design Submittal
0 days
Thu 7/29/10
Thu 7/29/10
City Review and Comment Response
10 days
Fri 7/30/10
Thu 8/12/10
90 Percent Design Review Meeting
0 days
Thu 8/12/10
Thu 8/12/10
k 3.4 - Final (Contract Document) Design Development
10 days
Fri 8/13/10
Thu 8126110
Contract Documents Development
10 days
Fri 8/13110
Thu 8/26/10
Contract Documents Submittal
0 dayst
Thu 8/26/10
Thu 8/26/10
k 4 - Bid Assistance
30 days
Fri 8/27/10
Thu 10/7/10
Task 4.1 - Respond to Questions and Issue Addenda
30 days
Fri 8/27/10
Thu 10/7/10
Advertise
20 days
Fri 8/27110
Thu 9/23/10
Open Bids
0 days
Thu 9/23/10
Thu 9/23/10
Award Contract
10 days
Fri 9/24110
Thu 10/7/10
k 5 - Assistance During Construction
30 days
Thu 10/14/10
Thu 11125/10
Tasks 5.1-5.4 - Submittals, RFIs, Mech & Elect Inspection
30 days
Thu 10/14/10
Thu 11/25/10
Pre -Construction Meeting
0 days
Thu 10/14/10
Thu 10/14/10
Submittals
20 days
Fri 10/22/10
Thu 11/18110,
Materials Wait Time
15 days
Fri 11/5/10
Thu 11/25/10I
tstruction
78 days
Thu 11/25/10
Tue 3/15/11
Mobilization
0 days
Thu 11/25/10
Thu 11/25/10
Landscape and Site Demolition
5 days
Fri 11/26/10
Thu 12/2/10
City Install Waterline and Meter
3 days
Fri 12/3/10
Tue 12/7/10l
Install Wet Well
15 days
Wed 12/8/10
Tue 12/28/101
Install 8" SS
5 days
Wed 12/29/10
Tue IA/11I
Install Valve Vault, Site and Yard piping
10 days
Wed 1/5/11
Tue 1/18/11
Install Mechanical in Wet Well
5 days
Wed 1/19/11
Tue 1125/11)
Install Power Extension
5 days
Wed 1/26/11
Tue 2/1/11
Test New Lift Station
2 days
Wed 2/2/11
Thu 2/3/11
Convert Exist Wet Well to Flow Thru Manhole, Vactor U/S MH
4 days
Fri 2/4/11
Wed 2/9/11.
Startup and Commissioning
2 days
Thu 2/10/11
Fri 2/11/11
Decommission and Demo Existing Lift Station
5 days
Mon 2/14/11
Fri 2/18/11
Site Improvements
12 days
Mon 2121/11
Tue 3/8/11
Substantial Completion
5 days
Wed 3/9111
Tue 3/15/11 j
Final Acceptance
0 days
Tue 3/15/11
Tue 3/15/11
k 5.5 - Record Drawings
15 days
Wed 3/16/11
Tue 4/5H1
Record Drawing Development
15 days
Wed 3/16/11
Tue 4/51111
Project Completion 0 days Tue 4/5/11 Tue 4/5/11I
LAKE WASHINGTON BEACH
LIFT STATION REPLACEMENT PROJECT
60% PRELIMINARY PROJECT SCHEDULE
( 6/18
7/8
�8/26
9123
11 /Z5
3/15
® 4/5
Project: Lake WA Beach Schedule I Task (— Progress Summary External Tasks Deadline
Date: Fri 6/18/10 Split Milestone O Project Summary External Milestone
Page 1
PROJECT SUMMARY Estimate Class:
3
Project: Lake Washington Beach Lift Station Replacement
Preliminary 60% Construction Cost Estimate PIC:
Brian Matson
Job #: 8235B10 PM:
Lara Kammereck
Location: Renton, WA Date:
June 17, 2010
Zip Code: 98055 By:
Tyler Whitehouse
Reviewed:
Brian Casey
NO. DESCRIPTION
TOTAL
01 Lake WA Beach New LS
$215,033
02 Demolition
$8,823
TOTAL DIRECT COST
$224,000
General Conditions 5.0%
$11,000
Subtotal
$235,000
Contingency 20.0%
$47,000
Subtotal
$282,000
General Contractor Overhead, Profit & Risk 10.0%
$28,000
Subtotal
$310,000
Sales Tax (Based on King County, WA) 9.5%
$29,000
Subtotal
$339,000
TOTAL ESTIMATED CONSTRUCTION COST
$339,000
The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional opinion of
accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over variances in the cost of
labor, materials, equipment; nor services provided by others, contractor's means and methods of executing the work or of determining prices,
competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or guarantee that proposals,
bids or actual construction costs will not vary from the costs presented as shown.
t/n: Lake WA Beach LS Cost Estimate.xls-PROJECT SUMMARY Page 1 Of 1 Printed: 6/17/2010-10:22 AM
Project:Lake Washington Beach
Lift Station Replacement
Preliminary 60% Construction Cost
Estimate
Job #:82351310
Location:Renton, WA
Estimate Class:
Build Cost Matrix
3
Capacity:
Connected HP:
RECAP MATRIX
Date : June 17, 2010
By: Tyler Whitehouse
SPEC. DIVISION
ELEMENT
DESCRIPTION
DIV. 01
GEN
REQTS
DIV. 02
SITE
WORK
DIV. 03
CONC
DIV. 04
MSNRY
DIV. 05
METALS
DIV. 06
WOOD 8
Plastics
DIV. 07
MOIST
PROTN
DIV. 08
DOORS 8
WDOS
DIV. 09
FINISHES
DIV. 10
SPECIAL-
TIES
DIV. 11
EQUIP
DIV. 12
FURN
DIV. 13
SPECIAL
CONST
DIV. 14
CONVEY
DIV. 15
PLUMBG
8 MECH
DIV. 16
ELECT/
18 C
Div 17
INST.
8 CONT.
ELEMENT
TOTALS
ELEMENT
%of
Tows
01 Lake WA Beach New LS
02 Denrolition
$4,000
$47,573
$8,82 3
$37,729
$5,320 $1,657
__---_-____
$14,877 ___-_______-_______________
-------
$23,315
40,112 37,251
$3,200
$215,033
$8,823-
96.06%
_----------
Page 1 of 1 P—.17-1—AN
Ls -
Project: Lake Washington Beach Lift Station Replacement Preliminary
60 % Construction Cost Estimate
Job #: 8235B10
Location: Renton, WA
Element: 01 Lake WA Beach New LS
DETAILED COST ESTIMATE
Date : June 17. 2010
By: Tyler Whitehouse
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
01000
Division 01 - General Conditions
Vactor Truck and Accessories
Total
4.00
Day
$1,000.00
$4.000.00
$4,000
Division 02 - Site Construction
02000
Misc Site Restoration Allowance LS
1.00
LS
$4,000.00
$4,000.00
02000
42" Colored Chain Link Fence
75.00
LF
$22.86
$1,714.35
02000
Shoring Allowance
1.00
LS
$3.000.00
$3,000.00
02000
Slurry Seal
1.469.44
SY
$3.12
$4,580.24
02000
Dewatering Allowance
1.00
LS
$5,000.00
$5,000.00
02000
Restria Parking Lot Spaces
45.00
EA
$14.18
$638.21
02220
Asphalt Pavement Cutting
360.00
inFT
$.78
$281
02220
Remove 2"-3" Asphalt Pavement
800.00
SF
$.37
$298
02220
Asphalt Pavement Cutting
343.00
inFT
$.78
$267
02220
Remove 2"-3" Asphalt Pavement
268.67
SF
$.37
$100
02220
Core Drilling, 12" Diameter
1,50
LF
$157.10
$236
02260
12' D X 12' W Trench And Manhole Boxes
30.00
DAY
$72.73
$2,182
02300
20 Cy Dump Truck, 10 Miles/Round Trip
112.00
CY
$5.14
$576
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium Digging), 0-16'
D
73.19
CY
$6.83
$500
02300
Imported Pipe Bed & Zone/Confined Structure Backfill, Class B
Material
13.21
CY
$68.64
$907
02300
Cat 235 Trackhoe 1.12Cy Bucket, Class B (Medium Digging), 0-20'
D
112.00
CY
$4.10
$459
02300
Imported Trench Backfill/Unconfined SUuct. Bf, Class B Material
54.87
CY
$37.26
$2,045
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
59.97
CY
$37.26
$2,235
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium Digging), 0-16'
D
21.00
CY
$6.83
$143
02300
20 Cy Dump Truck, 10 Miles/Round Trip
73.19
CY
$5.14
$376
02300
20 Cy Dump Truck, 10 Miles/Round Trip
21.00
CY
$5.14
$108
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
9.26
CY
$37.26
$345
02300
Tractor/Backhoe, 12" Bucket Class B Medium Digging), 0-5' D
31.48
CY
$38.54
$1,213
02300
20 Cy Dump Truck, 10 Miles/Round Trip
31.48
CY
$5.14
$162
02300
Imported Pipe Bed & Zone/Confined Structure Backfill, Class B
Material
11.54
CY
$68.64
$792
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B Material
19.94
CY
$37.26
$743
02742
3" Pavement Replacement On 8" Abc Over Trench
268.67
SF
$10.23
$2,748
02742
3" Pavement Replacement On 8" Abc Over Trench
800.00
SF
$10.23
$8.184
02820
3.5' H Double Swing Gate, Chain Link, 18' Opening
2.00
EA
$1,870.20
$3.740
Total
$47,573
03000
Division 03 - Concrete
Precast Concrete Manhole 8' ID, 19' deep
1.00
FA
$20,260.50
$20,260.50
03000
Precast Concrete Manhole 7x7x5 deep
1.00
EA
$12,468.00
$12,468.00
03000
Concrete Formwork in Wet Well
1.00
LS
$3,000.00
$3,000.00
03000
Flow Thru Manhole Conversion
1.00
LS
$2,000.00
$2,000.00
Total
$37,729
Division 05 - Metals
05000
SST Ladders
19.00
LF
$280.01
$5,320.20
Total
$5,320
Division 06 - Wood and Plastics
06000
FRP Grating
25.00
SF
$36.37
$909.13
06000
FRP Handrail
6.00
LF
$41.56
$249.36
06000
FRP Flange Beam
8.00
LF
$62.34
$498.72
Total
$1,657
Division 09 - Finishes
09000
Wet Well Coati
1,193.20
SF
$12.47
$14,876.82
Total
$14,877
Ohrision 11 - E ui nt
11000
Va han Chopper Pumps 2 and Accessories
1.00
LS
$21,839.78
$21,839.78
11000
Vault Sump Pump and Accessories
1.00
LS
$1.475.38
$1.475.38
Total
$23,315
11n Lac"WA8-LS C.. Eslimal.-1 lake WA Beat"N-LS Page oft --2o J-
C� cam a�
Project: Lake Washington Beach Lift Station Replacement Preliminary
60 % Construction Cost Estimate
Job #: 8235610
Location: Renton, WA
Element: 01 Lake WA Beach New LS
DETAILED COST ESTIMATE
Date : June 17. 2010
By : Tyler Whitehouse
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
F
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
Division 15 - Mechanical
15000
4" Force Main Installation and Patch
25.00
LF
$103.90
$2,597.50
15000
15000
15000
Hot Box Enclosure and Installation
SST Supports and Fasteners
Misc Piping and Fittings
1.00
1.00
1.00
LS
LS
LS
$1,039.00
$2,500.00
$2.000.00
$1,039.00
$2,500.00
$2,000.00
15000
4" RFCA, Fusion Epoxy, SST B&N
3.00
EA
$367.80
$1,103.39
15114
4"- 200 Psi Ci Fxf Swing Check Valve
2.00
EA
$1,325.86
$2,652
15115
8" Mj X M' D.I. Gate Valve, Nrs
1.00
EA
$1.615.81
$1.616
15116
4" Fxf Cast Iron Plug Valve W/Handwheel Op
3.00
EA
$888.43
$2,665
15118
1" Bf Preventer Assy W/2 Cv & 2 Gtv
1.00
EA
$1,452.07
$1.452
15120
5' C. 1. Valve Box For 3"-20" Valves
1.00
EA
$530.93
$531
15120
Up To 6' Trench/Bury Indicator Post
1.00
EA
$876.92
$877
15120
Add For Ea 6" Indicator Post Over 6'
8.00
EA
$51.95
$416
15121
4' Flex Cpl , Buried Or Underwater
6.00
EA
$653.70
$3,922
15121
8' Flex Cpl , Buried Or Underwater
2.00
EA
$865.62
$1,731
15251
8" Cl 52 Cldi M' Pipe In Open Trench
5.00
LF
$34.51
$173
15251
4" F1g Cldi Pipe In Bldg
30.00
LF
$50.29
$1,509
15251
4"X 3" 125# Cldi Fxf Concentric Rdcr
2.00
EA
$546.13
$1,092
15251
4" 90' 125# Cidi Fxf Ell
4.00
EA
$679.70
$2,719
15251
4' Cldi Fig Straight Tee In Place
1.00
EA
$1.008.33
$1,D08
15251
4" CI 52 Cldi Mj Pipe In Open Trench
60.00
LF
$30.54
$1,832
15251
4" 90' Cldi Mj Bend
2.00
EA
$695.19
$1,390
15251
4" 45' Cldi Mj Bend
3.00
EA
$696.23
$2,089
15251
4" 22-1/2' Cldi M' Bend
1.00
EA
$696.23
$696
15251
8" Cldi FIq Straight Tee In Place
1.00
EA
$1,686.26
$1,686
15251
8" Cl 52 Cldi Mj Pipe In Open Trench
5.00
LF
$34.51
$173
15257
1" Type K Copper Piping In An Open Trench
20.00
LF
$10,10
$202
15265
8" Sdr-26 Pvc Sewer Pipe, In Trench
47.00
LF
$7.60
$357
15265
2" Sch 80 Pvc Pipe In A Trench
15.00
LF
$5.59
$84
Total
$40,112
Dlvislon 16 - Electrical
16000
Misc Electrical/Instrumentation
1.00
LS
$5,000.00
$5.000.00
16000
Standard Control Panel
1.00
LS
$17.081.16
$17.081.16
16000
Trenched Conduit Allowance
1.00
LS
$2.078.00
$2.078.00
16000
Power Service Extension
120.00
LF
$109.10
$13,091.40
Total
$37,251
Division 17 - Instrumentation and Controls
17000
Backup Level Float System
1.00
LS
$997.44
$997.44
17000
Level Transducer
1.00
LS
$2,202.68
$2.202.68
Total
$3,200
Grand Total
$215,033
Ilm. Lnka WABMh LSCoil Eillma*a 41 LMa WABarb Now LS Page of form R-2 J-
DETAILED COST ESTIMATE
Project: Lake Washington Beach Lift Station Replacement Preliminary 60
Construction Cost Estimate
Job #: 8235B10 Date : June 17, 2010
Location: Renton, WA By: Tyler Whitehouse
Element: 02 Demolition Reviewed: Brian Casey
SPEC. NO. I DESCRIPTION QUANTITY I UNIT I UNIT COST I SUBTOTAL I TOTAL
02000
Drain Rock Fill
24.23
CY
$31.17
02000
Demo Elect Panel
1.00
LS
$1,000.00
02220
Demo Small Steel Buildings
50.27
CIF
$.30
02220
Concrete Curb/Gutter Demolition
75.00
LF
$5.02
02300
Cut & Remove Tree, 24" Diameter
1.00
EA
$675.35
Grand Total
W �, WA Beam Esc tEsr are A�2Dwdmw Page 1 of 1 F—R—mo 1—
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................... ................... ................... ................... ...................
................... ................... ................... ................... ....................
. . . . . . . . . . . . . . . . . . . . .
Michael A Benoit
To: Tyler Whitehouse
Subject: Lake WA Nameplate Data
Tyler,
The information given is from #2 pump name plate:
Smith & Loveless Vertical
Size 4B2A
SER. # 68941821
GPM 125
Head 25
Motor Data Code J
Frame 254UP
Type HV
DES B
Phase 3
HP 3
RPM 900
Cycle 60
SER. P4177865
Volt 230/460
AMPS 10.6/ 5.3
Max. AMB 40 degree C
Class of INS. A
Duty. Cont Shaft end
Bearing. 310
S.F.1.15
Oscar again stated that they are using 3 wire single phase 240 volt.
Project Manager
Wastewater Utility
City of Renton
(425) 430-7206
1
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1218 THIRD AVENUE, SUITE 1600
SEATTLE, WASHINGTON 98101-3032
FAX: (206) 903-0419
PHONE: (206) 684-6532
PROJECT MEMORANDUM
Project Name:
Lake Washington Beach Lift Station
Final Design and Construction Services
Client:
City of Renton
Prepared By:
Tyler Whitehouse
Reviewed By:
Brian Casey
Subject:
Final Siting Alternatives Memorandum
Distribution: Carollo and City Project Team
1.0 PURPOSE
Date: November 6, 2009
Project Number: 8235B.10
The purpose of this memorandum is to identify potential lift station locations for the Lake
Washington Beach Lift Station at Gene Coulon Memorial Beach Park (Park) in Renton,
Washington. Alternatives are analyzed with respect to gravity sewer length, force main length,
power service, loss of vegetation, elimination of parking spaces, and facility operation and
maintenance. Planning level cost estimates are included for key project elements that differ for
each alternative.
2.0 BACKGROUND
The existing lift station constructed in 1968 consists of a below -grade wet well and separate
cylindrical -shaped dry pit, which houses the mechanical and electrical equipment, and an
above -grade control panel. The existing facility is located in an island in the northern portion of
the Park parking lot.
The new lift station recommended in the Lake Washington Beach Alternatives Analysis (Carollo,
Final, July 2009) includes a below -grade, duplex submersible type lift station with valve vault
and above -grade control panel. For constructability reasons, it is anticipated that the new lift
station will not occupy the footprint of the existing lift station.
The existing facility will be abandoned in place once the new lift station is online. City of Renton
(City) operation and maintenance (O&M) staff have expressed that the existing lift station is
difficult to service in the summer when the parking lot is full. O&M staff indicate they rarely find
an available parking space next to the lift station and typically have to block part of the roadway
during service calls, which occur daily during the summer season. It is anticipated that the new
lift station design will reduce service calls as a result of using chopper type pumps. However,
access during the peak use season will remain a significant issue.
