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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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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

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Oct 30, 2020

Oct 30, 2020

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FILE

NAM

E:

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.