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ADDENDUM NO. 2
TO THE PLANS, SPECIFICATIONS, PROPOSAL AND CONTRACT FOR THE CITY OF LACEY
HAWKS PRAIRIE SISTER STANDPIPE
LACEY CONTRACT NO. PW 2020-25
TO ALL PLAN HOLDERS: You are hereby notified of the following changes, revisions, deletions, additions, corrections and/or clarifications to the plans, specifications, and contract documents for the Hawks Prairie Sister Standpipe project. This addendum is made part of these contract documents as though it was originally included in the Contract. The Contractor shall note the location of the Addenda Receipt Acknowledgement on Page B-6 of the Contract Proposal. Issued this 2nd day of November 2020.
I. ADDITIONS, MODIFICATIONS, AND/OR DELETIONS TO THE PLANS ITEM NO. 1: Sheet 34/Drawing S01 1) The revision includes a change to the notes. Delete Sheet 34/Drawing S01 and replace it with the new page as attached. ITEM NO. 2: Sheet 37/Drawing S04 1) The revision includes changes to the call outs in the Foundation Detail. Delete Sheet 37/Drawing S04 and replace it with the new page as attached. II. ADDITIONS, MODIFICATIONS, AND/OR DELETIONS TO THE SPECIFICATIONS ITEM NO. 3: Section B Delete the Subcontractor List on page B-10 and replace it with the new Subcontractor List as attached.
420 COLLEGE ST SE LACEY, WA 98503
Page 2
ITEM NO. 4: Section B Add the following to Section 1-02.6 on page D-49: Item number 1 in the fifth paragraph of Section 1-02.6 is revised to read:
1. Subcontractors who will perform the work of structural steel installation, rebar installation, heating, ventilation, air conditioning and plumbing as described in RCW 18.106 and electrical as described in RCW 19.28, and
ITEM NO. 5: Section E Delete Part 1 of Section 13.31.23.13 Contractor Designed Welded Steel Water Tank [CSI 33 16 23.13] starting on page E 13-4 and ending on E 13-5 and replace with the following: 13.31.23.13 Contractor Designed Welded Steel Water Tank [CSI 33 16 23.13] Part 1 - General Design Criteria The tank shall meet all requirements of AWWA D100-11 and the seismic design requirements of the 2015 IBC. The tank shall also comply with recommendations in the geotechnical report. Design in accordance with sheet S01 Reservoir Structural Notes of the plans.
All materials shall be in accordance with AWWA D100-11.
Corrosion Allowance: 1/16 -inch corrosion allowance for all tank surfaces, including the roof, roof rafters, rafter structural supports, shell, walls, center column and floor.
The closest point of the piping connected to the bottom of the reservoir shall be a minimum of 12-inches beyond the unanchored bottom hold-down.
Per AWWA D100 13.3.3.7.2, provide sufficient freeboard to prevent detrimental effects of wave action. Provide documentation for Engineer’s review.
Access Systems
Railing Requirements: Simultaneous vertical and horizontal load of 50 lbf./ft. to top of rail transferred to the structure.
Railings also must withstand single concentrated load of 200 lbf. applied in any direction on top rail and transfer loads to the appropriate structural elements.
Loads do not need to act concurrently.
Intermediate rails shall withstand horizontally applied normal load of 25 lbf./ft.
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DATE
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SHEET NO.:
JOB
NO.:
NO.