FINAL - November 6, 2009
pw:\\oco-pw-app:Carollo\Documents\Client\WA\Renton\8235810\Deliverables\Siting Ntematives Memorandum.doc
ME
PROJECT MEMORANDUM
3.0 LIFT STATION LOCATION ALTERNATIVES
Carollo conducted a site visit with City staff on October 22, 2009 to identify potential lift station
locations. Five different location alternatives were discussed and are listed below, with locations
shown in Figure 1.
• Alternative A: Utilizing two parking spaces adjacent to the existing lift station on either
the north side or south side of the existing station.
• Alternative B: Utilizing two parking spaces north of the Park entrance.
• Alternative C: Utilizing the vegetated area along the north side of the Park entrance.
• Alternative D: Utilizing the grass roundabout at the Park entrance.
• Alternative E: Utilizing one parking space and open area at the south end of the parking
lot.
All sites were selected for their location away from the active Park area. Comparison of these
potential sites include: gravity sewer extension, force main extension, power service extension,
loss of parking spaces, and potential loss of vegetation. As information from Puget Sound
Energy (PSE) is not yet available, power extension considerations are based on the distance
from the existing facility site.
Gravity sewer extensions for Alternatives A, B, and C assume that the existing wet well is
converted to a flow -through manhole. It is assumed that construction in or adjacent to the
existing facility will not impact the existing trees. Should construction of the gravity sewer
interfere with the existing trees, a new manhole located in the parking lot travel lane would be
required to intercept and divert the gravity sewer to an alternate location. The costs for the new
manhole are not included for these three alternatives.
Alternative A
Alternative A includes a new lift station located adjacent to the existing facility site. It is
anticipated that two parking spaces, either on the north side or the south side of the existing
facility, will be required for the new lift station facilities.
• Advantages:
o Shortest gravity sewer piping, 10 linear feet (LF)
o No extension of power service
o Reuse existing wet well as flow -through manhole
• Disadvantages:
o Longest force main, 360 LF
FINAL - November 6, 2009 2
pw:\\oco-pw-app:Carollo\Documents\Client\WA\Renton\8235B10\Deliverables\Siting Alternatives Memorandum.doc
PROJECT MEMORANDUM
Loss of two parking spaces
Probable tree loss at existing facility island
Alternative B
Alternative B includes a new lift station located in two parking spaces along the north side of the
Park entrance.
• Advantages:
o Short force main, 230 LF
o Reuse existing wet well as flow -through manhole
• Disadvantages:
o Gravity sewer extension required, 110 LF
C) Loss of two parking spaces
o Potential tree loss at existing facility island
o Extension of power service, 110 LF
Alternative C
Alternative C includes a new lift station located in a vegetated area along the north side of the
Park entrance.
• Advantages:
o Shortest force main, 220 LF
o Reuse existing wet well as flow -through manhole
o No loss of parking spaces
• Disadvantages:
Gravity sewer extension required, 130 LF
Potential tree loss at existing facility island
Extension of power service, 130 LF
Loss of vegetation at new site
Alternative D
Alternative D includes a new lift station located in the grass roundabout at the Park entrance.
FINAL - November 6, 2009 3
pw:lloco-pw-app:CarollolDocumentslClientlWAlRenton18235810IDeliverables\Siting Alternatives Memorandum.doc
PROJECT MEMORANDUM
• Advantages:
o Short force main, 230 LF
o No loss of parking spaces
o Unimpeded access to site for larger service vehicles
o Least concern for cars blocking access to facility
o Potential to incorporate Park entrance sign as part of project
• Disadvantages:
o Gravity sewer extension required, 140 LF
o Extension of power service, 150 LF
o New manhole required
o High visibility will require landscaping or Park sign to screen view from entrance
Alternative E
Alternative E includes a new lift station located in an open area at the south end of the parking
lot directly south of the grass roundabout. It is anticipated that one parking space would be
required for access to the lift station.
• Advantages:
o Short force main, 260 LF
o Lower visibility area away from Park
• Disadvantages:
o Loss of one parking space
o Longest gravity sewer extension, 240 LF
o Longest power service extension, 250 LF
o New manhole required
FINAL - November 6, 2009 4
pw:\\oco-pw-app:Carollo\Documents\ClientlWAlRenton\8235B10\Deliverables\Siting Aternatives Memorandum.doc
4.0 COST ANALYSIS
The costs for each alternative include estimated planning level construction costs for four
differing project elements; gravity sewer piping, force main piping, power service extension, and
a new manhole. The costs presented do not represent all project elements. For example, the
cost for the lift station and facility operation and maintenance is not included, as the cost for
these project elements are not anticipated to differ between the site locations. Planning level
construction costs for each alternative for differing project elements are provided in Table 1.
Prepared By:
Tyler Whitehouse
FINAL - November 6, 2009 5
pw:\\oco-pw-app:Carollo\Documents\Client\WA\Renton\8235B10\Deliverables\Siting Alternatives Memorandum.doc
New
Manhole
a 7
0
� Existing Lift
Station
Existing
Wet Well
LEGEND
ALTERNATIVE SITE GRAVITY FORCE
LOCATION SEWER(2) MAIN13)
Am
D— —
E
(1) Two potential locations represented.
(2) 8-inch diameter PVC gravity sewer pipe.
(3) 4-inch diameter PVC force main.
COMMON FORCE MAIN
FLOW DIRECTION
1 inch = 45 feet
Feet
0 45 90
a
GENE COULON MEMORIAL
BEACH PARK ENTRANCE
Figure 1
LIFT STATION LOCATION ALTERNATIVES
LAKE WASHINGTON BEACH LIFT STATION
FINAL DESIGN AND CONSTRUCTION SERVICES
CITY OF RENTON
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Table 1 Planning Level Construction Cost Estimates For Differing Project Elements
Lake Washington Beach Lift Station Final Design and Construction Services
City of Renton
Alternative
Project Element
Unit Cost(4)
A B C
D
E
Gravity sewer piping(')
$380/LF
$4,000 $42,000 $50,000
$54,000
$91,000
Force main piping(2)
$150/LF
$54,000 $35,000 $33,000
$35,000
$39,000
Power service extension (3)
$160/LF
$0 $18,000 $21,000
$24,000
$40,000
New manhole
$22,000 EA
N/A(5) N/A(5) N/A(5)
$22,000
$22,000
Estimated Construction Cost For Differing
$58,000 $95,000 $104,000
$135,000
$192,000
Project Elements
Additional Cost From Lowest Alternative
$0 $37,000 $46,000
$77,000
$134,000
Notes:
1. 8-inch diameter polyvinyl chloride (PVC) sewer pipe installed in parking lot. Average installation depth equal 13 feet.
2. 4-inch diameter C-900 PVC pressure pipe installed in parking lot. Average installation depth equal 4 feet.
3. 4-inch diameter PVC conduit with No. 8 cable installed in parking lot. Average installation depth equal 4 feet. Power service extension
based on distance from existing facility site.
4. Representative of planning level construction unit costs.
5. Assumes existing wet well is converted to a flow -through manhole.
Abbreviations:
EA each LF linear foot N/A not applicable
N
O
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Tn 0 10 20 40
T/)
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° SCALE 1'-20'
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PARK ACCESS / + �� T tb• '� / ExsTING 16' STLEL CASING. \
EXIST CRAOE ` / ' / / INSTALL NEW 10' p INSIDE EX \ \ B
CASNG WITH PIPE SKIDS
INSULATIbm ON PER DETAIL
c K ENCITAII
no,/ •.\ /+ _ 113 If CAP
(�'(NG /� \ •��•`'` \ \ RUBBER BOOTS \ \ \ \ \\
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a WATER WHEN MIN 12' ETFARANCE _`p 6H T !.' / 1o'CF
C4TNOT BE x
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24L.
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:NOTE CONWOR SHVl
:.r CONTRACTOR TO HATE ` Pr�E.. P.Avrws I d '%.. _ -�, / I CONTACT BUAI ROAD
ACth1TIE5 WTF4N - `0 cN' TO CONSTRUCTION
UCTIO NO PRIOR «�y �\ \ \ \ \ \ GG�. BED \ \
/ — • _ GENE PARK W/ THE A/C - _ / �,¢` TO ER MAIN. CON PP NL1Y
j �s' 1 d" / I WATER MAIN. WNI(JT \ \ 40111h, \
o PARKS �a }. * •F' cF / I MII� LAWLES AT 6gSfi146 , \y t.as`ure zE \ 103 \\
- -T Elm( i �/ - - 11 1 I i S '� 72•�� �\ ��\�J \ \\� \ \\
gg 1\ 1! w DGaNG
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TYPICAL CASING END DETAIL,
6 (ate
12'c12' VERTICAL CROSS(MJXFL)
s .w, • ` `7' 1 , / I I �� I ( / � ��` 2-12' BLIND FIAIGES(ONE W/2TAP a 2'PLUG)
NOTE: RESTRAINED JOINTS (RJ) I 4 1-12- PLUG(AU) W/2TAP a 2' BLOW-OEF
SHALL BE USED WHERE THE NEWiD1P. BLOCK -REMOVE CIFANNG 'POLY -NKr'
WATER IS INSTALILD IN UNDISTURBED
a ' q i FILL ROADS. RESTRAINED JOINTS I I l I DOSrAr, 12' 01 WATER UN \ \ 1 \
aG. / ,.' •ti �/� SWILL BE 'GRIFFIIH BOLT LOCKS- AS I I J \ \ \ \ \
i [NJ. 21.20 \ /
CONTRACT BY THE INSPECTOR. I I �. I 12' 01 WATER LINE
CONTRACTOR TO COORDINATE
IfLtiE WLIH
\ TOP OF
i\\ COPE \
e
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3-12' GATE vAllfs (FLAW) \ \ I Y \ \ \
2- SOYA SLEEVE (WJ) OR RO-WC COUPLINGS \ \ \ \ \
°•o'a ,�- , �/. / r I .S I TE$'EM, CLEANING AND DISINFECIION, 1-12' PLUG (MJ) W/ 2'TAP k TENP. BJXV-OFF
/ / I R TFA1P. BLOCK aBLOW-Off & CONNECT \ I t \ \ \ Y
ly. Y SLE YE (LU) It 1T SPOOL TEMP. BLOCK \ \ I \ \ \ \
_ • _ ! EXISTING 1Y D.I. WATER LINE Y \ \
o .a x, ':,/��/ — _ _ l_ _ ` _I r?i'— EXISTING 12' D.I. WATER UN _ — — — — —
rn
MATONLINE SEE SHEET-C32 C3?
Off
A ,•pN C. /, KEYMAP SOUTBPORT SHEET
4d Seco Development, Bellevue, Washington 98004
.
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COUGHLIN PORTERLUNDEEN
n CMISILTING MU)CnmN. AND OW R4G3NFFK*4G C.*"ATNXJ
4-4-08OF
9. Aisle Width Standards:
a. Parallel Parking Minimum Aisle
Width:
ME rtvxlwti
i. One Way Circulation: For one
way circulation, the minimum width of
the aisle shall be ten feet (10').
ii. Two Way Circulation: For two
way circulation, the minimum width of
the aisle shall be eighteen feet (18').
(Ord. 3988, 4-28-1986)
f AMNC - FARALLEL
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NO W/(AY
I iY" 4F1' .
CI GIFZIIATR(.N nrl CT10N O
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b. Ninety Degree (900) Head -In Park-
ing Aisle Width Minimums: For one row
and two (2) rows of ninety degree (900)
head -in parking using the same aisle in a
one way or two way circulation pattern,
the minimum width of the aisle shall be
twenty four feet (24').
PARKING - 90 DECREE
PARKErK�
0W. 0K Two
WAY -
IPA=-'
C (MIA ATION
Off-CTTON Cr
t TRAVFL
c. Sixty Degree (60°) Head -In Parking
Aisle Width Minimums:
i. For one row and two (2) rows of
sixty degree (600) head -in parking
using a one way circulation pattern,
the minimum width of the aisle shall
be seventeen feet (1 T).
4 - 29 (Revised 5108)
& �S
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IE=1ez3
-t4�+`j��Ce T` 12 46' (f�J)r� IE=18.544& 1Z �� roe°DIWATER��STA 4f�78 ��,, SiA 4+
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1B"O.iiCAP( w/w/ rHRusTocKiNc PROVIDE Yi�l 6' THlgC ETKAFOALf PA[} �PROVIDE ASPHALT � PROVIDE TEMPOBETWEEN D(iST PIPE AND NEW 12' I r BLOWOFF EE DETAILPATCH SEE 3 WATER WHEN IAN 12 G'LEARANU r �,0 iCANNOT BE MAINTAINED 72' CUP IE=18.8324'G.NOTE CONTRACfi SHALL
TR1-Fc k PL4'JT@VGS TO COORDINATE _ .�� ( !fiACF BURLINGi'�l
CONSTRLUWACTNITIES WITHIN _ % � ,ti`�� ,�,QP NORTHERN: RAILROAD PRIOR
3 /f ti�h �� P�
GENE COUL PARK wJ THE A/c TO CONSiRUCI)ON ,OF NEN
r ieff, _- _\ / `` g° WATER MAIN, -
CONT
�_ �/
PARKS 5 ,' ♦ / r MIKE LOWLES AT 5-6145 _ _
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LIFT STATION
(BELOW GRADE)
A VALVE VAULT ......
GRADE)•
APPROXIMATE
L\ APPRO
FE
NCED AR
720 EA
'r
(20FT.36FT)
V
Sy
LIMITS OF CONTRACTOR
OPERATIONS
. . .........
GENE COULON MEMORIAL BEACH
• %
PARK ENTRANCE
SITE PLAN
SCALE: 1 "-40'
FILE-- 8453-SRV
C:\pw_worklng\projectvAse\elongoria\dms99193\Figurs-1 3-08-10 08:49am ELongoda XREFS: 8453-SRV
ANTENNA
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Figure No. 1
SITE PLAN AND SECTIONS
LAKE WASHINGTON BEACH LIFT STATION
CITY OF RENTON
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STATION SOLUTION
The increasing number of "flushable" consumer products is
presenting serious challenges for the standard non -clog lift
station. With thousands of proven lift station applications,
Vaughan chopper pumps are a proven solution to the
toughest plugging problems.
Raw incoming solids are chopped and pumped dependably
with Vaughan chopper pumps, replacing standard non -clog
pumps and eliminating the need for pre -grinders or
comminutors used in troublesome lift stations.
FEATURES & APPLICATIONS
BENEFITS
• Vaughan chopper pumps handle • Prisons
higher solids concentrations than
• Hospitals
standard non -clog pumps.
• Restaurants
• Vaughan's patented chopping
• Housing Developments
action helps downstream
processing.
• Pulp and Paper Mills
• With capacities of up to 10,000
• Campgrounds
GPM, one Vaughan pump can
• Pharmaceuticals
handle what competitors can't.
• Hotels
• Multiple pump configurations are
• Airports
available.
• Food Processing
• With Vaughan Company's
• Oil Refineries
multi -million dollar inventory, down
. Municipalities
time is eliminated.
web: www.chopperpumps.com email: info@chopperpumps-com
phone: 1-888-249-2467 or (360)249-4042 fax: (360)249-6155
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Mabel Bassett Correctional Center,
McLoud, OK
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THE LIFT STATION SOLUTION
The increasing number of "flushable" consumer products is
presenting serious challenges for the standard non -clog lift
station. With thousands of proven lift station applications,
Vaughan chopper pumps are a proven solution to the
toughest plugging problems.
Raw incoming solids are chopped and pumped dependably
with Vaughan chopper pumps, replacing standard non -clog
pumps and eliminating the need for pre -grinders or
comminutors used in troublesome lift stations.
FEATURES & APPLICATIONS
BENEFITS
• Vaughan chopper pumps handle • Prisons
higher solids concentrations than
• Hospitals
standard non -clog pumps.
• Restaurants
• Vaughan's patented chopping
. Housing Developments
action helps downstream
processing.
•Pulp and Paper Mills
• With capacities of up to 10,000
• Campgrounds
GPM, one Vaughan pump can
• Pharmaceuticals
handle what competitors can't.
• Hotels
• Multiple pump configurations are
• Airports
available.
• Food Processing
• With Vaughan Company's
• Oil Refineries
multi -million dollar inventory, down
. Municipalities
time is eliminated.
i�
web: www.chopperpumps.com email: info@chopperpumps.com
phone: 1-888-249-2467 or (360)249-4042 fax: (360)249-6155
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Mabel Bassett Correctional Center,
McLoud, OK
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North Tahoe PUD, Tahoe Vista, CA
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Metropolitan Sewer District of Greater
Cincinnati, Cincinnati, OH
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1218 THIRD AVENUE, SUITE 1600
SEATTLE, WASHINGTON 98101-3032
FAX: (206) 903-0419
PHONE: (206) 684-6532
PROJECT MEMORANDUM
Project Name:
Lake Washington Beach Lift Station
Final Design and Construction Services
Client:
City of Renton
Prepared By:
Tyler Whitehouse
Reviewed By:
Brian Casey
Subject:
Final Siting Alternatives Memorandum
Distribution:
Carollo and City Project Team
1.0 PURPOSE
Date: November 6, 2009
Project Number: 8235B.10
The purpose of this memorandum is to identify potential lift station locations for the Lake
Washington Beach Lift Station at Gene Coulon Memorial Beach Park (Park) in Renton,
Washington. Alternatives are analyzed with respect to gravity sewer length, force main length,
power service, loss of vegetation, elimination of parking spaces, and facility operation and
maintenance. Planning level cost estimates are included for key project elements that differ for
each alternative.
2.0 BACKGROUND
The existing lift station constructed in 1968 consists of a below -grade wet well and separate
cylindrical -shaped dry pit, which houses the mechanical and electrical equipment, and an
above -grade control panel. The existing facility is located in an island in the northern portion of
the Park parking lot.
The new lift station recommended in the Lake Washington Beach Alternatives Analysis (Carollo,
Final, July 2009) includes a below -grade, duplex submersible type lift station with valve vault
and above -grade control panel. For constructability reasons, it is anticipated that the new lift
station will not occupy the footprint of the existing lift station.