0" 1" 2"DRAWING IS FULL SCALE WHEN
BAR MEASURES 2"
SCALE:
RE
SE
RV
OIR
GE
NE
RA
LS
TRU
CTU
RA
L N
OTE
S
MAT SLAB FOUNDATION
RINGWALL
CONTINUOUS PERIMETER
GUARDRAIL
SPIRAL STAIR CASE
ROOF VENT
ROOF ACCESS LANDING
CIT
Y O
F LA
CE
YH
AW
KS
PR
AIR
IE S
ISTE
R S
TAN
DP
IPE
SECURITY GATE
DAVIT CRANE
RESERVOIR OBLIQUE
ROOF GUTTER AND
DOWNSPOUTS
QUALITY CONTROL:
INSPECTIONS:
SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 1704 SHALL BE PROVIDED FOR THE FOLLOWING:
TESTING:
MATERIALS TESTING IN ACCORDANCE WITH IBC 1704 SHALL BE PROVIDED FOR THE FOLLOWING:
REQUIRED SPECIAL INSPECTIONS
INSPECTION
IBC CODE
REFERENCE
CODE OR STANDARD
REFERENCE
SYSTEM OR MATERIAL FREQUENCY
CONTINUOUS PERIODIC
SOILS
VERIFY FOOTING BEARING CAPACITY AND
SUBGRADE PREPARATION FOR FILLS
FILL MATERIAL VERIFICATION
FILL PLACEMENT AND COMPACTION
LIFT THICKNESS
1704.7
GEOTECHNICAL
REPORT
X (a)
X (a)
X (a)
X (a)
CONCRETE
REINFORCING STEEL
1704.4
1907.5
ACI 318 1.3.2.C
ACI 318 7.5
X
PLACEMENT OF CAST - IN - PLACE
ANCHOR BOLTS
1704.4
1911.1
1912.1
ACI 318 1.3.2.C X
CONCRETE CURING
1704.4
1905.11-13
ACI 318 1.3.2.D
ACI 318 5.11-13
X (a)
VERIFYING USE OF REQUIRED MIX
DESIGNS
1704.4
1904
1905.2-4
ACI 318 1.3.2.A
ACI 318 CH.4
ACI 318 5.2-4
X
CONCRETE PLACEMENT
1704.4
1905.9-10
ACI 318 1.3.2.D
ACI 318 5.9-10
X
VERIFICATION OF FORMWORK
1704.4
1906.1
ACI 318 6.1.1
X (a)
VERIFICATION OF IN-SITU
CONCRETE STRENGTH
1704.4 ACI 318 18.13.4.3
X (a)
(a) = PERIODIC SPECIAL INSPECTION DEFINED IN CONTRACT SPECIFICATIONS.
IBC CODE
REFERENCE
CODE OR STANDARD
REFERENCE
FREQUENCY
CONTINUOUS PERIODIC
SYSTEM OR MATERIAL
GEOTECHNICAL
FILL IN - PLACE DENSITY OF
PREPARED SUBGRADE DENSITY
1704.7
VARIES; MIN. PER IBC
J107.5
EA. 3000 SF OF PREPARED
SUBGRADE
MATERIAL VERIFICATION
VARIES; CLASSIF. &
TESTING OF
CONTROLLED FILL
MATERIALS
X (a)
CONCRETE
CONCRETE STRENGTH
1704.4
1905.6
ASTM C39
EACH 40 CY OF SLAB OR
WALL PLACED EACH DAY
CONCRETE SLUMP ASTM C143
CONCRETE AIR CONTENT ASTM C231
CONCRETE TEMPERATURE ASTM C1064
REQUIRED TESTING FOR SPECIAL INSPECTIONS
(a) = PERIODIC SPECIAL INSPECTION DEFINED IN CONTRACT SPECIFICATIONS.
CONCRETE ANCHORS SHALL BE EITHER HILTI HIT-RE 500-V3 INJECTABLE
MORTAR, SIMPSON STRONG-TIE SET-XP ANCHORING ADHESIVE, OR
POWERS PE1000+ ADHESIVE ANCHORS AS SPECIFIED. WHERE SIZE IS
CALLED OUT ON THE DRAWINGS, PROVIDE MINIMUM EMBEDMENT
DEPTHS AS SHOWN ON THE FOLLOWING TABLES. PROVIDE MINIMUM
EDGE DISTANCES AND SPACING AS SHOWN ON THE FOLLOWING TABLES
UNLESS SPECIFICALLY DETAILED OTHERWISE. SPECIAL INSPECTION
REQUIRED.
INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S
INSTRUCTIONS.
NOTIFY OWNER 48 HOURS IN ADVANCE OF INSTALLATION OF ALL
ANCHORS.
WHERE SIZE IS NOT CALLED OUT, ANCHOR SHALL BE SELECTED BASED
ON DESIGN LOADS.IF THE MINIMUM EDGE DISTANCE AND/OR MINIMUM
SPACING CAN NOT BE ACHIEVED, REFER TO PRODUCT INFORMATION
FOR REDUCTION IN ALLOWABLE LOADS.
DIA. OF ROD
(INCHES) OR
REBAR SIZE NO.
MIN. EDGE
DISTANCE
(INCHES)
MIN.
EMBEDMENT
(INCHES)
MIN. ANCHOR
SPACING
(INCHES)
ALLOWABLE LOAD BASED ON
BOND STRENGTH (POUNDS)
TENSION SHEAR
1/2
5/8
2-1/2
3-1/8
2-3/4
3-1/8
1,027
1,312
2,210
2,827
2-1/2
3-1/8
7/8 4-3/8 3-1/2 4-3/8
ANCHORS FOR CONCRETE DAVIT CRANE MOUNTS
HILTI HIT-RE 500-V3, SIMPSON STRONG-TIE SET-XP & POWERS PE1000+
3-3/43/4 3-3/4 3-1/21,556 3,351
1,556 3,351
#4
#5
#6
#7
#8
1,520
1,775
3,618
5,494
2,225 7,570
2,440 9,428
4,520 11,507
2-1/2
3-1/8
4-1/2
5-5/8
2-1/2
3-1/8
4-3/8
5
7-7/8
9
4-3/8
5
3-3/43-3/4 6-3/4
CONCRETE ANCHOR
SOILS REPORT REFERENCE: "TECHNICAL MEMORANDUM" PREPARED BY RH2 ENGINEERING, MARCH 2020
FORMED SURFACES EXPOSED TO EARTH (WALLS BELOW GRADE), WATER OR WEATHER (#6 BARS OR LARGER). . 2"
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . 3"
CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:
BASIS OF DESIGNGEOTECHNICAL PARAMETERS:
REINFORCED CONCRETE REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN
ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH THE
"REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE" - SEE THIS SHEET.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS
SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.
CRITERIA
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AWWA D100-11, ASCE 7-16, AND IBC 2015.
SHOP DRAWINGS AND STRUCTURAL CALCULATIONS SHALL BE STAMPED BY A PROFESSIONAL
STRUCTURAL ENGINEER LICENSED IN WASHINGTON STATE.
THE FOLLOWING ITEMS SHALL BE CONSTRUCTED AS SHOWN ON THE DRAWINGS: PIPING, ROOF VENT,
SHELL ACCESS PORT, AND VANDAL SHIELD.
THE TANK SHELL, FLOOR, ROOF SUPPORT SYSTEM, PLATFORMS, HANDRAILS, LADDERS, ROOF
ACCESS HATCH, PIPE SUPPORTS, AND OTHER MINOR APPURTENANCES SHALL BE DESIGNED BY THE
CONTRACTOR AS SPECIFIED. THE GENERAL ARRANGEMENT AND OVERALL DIMENSIONS OF THESE
ITEMS SHALL BE AS SHOWN ON THE DRAWINGS. THE CONTRACTOR MAY CONSTRUCT THE
REINFORCED CONCRETE FOUNDATION AND ANCHORAGE AS SHOWN OR SUBMIT AN ALTERNATE
DESIGN WITH THE TANK SUBMITTAL.
MAXIMUM NET BEARING:
SOIL PROFILE TYPE:
4,000 PSF
D
OTHER LOADING PARAMETERS:
WIND LOAD:
SNOW LOAD:
SEISMIC PARAMETERS (AWWA D100-11):
SPECTRAL RESPONSE ACCELERATIONS:
IMPORTANCE FACTOR:
SEISMIC DESIGN CATEGORY:
SEISMIC-FORCE-RESISTING SYSTEM:
RESPONSE MODIFICATION FACTORS:
107 MPH PER 2015 IBC/ASCE 7-16
25 PSF, NON-REDUCABLE
Sds= 1.122g, Sd1=0.505g
Is = 1.5
C
GROUND SUPPORTED STORAGE TANK
IMPULSIVE=3, CONVECTIVE=1.5
OTHER DESIGN VALUES USED:OCCUPANCY CATEGORY:
CONCRETE:
ESSENTIAL
4500 PSI WITH 60,000 PSI REINFORCING
LIVE LOADS:PLATFORMS AND STAIRS: 100 PSF LIVE LOAD, 300 LB CONCENTRATED
GENERAL
LINES SHOWN ON DRAWINGS MAY BE ASSOCIATED WITH CAD MODELING AND MAY NOT REPRESENT
REQUIRED OR ALLOWED JOINTS. SEE DETAILS FOR CLARIFICATION ON REQUIRED AND ALLOWED
JOINTS.