The existing facility will be abandoned in place once the new lift station is online. City of Renton
(City) operation and maintenance (O&M) staff have expressed that the existing lift station is
difficult to service in the summer when the parking lot is full. O&M staff indicate they rarely find
an available parking space next to the lift station and typically have to block part of the roadway
during service calls, which occur daily during the summer season. It is anticipated that the new
lift station design will reduce service calls as a result of using chopper type pumps. However,
access during the peak use season will remain a significant issue.
FINAL - November 6, 2009
pw:\\oco-pw-app:Carollo\Documents\Cllent\WA\Renton\8235810\Deliverables\Siting Aternatives Memorandum.doc
PROJECT MEMORANDUM
3.0 LIFT STATION LOCATION ALTERNATIVES
Carollo conducted a site visit with City staff on October 22, 2009 to identify potential lift station
locations. Five different location alternatives were discussed and are listed below, with locations
shown in Figure 1.
• Alternative A: Utilizing two parking spaces adjacent to the existing lift station on either
the north side or south side of the existing station.
• Alternative B: Utilizing two parking spaces north of the Park entrance.
• Alternative C: Utilizing the vegetated area along the north side of the Park entrance.
• Alternative D: Utilizing the grass roundabout at the Park entrance.
• Alternative E: Utilizing one parking space and open area at the south end of the parking
lot.
All sites were selected for their location away from the active Park area. Comparison of these
potential sites include: gravity sewer extension, force main extension, power service extension,
loss of parking spaces, and potential loss of vegetation. As information from Puget Sound
Energy (PSE) is not yet available, power extension considerations are based on the distance
from the existing facility site.
Gravity sewer extensions for Alternatives A, B, and C assume that the existing wet well is
converted to a flow -through manhole. It is assumed that construction in or adjacent to the
existing facility will not impact the existing trees. Should construction of the gravity sewer
interfere with the existing trees, a new manhole located in the parking lot travel lane would be
required to intercept and divert the gravity sewer to an alternate location. The costs for the new
manhole are not included for these three alternatives.
Alternative A
Alternative A includes a new lift station located adjacent to the existing facility site. It is
anticipated that two parking spaces, either on the north side or the south side of the existing
facility, will be required for the new lift station facilities.
• Advantages:
o Shortest gravity sewer piping, 10 linear feet (LF)
o No extension of power service
o Reuse existing wet well as flow -through manhole
• Disadvantages:
o Longest force main, 360 LF
FINAL - November 6, 2009 2
pw :�\oco-pw-app:Carollo\Documents\Client\WA\Renton\8235B10\Deliverables\Siting Alternatives Memorandum.doc
PROJECT MEMORANDUM
Loss of two parking spaces
Probable tree loss at existing facility island
Alternative B
Alternative B includes a new lift station located in two parking spaces along the north side of the
Park entrance.
• Advantages:
o Short force main, 230 LF
o Reuse existing wet well as flow -through manhole
• Disadvantages:
o Gravity sewer extension required, 110 LF
o Loss of two parking spaces
o Potential tree loss at existing facility island
o Extension of power service, 110 LF
Alternative C
Alternative C includes a new lift station located in a vegetated area along the north side of the
Park entrance.
• Advantages:
o Shortest force main, 220 LF
o Reuse existing wet well as flow -through manhole
o No loss of parking spaces
• Disadvantages:
o Gravity sewer extension required, 130 LF
Potential tree loss at existing facility island
o Extension of power service, 130 LF
Loss of vegetation at new site
Alternative D
Alternative D includes a new lift station located in the grass roundabout at the Park entrance.
FINAL - November 6, 2009 3
pw:\loco-pw-app.Carollo�DocumentslClienHWAlRenton\8235B10\Deliverables\Siting Altematives Memorandum.doc
PROJECT MEMORANDUM
• Advantages:
o Short force main, 230 LF
o No loss of parking spaces
o Unimpeded access to site for larger service vehicles
o Least concern for cars blocking access to facility
o Potential to incorporate Park entrance sign as part of project
• Disadvantages:
o Gravity sewer extension required, 140 LF
o Extension of power service, 150 LF
o New manhole required
o High visibility will require landscaping or Park sign to screen view from entrance
Alternative E
Alternative E includes a new lift station located in an open area at the south end of the parking
lot directly south of the grass roundabout. It is anticipated that one parking space would be
required for access to the lift station.
• Advantages:
o Short force main, 260 LF
o Lower visibility area away from Park
• Disadvantages:
o Loss of one parking space
o Longest gravity sewer extension, 240 LF
o Longest power service extension, 250 LF
o New manhole required
FINAL - November 6, 2009 4
pw:\loco-pw-app:Carollo\Documents\Client\WA\Renton\8235B10\Deliverables\Siting Alternatives Memorandum.doc
4.0 COST ANALYSIS
The costs for each alternative include estimated planning level construction costs for four
differing project elements; gravity sewer piping, force main piping, power service extension, and
a new manhole. The costs presented do not represent all project elements. For example, the
cost for the lift station and facility operation and maintenance is not included, as the cost for
these project elements are not anticipated to differ between the site locations. Planning level
construction costs for each alternative for differing project elements are provided in Table 1.
Prepared By:
Tyler Whitehouse
FINAL - November 6, 2009 5
pw:\\oco-pw-app:Carollo\Documents\Client\WA\Renton\8235B10\Deliverables\Siting AltemaGves Memorandum.doc
LEGEND
ALTERNATIVE SITE GRAVITY FORCE
LOCATION SEWER('r MAIN("
A('
q \\ B
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(1) Two potential locations represented.
s (2) 8-inch diameter PVC gravity sewer pipe.
Existing Lift (3) 4-inch diameter PVC force main.
New Station COMMON FORCE MAIN — — — —
Manhole Existing \ FLOW DIRECTION
Wet Well
1 inch = 45 feet
Q - Feet
0 45 90
o
Q ,
00
_ • • • f n\. J ate`____ `�
P T • � -"tom
GENE COULON MEMORIAL
BEACH PARK ENTRANCE
Q6
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LIFT STATION LOCATION ALTERNATIVES
LAKE WASHINGTON BEACH LIFT STATION
FINAL DESIGN AND CONSTRUCTION SERVICES
�rcarolln CITY OF RENTON
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Table 1 Planning Level Construction Cost Estimates For Differing Project Elements
Lake Washington Beach Lift Station Final Design and Construction Services
City of Renton
Alternative
Project Element
Unit Cost(4)
A B C
D
E
Gravity sewer piping(')
$380/LF
$4,000 $42,000 $50,000
$54,000
$91,000
Force main piping(2)
$150/LF
$54,000 $35,000 $33,000
$35,000
$39,000
Power service extension (3)
$160/LF
$0 $18,000 $21,000
$24,000
$40,000
New manhole
$22,000 EA
N/A(5) N/A(5) N/A(5)
$22,000
$22,000
Estimated Construction Cost For Differing
$58,000 $95,000 $104,000
$135,000
$192,000
Project Elements
Additional Cost From Lowest Alternative
$0 $37,000 $46,000
$77,000
$134,000
Notes:
1. 8-inch diameter polyvinyl chloride (PVC) sewer pipe installed in parking lot. Average installation depth equal 13 feet.
2. 4-inch diameter C-900 PVC pressure pipe installed in parking lot. Average installation depth equal 4 feet.
3. 4-inch diameter PVC conduit with No. 8 cable installed in parking lot. Average installation depth equal 4 feet. Power service extension
based on distance from existing facility site.
4. Representative of planning level construction unit costs.
5. Assumes existing wet well is converted to a flow -through manhole.
Abbreviations:
EA each LF linear foot N/A not applicable
40
Meeting Minutes
Lake Washington Beach Lift Station Final Design and Construction Services
City of Renton
Meeting October 22, 2009
Date:
Work Order No.: 8235B.10
Time: 8:00 a.m. - 12:00 p.m.
Location: City of Renton, Lake Washington Beach Lift Station, and City Shops
Attendees: City
Dave Christensen
John Hobson
Mike Benoit
Oscar Cantu
Stan Job
Distribution: Attendees
Purpose: Design Standards Meeting and Site Visit
Significant information, Decisions, and Action Items.
Consultants (Carollo)
Brian Casey
Adam O'Leary
Tyler Whitehouse
1. Site Visit
a. Five potential sites were discussed for analysis in the Siting Alternatives Analysis
Memorandum.
1) Two parking spots adjacent to the existing lift station (no preference as to which
side).
2) Two parking spots on the east side of the parking lot near the park entrance.
3) A bushed and open dirt area near the park entrance.
4) In the grass roundabout at the park entrance.
5) One parking spot and open dirt area south of the grass roundabout.
b. 480V, three phase power preferred.
1) Carollo to provide cost for 480V, three-phase power in Siting Alternatives Analysis
Memorandum.
c. City will provide telemetry equipment (RUGID unit) and telemetry programming.
Contractor to install.
d. Existing antennas will be used for new pump station. Additional space in control panel
will be provided for future telemetry equipment. Depending on selected location, City will
provide radio test for signal strength.
e. Water for wash down will be provided at the new lift station.
1) Hot Box for reduced pressure backflow preventer will be located at grade.
2) Hose bibb will be located in Hot Box as well.
f. City to verify existing force main discharge location.
g. City to provide PSE contact.
pw:\\oco-pw-app:Carollo\Documents\Client\WAIRenton\8235B10\Meetings\Minutes\102209_Design Standards Meeting Minutes —Lake WA.doc
h. Manufacturer cables run all the way to the control panel without junction box. Provide
"air gap" to comply with NFPA 820 code and surround cables with perforated SST plate
to protect cables from vandals.
2. Design Standards Meeting
a. Spare parts are not desired for any equipment.
b. Provide intrusion switches on wet well, valve vault, and control panel.
c. Provide limit switches on check valves.
d. Isolation valves to be plug valves - horizontal axis of rotation.
e. Provide a tap for pressure gauges upstream and downstream of the check valve.
f. Flow measurement device is not required.
g. Provide safety netting over wet wells. No safety grating is desired.
In. Provide L&W hatches with odor gasket and drain channel.
i. City will provide standard CAD borders and typical details where applicable.
j. Provide "T" on influent pipe into wet well with ends open.
k. Provide gate on influent line.
I. Listing one manufacturer and model number for the design pump without an "or equal"
clause in the specifications is acceptable. Provide "detailed" specification.
m. Provide sump pump in vaults for code compliance.
n. All control panel components (including supports) shall be constructed of stainless steel.
o. City to discuss desired wet well coatings internally.
p. Carollo to research double rail guide rail for potential pumps.
q. WSDOT Specifications - CSI specification format for Section 10, Special Provisions.
Attachments:
Action Items
END OF NOTES
DESIGN STANDARDS MEETING AND SITE VISIT
October 22, 2009
pw:\loco-pw-app:Carollo\Documents\ClientlWA\Renton\8235B10\Meetings\Minutes\102209_Design Standards Meeting Minutes —Lake WA.doc 2
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Michael A Benoit
From: Tyler Whitehouse [TWhitehouse@carollo.com]
Sent: March 31, 2010 8:39 AM
To: David Christensen; Michael A Benoit
Cc: Brian Casey; Lara Kammereck; Adam O'Leary
Subject: Lake Wa Beach New Site Plan Figure 2
Attachments: Figure-2.pdf
Dave and Mike,
See attached new site layout.
The below additional costs are based on the Siting Alternatives Memo we presented earlier.
Gravity sewer $380/1-F
Force main $150/1-F
Power extension $160/1-F
Total
60 LF
= $22,800
60 LF
= $9,000
70 LF
= $11,200
$43,000
Please note, additional costs that would be associated with doubling the capacity of the station are not included. As
presented in the alternatives analysis, the station includes 1 hour of emergency storage. If we keep the station as is, we
would be reducing the emergency storage capacity if we double the pump capacity, otherwise the station will have to be
deeper to maintain emergency storage capacity.
Things to consider:
In talking with Brian, he pointed out that although we are constructing north of the island with the single tree in it, the
tree may still have to be removed based on extent of rooting. I say this because I didn't want you to promise Parks that
by taking the four spaces north of the island, we are necessarily able to save the tree to the south.
Please let me know if you have any questions or comments.
Thanks,
Tyler Whitehouse
Carollo Engineers
1218 Third Ave, Suite 1600
Seattle, WA 98101
Office: 206-684-6532
Fax: 206-903-0419
twhitehouseCabcarollo.com
Michael A Benoit
From: Leslie A Betlach
Sent: April 05, 2010 10:40 AM
To: Michael A Benoit; Kelly Beymer
Subject: RE: Lake Washington Lift Station Replacement
OK, thanks
zed4- 14. Fed"'IfIf
Parks Planning and Natural Resources Director
City of Renton
1055 South Grady Way
Renton, WA 98057
Phone: 425-430-6619
Fax: 425-430-6603
Ibetlach@rentonwa.gov
From: Michael A Benoit
Sent: Monday, April 05, 2010 9:08 AM
To: Leslie A Betlach; Kelly Beymer
Subject: RE: Lake Washington Lift Station Replacement
We are going to be able to re -coop 3 of the 4 stalls lost. End result will be the loss of one stall and the easterly
island as discussed when you asked us to look at the additional option.
Mike
From: Leslie A Betlach
Sent: April 05, 2010 8:59 AM
To: Kelly Beymer; Michael A Benoit
Subject: RE: Lake Washington Lift Station Replacement
This is fine. Do you think 3 stalls can be re -cooped or just 2?
Leslie
Zee&e 4 Ve&4e4
Parks Planning and Natural Resources Director
City of Renton
1055 South Grady Way
Renton, WA 98057
Phone: 425-430-6619
Fax: 425-430-6603
Ibetlach@rentonwa.gov
From: Kelly Beymer
Sent: Monday, April 05, 2010 8:00 AM
To: Michael A Benoit; Leslie A Betlach
Subject: RE: Lake Washington Lift Station Replacement
Hi Michael,
I'm ok with the small revision. It is in the same location, and we are still netting a loss of only one stall and the island -
and I like saving the center island.
Leslie?
Thanks,
Kelly
From: Michael A Benoit
Sent: Wednesday, March 31, 2010 10:30 AM
To: Leslie A Betlach; Kelly Beymer
Subject: Lake Washington Lift Station Replacement
Here is a copy of the proposed layout to place the station at the east side of the parking lot as we discussed.
Preliminary estimates are that the cost increase is within an acceptable range.
We have shifted the station to the north, planning to save the trees in the center island. That means, instead of
replacing 3 stalls and the island with 2 stalls, we will replace four stalls and the island with 3 stalls. End result,
as we discussed, will still be the loss of the island and 1 parking stall.
Michael Benoit
Project Manager
Wastewater Utility
City of Renton
(425) 430-7206
0,
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IF- IF WIDE ROLL GATE
LIMITS OF CONTRACTOR
OPERATIONS
LIFT STATION
(BELOW GRADE)
ANTENNA
CONTROL PANEL
VALVE VAULT
(BELOW GRADE)
APPROXIMATE
FENCED AREA
(1:80 SO FT
FT x 38 FT)
rr
NE COULON MEMORIAL BEACH
Figure No. 2
SITE PLAN
LAKE WASHINGTON BEACH LIFT STATION
(ANSITE PLAN CITY OF RENTON
SCALE: 1"��
FILE: 8453-SRV
C-.Xpw_working\projectwise\hgarcia\dms99193\Figure-2 3-30-10 03:14pm HGarcia XREFS: 8453-SRV Working Wonders With Water
R E Ttv o tv
Cit of Renton, Washington
Map Title
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Legend
�] Lakes and Rivers
13 Parcels
Jurisdictions
Bellevue
Des Moines
Issaquah
Kent
King County
Mercer Island
Newcastle
RENTON
SeaTac
Seattle
Tukwila
Aerial (June 2009)
■ Red: Band-1
0 Green: Band-2
E Blue: Band 3
1: 625
@ 11" x 17"
Notes
Enter Map Description
LIMITS OF CONTRACTOR
OPERATIONS
LIFTS ATtON
(BELOW GRADE)
ANTENNA
CONTROL PANEL
VALVE VAULT
(BELOW GRADE)
APPROXIMATE
FENCEDAREA
= 680 SO FT
(18 FT x 38 FT)
COULON MEMORIAL BEACH
Figure No. 2
SITE PLAN
LAKE WASHINGTON BEACH LIFT STATION
GSITE PLAN CITY OF RENTON
SCALE: 1-47
FILE: 8453-SRV 0►0- //'
C:\pw"rkingkprgectwise\hgarcia\dms99193\Figure-2 3-30-10 03:14pm HGarcia XREFS:8453-SRV Workng Wonders With Water '
8 UP
Up
UP
ASPH LT
8"
15
CB
N
RIM=25.65
E. 8-CMP(NW)=21 -.35
I.E. 12"CMP(NE)=21.40
15"
18"
SSMH
VDIA. CONC. D
RIM=27-.93
D.
I.E. 8"(W)=16.39
BOTTOM=11.93
. .. ... PUMP STA ON
15"
2 PIPES ON BOTTOM
3.4' DIA. P STIC LID
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FEEDING PUMP STATION
15"
15"
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20
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635C-31.4 M/WCP N ASPHAL
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-- - - -------------
10
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FLAGPOLE
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RIM=26.05
4-PLASi X(SW)=24.25
I.E. CMP(E)=23.85
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SD
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I.E. 8-CMP(W)=23.22
I.E. 8"CMP(E)=23.17
SD 15"CEDA
SD
I.E.I8.CONC(S
.E. B-CONC(SW)=21.77
ASPHALT
0
10" Zk
CP# 5 8"
635C-31.5 R/C
N=186554.95
E=1302371.85
ELEV.=28.29
30"MAPLE
I.E. 72" MP 8.
I.E.72" MP 18.