STRUCTURAL ABBREVIATIONSACI - AMERICAN CONCRETE INSTITUTE
AL - ALUMINUM
ASCE - AMERICAN SOCIETY OF CIVIL ENGINEERS
CHK - CHECKERED
CL - CENTERLINE
CLR - CLEAR
EA - EACH
EF - EACH FACE
EW - EACH WAY
FB - FLAT BAR
GR - GRADE
IBC - INTERNATIONAL BUILDING CODE
LB - POUND
LLV - LONG LEG VERTICAL
WELDS
DESIGN AND FABRICATION PER AWWA D100-11. UNLESS OTHERWISE NOTED, WELD SIZES TO EQUAL
THICKNESS OF THE THINNER MEMBER BEING JOINED. FOR FILLET WELD SIZES NOT SHOWN, USE
MINIMUM WELD SIZE PER AWWA D100-11, SECTION 8.12.1.
MPH - MILES PER HOUR
O.C. - ON CENTER
PL - PLATE
PSF - POUNDS PER SQ FT
RB - ROUND BAR
RST - REINFORCING STEEL
SST - STAINLESS STEEL
T&B - TOP AND BOTTOM
2.
1.
END COVER FOR 90° HOOKS MUST BE EQUAL
SIDE COVER EQUAL TO OR GREATER THAN 2-1/2".
TO OR GREATER THAN 2".
"TOP BARS" ARE HORIZONTAL BARS WITH MORE
THAN 12" DEPTH OF CONCRETE CAST BELOW THEM.
IF CLEAR CONCRETE COVER IS LESS THAN 2x THE
DIAMETER OF THE BAR OR THE CENTER-TO-CENTER
SPACING IS LESS THAN (4) BAR DIAMETERS, THEN
VALUES SHALL BE INCREASED BY 43%.
NOTES:
· THE TANK SHALL BE CONTRACTOR- OR MANUFACTURER-DESIGNED, AS SPECIFIED IN DIVISION 13 OF THE TECHNICAL SPECIFICATIONS, AND INSTALLED ON THE
RH2-DESIGNED FOUNDATION SHOWN ON THE PLANS. BUTT WELDED ROOF PLATES WILL NOT BE REQUIRED. LAP WELDED ROOF PLATES WILL BE ACCEPTED
PROVIDED THEY ARE SEAL WELDED ABOVE AND BELOW AND SEAL WELDED TO ANY SUPPORTING MEMBERS OR STRUCTURES.
· ROOF MEMBERS SHALL BE DESIGNED TO MEET THE L/240 DEFLECTION STANDARD TYPICAL FOR SERVICEABILITY CRITERIA IN IBC AND ASCE 7.
· AWWA D100 REQUIRES THE LOWEST ONE-DAY MEAN AMBIENT TEMPERATURE FOR THE LOCATION OF THE TANK PLUS 15 DEGREES FAHRENHEIT. THE SITE FALLS ON
THE NORMAL ISOTHERMAL LINE OF 30 DEGREES FAHRENHEIT. THEREFORE, THE DESIGN METAL TEMPERATURE SHOULD BE 45 DEGREES FAHRENHEIT.
· A BUTT WELDED ANNULAR RING WILL BE REQUIRED AT THE OUTSIDE PERIMETER OF THE FLOOR. STANDARD LAP WELDS WILL BE ACCEPTED ON THE REMAINDER OF
THE FLOOR.
· ALL STEEL MEMBERS SHALL BE PREPARED AND PRIMED PER TECHNICAL SPECIFICATIONS IN THE SHOP. FOLLOWING FIELD WELDING, PRIMER TOUCH UP/REPAIR
SHALL BE PERFORMED PER THE TECHNICAL SPECIFICATIONS, FOLLOWED BY INTERMEDIATE AND FINISH COATING IN THE FIELD PER TECHNICAL SPECIFICATIONS.
INTERMEDIATE AND FINISH COATS DO NOT NEED TO BE APPLIED TO THE TOP FLANGES OF RAFTERS SEAL WELDED TO THE ROOF PLATE.
· ALL JOINTS SHALL BE SEAL WELDED, INCLUDING ROOF PLATE & RAFTER CONNECTIONS. RAFTER TO ROOF PLATE SEAL WELDS MAY BE COMPLETED IN THE SHOP.
ROOF PLATES MAY BE WELDED TO OTHER ROOF PLATES IN THE SHOP OR IN THE FIELD: THOSE WELDS MUST BE LAP WELDS WITH COATING PREPARATION AND
APPLICATION PER DIVISION 9 OF THE TECHNICAL SPECIFICATIONS.