Tn r. = 1
TEL
I
Engineers... Working Wonders With Water"
CITY OF RENTON
2009 WASTEWATER LIFT STATION PRE -DESIGN
LAKE WASHINGTON BEACH ALTERNATIVES
ANALYSIS
FINAL
July 2009
1218 THIRD AVENUE - SUITE 1600 - SEATTLE, WASHINGTON 98101-3032 - (206) 684-6532 - FAX (206) 903-041S
pwlbco-pw-app Carol b0owmentslCbentlWAlR ton18235X001DeiverabbslRpt - LakeWABeach.doc
CITY OF RENTON
2009 WASTEWATER LIFT STATION PRE -DESIGN
LAKE WASHINGTON BEACH ALTERNATIVES ANALYSIS
TABLE OF CONTENTS
Page
1.0
INTRODUCTION.........................................................................................................1
2.0
BACKGROUND...........................................................................................................1
3.0
LIFT STATION REPLACEMENT ALTERNATIVES.....................................................1
3.1 O&M Staff Concerns..........................................................................................1
3.2 Lift Station Replacement Alternative Summary .................................................2
3.2.1 Alternative 1.......................................................................................
2
3.2.2 Alternative 2.......................................................................................
5
3.2.3 Force Main Replacement Alternative .................................................
5
4.0
GRAVITY SEWER ROUTE ALTERNATIVES.............................................................6
4.1 Gravity Sewer Route Alternative Summary .......................................................6
5.0
COST ANALYSIS........................................................................................................8
5.1 Total Project Costs............................................................................................8
5.2 Life Cycle Costs.................................................................................................9
5.3 Annual Cost Method Analysis..........................................................................10
6.0
RECOMMENDATIONS..............................................................................................11
7.0
REFERENCES..........................................................................................................12
LIST OF APPENDICES
APPENDIX A Preliminary Geotechnical Evaluation
APPENDIX B Cost Analysis Spreadsheets
LIST OF TABLES
Table 1 Total Project Cost Summaries (2009 Dollars) .................................................. 9
Table 2 Life Cycle Cost Summaries (2009 Dollars) ..................................................... 10
Table 3 Annual Cost Method Analysis (2009 Dollars) ................................................. 11
LIST OF FIGURES
Figure 1 Typical Submersible Lift Station Layout, Alternatives 1 and 2.......................... 3
Figure 2 Gravity Sewer Route Alternative 3................................................................... 4
July 21, 2009 - FINAL
pw \bco-pw-app Carol lo0ocuments\Client\WPRenton\8235X00\Deliverables\Rpt - LakeWABeach doc
City of Renton
LAKE WASHINGTON BEACH ALTERNATIVES ANALYSIS
1.0 INTRODUCTION
The purpose of this report is to evaluate lift station replacement alternatives and perform a
route analysis to determine if the Lake Washington Beach Lift Station may be abandoned and
replaced with a new gravity sewer. Two lift station replacement alternatives and one gravity
sewer route alternative have been evaluated to determine the service alternative for the area.
2.0 BACKGROUND
The Lake Washington Beach Lift Station located at Gene Coulon Memorial Beach Park (Park)
is a small sewage lift station constructed in 1968. The lift station includes a below grade
concrete wet well and separate cylindrical shaped steel dry pit which houses two 3 horsepower
(hp) non -clog sewage pumps and other mechanical and electrical equipment. City of Renton
(City) operation and maintenance (O&M) staff have expressed concerns regarding operation
difficulties stemming from sewage influent abnormalities and the facility type. Based on lift
station age and reliability, the City has determined that full lift station replacement is necessary
at this location. Alternatives for lift station replacement are presented in this report.
The City prefers to serve customers via a gravity sewer pipeline, rather than a lift station
whenever feasible. A gravity system eliminates electricity costs for pumping and equipment
maintenance, which greatly reduces annual O&M costs. Based on survey data, conversion to a
gravity system is possible at this location; however, additional hydraulic factors discussed in
this analysis eliminate this as a viable alternative.
3.0 LIFT STATION REPLACEMENT ALTERNATIVES
The alternatives presented each include complete lift station replacement of the Lake
Washington Beach Lift Station, as recommended by the City.
3.1 O&M Staff Concerns
City O&M staff have expressed the following concerns with the Lake Washington Beach Lift
Station.
• Swimsuits. towels, shirts, and other large rag -type materials comprise the influent
sewage and clog the existing pumps.
• O&M staff installed a basket on the influent line to collect the rags and protect the pumps;
however, during peak summer season, daily cleaning of the basket is required and the
wet well is vactor cleaned nearly twice per week.
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Access to the lift station for maintenance is difficult in the summer months when the Park
is crowded.
3.2 Lift Station Replacement Alternative Summary
The new lift station will be similar in design to existing City lift station facilities. The City requires
a low impact, low cost solution to simplify and reduce maintenance operations. Both
alternatives discussed in this section include a below grade, duplex submersible lift station. The
new lift station is assumed to be located adjacent to the existing facility in the parking lot;
however, locating the new lift station within or in the same location as the existing dry pit may
reduce installation costs and should be further analyzed during pre -design. The lift station will
be designed for one (1) hour of emergency storage and will utilize the new wet well, two
existing manholes, and existing in -line piping for the storage. City lift station standard includes
two (2) hours of storage; however, given the lift station's seasonal operation and accessible
location, it was determined that one (1) hour of storage would be adequate. It is suggested that
the existing parking spaces surrounding the new lift station be reserved for City personnel
during the summer months to provide additional space for maintenance of the lift station. In
addition to lift station replacement, the existing force main may also be replaced during this
project.
Permitting for construction of the new lift station is not anticipated to be a major component of
the project schedule, as construction would involve replacement of an already existing lift
station and force main (if desired).
Two alternatives for lift station replacement are summarized in this section, as well as a
separate additional alternative for force main replacement. A preliminary layout of the
submersible lift station for Alternatives 1 and 2 is shown in Figure 1. The approximate location
of the new lift station is shown for reference only in Figure 2 along with the proposed gravity
sewer alignment discussed later in this report.
3.2.1 Alternative 1
Alternative 1 includes a duplex, submersible lift station using chopper type pumps. The lift
station is assumed to be a packaged unit and include the following:
Sloped bottom, reinforced fiberglass wet well approximately 8 foot in diameter and 17
feet deep with concrete base and dual galvanized steel access hatches. A concrete wet
well will be analyzed during pre -design given the high groundwater conditions at the site.
Separate accessible fiberglass valve vault including discharge check and isolation (plug
type) valves with galvanized steel access hatch. A concrete valve vault will be analyzed
during pre -design given the high groundwater conditions at the site.
Explosion proof, 5 hp chopper pumps (two total) by Vaughan or equivalent. Ductile iron
construction.
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Figure 1
TYPICAL SUBMERSIBLE LIFT STATION LAYOUT
ALTERNATIVES 1 AND 2
2009 WASTEWATER LIFT STATION PRE -DESIGN
C Carw"� CITY OF RENTON
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GRAVITY SEWER ROUTE ALTERNATIVE 3
rsu� j'
2009 WASTEWATER LIFT STATION PRE -DESIGN
/ / Y CITY OF RENTON
• 4-inch diameter cement mortar lined ductile iron discharge pipe.
• NEMA 4X control panel. telemetry unit, and junction boxes located on a galvanized steel
stand at grade.
• Generator receptacle for portable generator usage.
• Submersible level transducer with backup float levels for pump control.
• Stainless steel pump guide rails for pump removal.
• Stainless steel anchors and supports.
A chopper pump is designed for shredding rag materials and solids such as plastics, heavy
rags, grease and hairballs, wood, and paper products as it pumps the product. Chopping is
accomplished by action of cupped and sharpened leading edges of impeller blades moving
across a cutter bar at the intake openings. Chopper pumps have proven durability and
excellence in a wide range of severe pumping applications such as food processing plants,
chemical and petrochemical facilities, automotive and steel industries, paper and wood product
facilities, as well as other municipal installations. Chopper pumps typically require more power
and thus have a higher rated horsepower compared to a non -clog pump. The capital cost of a
chopper pump is on average higher than a non -clog sewage pump.
3.2.2 Alternative 2
Alternative 2 includes a duplex, submersible lift station using non -clog pumps. The lift station is
assumed to be a packaged unit and will include all accessories and details discussed for
Alternative 1 with exception to the following:
• Explosion proof, 3 or 5 hp non -clog pumps (two total). Ductile iron construction.
Non -clog sewage pumps are designed for sewage and sludge containing solid or fibrous
particles. The existing non -clog pumps at the Lake Washington Beach Lift Station were
designed to pass 3-inch solids without clogging. O&M staff have indicated that the pumps have
become clogged in the past prior to the influent basket being in place. It is anticipated that if
non -clog pumps are selected for the replacement lift station, an influent screening device may
be required, similar to the existing configuration, to prevent pump clogging.
3.2.3 Force Main Replacement Altemative
The existing 4-inch diameter force main is roughly 40 years old. During construction of the new
lift station, the force main could be replaced at a lower cost than if it were replaced as a
separate project in the future. It is anticipated that the force main will be replaced with 4-inch
diameter polyvinyl chloride (PVC) pressure sewer pipe in accordance with American Water
Work Association (AWWA) C-900. Replacement of the force main will enhance the pump
selection, as existing hydraulics for an aged force main are more difficult to estimate. The force
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main can be installed via open cut trenching methods under minimum 3 feet cover.
Groundwater is not anticipated to be encountered. See Appendix A for site geotechnical
evaluation prepared by HWA Geosciences Inc. for further information. Pipe bursting is also a
potential pipeline installation method; however, is anticipated to be a less favorable and
economical option based on the following:
• Three (3) insertion/reception pits required based on current pipeline alignment shown in
record drawings. Multiple equipment set-ups will be required.
• Parking lot site restoration required.
• Multiple equipment set ups required.
• Shallow pipeline depth may produce surface heave in the parking lot. Additional
restoration may be required.
• Cleaning/pigging of the line may be required.
• Additional bypass pumping or vactor cleaning required compared to open cut trenching
replacement.
4.0 GRAVITY SEWER ROUTE ALTERNATIVES
The gravity sewer route analyzed for this alternative includes approximately 460 feet of 8-inch
diameter PVC gravity sewer pipe per American Society for Testing and Materials (ASTM) D
3034. The proposed alignment for the pipeline is shown in Figure 2. Alternative 3 is
summarized below identifying construction methods, potential conflicts, and assumptions for
installation.
4.1 Gravity Sewer Route Alternative Summary
Alternative 3 includes a new pipeline starting at a new 48-inch diameter manhole cut into an
existing 8-inch sewer line roughly 30 feet upstream of the existing lift station. The pipeline
travels south and east through a series of manholes and connects to existing King County
Manhole R02-10. During construction of the new manhole, the 8-inch diameter sewer line can
be plugged at an upstream manhole and the sewage vactor cleaned as necessary.
The pipeline can be constructed via open cut trenching methods and horizontal auger boring.
Approximately 250 feet of pipeline will be open cut while the remaining 210 feet will be
horizontally auger bored under three existing 72-inch diameter corrugated metal pipe culverts.
Open cut trench depths average 11 feet for the first approximately 130 feet of the pipeline.
Solid shoring with wood planks, stringers and cross bracing is assumed for trench support. The
pipeline will cross beneath an existing water line, underground power line, and storm drain.
These utilities will have to be potholed prior to pipeline construction.
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An entry pit roughly 36 feet by 12 feet by 15 feet deep will be required to house the horizontal
boring machine and steel casing in increments of 20 feet length. The entry pit can be shortened
in length if 10 foot casing lengths are used but accuracy is reduced and labor increased due to
additional welding of the casing. The soils are determined suitable for jack and bore trenchless
pipeline installation based on a preliminary geotechnical evaluation (see Appendix A). A 16-
inch diameter steel pipe is assumed to be bored for the carrier pipe casing. If rocks were
suspected in the soils, a 24-inch diameter casing would be installed such that if needed, a
worker could dislodge an interfering rock. The auger boring machine will utilize a steering head
and water level gage affixed to the top of the casing pipe to control grade. Horizontal drilling
experts claim this process is accurate in good soil conditions.
A receiving pit approximately 10 feet by 8 feet by 20 feet deep will be required to make the
connection to the receiving manhole. A new 48-inch diameter manhole will be located in both
the entry and receiving pits as shown on Figure 1. For both the entry and receiving pit, sheet
pile shoring is recommended. A clearance of 3 feet between the top of the casing pipe and
bottom of the culvert is recommended to avoid potential settling conflicts and construction
errors. The pipeline will cross under several utilities; however, based on depth of installation, no
problems are foreseen to occur.
The final section of pipe connecting to the King County manhole will be open cut trenched to a
depth of 20 feet. Sheet pile shoring is assumed for trench support. The pipeline will cross
beneath two existing water lines, which will require potholing prior to pipeline construction. The
pipeline will also cross beneath a 72-inch diameter storm drain proposed to be installed as part
of the 1-405 Congestion Relief and Bus Rapid Transit Projects. Precautionary measures should
be taken during installation of this section of pipe. Based on current survey of the area, an
existing 8-inch diameter pipe stub extends from the King County manhole-, however, if
connected to, would only permit about 1 foot of clearance beneath the existing culverts. A new
8-inch diameter sewer line is assumed to be core drilled at the base of the manhole for
connection to maintain a safe clearance below the existing culverts during boring.
Based on the investigations conducted by HWA Geosciences Inc. (see Appendix A), the soil
conditions present at pipeline installation depths can be generally classified as native silty sand
alluvium. A wellpoint dewatering system at intervals of 25 to 50 feet along the alignment and at
both the entry and receiving pit is recommended based on the anticipated soil instability below
groundwater level. It is recommended that the groundwater level be depressed and maintained
at a level not less than 3 feet below the invert of the pipeline or structure prior to and until all
installation is completed and properly backfilled.
Permitting for construction of the new gravity pipeline is not anticipated to be a major
component of the project schedule, as the site already includes several gravity sewer pipelines
and utilities.
During analysis of this alternative, the City was informed that the King County Eastside
Interceptor to which King County Manhole R02-10 is connected to. may surcharge under peak
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flow events. During a surcharge, the anticipated high flow elevation exceeds the elevation of
the new starting manhole in the Park by over two feet; this puts the Park at significant risk of a
sewage overflow during a peak winter event. The City internally analyzed the option of utilizing
various forms of back -check valves on the gravity line to prevent flow back from the interceptor.
However, seasonal flow patterns, combined with unusual debris periodically entering the line
led the City to a determination that the potential for material to hang-up in the check valve was
highly likely, therefore, not allowing the valve to be reliable.
5.0 COST ANALYSIS
The cost analysis for the sewer route and lift station replacement alternatives include total
estimated construction and project costs and 25-year life cycle costs (expected accuracy range
of +50 percent to -30 percent). Each alternative is also evaluated by the annual cost method
described at the end of this section. See Appendix B for detailed cost estimate spreadsheets.
5.1 Total Project Costs
The construction costs for each alternative were calculated assuming the following:
• Contingency = 30 percent.
• Contractor overhead, profit, and risk = 10 percent.
• Sales Tax = 9.5 percent.
• General conditions = 5 percent.
• Costs associated with environmental and permitting measures not included.
• The cost estimate herein is based on our perception of current conditions at the project
location. This estimate reflects our professional opinion of accurate costs at this time and
is subject to change as the project design matures. Carollo Engineers have no control
over variances in the cost of labor, materials, equipment; nor services provided by others,
contractor's means and methods of executing the work or of determining prices,
competitive bidding or market conditions, practices or bidding strategies. Carollo
Engineers cannot and does not warrant or guarantee that proposals, bids or actual
construction costs will not vary from the costs presented as shown.
The total project cost includes an additional 30 percent of the construction cost to account for
all allied costs (i.e. construction and engineering). The total project cost for each alternative is
shown in Table 1. The total project cost for Alternatives 1, 2, and 3 is 5370,000, S340,000, and
$710,000, respectively.
Alternatives 1 or 2 could be enhanced to include a new force main. This would increase
construction costs an additional S41,000 (554,000 total project cost). The cost includes
•
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replacement of approximately 360 feet of existing 4-inch diameter force main with 4-inch
diameter PVC pressure sewer pipe.
Table 1 Total Project Cost Summaries (2009 Dollars)
2009 Wastewater Lift Station Pre
-Design
City of Renton
Alternative 1 -
Alternative 2 -
Alternative 3 -
Chopper Pump
Non -clog Pump
Gravity Sewer
Estimated Costs Lift Station
Lift Station
Route
Construction` $280,000
$260,000
$540,000
Allied (30 percent) S84,000
S78,000
$162,000
Total Project Cost(') $370,000
S340,000
$710,000
Notes:
(1) Rounded up to nearest ten thousand dollars.
5.2 Life Cycle Costs
Life cycle costs for each alternative were calculated over a 25-year period. The following
assumptions were made in calculating the costs for all alternatives:
• Interest Rate = 5 percent.
• O&M staff hourly rate = S40 per hour.
• Rate of inflation = 3 percent per year.
The following assumptions were made for calculating the life cycle costs for Alternatives 1 and
2:
• Mechanical, electrical, and instrumentation equipment life = 20 years.
• Electrical power costs = S0.06/kW-hr.
• Submersible pump efficiency = 30 percent.
• Lift station operation = 6 hours per day, 5 months per year.
• Routine maintenance for Alternative 1 = two O&M staff at 8 hours each per month for 5
months.
• Routine maintenance for Alternative 2 = two O&M staff at 16 hours each per month for 5
months.
• Vactor cleaning assumed twice per year for chopper lift station.
• Vactor cleaning assumed ten times per year for non -clog lift station.
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• Miscellaneous yearly equipment replacement = 0.5 percent of replacement cost.
• Structural modifications to wet well in 25-year life span not included.
The following assumptions were made for calculating the life cycle costs for Alternative 3:
• Routine maintenance = two O&M staff at 16 hours each per year.
The 25-year life cycle cost for each alternative is shown in Table 2 along with the total project
cost for reference. Lift station replacement Alternatives 1 and 2 are roughly a half the total
project cost of gravity sewer Alternative 3; however, in a 25-year life cycle cost comparison, the
three alternatives are more comparable. The 25-year life cycle costs for Alternatives 1, 2, and 3
are $650,000, $720,000 and $740,000, respectively. Alternative 2 has higher life cycle costs
than Alternative 1 due to the anticipated additional maintenance required for cleaning the
influent basket, vactor cleaning the wet well, and servicing the pumps. Alternative 3 has the
highest life cycle cost, as the project cost of this alternative is high to begin with.
Table 2 Life Cycle Gost Summaries (2009 Dollars)
2009 Wastewater Lift Station Pre -Design
Citv of Renton
Alternative 1 - Alternative 2 - Alternative 3 -
Chopper Pump Non -clog Pump Gravity Sewer
Cost Lift Station Lift Station Route
Total Project Cost
25-Year Life Cycle Cost
$370,000
$650,000
5.3 Annual Cost Method Analysis
$340, 000
S720, 000
$710,000
$740,000
The annual cost method (also called the annual return method or capital recovery method) is
used to compare alternatives with unequal lives. This method assumes that each alternative
will be replaced by an identical twin at the end of its useful life. The alternatives are ranked by
calculating an equivalent uniform annual cost (EUAC). Annual O&M costs are based on the
same assumptions discussed previously for the life cycle cost analysis. The EUAC for each
alternative is listed in Table 3. All three alternatives yield roughly the same EUAC at just under
$40, 000.
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Table 3 Annual Cost Method Analysis (2009 Dollars)
2009 Wastewater Lift Station Pre -Design
City of Renton
Alternative 1 - Alternative 2 -
Alternative 3 -
Chopper Pump Non -clog Pump
Gravity Sewer
Lift Station Lift Station
Route
Design Life 20 20
80(2)
Total Project Cost $370,000 $340,000
$710,000
Annual Estimated O&M Cost $5,800 S11,500
$1,300
EUAC(') $36,000 S39,000
$38,000
Notes:
(1) Interest rate assumed 5 percent.
(2) Based on City of Renton Long -Range Wastewater Management Plan,
Review Draft
January 2009, Carollo Engineers.
6.0 RECOMMENDATIONS
All project alternatives based on life cycle and annual cost fiscal criteria are very similar.
Gravity sewer Alternative 3 would be preferred to service the Gene Coulon Memorial Beach
Park to eliminate the O&M efforts of a lift station at the Park. However, based on the risk of a
sewage overflow with the City Park, it was concluded that the gravity sewer is not a feasible
alternative. Should policy change in the future to prevent surcharge in the King County
Eastside Interceptor, this alternative should be reevaluated.
Alternative 1, which includes a submersible lift station with chopper pumps, is recommended
for implementation at the Lake Washington Beach Lift Station site. Although the total project
costs are slightly higher than Alternative 2, maintenance operations for this type of pump are
anticipated to be less than with a non -clog type pump for the sewage environment at the Lake
Washington Beach Lift Station site. It is anticipated that overall O&M operations will be
simplified and life cycle maintenance costs reduced for Alternative 1
July 21, 2009 - FINAL 11
pw:lbco-pw-app CarolblDocuments\ClientlWAlRenton18235X00\Deliverables\Rpt - LakeWABeach doc
7.0 REFERENCES
Carollo Engineers. January 2009. City of Renton Long -Range Wastewater Management Plan,
Planning Considerations and Design Criteria, Review Draft.
City of Renton. 2008. Renton Municipal Code. Title IV Development Regulations, Chapter 6
Street and Utility Standards.
HWA Geosciences Inc. July 2009. Preliminary Geotechnical Evaluation, Task 2. Lake
Washington Lift Station, Renton, Washington.
Simicevic, Jadranka and Raymond L. Sterling. March 2001. Guidelines for Pipe Bursting. TTC
Technical Report #2001.02.
Washington State Department of Ecology. August 2008. Criteria for Sewage Works Design.
July 21, 2009 - FINAL 12
pw \bco-pw-app:Carol o Documents\Client\WA1Renton\8235X000eliverables\Rpt - LakeWABeach.doc
APPENDIX
APPENDIX A
PRELIMINARY GEOTECHNICAL EVALUATION
RLT k HWA GEOSCIENCES INC.
UGeotecimical & Paremcnt Engineering - Hydrogeology - Gcoetwirolimewal - Inspection & Testing
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
Carollo Engineers
1218 3rd Avenue, Suite 1600
Seattle, Washington 98101
Attention: Ms. Lara Kammereck, P.E.
SUBJECT: PRELIMINARY GEOTECHNICAL EVALUATION
Task 2. Lake Washington Lift Station
Renton, Washington
Dear Ms. Kammereck;
As authorized in an Agreement for Professional Services, dated April 24, 2009, HWA
GeoSciences Inc. (HWA) completed a preliminary geotechnical evaluation for the proposed
Lake Washington Lift Station improvements, as part of the 2009 Wastewater Lift Station
Pre -Design Contract that Carollo Engineers (Carollo) has entered into with the City of Renton.
Task 2 of three tasks authorized by the Agreement for Professional Services is reported herein,
with the remaining two submitted under separate cover and dealing with the Westview Lift
Station (Task 1.) and the East Renton Lift Station (Task 3.).
In general conformance with the scope of work, described for Task 2 of our Agreement for
Professional Services with Carollo, this report presents our preliminary geotechnical evaluation
related to pre -design efforts for the subject facility. In general, however, we understand that the
City is considering its options of either replacement of the existing lift station with a new
structure, or an alternative gravity sewer instead.
PROJECT DESCRIPTION
Though its location was not immediately apparent, during our brief site reconnaissance, we
understand that the Lake Washington Lift Station is situated in the parking lot at the south
entrance to Gene Coulon Memorial Beach Park. Survey plans indicate the station is situated
within a treed island in the central part of the parking lot section located to the north of a grassed
traffic circle island near the south entrance into the park. We understand the station is currently
in need of replacement as it is aged and not performing to the City's expectations. We
understand that the lift station replacement would be either on the same footprint as the existing
station or right next to it in the parking lot. The lift station is estimated to be 8 feet in diameter
and 17 feet deep. 19730 - 64th Avenue W.
Suite 200
Lynnwood, WA 98036.5957
Tel: 425.774.0106
Fax: 425.774.2714
www.hwageo.com
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
In addition to evaluation of alternatives for lift station replacement, elimination of the lift station
in favor of a new gravity sewer line is part of the pre -design task. Carollo has indicated that the
potential new gravity sewer alignment will begin at a new manhole located directly upstream
(west) of the existing lift station and travel south roughly 110 feet to a new manhole located in
the grassed traffic circle island. The pipeline will then extend in a direction east and somewhat
south to another new manhole location to be constructed within the roadway running along the
east park boundary. This portion of the alignment is linear and entails of the order of 210 feet of
new sewer, which passes beneath two, center boulevard, shrubbery beds separating the entry/exit
lanes to the parking lot. The new manhole to be constructed in the entranceway will then joined
by another new section of sewer line that will be extended southeast some 100 feet to an exiting
manhole comprising a part of the King County Eastside Interceptor.
We understand that the portion of sewer line traversing from the traffic circle to the new manhole
and beneath the shrubbery beds will be an 8-inch diameter PVC line and must be installed by
trenchless methods due to the sensitivity of the existing shrubbery beds. It is anticipated that
tie-ins to the new section of sewer from the new manhole west of the existing pump station
location, and from the new manhole at the parking lot entrance to the existing King County
manhole, may be installed by open -trench methods. Preliminary information provided by
Carollo indicates that the new lines will be installed at depths of 10 to 20 feet below existing
grades from its start to the new manhole location.
The project site location is indicated on the Vicinity Map, Figure 1, attached. Figure 2, Site and
Exploration Plan, which was developed by PACE through survey of the immediate site area,
shows the possible alternative gravity sewer alignment along with site topography and features.
SITE CONDITIONS
As indicated above, the subject sewer lift station is situated within a treed island in the north arm
of the parking lot near the south entrance to Gene Coulon Memorial Beach Park. From the
topographic mapping provided by Carollo (see Figure 2), it is apparent that the ground elevation
at the existing lift station is approximately 28 feet, which is approximately 1 foot higher than the
ground elevation of the traffic circle pavement and center grassed island. The ground surface
rises gradually to the east and is at approximate elevation 31 feet where the new manhole is to be
installed in the entrance road to the park. From this point to the tie-in with the King County
system the ground continues to rise slightly to elevation 32 feet, but the King County manhole
lies within a localized depression with a base elevation of about 28 feet.
As may be expected for park development, the existing ground surface is covered by grassed and
treed areas, as well as extensive asphaltic pavement in the area of the gravity sewer alignment.
However, the alignment also crosses a creek which flows northward through the park and
ultimately into Lake Washington. The new sewer will pass under the creek and, at the crossing
location, will also pass under three, side -by -side, 72-inch diameter, corrugated metal pipe (CMP)
culverts that conduct the creek flow beneath the parking lot access roadway. The survey plan
Final Letter Report Task 2 2 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
(Figure 2) indicates that the invert elevations of the culverts range from about 18 to 18.9 feet at
the upstream inlet ends to about 16.8 to 17.9 feet at their downstream outlet ends. These culverts
appear to be of the order of 100 feet in length and the proposed trenchless section of sewer
alignment will be approximately below their center. Based on existing contour information, it
appears that the culvert crowns are about 4.5 to 5.5 feet below roadway pavement level. The
culvert levels and their approximate locations are schematically indicated on Figure 3, which
provides a ground profile along the sewer alignment based on the topographic information from
the survey plan. Also indicated on the profile are the proposed sewer invert elevations, as
indicated to us by Carollo, along with our interpretation of subsurface and ground water
conditions from our site exploration borings BH-1 and BH-2, which are discussed later.
Based on U.S. Army Corp of Engineers hydrometric data for Lake Washington, available from
their website, the current water level in Lake Washington at the Ship Canal gauging station is
approximately elevation 21.4 feet. Though the Lake water level fluctuates with time and
seasonal conditions, it appears to be of the order of 5.5 to 9.5 feet lower than the ground surface
level in the alternative sewer alignment location.
Other existing site features that exist in close proximity of or near the alternative sewer
alignment include parks buildings about 50 feet north of the alignment, a hydro -power
transmission tower about 100 feet south of the alignment, and private residential development
150 feet or more from the alignment. Numerous other underground and/or above ground
services criss-cross the alignment site. Some, none, or all of these other features may or may not
be influenced by or have an influence on the sewer, as discussed later.
GEOLOGY
According to the Geologic Map of King County, Washington, by Derek P. Booth and Aaron P.
Wisher (Booth et al, 2006), a portion of which is reproduced on Figure 4, the site is underlain by
wetlands deposits (Qw on the map). Typically, one would surmise that these deposits would be
largely organic and peaty in nature. The mapping also indicates a narrow band of alluvial
deposits (Qal) adjoining the wetlands deposits on the east, and a large area of modified land (m)
or artificial fill (af) to the south. These deposits are indicated to be non -glacial materials of
Holocene Age, and the alluvial deposits are anticipated to be comprised of sand and/or gravel
associated with post -glacial drainage courses, the local creek likely being a remnant drainage
feature. The modified land or artificial fill is associated with man -initiated land reclamation and
use activities and soil types are unknown as they are probably largely undocumented.
In general, it is anticipated that the soil deposits in the site area are likely to be loose to medium
dense in nature and of highly variable character and composition.
REVIEW OF EXISTING DATA
For the purposes of this assessment, HWA also reviewed existing subsurface data derived from
previously conducted geotechnical investigations within the local area, as referenced below:
Final Letter Report Task 2 3 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
Geotechnical Engineering Study, Proposed Southport Mixed -Use Development, I101 Lake
Washington Boulevard, Renton, Washington, consultant report prepared for Seco Development
(Geotech Consultants, Inc., 1999).
A number of explorations were conducted in the residential development area east and south of
Gene Coulon Memorial Park, which is relatively close to the project the site. A portion of the
referenced report and the logs of the subsurface explorations considered pertinent to this
assessment were reviewed, but since they are somewhat removed from the site are not included
herein. Nevertheless, they do provide some indication of soil conditions within the mapped
geologic units identified on Figure 4, and probable ground water conditions that may exist on
and in close proximity to the lift station site.
SUBSURFACE CONDITIONS
Available geological and subsurface information for the general site area was supplemented by
two exploration borings (BH-1 and BH-2) by HWA advanced on May 19, 2009. The
approximate locations of these borings are indicated on the Site and Exploration Plan, Figure 2,
and are in the vicinity of the entry and exit pits, respectively, that would be required for a
trenchless construction installation of the sewer line. The boring depths ranged from 51.5 to
31.5 feet for BH-1 and BH-2, respectively.
The borings were advanced by a truck -mounted, hollow -stem auger (HSA), drill rig, owned and
operated by Holocene Drilling, Inc., under sub -contract to HWA. A geotechnical engineer from
HWA directed the drilling operations, acquired samples for follow-up laboratory testing, and
logged subsurface conditions. Detailed logs of the borings are included herewith, as Figures A-2
and A-3, and are preceded by Figure A-1, which is a Legend of Terms and Symbols used on
Exploration Logs. This legend provides an aid to the interpretation of the logs. It is to be
recognized, however, that the boundaries between soil units shown on the logs as distinct
contacts are, in fact, likely to be indistinct and transitional in nature. Moreover, the conditions
represented on the logs are for those specific locations only and conditions between these
locations may vary substantially from either of the logs.
Samples of the subsurface soil units were obtained from the borings by in situ Standard
Penetration Test (SPT) sampling and testing means. The depth intervals of the SPT samples are
indicated on the logs along with the penetration resistance values, represented as the number of
blows for each 6-inch increment of penetration depth, or the actual depth of penetration for
50 blows if the penetration interval depth was less. The total number of blows to achieve the
final 12 inches of penetration is considered to be the SPT N-value, and is an indicator of the in
situ relative density or strength of the soil material, based on empirical correlations.
The samples were returned to our laboratory and representative specimens of selected samples
were tested to define engineering characteristics of the soils and refine their classifications. The
testing was performed in accordance with standard ASTM testing procedures for the specific
tests. Results of the tests, which included natural moisture content determinations, and particle
Final Letter Report Task 2 4 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
size distributions, are presented on the boring logs in Appendix A, or on the Particle -Size
Analysis of Soil plots, Figure B-1 and B-2, in Appendix B.
Review of our exploration data, and that presented in the report referenced above, indicates that
in general the area of the existing lift station and the proposed gravity sewer alignment is most
likely underlain by man-made fill, underlain by an extensive depth of alluvium. The fill is
comprised of a surficial cover of organic soils associated with landscaping activities in the park,
or asphaltic concrete pavement placed for roadway and parking lots. These surficial materials
were less than 6 inches in thickness at the boring locations, and are underlain by a fine to
medium sand fill, which extends to depths of 3.5 feet and somewhat greater than 7 feet at the
locations of BH-1 and BH-2, respectively. Some fine gravel and a boulder were noted near the
base of the sand fill in BH-1. The sand is of variable density ranging from dense to very loose.
Immediately underlying the sand fill, a layer of coal fill, with a thickness of approximately 5 to
6 feet, was observed in both borings. This coal fill was comprised of discrete, angular to
sub -angular, clasts or particles and has the characteristics of a very loosely placed aggregate
deposit.
Native alluvial soils were observed in both of our borings directly below the coal fill at depths of
approximately 10 and 12.5 feet in BH-1 and BH-2, respectively. In general, the alluvium is
comprised of silty fine sand with occasional fine sandy silt interbeds or layers. This deposit is of
variable density ranging from very loose to medium dense. In BH-1 a medium stiff, sandy,
organic silt interbed was encountered at a depth interval of 45 to 50 feet. A coarse gravel layer
was encountered at a depth of 30 feet in BH-2. Similar interbedding in the alluvium was noted
in the borehole explorations for the private development to the south of the sewer alignment.
On completion of our borings, ground water was observed only within BH-1, and at a depth of
approximately 8 feet, which is approximately elevation 19 feet, and is lower than the current lake
level elevation of 21.4 feet. It is probable that the measured water level did not represent
stabilized conditions and we anticipate the approximate ground water level below the sewer
project site to be at or somewhat above lake level at any point in time.
CONCLUSIONS AND RECOMMENDATIONS
In view of existing topographic and subsurface conditions at the Lake Washington Beach Lift
Station site, it is our opinion that improvements may take the form of replacement of the existing
station, at its present location or near by. Alternatively, replacement of the existing station with
a new gravity line including new manhole structures is also a viable option from a geotechnical
perspective. However, some design and construction constraints are presented by prevailing
subsurface conditions at the site.
The existing fill and native sandy alluvium soils present some challenges to construction of
sewer facilities on this site, particularly at depths below the water table. Severe excavation wall
and base instability is to be anticipated in these materials when extended below the water table,
and this condition is to be anticipated for the proposed new gravity sewer and appurtenant
Final Letter Report Task 2 5 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
manhole structures, whose inverts could be as much as 10 feet below ground water level at the
project site. It will be necessary to dewater any open excavations extending below ground water
level, and will be required for entry and exit pits for a trenchless installation method for the
gravity sewer, for any associated manhole structures, and for any portions of the sewer that will
be constructed by open -trench methods. The same would, of course, apply for excavation in
conjunction with anew replacement lift station structure. In general, we believe that a well point
dewatering system may be successfully employed at this site to dewater the silty sand alluvium
expected at proposed invert elevations of the line, as represented on Figure 3. Although the
contractor should be responsible for the design, installation, and operation of the dewatering
system, we would anticipate dewatering well points in the vicinity of each of the access pits, at
the manhole structures ,and at intervals of the order of 25 to 50 feet along the alignment. In our
view, the ground water level should be depressed and maintained at a level not less than 3 feet
below the invert level of any of the facilities to be constructed prior to and until all of the
facilities are completed and properly backfilled, as appropriate.
We recommend that sheet pile shoring be employed to provide stable entry and exit pit
excavation walls and limit the lateral extent of these temporary construction elements. This
consideration would also apply for a new lift station structure and any new manholes. At this
time, we anticipate that sheet lengths of the order of 40 feet or greater will be necessary to
provide for suitable base stability, for excavations of the order of 20 feet in depth and 10 feet in
width, in the absence of any dewatering other than internal sumps. The sheet depth may be
reduced depending on dewatering provisions and bracing layout, but the shoring and dewatering
systems should be designed on behalf of the contractor by a professional engineer experienced in
these aspects of construction.
In consideration of the proposed sewer pipe size (8-inch diameter), and the access constraints of
the site, we believe that a pipe jacking or jack and bore operation with advance dewatering of the
alignment will be best suited to installation of the gravity sewer line for the trenchless interval.
Typically, an over -sized casing is advanced by progressive jacking from the entry pit and
removal of soils from the casing interior by horizontal auger drilling equipment. We understand
that casing sizes ranging from 6 to 36 inches are common for such operations. Pipe ramming is
another method that is similar to jack and bore methods and consists of pneumatic hammer
advancement of the casing. Soil cleanout is undertaken either during advancement, to facilitate
pipe penetration, or on completion, and the cleanout may be achieved by auger, air or hydraulic
means. Typically, ramming methods are limited to smaller pipe sizes and lengths of 150 feet or
less, but may be viable for the cohesionless alluvial soils at this site. In either case, the carrier
pipe is inserted into the installed casing with suitable spacer provisions between the two and any
void spaces are grouted.