· TO MEET CURRENT DEFLECTION STANDARDS DUE TO SERVICE LOADS, THE TANK MANUFACTURER MAY UTILIZE ANY OF THE FOLLOWING MEANS, PROVIDED THE
MANUFACTURER PROVIDES PE STAMPED SHOP DRAWINGS AND CALCULATIONS SUPPORTING ITS DESIGN, INCLUDING: RAFTER CAMBERING, OR AN INCREASED
NUMBER OR SIZE OF RAFTERS.
STEEL
MATERIAL VERIFICATION OF HIGH
STRENGTH BOLTS
1705.2 X
INSPECTION OF HIGH STRENGTH BOLTS X
AISC 360, N5.6
INSPECTION OF WELDING: STRUCTURAL
STEEL
AISC 360, N5.4
COMPLETE & PARTIAL PENETRATION
GROOVE WELDS
X
MULTIPASS FILLET WELDS
SINGLE PASS FILLET WELDS >
5
16
"
SINGLE PASS FILLET WELDS <
5
16
"
X
X
X
1705.2
AISC 360, N5.6
1705.2
1705.2
#10
#9
#8
#7
#6
#5
#4
#3
BAR
SIZE
TOP BARS OTHER BARS TOP BARS ALL BARS
TENSION BARS TENSION BARS END HOOKS
MINIMUM STRAIGHT
DEVELOPMENT LENGTHS
MINIMUM LAP
SPLICE
LENGTHS
MINIMUM
EMBEDMENT
LENGTHS
79"
70"
62"
54"
37"
31"
25"
19"
61"
54"
48"
42"
29"
24"
19"
15"
103"
91"
81"
71"
49"
41"
33"
25"
17"
15"
14"
12"
10"
9"
7"
6"
DEFERRED SUBMITTALS
· TANK SHOP DRAWINGS INCLUDING SHELL, ROOF, AND FLOOR DESIGN
· TANK ACCESS INCLUDING STAIRS, LANDINGS, PLATFORMS, RAILING, AND ACCESS HATCHES
520
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62
DWG NO.:
DATE
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ENG
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REVI
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:PL
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DATE
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CLIE
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FILE
NAM
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SHEET NO.:
JOB
NO.:
NO.
0" 1" 2"DRAWING IS FULL SCALE WHEN
BAR MEASURES 2"
SCALE:
RE
SE
RV
OIR
LO
WE
R S
EC
TIO
NS
AN
DD
ETA
ILS
SECTION ELEVATION
ANNULAR RING
ANCHOR BOLT CHAIR502
FOUNDATION DETAIL
STRUCTURAL FILL PER
SPECIFICATION 9-03.14(2)
COMPACTED TO 95% MAX
DRY DENSITY PER
MODIFIED PROCTOR IN
MAX 8" LIFTS INSIDE AND
OUTSIDE RINGWALL.
UNDISTURBED NATIVE
MATERIAL
12" MIN COMPACTED
CRUSHED SURFACING
BASE COURSE PER CIVIL
PLANS
(92) 2
1
2
" Ø ASTM F1554-55
ANCHOR BOLTS.
4" SAND FILL
ANCHOR CHAIR, SEE
DETAIL THIS SHEET
TANK SHELL
ANCHOR BOLT NOTES:
1) FIELD VERIFY HORIZONTAL ALIGNMENT OF
ANCHOR BOLTS WITHIN TOLERANCE
REQUIRED FOR CONNECTION TO TANK SHELL
PRIOR TO PLACING CONCRETE.
2) PROVIDE POSITIVE VERTICAL SUPPORT FOR
BOLT TO ELIMINATE VERTICAL DEFLECTION
DURING CONCRETE PLACEMENT.
NON-SHRINK GROUT
FOUNDATION
EDGE DRAIN
GRADE PER
PAVING PLAN
4'-0"
COLUMN FOOTING DETAIL
COLUMN BASE PLATE, SEAL
WELD TO FLOOR
INTERIOR COLUMN
LOWER LANDING
CIT
Y O
F LA
CE
YH
AW
KS
PR
AIR
IE S
ISTE
R S
TAN
DP
IPE
TRIM STAIR AROUND
ANCHOR BOLT
8'-0" x 8'-0"
PLAN
ELEVATION
11"
C
L
C
L
NOTE: ACCESS PORT
PENETRATIONS MUST BE
PREFABRICATED INTO SHELL PLATE
AND THERMALLY STRESS-RELIEVED
PER AWWA D100-11 14.3.2.6. ONLY
REQUIRED WHEN USING SECTION
14 DESIGN AND SHELL MATERIAL
EXCEEDS 1" THICKNESS.