Though micro -tunneling equipment and methods are available that can install underground
services in cohesionless soils without the need for dewatering, such installations are generally
limited to pipe sizes not less than 1 foot in diameter, and more commonly are applied for
installations considerably larger. The micro -tunneler is inserted into the entry pit and controlled
remotely from the pit exterior. Stability of the cut face is controlled by compensating pressure
Final Letter Report Task 2 6 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
applied to the face and soils are removed through the cutting head as the tunneler is advanced.
However, we do not believe that this method would be suitable for this project due to the small
pipe size proposed.
Horizontal directional drilling (HDD) pipe installation methods have been successfully employed
on many occasions to install underground services of the size proposed herein in unstable water
bearing soils. However, the confined locations of the entry and exit pits, particularly the latter,
would make it very difficult to achieve the invert profile proposed. Normally, the entry and exit
locations are selected as a function of the curvature limits of the drill stem and the pipe element
to be installed. This requires that the entry and exit locations need to be setback sufficiently
from the end target installation points to permit the drill stem to follow a curvilinear path that
will coincide with the desired pipe profile. We do not believe that this could be achieved very
readily, if at all, at this site.
The presence of underground obstructions, typically consisting of boulders, logs or other woody
debris, or construction materials included in fills, can be problematic for all of the trenchless
installation methods if they occur within the path of the advancing casing pipe, and could also
pose problems for advancement of sheet piles for shoring purposes. Obstructions are particularly
problematic for small diameter casing that are not large enough to permit man -entry to clear the
obstruction. It is apparent that the site has received fill materials associated with operations
undertaken by man on the site in the past. The presence of the coal fill, for example, is
understood to be related to former coal handling facilities that existed in this area of the lake
shore in the past. Although the on -site fill material is situated above the pipe profile, it is
unknown if old piling may have been driven in this area to support former dock or other
structures associated with these coal handling operations, but this could be a possibility. The
alluvium in which the pipe will be installed may also contain logs and woody debris that may
have been transported by water to the site location. Boulders could also be encountered in the
alluvium, but their presence is considered less likely. Though our borings did not encounter any
obstructions, we recommend that contractual language be included in the project bid documents
to indicate their possible presence to contractors, such that the associated construction risks may
be included in the contract bid prices.
For the open -trench portions of the sewer pipe installation, we recommend that the contract
documents require that the contractor provide positive shoring methods, in conjunction with
advance dewatering, to limit the extent of the trench excavations and their impact on the access
roads to the park and the parking lot areas. We anticipate that pavement within the trench limits
will be saw -cut and the excavation will be suitably supported to prevent trench wall collapse and
undermining of the pavement. Trench boxes may be utilized for worker safety, but they should
be of the type that permit jacking of the shield walls to provide positive contact and support for
the excavated soils.
Dewatering along the open -trench excavation alignment should ensure that ground water is
depressed and maintained at least 3 feet below trench base level. Care should be exercised in
trimming of the trench base to final grade and we recommend a smooth -edge excavator bucket
Final Letter Report Task 2 7 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
be utilized to minimize disturbance and the need for recompaction. If excessively softened or
disturbed materials remain at trench base level, or organic or other deleterious materials are
present, they should be sub -excavated a minimum depth of 1 foot and the area backfilled with
bedding material.
Typically, pipes should be bedded and trenches backfilled with the appropriate materials meeting
the requirements stated in the 2008 WSDOT Standard Specifications for Road; Bridge, and
Municipal Construction. A minimum 6-inch thickness of bedding material is recommended
beneath pipes placed in open trenches, and this should be shaped to provide uniform support for
the pipe and extend at least 1 foot above the crown. Trench backfill should comprise Gravel
Borrow as specified in the 2008 WSDOT Standard Specifications, or it may consist of Native
Material for Trench Backfill, as approved by the project geotechnical engineer subsequent to
examination. Beneath roadway areas, areas to be paved or areas where settlement is a concern,
backfill placed above the pipe zone and to within 2 feet of the ground surface should be
compacted to at least 90 percent of the Modified Proctor maximum dry density (MDD), and
backfill placed within 2 feet of the ground surface should be compacted to at least 95 percent of
the Modified Proctor MDD. Manholes or a new lift station structure should be supported on a
prepared pad of granular fill comprising either 4-inch minus quarry spalls or granular bedding
material utilized for pipe support. We recommend a minimum 1-foot thickness of this material
for support of the precast bases for manholes or a new lift station structure.
CLOSURE
We have prepared this assessment for Carollo Engineers and the City of Renton for use in
preliminary design of this project. The conclusions and interpretations presented in this report
are based upon review of pre-existing field data supplemented by a couple of borings at the
extremities of a section of a potential alternative gravity sewer that would necessitate installation
by trenchless methods. The subsurface conditions described and/or portrayed herein should not,
however, be construed as our warranty of existing actual subsurface conditions. Experience has
shown that soil and ground water conditions can vary significantly over small distances.
Inconsistent conditions can occur between exploration locations and may not be detected by a
geotechnical study of this nature. If, during future site operations, subsurface conditions are
encountered which vary appreciably from those described herein, HWA should be notified for
review of the recommendations of this report, and revision of such if necessary.
Sufficient geotechnical monitoring, testing, and consultation should be provided during detailed
design and subsequent construction to confirm that the actual conditions encountered are
consistent with those indicated by the explorations, to provide recommendations for design
changes should conditions revealed during construction differ from those anticipated, and to
verify that geotechnical aspects of construction comply with the contract plans and
specifications.
Final Letter Report Task 2 8 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-05 8-2 1 /Task 2
Our work scope did not include environmental assessments or evaluations regarding the presence
or absence of wetlands or hazardous substances in the soil, surface water, or ground water at this
site.
O ' O
We appreciate the opportunity to provide geotechnical services on this project.
Sincerely,
HWA GEOSCIENCES INC.
Lorne A. Balanko, P.E.
Geotechnical Engineer, Principal
Attachments:
Figure 1
Vicinity Map
Figure 2
Site and Exploration Plan
Figure 3
Ground & Geologic Profile
Figure 4
Geologic Map
Appendices:
Appendix A Field Investigation
Appendix B Laboratory Testing
Final Letter Report Task 2 9 HWA GeoSciences Inc.
July 09, 2009
HWA Project No. 2009-058-21/Task 2
REFERENCES
Booth, Derek P and Wisher, Aaron P, 2007; Geologic Map of King County, Washington.
Geotech Consultants, Inc., 1999; Geotechnical Engineering Study, Proposed Southport Mixed -
Use Development, 1101 Lake Washington Boulevard, Renton, Washington, consultant report
prepared for Seco Development.
Final Letter Report Task 2 10 HWA GeoSciences Inc.
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LITHOLOGY GRAPHICS
Topsoil
Asphalt
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USCS Poorly -graded Sand (FILL)
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USCS Poorly -graded Sand with Silt
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O Ow - Wetland deposts
■
O Gal - Alluvium
O m or of - Modified lands/Artiflcal fill
Deposit of Fraser Glaciation (Pleistocene)
O Qvr - Vashon recessional outwash deposits
■
O Gvt -Vashon subglaclal meltout till
Older glacial and nonotaclal deposits (Pleistocene)
Gpf - Pre -Fraser deposits, undifferentiated
■
Bedrock
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■
This section is from "Geologic map of King County"
■
by Derek, P. Booth & Aaron P. Wisher - February 2006
GEOLOGIC MAP
HWAGEOSCIENCES INC
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06.17.09 2009-058-21
1 RENTON LIFT
APPENDIX A
FIELD INVESTIGATION
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE
COHESIONLESS SOILS
COHESIVE SOILS
Approximate
Density
IN(blows/ft)
Approximate
Consistency
N (blowstft)
Undrained Shear
Relative Density(°h)
Strength (psf)
Very Loose
0 to 4
0 - 15
Very Soft
0 to 2
<250
Loose
4 to 10
15 - 35
Soft
2 to 4
250 - 500
Medium Dense
10 to 30
35 - 65
Medium Stiff
4 to 8
500 - 1000
Dense
30 to 50
65 - 85
Stiff
8 to 15
1000 - 2000
Very Dense
over 50
85 - 100
Very Stiff
15 to 30
2000 - 4000
Hard
Iover 30
>4000
USCS SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP DESCRIPTIONS
Gravel and
GW
Well -graded GRAVEL
Coarse
Clean Gravel
•'
Grained
Gravelly Soils
(l the or no fines)
o Q
GP
Poorly graded GRAVEL
Soils
More than
50% of Coarse
Gravel with
o
GM
Silly GRAVEL
Fraction Retained
Fines (appreciable
on No. 4 Sieve
amount of fines)
GC
Clayey GRAVEL
Sand and
Clean Sand
••
SW
Well -graded SAND
More than
Sandy Soils
(little or no fines)
SP
Poorly -graded SAND
50% Retained
50% or More
on No.
of Coarse
Sand with
SM
Silty SAND
200 Sieve
Fines (appreciable
Fraction Passing
Size
amount of fines)
SC
Clayey SAND
No. 4 Sieve
ML
SILT
Fine
Sift
CL
Lean CLAY
Grained
and Liquid Limit
Soils
Less than 50%
Clay
_
OL
Organic SILT/Organic CLAY
MH
Elastic SILT
50% or More
Sift
Liquid Limit
Passing
and
50% or More
CH
Fat CLAY
No. 200 Sieve
Clay
y
Size
OH
Organic SILT/Organic CLAY
Highly Organic Soils
PT
PEAT
COMPONENT DEFINITIONS
COMPONENT
SIZE RANGE
Boulders
Larger than 12 in
Cobbles
3 in to 12 in
Gravel
3 in to No 4 (4.5mm)
Coarse gravel
3 in to 314 in
Fine gravel
3/4 in to No 4 (4.5mm)
Sand
No. 4 (4.5 mm) to No. 200 (0.074 mm)
Coarse sand
No. 4 (4.5 mm) to No. 10 (2.0 mm)
Medium sand
No. 10 (2.0 mm) to No. 40 (0.42 mm)
Fine sand
No. 40 (0.42 mm) to No. 200 (0.074 mm)
Silt and Clay
Smaller than No. 200 (0.074mm)
TEST SYMBOLS
%F
Percent Fines
AL
Atterberg Limits: PL = Plastic Limit
LL = Liquid Limit
CBR
California Bearing Ratio
CN
Consolidation
DID
Dry Density (pcf)
IDS
Direct Shear
GS
Grain Size Distribution
K
Permeability
MD
Moisture/Density Relationship (Proctor)
MR
Resilient Modulus
PID
Photoionization Device Reading
PP
Pocket Penetrometer
Approx. Compressive Strength (tsf)
SG
Specific Gravity
TC
Triaxial Compression
TV
Torvane
Approx. Shear Strength (tsf)
UC Unconfined Compression
SAMPLE TYPE SYMBOLS
®
2.0" OD Split Spoon (SPT)
(140 lb. hammer with 30 in. drop)
IShelby
Tube
3-1/4" OD Split Spoon with Brass Rings
OSmall
Bag Sample
Large Bag (Bulk) Sample
Core Run
Non-standard Penetration Test
(3.0" OD split spoon)
GROUNDWATER SYMBOLS
Q_ Groundwater Level (measured at
time of drilling)
1 Groundwater Level (measured in well or
open hole after water level stabilized)
COMPONENT PROPORTIONS
PROPORTION RANGE
DESCRIPTIVE TERMS
< 5%
Clean
5 - 12%
Slightly (Clayey, Silty, Sandy)
12 - 30%
Clayey, Silty, Sandy, Gravelly
30-50%
Very (Clayey, Silty, Sandy, Gravelly)
Components are arranged in order of increasing quantities.
NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation.
Soil descriptions are presented in the following general order:
Density/consistency, color, modifier (if any) GROUP NAME, additions to group name (if any), moisture
content. Proportion, gradation, and angularityofconstituents, additional comments.
(GEOLOGIC INTERPRETATION)
Please refer to the discussion in the report text as well as the exploration logs for a more
complete description of subsurface conditions.
U0111
HMGEOSCIENCES INC.
Renton Lift Stations Phase 1
MOISTURE CONTENT
DRY Absence of moisture, dusty,
dry to the touch.
MOIST Damp but no visible water.
WET Visible free water, usually
soil is below water table.
LEGEND OF TERMS AND
SYMBOLS USED ON
EXPLORATION LOGS
PROJECT NO.: 2009-058-21 FIGURE: A-1
LEGEND 2009058.GPJ 6/18/09
DRILLING COMPANY: Holocene Drilling, Inc LOCATION: See Figure 2: Site and Exploration Plan
DRILLING METHOD: HSA DATE STARTED: 05/15/2009 11:00:00 AM
SAMPLING METHOD: SPT-AUTO DATE COMPLETED: 05/15/2009 2:00:00 PM
SURFACE ELEVATION: 27.00 t feet LOGGED BY: D. Maloney
g
U
J
0
a U
o U)i
0 ---1 r-rr-7--
5-
1 10-
SM
1 15-
1 20-
1 25 -
w
U
m
Z
W
IL
L
Q
~Lu
Z
LU
F
Lu
to
W
Z
d d
N
z ?
x
O
¢ ¢
Lu
o
DESCRIPTION C6 rn o- 8 O 0
Organic rich topsoil.
Dense, brown to gray, silty, fine to medium SAND with trace
fine gravel, moist.
[FILL]
Driller Notes: Boulder encountered, difficult to maintain I S-1 3-14-16
vertical orientation in drill stem
Very loose, black, sandy, fine, angular to sub angular, COAL S-2 4-7-11
clasts, wet.
[COAL FILL]
® S-3 2-5-5 Q
Very loose, gray, silty, fine SAND with lenses of medium to
coarse sand, wet.
[ALLUVIUM]
Becoming Silty
Loose, dark gray, silty, SAND to sandy SILT, wet. Fine to
coarse
[ALLUVIUM]
Becoming Medium Dense
Driller Notes: Couple inches of heave, adds water
I� S-4 0-1-2 GS
S-5 1-1-1
S-6 0-0-2 GS
S-7 0-0-7
S-8 3-6-13
INS-9 7-8-7
30
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
and therefore may not necessarily be indicative of other times and/or locations.
Standard Penetration Test
(140 lb. weight, 30" drop)
♦ Blows per foot
10 20 30 40
0 20 4U bu tju
Water Content (%)
Plastic Limit 1--0 Liquid Limit
Natural Water Content
2
a
w
50 0
-i r0
F-10 I
1--15 1
F— 20 1
1-- 25 1
-J L-- 30 I
100
BORING:
gooRenton Lift Stations Phase 1 BH-1
fMGEOSCIENCES INC. PAGE: 1 of 2
PROJECT NO.: 2009-058-21 FIGURE: A-2
BORING 2009058.GPJ 6/24/09
DRILLING COMPANY: Holocene Drilling, Inc LOCATION: See Figure 2: Site and Exploration Plan
DRILLING METHOD: HSA DATE STARTED: 05/15/2009 11:00:00 AM
SAMPLING METHOD: SPT-AUTO DATE COMPLETED: 05/15/2009 2:00:00 PM
SURFACE ELEVATION: 27.00 t feet LOGGED BY: D. Maloney
to
5
U
J_
J O
U
a Co U
0 U) LU D
30 ---1
1 35 -
1 40-
1 45 -
1 50 -
1 55 -
1 60-
DESCRIPTION
Terminated at 51.5 feet bgs. Ground water encountered at 8
feet bgs.
w
U
LLI m
Z-
H
W
CL
Z
� L
U
Lu
r
Lu
~
a a
(O
N
W
Z
Z)
2
Z 7
Lu
S
O
can va
i
a Z
o
((7 0
S-10
3-6-8
f
XS-11 2-7-12
X S-12
XS•13 0-2-5
XS-14 5-9-11
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
and therefore may not necessarily be indicative of other times and/or locations.
Standard Penetration Test
(140 lb. weight, 30" drop)
A Blows per foot
d y
10 20 30 40 50 0
. r— 30
i
f— 35 1
F-45 1
1--50 1
�— 55 1
0 20 40 60 80 100
Water Content (%)
Plastic Limit ' 0 Liquid Limit
Natural Water Content
BORING:
Renton Lift Stations Phase 1 BH-1
HMGEOSCIENCES INC. PAGE: 2 of 2
PROJECT NO.: 2009-058-21 FIGURE: A-2
BORING 2009058.GPJ 6/24/09
DRILLING COMPANY: Holocene Drilling, Inc LOCATION: See Figure 2: Site and Exploration Plan
DRILLING METHOD: HSA DATE STARTED: 05115/2009
SAMPLING METHOD: SPT-AUTO DATE COMPLETED: 05/15/2009
SURFACE ELEVATION: 31.00 t feet LOGGED BY: D. Maloney
1 10-
1 15 -
1 20-
1 25 -
DESCRIPTION
Pavement - 4 inches
w
U
Lu m
Z-
W
D}
L
U
Q
Z
N
r
Lu LU
d _J
x y
w
Z
2 2zo
x
x
o
vai vai
a a
O
(
NS-1 2-2-1
Very loose, olive -brown, fine to medium SAND, moist.
[FILL]
S-2 1-1-1
----------------------
XS-3 0-1-1 GS
Very loose, black, sandy, fine, angular to sub angular, COAL S-4 1-2-2
clasts, wet.
[COAL FILL]
ML S-5 0-1-1
SM Driller Notes: Wet Rods at 15 feet.
Very soft, gray, sandy, SILT with lenses of medium to coarse S-6 0-1-1 GS
sand, wet.
[ALLUVIUM]
Medium Dense, gray, silty, fine to coarse SAND with trace S-7 3-8-8
fine gravel, wet. � N
XS-8 2-3-9
30w.i'u'L - ---- ----------------------'
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
and therefore may not necessarily be indicative of other times and/or locations.
Standard Penetration Test
(140 lb. weight, 30" drop)
♦ Blows per foot
10 20 30 40
n 9n An sn Bn if
Water Content (%)
Plastic Limit lam—] Liquid Limit
Natural Water Content
—10 1
1— 20 1
1-- 25 1
L-30
0
BORING:
Renton Lift Stations Phase 1 BH-2
HMGEOSCIENCES INC. PAGE: 1 of 2
PROJECT NO.: 2009-058-21 FIGURE: A-3
BORING 2009058.GPJ 6124/09
DRILLING COMPANY: Holocene Drilling, Inc LOCATION: See Figure 2: Site and Exploration Plan
DRILLING METHOD: HSA DATE STARTED: 05/15/2009
SAMPLING METHOD: SPT-AUTO DATE COMPLETED: 05/15/2009
SURFACE ELEVATION: 31.00 t feet LOGGED BY: D. Maloney
CO
W
�
5LuW
U
a.j
i L U)
J
J
W
W
F-
W C W
=
m
U)
cn
J
o_
J
n.
N
� � _
Lou
O
N
j
DESCRIPTION
U)i
w
a s
30
S-9
5-8-10
GP
Note: No recovery, resampled using modified call mia
°
sampler
Medium dense, gray, sandy, fine to coarse GRAVEL, wet.
Terminated at 31.5 feet bgs. No Ground water observed in
hole.
1 35 -
1 40 -
1 45 -
50 -
55 -
60-
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
and therefore may not necessarily be indicative of other times and/or locations.
o: Standard Penetration Test
(140 lb. weight, 30" drop)
o♦ Blows per foot
Z =
Z F
LLJ
0 20 40 60 80
Water Content (%)
Plastic Limit 1--0 Liquid Limit
Natural Water Content
—35
—45
150
55
J L 60
100
BORING:
Renton Lift Stations Phase 1 BH-2
HMGEOSCIINCES INC. PAGE: 2 of 2
PROJECT NO.: 2009-058-21 FIGURE: A-3
BORING 2009058.GPJ 6/24/09
APPENDIX B
LABORATORY TESTING
U.S. STANDARD SIEVE SIZES
3/4"
3" 1-1/2" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200
100
I I I I I I I
I I I I I I I
90
I I I I I I I I I I
I I I I I I I I I
F- $0 I I I I I I I I I
= I I I I I I I I I I
w 70 I I I I I I I I I I
2 I I I I I I I I I I
} 60 I I I I I I I I I
coI I I I I I I I I
W 50 I I I I I I I I I I
z
LL
I I I I I 1 I I I I
1 I I I I I I 1 I I
H 40 I I I I I I I 1 I I
Z I I I I I I I I I
W I I I I I I I I I
U 30
W I I I I I I I I I I
11 I I I I I I I I I
20
i I I I I I I I I I
I I I I I I I I I I
10
I I I I I I I I I I
I I I I I I I I I I
0
50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 0.0005
GRAIN SIZE IN MILLIMETERS
GRAVEL
GRAVEL
SAND
SILT
CLAY
Coarse
Fine
Coarse
Medium
Fine
SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines
• BH-1 S-4 10.0 - 11.5 (SM) Very dark brown, silty SAND 33 1.8 74.7 23.5
■ BH-1 S-6 15.0 - 16.5 (ML) Dark olive brown, SILT 66 0.0 8.7 91.3
A BH-2 S-3 7.5 - 9.0 (SM) Brown, silty SAND 26 5.3 75.5 19.3
1
PARTICLE -SIZE ANALYSIS
Renton Lift Stations Phase 1 OF SOILS
HWAGEOSCIENCES INC. METHOD ASTM D422
PROJECT NO.: 2009-058-21 FIGURE: B-1
HWAGRSZ 2009056.GPJ 6/24/09
1
PARTICLE -SIZE ANALYSIS
Renton Lift Stations Phase 1 OF SOILS
HWAGEOSCIENCES INC. METHOD ASTM D422
PROJECT NO.: 2009-058-21 FIGURE: B-1
HWAGRSZ 2009056.GPJ 6/24/09
U.S. STANDARD SIEVE SIZES
3/4"
3" 1-1/2" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200
100
I I I I I I I
I I I I I I I I I
90
I I I I I I I I I
I I I I I I I I I I
H 80 I I I I I I I I I I
= I I I I I I I I I I
w 70 I I I I I I I I I I
2 I I I I I I I I I I
6o I I I I I I I I I I
m I I I I I I I I I I
� I I I I I I I I I 1
w 5o I I I I I I I I I I
Z I I I I I I I I I I
LL I I I I I I I I I I
I— 40
Z I I I I I I I I I I
w I I I I I I I I I I
U 30
IY I I I I I I I I I I
d I I I I I I I I I I
20
I I I I I I I I I I
I I I I I I I I I I
10
0
�il
I I I I I I I I I
I I I I I I I I I I
1 1 __IJ I III
50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 0.0005
GRAIN SIZE IN MILLIMETERS
GRAVEL
GRAVEL
SAND
SILT
CLAY
Coarse
Fine
Coarse
Medium
Fine
SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL pl Gravel Sand Fines
• BH-2 S-6 15.0 - 16.5 (ML) Dark olive gray, SILT 43 0.1 13.0 86.9
Renton Lift Stations Phase 1 OF SOILS
HWAGEOSCIENCES INC. METHOD ASTM D422
PROJECT NO.: 2009-058-21 FIGURE: B-2
PARTICLE -SIZE ANALYSIS
HWAGRSZ 2009058.GPJ 6/24/09
Renton Lift Stations Phase 1 OF SOILS
HWAGEOSCIENCES INC. METHOD ASTM D422
PROJECT NO.: 2009-058-21 FIGURE: B-2
PARTICLE -SIZE ANALYSIS
HWAGRSZ 2009058.GPJ 6/24/09
APPENDIX B
COST ANALYSIS SPREADSHEETS
COST ANALYSIS SUMMARY SHEET - LAKE WASHINGTON BEACH LIFT STATION ALTERNATIVES ANALYSIS
Total
Direct
Cost
Contingency
General Contractor
Overhead, Profit, and
Risk
Sales
Tax
9.5%
General
Conditions
5%
Total
Construction
Cost
Allied
Costs
Total Project
Cost
26- Year
Life Cycle
Cost
--
Cost Factors
--
30°%
10°%
30%
--
Project Alternatives
Alternative 1 - Lift Station Replacement
$166,300
$49,900
$21 700
$22,700
$13,100
$280,000
$84,000
$370,000
$660,000
Alternative 2 - Lift Station Replacement
$158 000
$47,400
$20,600
$21 500
$12 400
$260,000
$78,000
$340,000
$720,000
Force Main Replacement Alternative
$24,300
$7,300
$3.200
$3,400
$2,000
$41,000
$13,000
$54,000
—
Alternative 3 - Gravitv Sewer Route
$326,700
$98.100
$42.500
$44.400
$25.600
S640.000
$162.000
S710.000
5740.000
The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional
opinion of accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over
variances in the cost of labor, materials, equipment nor services provided by others, contractor's means and methods of executing the
work or of determining prices, competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and
does not warrant or guarantee that proposals, bids or actual construction costs 411 not vary from the costs presented as shown.
Project: City of Renton Wastewater Lift Stations
Job #: 8235A00
Location: Renton. WA
Element: 01 Lake WA Beach New LS
DETAILED COST ESTIMATE
Date :
By :
Reviewed:
June 4, 2009
Tyler Whitehouse
Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
Division 02 - Site Construction
02000
Misc Site Restoration Allowance LS
1.00
LS
$2,000.00
$2,000.00
02220
02220
Asphalt Pavement Cuttin
Remove 2"-3" Asphaft Pavement
192.00 inFT
256.00 SF
$.78
$.37
$150
$96
02220
Asphalt Pavement Cutting
90.00
irfT
$.78
$70
02220
Remove 2"-3" Asphaft Pavement
75.00
SF
$.37
$28
02220
02240
02260
02260
Core Drilling, 12" Diameter
10Hp Submersible Pump, 3" Elect
Sheet Piling, 27VSf To 20' Deep, Pulled & Salvaged (Pits
Only)
Solid Shoring, 16 D, Wood Planks, Stringers & X-Bracing
0.50
20.00
952.00
15.00
LF
DAY
SF
LF
$157.10
$144.42
$37.32
$83.12
$79
$2.888
$35,525
$1,247
02300
Cat 225 Trackhoe, 314Cy Bucket, Gass B (Medium
Digging), 0-16 D
123.41
CY
$6.83
$843
02300
20 Cy Dump Truck, 10 Miles/Round Trip
31.85
CY
$5.14
$163
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium
Digging), 0-16' D
20.00
CY
$6.83
$137
02300
10 Cy Dump Truck, 10 Miles/Round Trip
2.78
CY
$9.30
$26
02300
Imported Pipe Bed & Zone/Confined Structure Backfill,
Class B Material
2.78
CY
$68.64
$191
02300
Native Trench Backfill/Unconfined Struct Bf, Class B
Material
17.22
CY
$17.31
$298
02300
Native Trench Backfill/Unconfined Struct. Bf, Class B
Material
98.96
CY
$17.31
$1,679
02742
3" Pavement Replacement On 6" Abc Over Trench
256.00
SF
$6.18
$1.583
02742
3" Pavement Replacement On 6" Abc Over Trench
75.00
SF
$6.18
$464
Total
$47,454
Division 03 - Concrete
03300
6" Flat Non -Formed Slab On Grade
1.45
CY
$368.82
$535
03300
6" Edge Forms Flat Slabs On Grade, Add
31.42
LF
$4.97
$156
Total
$691
Division 05 - Metals
05000
Influent Basket
0.00
LS
$1,101.34
$.00
Total
$0
Division 11 -Equipment
11000
Vaughan Packaged Duplex Chopper Pump LS
1.00
LS
$88,315.00
$88,315.00
11000
H dromatic Packaged Duplex Non -clog Pump LS
0.00
LS
$78,964.00
$.00
Total
$88,315
Division IS - Mechanical
15000
Misc Mechanical LS
1.00
LS
$4,345.07
$4.345.07
15000
4" Force Main Connection Installation
20.00
LF
$103.90
$2,078.00
15265
8" Class 150 Dr.18 C-900 Pvc Pipe In Trench
15.00
LF
$15.46
$232
Total
$6,656
Division 16 - Electrical
16000
Misc ElectricaUlnstrumentation
1.00
LS
$4.218.34
$4,218.34
16000
Standard Control Panel
1.00
LS
$16.873.36
$16,873.36
16000
Electrical Connection Allowance
1.00
LS
$2.000.00
$2,000.00
Total
$23,092
Grand Total
$166,217
W ua rM 9"M us cer 90USM "uke WA See new is Page 1 of 1 FOW ryr �,.,.
'C ca•y- �,
Project: City of Renton Wastewater Lift Stations
Job #: 8235A00
Location: Renton, WA
Element: 01 Lake WA Beach New LS
DETAILED COST ESTIMATE
Date: June 4, 2009
By : Tyler Whitehouse
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
02000
Division 02 - Site Construction
Misc Site Restoration Allowance LS
1.00
LS
$2,000.00
$2,000.00
02220
Asphalt Pavement Cutting
192.00 inFT
$.78
$150
02220
Remove 2"-3" Asphalt Pavement
256.00
SF
$.37
$96
02220
Asphalt Pavement Cutting
90.00 inFT
$.78
$70
02220
Remove 2"," Asphalt Pavement
75.00
SF
$.37
$28
02220
Core Ddlfi , 12" Diameter
0.50
LF
$157.10
$79
02240
10Hp Submersible Pump, 3" Elect.
20.00
DAY
$144.42
$2,888
02260
Sheet Piling, 27#1Sf To 2V Deep, Pulled & Salvaged (Pits
Only)
952.00
SF
$37.32
$35,525
02260
Solid Shoring, 16' D, Wood Planks, Stringers & X-Bracing
15.00
LF
$83.12
$1,247
02300
Cat 225 Trackhoe, 314Cy Bucket, Class B (Medium
Digging), 0-16 D
123.41
CY
$6.83
$843
02300
20 Cy Dump Truck, 10 Miles/Round Trip
31.65
CY
$5.14
$163
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium
Digging), 0-16' D
20.00
CY
$6.83
$137
02300
10 Cy Dump Truck, 10 Miles/Round Trip
2.78
CY
$9.30
$28
02300
02300
Imported Pipe Bed & Zone/Confined Structure Backfill,
Class B Material
Native Trench BackfilUUnconfined Struct. Bf, Class B
Material
2.78
17.22
CY
CY
$68.64
$17.31
$191
$298
02300
Native Trench Backfill/Unconfined Struct. Bf, Class B
Material
96.96
CY
$17.31
$1,679
02742
3" Pavement Replacement On 6" Abc Over Trench
256.00
SF
$6.18
$1,583
02742
3" Pavement Replacement On 6" Abc Over Trench
75.00
SF
$6.18
$464
Total
$47,464
Division 03 - Concrete
03300
6" Flat Non -Formed Slab On Grade
1.45
CY
$368.82
$535
03300
6" Edge Forms Flat Slabs On Grade, Add
31.42
LF
$4.97
$156
Total
$691
Division 05 - Metals
05000
Influent Basket
1.00
LS
$1,101.34
$1,101.34
Total
$1,101
Division 11 -Equipment
11000
Vaughan Packaged Duplex Chopper Pump LS
0.00
LS
$88,315.00
$.00
11000
Hydromatic Packaged Duplex Non -clog Pump LS
1.00
LS
$78.964.00
$78,964.00
Total
$78,964
Division 15 - Mechanical
15000
Misc Mechanical LS
1.00
LS
$4,345.07
$4,345.07
15000
4" Force Main Connection Installation
20.00
LF
$103.90
$2,078.00
15265
8" Class 150 Dr.18 C•900 Pvc Pipe In Trench
15.00
LF
$15.46
$232
Total
$6,655
Division 16 - Electrical
16000
Misc ElectricaUlnstrumentation
1.00
LS
$4,218.34
$4,218.34
16000
Standard Control Panel
1.00
LS
$16,873.36
$16,873.36
16000
Electrical Connection Allowance
1,00
LS
$2.000.00
$2,000.00
Total
$23,092
Grand Total
$157,967
fix LM* Ww I,.m 10s am Em"d#."l uw wx 13-h raw is Page 1 of 1 F- Ftw. 200eAm
Ar
Project: City of Renton Wastewater Lift Stations
Job #: 8235A00
Location: Renton, WA
Element: 03 New Force Main
DETAILED COST ESTIMATE
Date :
By :
Reviewed:
June 4, 2009
Tyler Whitehouse
Brian Casey
SPEC. NO
f DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
02000
02000
02220
Division 02 - Site Construction
Misc Site Restoration Allowance FM
Connection Allowance
Asphalt Pavement Cuttlng
1.00
1.00
2,160.00
LS
LS
irtFT
$2,000.00
$1,000.00
$.78
$2,000.00
$1,000.00
$1,683
02220
Remove 2'-3' Asphalt Pavement
1,260.00
SF
$.37
$470
02220
Concrete Curb/Gutter Demolition
50.00
LF
$5.02
$251
02300
Imported Trench Backfill/Unconfined Struct. Bf, Class B
Material
30.00
CY
$37.26
$1.118
02300
20 Cy Dump Truck, 10 Miles/Round Trip
30.00
CY
$5.14
$154
02300
Tractor/Backhoe, 12" Bucket Class B (Medium Digging), 0-
S D
80.00
CY
$43.80
$3.504
02300
Native Trench BackfilllUnconfined Struct. Bf, Class B
Material
50.00
CY
$17.31
$866
02742
3' Pavement Replacement On 4" Abc Over Trench
1,260.00
SF
$5.75
$7,240
02772
24' Curved Conc Curb And Gutter, Hand Formed
50.00
LF
$25.01
$1,251
Total
$19,537
Division 15 - Mechanical
15000
Misc Mechanical FM
1.00
LS
$2,701.40
$2,701.40
15265
4' Class 150 Dr.18 C-900 Pvc Pipe In Trench
360.00
LF
$5.67
$2,042
Total
$4,743
Grand Total
$24,280
fM Lak. WA Bach LS Cost EStlmeta As-03 No, Forcs Main Page 1 of 1 F.. wr. 1C0lLar
Project: City of Renton Wastewater Lift Stations
Job #: 8235A00
Location: Renton. WA
Element: 01 Lake WA Beach Gravity
DETAILED COST ESTIMATE
Date: June 4, 2009
By: Tyler Whitehouse
Reviewed: Brian Casey
SPEC. NO.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
SUBTOTAL
TOTAL
02000
02000
02000
Division 02 - Site Construction
Misc Site Restoration Allowance
Horizontal Boring, Ind 20" Steel Casing Only
Microtunneling
1.00
210.00
0.00
LS
LF
LF
$10,000.00
$301.50
$800.00
$10,000.00
$63,315.00
$.00
02000
VactorAllowance
3.00
Da
$1,000.00
$3,000.00
02000
Misc Connections Allowance
1.00
LS
$1 000.00
$1 000.00
02000
Additional Dewatering Allowance
1.00
LS
$15.000.00
$15,000.00
02000
Utility Allowance
1.00
LS
$2,078.00
$2,078.00
02220
Asphalt Pavement Cutting
1,020.00
inFT
$.78
$795
02220
Remove 2-3Asphalt Pavement
850.00
SF
$.37
$317
02220
Asphalt Pavement Cutting
264.00
inFT
$.78
$206
02220
Remove 2"-3' Asphalt Pavement
240.00
SF
$.37
$90
02220
Core Drilling, 12" Diameter
0.50
LF
$157.10
$79
02240
35Hp Submersible Pump, 4" Elect.
40.00
DAY
$197.41
$7,896
02240
35Hp Submersible Pump, 4" Elect.