503 TYPICAL ACCESS PORT COVER501
A1A2
4
7
8
"
2
3
4
"
10"
3
8
"
2'-4"
2
7
8
"
ANNULAR RING
TANK SHELL
1
1
2
"
9
3
4
"
3/8"
3/8"
3/8"
5"
C
L
C
L
#5 @ 6" O.C. E.W., T & B, TYP RST.
2" MIN
CLR
3" MIN CLR
HEAVY HEX NUT
(9) #5 HORZ BARS
EQUALLY SPACED, E.F.
#6 @ 3" O.C. VERT BARS E.F.
MIN (6) PER ANCHOR BOLT
COLUMN FOOTING
501
36" DIA
4'-0" TO
TANK BOT.
6" 18"
9"
C
L
2-1/2"
1/2"
1'-1" 1'-1"
DOUBLER PL (6'-9" O.D. x 3'-1" I.D.).
THICKNESS TO MATCH SHELL
PL
1
2
" (36" I.D. x 6" LONG)
PL
3
4
" (3'-8" O.D. x 3'-1" I.D.)
1
8
" NEOPRENE GASKET FULL PERIMETER
42 -
3
4
" BOLTS EQUALLY SPACED
ON A 40
1
2
"Ø BOLT CIRCLE
PL 1
1
5" (3'-8" O.D.)
1
2
" ROD
SHELL PLATE
DOUBLER
PLATE
BEVEL TO
ACCOMMODATE
SHELL WELD
ANNULAR
RING BOT. PL.
ADJUST LOCATION OF ANCHOR AWAY
FROM MANWAY CL BY 1'-1" TO EDGE
OF DOUBLER PLATE, TYP EA SIDE.
SECTION THROUGH36" Ø ACCESS PORT
TYPICAL ACCESSPORT COVER
HINGES PL
3
4
" W/
3
4
" SST BOLT, TYP.
BOLT
LOCATION
PER PLAN
DOUBLER PLATE
7"
1'-0" TYP
3'-0"
TYP
RADIAL BARS BOTTOM OF
SLAB PER S02
#5 @ 12" O.C., E.W.,
TOP AND BOTTOM
#5 CONCRETE ANCHORS
EA. CORNER EMBED MIN 4"
TRIM STAIR TO
ACCOMMODATE
DOWNSPOUT, TYP OF 4
3'-0" MIN
EMBED
3/8"
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SUBCONTRACTOR LIST Prepared in compliance with RCW 39.30.060 as amended
To Be Submitted with the Bid Proposal
Project Name:
Failure to list subcontractors with whom the bidder, if awarded the contract, will directly subcontract for performance of the work of structural steel installation and rebar installation, heating, ventilation and air conditioning, plumbing, as described in Chapter 18.106RCW, and electrical, as described in Chapter 19.28 RCW or naming more than one subcontractor to perform the same work will result in your bid being non-responsive and therefore void. Subcontractor(s) with whom the bidder will directly subcontract that are proposed to perform the work of structural steel installation and rebar installation, heating, ventilation and air conditioning, plumbing, as described in Chapter 18.106 RCW, and electrical as described in Chapter 19.28 RCW must be listed below. The work to be performed is to be listed below the subcontractor(s) name. To the extent the Project includes one or more categories of work referenced in RCW 39.30.060, and no subcontractor is listed below to perform such work, the bidder certifies that the work will either (i) be performed by the bidder itself, or (ii) be performed by a lower tier subcontractor who will not contract directly with the bidder. Subcontractor Name: Work to be Performed: Structural steel installation
Subcontractor Name: Work to be Performed: Rebar installation
Subcontractor Name: Work to be Performed: Plumbing
Subcontractor Name: Work to be Performed: Electrical
Subcontractor Name: Work to be Performed: Heating ventilation and air conditioning
* Bidder’s are notified that is the opinion of the enforcement agency that PVC or metal conduit, junction boxes, etc, are considered electrical equipment and therefore considered part of electrical work, even if the installation is for future use and no wiring or electrical current is connected during the project.
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