40.00
DAY
$197.41
$7,896
02260
Solid Shoring, 15 D, Wood Planks, Stringers & X-Bracing130.00
LF
$83.12
$10,806
02260
Sheet Piling, 27#/Sf To 20r Deep, Pulled & Salvaged (Pits
Only)
1,152.00
SF
$37.32
$42,989
02260
02280
Sheet Piling, 27#/Sf To 20' Deep, Pull & Salvage (Trenches
On)
Sheet Piling, 27#/Sf To VY Deep, Pulled & Salvaged (Pits
On)
3,200.00
1,440.00
SF
SF
$17.95
$37.32
$57,456
$53,736
02300
Imported Pipe Bed & Zone/Confined Structure Backfill, Class
B Material
40.82
CY
$68.64
$2.802
02300
Cat 225 Trackhoe, 3/4Cy Bucket, Class B (Medium Digging),
0-16 D
94.81
CY
$6.83
$648
02300
10 Cy Dump Truck, 20 Miles/Round Trip
40.82
CY
$15.03
$614
02300
Cat 235 Trackhoe 1.12Cy Bucket, Class B (Medium
Digging), 0.20' D
391.11
CY
$4.23
$1,658
02300
Cat 235 Trackhoe 2.75Cy Bucket, Class B (Medium
Digging), 0-2(Y D
240.00
CY
$1.99
$478
02300
10 Cy Dump Truck, 20 Miles/Round Trip
14.89
CY
$15.03
$224
02300
Native Trench Backfill/Unconfined Struct. Bf, Class B
Material
350.29
CY
$17.31
$6,065
02300
Native Trench Backfill/Unconfined Struct. Bf, Class B
Material
240.00
CY
$17.31
$4,155
02300
Native Trench Backfill/Unconfined Struct. Bf, Class B
Material
94.81
CY
$17.31
$1,642
02580
48' X 8' Deep Precast Manhole, No Ring & Cover, No
Earthwork
3.00
EA
$1.793.10
$5,379
02580
48" Manhole Precast Slab Top Or Bottom, 8' Thick
3.00
EA
$317.73
$953
02580
GaIv. Steel Standard Steps (Precast In Manhole)
48.00
EA
$16.21
$778
02580
24" Dia. X 350 Lb Waterfight Manhole Frame & Cover
3.00
EA
$5%.53
$1,667
02580
2' Precast Grade Ri , 4-Piece, 20" - 26" Diameter
3.00
EA
$522.45
$1,567
02580
Concrete Manhole Invert, Single Channel
3.00
EA
$305.66
$917
02580
48" Precast Manhole, Xtra Depth Over 8'
25.00
VLF
$235.44
$5,886
02742
3" Pavement Replacement On 6' Abe Over Trench
850.00
SF
$6.18
$5,255
02742
3" Pavement Replacement On 6" Abc Over Trench
240.00
SF
$6.18
$1,484
02772
24' Curved Conc Curb And Gutter, Hand Formed
40.00
LF
$25.01
$1,001
02900
Sodding
2,827.44
SF
$.91
$2,585
Total
$322,411
Division 15 - Mechanical
15265
8" Sdr-26 Pvc Sewer Pipe, In Trench
460.00
LF
$9.19
$4,227
Total
$4,227
Grand Total
$326,638
f/ L.. WA B.-c Gr" Cost EV).M..1,41 Ldk. WA 8-h G," Page 1 of 1 FOtm Rw. 2008,* M
Lake WA Beach Lin StaUun
Anaenellw 1 - L01 Stal on RopUPenw iL Choppw
NunYler a Oda-0 oa,s Pel — 152
MPS oWeak: W, reai 6214
O5H SUIT Salary-8.n .(WI) 1 4000 Par Ted
E4�tical Pawsr C09a(115W 1)1 006 INW=1NHP
P— 0-.— W.— —D. 8 Baxd on Cac
TAL PROJECT COSTS
RRATION A MAINTENANCE COSTS
ilaeon (lnera00n
Slaean Fuuaa: aana�ai.. L
cNarwou: Eoapment
SENT VALE df COSTS
SENT VALUE of BENEFIT
LAATNE PRESENT VALUE of COSTS
LLATNE PRESENT VALUE of BENEFITS
ILATNE PRESENT VALUE t&CI
REST RATE
UL PRESENT VALUE of COSTS
5L PRESENT VALUE of BENEFITS
-FIT to COST RATIO
►REEDIT VALUE Pu'N
5310,11M
10
u b a a b n d 0
'-j l.-I b—I —t I b51 I b.id91 90J21 S—I 95b2
375,798 5,667
6.579
5.472 6.350 5.All
5.106 5967 4.671 4A76 4.163 062 4003 4A16 4,410 4,345 4.282 4.101
376796 391.405
367AM
302.SM 307A114 40.1,170
400.336 113.403 410.374 423.250 426.033 432,725 437.370 NIN3 446,272 460.617 454A70 450.M
375,798 301.486 -
307AK/ -
302,630 307.04 - 403,170 -
400,335 413.403 - 419,374 - 423.250 - 42003 - 432.725 - 437,328 MIA43 - 446.272 - 460A17 45070 466,=
6.0%
50%
7A%
6 640AN 1
840A70 f
571.107
f
0 i
41A0
000
000
♦ gem
d40Ai0 4
571.107
702000
P40e 1 U 3
Late WA Beach Lin Stahpn
Aft—ative 1 - Lift Station Raplacenwnt, Choppt
wl lgun v�<er- y.i r e.r
c II S.I.vY wUi Ber�elit; lAmr1
�[leariwl Pmrer Cays It1AVLLRr1
Purip 09eri4ng L�ur.liun nrvDay
YEAR
01QT
OVA
OV29
OV30
01411
OV37
0143
OV34
OV35
OV36
OV37
OV38
01139
0WO
0U41
OW2
01N3
01N/
OtNS
PERIOD NO
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
CAPITAL COSTS
U0 Sc.— Repl.cemeM
400957
TOTAL PROJECT COSTS
0
0
400.957
0
0
0
0
0
0
0
0
9
0
0
0
9
0
0
0
OPERATION S MANCTENANCE COSTS
uOSlaoon Operation
163
19tl
I
200
206
212
219
121
uS SLi—R... M.... rte
6A48
5,611
5.780
5.953
6.132
0,316
0.505
8,T01
Mrp:eYneovs EputOrrent
3.IS
3,2.a
3,311
3.i9_
3,W
1,061
9.)M
3,9/1
Oeam
— y
"N
1.122
1, 156
1.191
1.228
1,203
1.801
1.m
TOTAL OPERATNO COSTS
891.
101M
10.171 1
0,195
I1,109
II442
11T85 1
12139
RISK COSTS
TOTAL RISK COSTS
TOTAL COSTS
9.870
10,186
41108
10.)85
11,100
11.442
111m
12.1M
EYiEMB
OTAL EENEFftB
5.0 % Case— .
PRESENT VALUE of COSTS
4,101
4,023
155.003
3.8)1
3.797
3.725
3.854
3.585
-
-
-
PRESENT VALUE of BENEFIT
-
-
-
-
CIAAU.LATNE PRESENT VALUE of COSTS
463.161
481,IM
622,246
628.118
V9.915
833,M0
07,291
640.879
M0,879
M0,879
M0.879
640.879
Man
M0979
B0879
.0879
6A0,819
140B79
M0819
CU3LLATNE PRESENT VALUE of BENEFITS
-
-
-
-
-
-
-
-
-
-
CUMLATNEPRESENTVALUEIS-CI
463161 _
467,1M _
622.24
626,118 -
629.915 -
W3.W -
831,2&
M0B79 -
M0,919 -
MOBM -
M0,919
M9879 -
M0879
MOB79
MOB79
6e0879 -
MOB79
M0879
M0879
INTERESTRATE -
TOTAL PRESENT VALUE of COSTS
TOTAL PRESENT VALUE d BENEFITS
BENEFIT 11COST RATIO
1., 2W3
Lake VIA Beach LIR Station
A9erna11— 2 - Lift Stallon Replaoallmll, Non -Cloy
Nun NTP ulSg LaB-Der real 152 wer 5ue1eB Nkeka per Year 5714
OBa15u11 Salary wm Beeef,D,c lrlf 400 Par TOO
EMtlnul Ppver Cogs(f6.WHr1 S 006 1m. NHP
Punp Operamo D.—NreOd aBal.aoh Cale
YEAR 0IM 01110 0/11 01/12 01/13 Will O1M6 01/16 01117 0111W 01A9 OIM DIM O1,22 011n BIM OVM BVM
PERIOD NO 0 1 2 3 4 5 G 7 6 9 10 11 12 13 16 15 16 17
CAPITAL COSTS
ult 11 " I .. n.1000
L PROJECT COSTS
IAT1ON 6 BIAM7ilANCF COSTS
mn Ruu nuMaaomiane
us EouDmnl
Cleanxp
NN VALUE O COSTS
TENT VALUE CC BENEFIT
LLATIVE PRESENT VALUE N COSTS
LLA7NE PRESENT VAILE of BENEFITS
ULATNE PRESENT VALE (B-C)
REST RATE
LL PRESENT VALUE of COSTS
iL PRESENT VALUE of BENEFITS
=FIT 1. COST RATIO
PRESENT VALUE (NP1)
o u u D 0 0 0 0 u u 0 0 o a 0 0
IDB 11J 117 12 26 12 132 13o 1e0 Iaa 149 153 166 111 IL/ 171 178
e 100 B.No 6BE, 7203 7AIB 7M: ?Bil 8101 8.361 0601 8859 9,126 9,N9 OB81 2,011 10,270 10.576
1.700 I.EDJ 1858 1113 IBII 2,D30 2.001 2.154 7210 2.285 2,353 2A74
2,a07 2,511 2649 ]178 ZOO
3 :00 .ro 3,3B5 3007 3602 7.710 3871 3,036 4854 JI'S 4.301 aA30 1,562 4
,692 e,910 4.9B5 5,136 5186
351AO9 11,750 12,102 12.45 12,639 13,714 13,821 14AN 14A I NAB1 16,331 16,791 IBM 18762 17255 11773 18,308 18,855
RATE
351 i08
11.100
10.9 7
10.700
10,583
10.302
10,I04
9.971
8.701
95"
0.12
9.237
0A57
OBoa
9715
8.549
B,3B6
6.220
3614.
3B259B
373.575
381.343
WEOB
405.267
415.137
425r03
435.183
444110
aW.IBB
463A22
672,4i6
481,383
e90,077
401fi26
501812
515,7A
351.008 -
3675%
373575 -
304.343 -
394.905 .
405.207 •
416.432 •
425.402 -
435.103 .
N/,719 .
e54,189
453,422 -
472,478
481.303 -
490877
490626 -
607,012 1
515.239
B 7MiY f aMilabl0 f re27.a6
6 B f -
6.98 Om 0.00
i TM,yl.1 .. 14,616 3 621,015
Page 1 of 3
Lake WA Beach Lin Station
Alternative 2 - Lift Station Replac—mint, Non -CM
„.. .rr', OA/s Ver xeer
els per Year
'.LUI Stall Saary wN Benel6lfmr)
EleoTcai Power Coas IfMNHri
r . i y 'yei gong QaYlen HraDay
Pape 2d3
Lake WA Yeach LV1 SUldoo
Alfo7na11- 3-Gf411B37{SIMf MWAs
11ftM i1I1 �alny rvVLi�nelea itn �rl f
YEAR - -- - 01Ns 01A0 01/11 0v12 01213 01114 01/15 01A5 01117 01115 Gins OlfA 01M 01122 01ro 01G1f 01M OV23
PEFRI00110 _ _ _ _ _ _ 0 1 _ 2 3 4 5 5 7 s 9 10 11 12 13 1/ 15 16 17
Cr AL COSTS
Cr
�.., , 1 f11J.WU
`sewer RcuMeMnnlmaKe 1180 1318 1,358 13BB I,MI 1ABJ 1b78 1,574 1.821 Ib1U 117U 1,777 1976 1380 Iti3B 13B4 3051 2,118
;ENT VALUE d COSTS
;ENT VALUE of BENEFIT
ILLATIVE PRESENT VALUE of COSTS
LAATNE PRESENT VALUE of BENEFITS
LLATIVE PRESENT VALUE IB-C)
RESTRAM
LL PRESENT VALE of COSTS
LL PRESENT VALUE of BENEFITS
-FlT to COST RATI0
►RES6R VALUE ORP15
111,:80
1.210
1,23_
12Btl I,ItlS I,In3 I, I 1,119 1091 IA77 1,ose 1035 1018 Bey Bye 959 041 023
711,2B0
712.636
713.787
714,915 745,181 711,323 719.8R 719593 INN 721.757 722,013 723,BaB IN.5 "1— IN o 7217% 728740 72803
1112.
712,530
713.757 -
714,975 - 119781 111323 710.464 119583 7]I7.590 721.757 122,013 ID iluN - 1".,.5 125.2 126 WB 127 IN 129.740 M.831
sex
60M
70%
—
f
738A1 f
135,N2 f
731.526
f
0 f
0M
ow
am
4
130A1
-735,N2 -f
731,525
17flr20BB
pa
Lake WA Buca LM Station
AAamaflra 3 • OravKV So Rout
OBM slMl salary wai Benel4s If-i
YEAR
PERIOD NO
CNRAL COBTf
� r 4v 5ener Reule A4ernallv4 3
MON L MAKTWARCE Com
teener Fa Wne M anllenailcc
SENT VALLE of COSTS
SENT VALLE d BENEFIT
UATNE PRESENT VALUE of COSTS
U.ATNE PRESENT VALUE of BENEFITS
ILATNE PRESENT VALUE IB-CI
RESTRATE
LL PRESENT VAIUE of COSTS
LL PRESENT VALUEd BENEFITS
=FI T Io COST RATIO
PRESENT VALUE (NPV)
0 au 0 0 0 0 0 0
1.I79 1,'[44 2,112 :3E1 ]453 2.528 2,807 2,6611
L - - _ 1
005
BBB
871
855
E36
on
807
791
-
-
-
-
730,56E
731,457
732.32E
733.183
7NA21
734,BN
735.850
736,N2
nd.442
736.442
738,442
738,442
738A42
736A42
736.N2
736,442
736,442
736.442
738.442
730,58E -
731.467 -
732,328 -
733.IM -
734221 .
734,8N .
735A50 -
730.442 -
730.N2 -
736.442 -
736.442 -
738042 -
736.442 -
736.442 -
736,442 -
738.442 -
736.442 .
736,442 -
738,N2
Page 2 d 3
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GRAPHIC SCALE
20 0 20 40
( IN FEET )
1 inch = 20 ft.
ss
A
:23.58
6"(N,W) 8"(E)
CTR. CHANNEL=18.33
ss
\,
22" l
CB
RIM=25.42 \\
9, I.E.12"CMP(SW)=20.67 \ ��
GENERATOR VAULTS I.E. 12"CMP(NE)=20./ L \ �X
ON CONCRETE PAD J`
15"PI E0 28
\
GENERATOR CABINE
ON CONCRETE P D
18"PINE 18"PINE
ASPHALT
UP 1� LEGEND
UP
m WATER VALVE
8.. Up
• -6- HYDRANT
UP 113 WATER METER
ASPH LT 8., (3 ® MANHOLES (SS/SD)
8" ❑ CB
• -O- POWER/UTILITY POLE
GUY ANCHOR
1 • E--- } CB A POWER TRANSFORMER
RIM=25.65 G i P T POWER/TELEPHONE VAULT
.E. 8 CMP(NW)=21.35 !!!
I.E. 12"CMP(NE)=21.40 � � 1 POWER METER
15" o TELEPHONE/TV RISER
t11 GAS VALVE
GAS METER
0 ¢--- STREET LIGHT
SSMH 2' DIA. CONC. D
18" RIM=27.93 p•❑ LUMINAIRE
" ` ! X SPOT ELEVATION
I.E. 8 (W)=16.39 PUMP STA ON I Ir-
BOTTOM=11.93 I i SIGN
34
15 2 PIPES ON BOTTOM .DIA. P ASTIC LID f + X o MAILBOX
FEEDING PUMP STATION Co 1
C� ROCKERY
15 15" CONIFEROUS TREE
ss ss ss 1 ss ss ss DECIDUOUS TREE
UT
FOUND CASED MONUMENT
CENTER L
14" 10" TEL —
j j I PRO ER YINES LINES
I Ef j t. RIGHT—OF—WAY LINES
20" PO WE SWITCH CABINET ? j ( — — LOT LINES
0 ! I / . . . . — DITCH LINE
ASPHALT �? f {{ � I � � — FLOW LINE
14 I ! i ` w WATER LINE
!j ss SANITARY SEWER LINE
j a 281�D SD STORM DRAIN LINE
x G GAS LINE
12" UP UNDERGROUND POWER LINES
' W X I !j t J UT UNDERGROUND TELEPHONE LINES
22" w ASPHALT t ! 1 UTV UNDERGROUND CABLE TV LINES
CP 4 w ! P OVERHEAD POWER LINES
635C-31.4 M/W VRN ASPHAL 1 i OHL OVERHEAD UTILITY LINES
N=1867 6.15 2 — 0 — 0-0-0-0— CHAIN LINK FENCE
E=1302 60.25 — x — x — x — x — x — WIRE FENCE
ELEV.#27.50 + WOOD FENCE
/ UFO FIBER OPTICS LINE
�— — EASEMENT LINE
10" I i X
15 \ ; RAIL LINE
6 281
FLAGPOLE f f
6.. I I`
18"
CONCRETE (i \
( ;
DRINKING I.E. ' 2"CMP=17.80 \
FOUNTAI '
BENCH JQ 3 il..72"CMP=16.78 ROADWAY EASEMENT
i s PER REC. NO.6201854
\ I.E.72"CMP=17.85
SD
12
SD 15"CEDA
"
JQ SD
CB CB RIM=26.72 LE.8"CONC(SW)=21.77 "CED
RIM=26.05 I.E. 8"CMP(W)=23.22 0
I.E.4"PLAS FLEX(SW)=24.25 I.E.8"CMP(E)=23.17 _ BUI
I.E. "CMP(E)=23.85
ASPHALT ` l ` •
1 \"CE AR
i
ASPHALT JQ 6" • TEL _ _ _ _ / 15
w CO •
N RE C • 8.
/ (J w----__
q __ ` WM `
C HCRE� l •
w CURB •
• ,�, CYC c��R • \ Gq
1 w \
CON�Re'F w • \ �
010" K
16" 5 8 ` ` 3
635
635C-31.5 R/C w
N=186554.95 \ j
E=1302371.85 8" \
ELEV.=28.29
8" C, ` >
016 fie& ` 15„
30"MAPLE CG�F,Q CP# 1 ~ \
635C-31.1 MON
I.E. 7" MP 18. 122" MP 8. N=186494.71
"
r
E=1302526.22
I.E. 72
ELEV.=3t.88--� - \
TO
_ CALC. .E.= .1